CN201352179Y - Integral testing apparatus of shield tunnel structural model - Google Patents
Integral testing apparatus of shield tunnel structural model Download PDFInfo
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- CN201352179Y CN201352179Y CNU2008202233646U CN200820223364U CN201352179Y CN 201352179 Y CN201352179 Y CN 201352179Y CN U2008202233646 U CNU2008202233646 U CN U2008202233646U CN 200820223364 U CN200820223364 U CN 200820223364U CN 201352179 Y CN201352179 Y CN 201352179Y
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- 238000012360 testing method Methods 0.000 title claims abstract description 36
- 239000002689 soil Substances 0.000 claims abstract description 79
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 56
- 239000010959 steel Substances 0.000 claims abstract description 56
- 238000004088 simulation Methods 0.000 claims abstract description 23
- 238000006243 chemical reaction Methods 0.000 claims abstract description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 11
- 238000006073 displacement reaction Methods 0.000 claims description 6
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 11
- 230000003993 interaction Effects 0.000 abstract description 5
- 230000007613 environmental effect Effects 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 11
- 239000011888 foil Substances 0.000 description 5
- 239000010410 layer Substances 0.000 description 5
- 230000015572 biosynthetic process Effects 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 230000003321 amplification Effects 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000011229 interlayer Substances 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 238000003199 nucleic acid amplification method Methods 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000012546 transfer Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000002775 capsule Substances 0.000 description 1
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- 238000007906 compression Methods 0.000 description 1
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- 238000007789 sealing Methods 0.000 description 1
- 230000007306 turnover Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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Abstract
一种盾构隧道结构模型综合试验装置，其构成是：土层模拟及土压加载装置由钢板围成的模拟土体腔，土体腔的外侧设置水平反力框架，反力框架的每一边与土体腔之间连接有水平土压千斤顶；附带均匀水压加载装置及非均匀水压加载装置的隧道结构模型轴向垂直地置于土体腔中心；隧道结构模型与土体腔之间填充有模拟试验土，土体腔的上部覆盖钢盖板，土体腔上方还设有垂直反力龙门架，垂直反力龙门架的梁的下部与钢盖板之间连有垂向土压千斤顶。该系统可以模拟不同断面形式的隧道结构在不同地层条件、水文条件下与地层间的相互作用，更真实地模拟隧道结构的环境条件，测试数据更精确可靠，为盾构隧道施工提供更可靠的保障。
A comprehensive test device for a shield tunnel structure model, which is composed of: a simulated soil cavity surrounded by steel plates with a soil layer simulation and soil pressure loading device; Horizontal earth pressure jacks are connected between the body cavities; the tunnel structure model with uniform water pressure loading device and non-uniform water pressure loading device is placed axially and vertically in the center of the soil body cavity; the space between the tunnel structure model and the soil body cavity is filled with simulated test soil , the upper part of the soil cavity is covered with a steel cover, and a vertical reaction gantry is also arranged above the soil cavity, and a vertical earth pressure jack is connected between the lower part of the beam of the vertical reaction gantry and the steel cover. The system can simulate the interaction between tunnel structures with different cross-sections and strata under different stratum conditions and hydrological conditions, more realistically simulate the environmental conditions of the tunnel structure, and the test data is more accurate and reliable, providing more reliable information for shield tunnel construction. protection.
Description
Technical field
The utility model relates to a kind of shield tunnel construction model combined test apparatus.
Background technology
In the work progress of shield tunnel, tunnel structure be subjected to stratum on every side power and with the interaction relationship on stratum on every side be very complicated, therefore need the research tunnel structure with the interaction relationship between the layer soil body, for safety, the smooth construction of shield tunnel provides safeguard.
The research that concerns between the existing tunnel structure and the soil body, the simulation test of the subway single track line shield tunnel-soil layer complex that carries out as Japanese Waseda University department of civil engineering of science and engineering portion structural experiment chamber, Japanese building research institute, this test is vertically placed (axis in model tunnel is parallel with surface level) in the cabin of a sealing with circular shield tunnel model, and in the cabin, be full of model test soil, in the cabin, add the band setting-out at last, and pressurize with the inner soil body of jack pair and to realize loading.Its test data is the strain of metro shield tunnel model.But in this test, test unit does not have and can not vertical (axis) direction in model tunnel be retrained, and the model tunnel is not a plane strain state when loading, and can not embody the plane strain characteristic in tunnel.In addition, because the model tunnel is vertically placed, load chamber is vertical flat, and the loading and unloading model all needs earlier the top soil body to be dug out during the tunnel, changes the tunnel model inconvenience; And pressurized capsule involves great expense, and size is limited, and the size in model tunnel is restricted, and can only test undersized tunnel model; Simultaneously because turnover inconvenience in the cabin is also pretty troublesome when changing model test soil; And because the band setting-out mixes with model test soil, cause experiment material disposablely to use, cause waste.In addition, add the proportioning that the band setting-out can influence the model soil body material, make the physical property of soil body material be difficult to guarantee, and the hydraulic pressure size of practical function on the model section of jurisdiction is difficult to accurate control.By the down influence of underground hydrogeological condition, it is very big that some shield tunnel is subjected to phreatic effect, and existing model test system all can't accurately simulate the influence of water ballast(ing).
The utility model content
The purpose of this utility model just provides a kind of shield tunnel construction model combined test apparatus, this system can the simulation tunnel structure under Different Strata condition, different section form tunnel and different geological hydrology condition with the interaction of ground interlayer, and test out the stressing conditions of tunnel structure; The environmental baseline of simulation tunnel structure more realistically, test data is more accurate reliable, and it is easy to operate, ensures for the safety of shield tunnel construction provides more smoothly.
The technical scheme that its goal of the invention that realizes the utility model adopts is: a kind of shield tunnel construction model combined test apparatus, and its formation is:
Soil layer simulation and soil pressure charger: surround a foursquare simulation soil body chamber by four steel plates, the foursquare horizontal reacting force framework of the arranged outside in soil body chamber is connected with the lateral earth pressure lifting jack between each limit of reaction frame and the corresponding sides in soil body chamber;
The tunnel structural model of subsidiary even hydraulic pressure charger and non-homogeneous hydraulic pressure charger axially vertically places center, soil body chamber; Also foil gauge is installed on the tunnel structural model surface, crack gauge is taken into account in displacement; Be filled with simulation test soil between tunnel structural model and the soil body chamber, be placed with soil pressure cell in the simulation test soil; Foil gauge, displacement meter, joint measurement are taken into account soil pressure cell and are all linked to each other with analysis processing computer;
The top in soil body chamber covers steel deck-plate, and corresponding to the position perforate of tunnel structural model, top, soil body chamber also is provided with the vertical reaction portal frame, is connected with vertical soil pressure lifting jack between the bottom of the beam of vertical reaction portal frame and the steel deck-plate on the steel deck-plate.
The course of work of the present utility model and principle of work are: tunnel structure is axially perpendicular to ground, the lateral earth pressure lifting jack from horizontal direction with load action on four steel plates, again by steel plate to soil body transmitted load, give tunnel structure with the simulation soil body with Load Transfer, tunnel structure is applied the power effect; Vertical soil pressure lifting jack and steel deck-plate then limit its linear deformation, realize the horizontal loading of tunnel structure.By changing the acting force of lifting jack, can simulate of the effect of different soil pressures to tunnel structure; Change the soil body in the soil body chamber, can realize the conversion of formation condition, thereby simulate under the different formation conditions soil body the effect of tunnel structure; The even hydraulic pressure charger and the non-homogeneous hydraulic pressure charger that have on the tunnel structural model can simulate under different groundwater conditions the effect of the hydraulic pressure that tunnel structure is suffered; Foil gauge by installing, displacement meter crack gauge, and various testers such as soil pressure cell again, the record tunnel structure stressed effect.
Compared with prior art, the beneficial effects of the utility model are:
One, vertically (being the vertical loading direction) is provided with steel deck-plate and vertical soil pressure lifting jack in the tunnel, when tunnel structure and surrounding soil are subjected to the effect of lateral earth pressure lifting jack and produce and prolong the tunnel vertically during the distortion of (being the vertical ground direction), act on its linear deformation of pressure limitation on the steel deck-plate by vertical lifting jack, keep tunnel and surrounding soil to be in plane strain state, and owing to give tunnel structural model with Load Transfer by soil body pressurized, rather than directly pressurize to tunnel structure, thereby more real simulation goes out the situation of the suffered reservoir pressure of tunnel structure, makes test figure more accurate, reliably.
Two, owing to adopt horizontal loading, soil body chamber is flat form, and than the high thin soil body cavity of vertical loading, its replacing soil body and load operation are all convenient, simple.
Three, the tunnel structure with the different section form places in the soil body chamber, can finish the simulation test of different section tunnel structure, its applied range.
Four, even, non-homogeneous hydraulic pressure charger can be simulated under the different geological hydrology environment, hydraulic pressure is to the effect of the power of tunnel structure, thereby make this pilot system truer, be particularly useful for the simulation test of tunnel structure of the environment of the moistening many water in stratum the simulation of shield tunnel construction.
In a word, compbined test of the present utility model can the simulation tunnel structure under Different Strata condition, different section form tunnel and different geological hydrology condition with the interaction of ground interlayer, and test out the stressing conditions of tunnel structure; The environmental baseline of simulation tunnel structure more realistically, test data is more accurate reliable, and it is easy to operate, ensures for the safety of shield tunnel construction provides more smoothly.
The concrete structure of subsidiary even hydraulic pressure charger is on the above-mentioned tunnel structural model: an end of the hoop steel strand wires more than two is fixed on the riser of afterburning pedestal, the other end, is fixed in the afterburning rotating shaft after one week around the structural model outside surface of shield tunnel; The top board and the base plate of afterburning pedestal passed in this reinforcing rotating shaft, and the upper end of afterburning rotating shaft connects afterburning crossbeam, is connected in series dynamometer on the hoop steel strand wires.
The concrete structure of non-homogeneous hydraulic pressure charger is: connect length more than two between two twisted wire fixed beams of non-homogeneous hydraulic pressure charger and be the structural model girth half or near half stretch-draw steel strand wires, again with two twisted wire fixed beams and the whole the same sides of pasting the surface that is put in structural model of stretch-draw steel strand wires, two augmentors of structural model surface opposite side are continuous with corresponding twisted wire fixed beam by afterburning wirerope respectively, are connected in series dynamometer on the steel strand wires.
Lay many group hoop steel strand wires along the tunnel structural model outside surface, by the rotation of afterburning crossbeam the hoop steel strand wires are strained, and the structural model outside surface is applied contact pressure.Because the hoop steel strand wires are evenly distributed in structural outer surface, therefore structural model is produced equally distributed radial compression applied, and read its value by the dynamometer that is serially connected on the hoop steel strand wires, can simulate and measure the effect of the suffered under water even hydraulic pressure of tunnel structure like this.
Many groups stretch-draw steel strand wires of the semicircle arcuation of laying along structural model outside surface one side of shield tunnel, when augmentor to the stretch-draw steel strand wires when the opposite side of structural model applies pulling force, by the pulling force at the both ends of stretch-draw steel strand wires and the radial direction angle maximum at this place, act on the radial pressure minimum on the structural model radial direction; And progressively close to the centre from the end of stretch-draw steel strand wires, then its radial pressure to structural model progressively increases, and in the middle part of stretch-draw steel strand wires, the stretch-draw steel strand wires reach maximal value to the radial pressure of structural model.Therefore, the superposition of the pressure that successively decreases to two ends in the middle of the semicircle arcuation stretch-draw steel strand wires that uniform pressure and the stretch-draw steel strand wires to the total model that formed by the hoop steel strand wires form, it is big just to have produced stretch-draw steel strand wires partial pressure on structural model, no stretch-draw steel strand wires partial pressure is little, be the pressure distribution that bulb-shaped changes, can read the size of the application of force by the dynamometer that is connected in series on the stretch-draw steel strand wires.Simulate and measure the pressure of the suffered under water up-small and down-big non-uniform Distribution of structural model so preferably.
The even hydraulic pressure that is applied by even hydraulic pressure charger and non-homogeneous hydraulic pressure charger and the stack of non-homogeneous hydraulic pressure promptly simulate shield tunnel construction increases the up-small and down-big bulb-shaped hydraulic pressure that is produced along with the degree of depth (water level) at the actual water environment effect.Like this, simulation experiment system of the present utility model can simulate the hydraulic pressure environment of tunnel structure realistically.
Adjust the degree of tension of hoop steel hinge line, the degree of tension and the open angle of two afterburning wireropes, thereby adjust the variation of even hydraulic pressure and non-homogeneous hydraulic pressure, and then control for the loading value of structural model, simulate hydraulic pressure under different water level conditions for the effect and the influence of structural model.
Below in conjunction with drawings and the embodiments the utility model is further specified.
Description of drawings
Fig. 1 is the plan structure synoptic diagram after the utility model embodiment removes the beam of steel deck-plate and vertical reaction portal frame.
Fig. 2 be the utility model embodiment face the sectional structure synoptic diagram.
Fig. 3 is the amplification perspective view of the even hydraulic pressure charger of the utility model embodiment.
Fig. 4 is the amplification perspective view of the non-homogeneous hydraulic pressure charger of the utility model embodiment.(convenient for observing, the corresponding component among this figure revolves the stereographic map that obtains after turning 90 degrees for the position inhour of corresponding component among Fig. 1)
Embodiment
Embodiment
Fig. 1-2 illustrates, and a kind of embodiment of the present utility model is: a kind of shield tunnel construction model combined test apparatus, and its formation is:
Soil layer simulation and soil pressure charger: surround a foursquare simulation soil body chamber 31 by four steel plates.The foursquare horizontal reacting force framework 32 of the arranged outside in soil body chamber 31 is connected with lateral earth pressure lifting jack 33 between each limit of reaction frame 32 and the corresponding sides in soil body chamber 31.
The tunnel structural model 1 of subsidiary even hydraulic pressure charger and non-homogeneous hydraulic pressure charger axially vertically places 31 centers, soil body chamber; Tunnel structural model is also installed foil gauge on 1 surface, crack gauge is taken into account in displacement; Be filled with simulation test soil between tunnel structural model 1 and the soil body chamber 31, be placed with soil pressure cell in the simulation test soil; Foil gauge, displacement meter, joint measurement are taken into account soil pressure cell and are all linked to each other with analysis processing computer;
The top in soil body chamber 31 covers steel deck-plate 35, on the steel deck-plate 35 corresponding to the position perforate of tunnel structural model 1,31 tops, soil body chamber also are provided with vertical reaction portal frame 37, are connected with vertical soil pressure lifting jack 38 between the bottom of the beam of vertical reaction portal frame 37 and the steel deck-plate 35.
Fig. 3 and Fig. 1, Fig. 2 illustrate, the concrete structure of subsidiary even hydraulic pressure charger is on the tunnel structural model: an end of the hoop steel strand wires 8 more than two is fixed on the riser 21 of afterburning pedestal 2, the other end is around the structural model of shield tunnel after one week of 1 outside surface, is fixed in the afterburning rotating shaft 3; The top board 22 and the base plate 23 of afterburning pedestal 2 passed in this reinforcing rotating shaft 3, and the upper end of afterburning rotating shaft 3 connects afterburning crossbeam 4, serial connection dynamometer 9 on the hoop steel strand wires 8.
Fig. 4 and Fig. 1, Fig. 2 illustrate, the concrete structure of non-homogeneous hydraulic pressure charger is: connect length more than two between two twisted wire fixed beams 5 and be structural model 1 girth half or near half stretch-draw steel strand wires 6, again with two twisted wire fixed beams 5 and stretch-draw steel strand wires 6 whole the same sides of pasting the surface that is put in structural model 1, two augmentors 7 of structural model 1 surperficial opposite side are continuous with corresponding twisted wire fixed beam 5 by afterburning wirerope 13 respectively, serial connection dynamometer 9 on the steel strand wires 6.
The utility model in the specific implementation, gap 34 is left in the soil body chamber 31 that its four steel plates surround on four angles, simultaneously 31 4 interior angle places are provided with square baffle plate 36 in soil body chamber.These four steel plates can slide mutually along four square baffle plates.Like this, both made four steel plates can be inwardly, outwards move, can be well to soil body transmitted load; Native endoceliac simulation test soil 39 can be from four angles to external leakage yet simultaneously.
Need to prove that for illustrated simple and clear, clear, what Fig. 3, Fig. 4 drew respectively is the device of evenly loading and non-homogeneous loading.And in fact, all even non-homogeneous loading is carried out simultaneously, and promptly the structural model among Fig. 3,4 is same model, and all even non-homogeneous hydraulic pressure charger then distributes simultaneously and superposition is set on this model.And the side on the soil body chamber of soil layer simulation and soil pressure charger has the through hole that afterburning wirerope passes.
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| Application Number | Priority Date | Filing Date | Title |
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| CNU2008202233646U CN201352179Y (en) | 2008-12-15 | 2008-12-15 | Integral testing apparatus of shield tunnel structural model |
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| CNU2008202233646U CN201352179Y (en) | 2008-12-15 | 2008-12-15 | Integral testing apparatus of shield tunnel structural model |
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| CN201352179Y true CN201352179Y (en) | 2009-11-25 |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071943A (en) * | 2010-12-13 | 2011-05-25 | 上海大学 | Centrifugal experimental simulation testing device for surface subsidence induced by city shield tunnel construction |
| CN102226729A (en) * | 2011-06-02 | 2011-10-26 | 广厦建设集团有限责任公司 | Earth pressure balance shield muck soil pressure control model test device |
| CN102607942A (en) * | 2012-04-01 | 2012-07-25 | 中交上海三航科学研究院有限公司 | Waterproof structure of multi-layer mobile loading beam |
| CN102944348A (en) * | 2012-12-07 | 2013-02-27 | 中国石油集团工程设计有限责任公司 | Device and method for testing buoyant force of buried pipeline |
| CN103076128A (en) * | 2013-01-04 | 2013-05-01 | 西南交通大学 | Tunnel three-dimensional stress field simulator |
| CN103091222A (en) * | 2013-01-04 | 2013-05-08 | 西南交通大学 | Device for simulating and testing water burst of tunnel fissure |
| CN103344481A (en) * | 2013-06-24 | 2013-10-09 | 重庆交通大学 | Test method and system for wall-soil interaction force |
| CN103398861A (en) * | 2013-08-05 | 2013-11-20 | 中国科学院武汉岩土力学研究所 | Physical simulation test system for true triaxial rockburst of deep-buried tunnel |
| CN104034368A (en) * | 2014-06-16 | 2014-09-10 | 同济大学 | Soil body and pressure integrated observation device with three-dimensional extensible type support |
| CN105067294A (en) * | 2015-07-17 | 2015-11-18 | 青岛理工大学 | Mining overburden bed separation different-speed growth test monitoring system and analysis method |
| CN108709977A (en) * | 2018-07-19 | 2018-10-26 | 浙江大学城市学院 | A kind of ground preloading influences the indoor model test device and test method of existing subway tunnel |
| US20230349799A1 (en) * | 2022-04-29 | 2023-11-02 | Institute Of Rock And Soil Mechanics, Chinese Academy Of Sciences | Deformation and control simulation test system for tunnel engineering supporting structure |
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2008
- 2008-12-15 CN CNU2008202233646U patent/CN201352179Y/en not_active Expired - Lifetime
Cited By (21)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071943A (en) * | 2010-12-13 | 2011-05-25 | 上海大学 | Centrifugal experimental simulation testing device for surface subsidence induced by city shield tunnel construction |
| CN102071943B (en) * | 2010-12-13 | 2012-11-07 | 上海大学 | Centrifugal experimental simulation testing device for surface subsidence induced by city shield tunnel construction |
| CN102226729A (en) * | 2011-06-02 | 2011-10-26 | 广厦建设集团有限责任公司 | Earth pressure balance shield muck soil pressure control model test device |
| CN102226729B (en) * | 2011-06-02 | 2013-02-13 | 广厦建设集团有限责任公司 | Earth pressure balance (EPB) shield residual soil pressure control model test apparatus |
| CN102607942A (en) * | 2012-04-01 | 2012-07-25 | 中交上海三航科学研究院有限公司 | Waterproof structure of multi-layer mobile loading beam |
| CN102944348A (en) * | 2012-12-07 | 2013-02-27 | 中国石油集团工程设计有限责任公司 | Device and method for testing buoyant force of buried pipeline |
| CN102944348B (en) * | 2012-12-07 | 2015-04-29 | 中国石油集团工程设计有限责任公司 | Device and method for testing buoyant force of buried pipeline |
| CN103076128A (en) * | 2013-01-04 | 2013-05-01 | 西南交通大学 | Tunnel three-dimensional stress field simulator |
| CN103091222A (en) * | 2013-01-04 | 2013-05-08 | 西南交通大学 | Device for simulating and testing water burst of tunnel fissure |
| CN103091222B (en) * | 2013-01-04 | 2014-12-10 | 西南交通大学 | Device for simulating and testing water burst of tunnel fissure |
| CN103076128B (en) * | 2013-01-04 | 2015-06-24 | 西南交通大学 | Tunnel three-dimensional stress field simulator |
| CN103344481A (en) * | 2013-06-24 | 2013-10-09 | 重庆交通大学 | Test method and system for wall-soil interaction force |
| CN103344481B (en) * | 2013-06-24 | 2016-03-16 | 重庆交通大学 | Wall-soil interaction force test method and test macro |
| CN103398861A (en) * | 2013-08-05 | 2013-11-20 | 中国科学院武汉岩土力学研究所 | Physical simulation test system for true triaxial rockburst of deep-buried tunnel |
| CN103398861B (en) * | 2013-08-05 | 2015-08-05 | 中国科学院武汉岩土力学研究所 | A kind of true triaxial rockburst physical simulation experiment system for deep-lying tunnel |
| CN104034368A (en) * | 2014-06-16 | 2014-09-10 | 同济大学 | Soil body and pressure integrated observation device with three-dimensional extensible type support |
| CN105067294A (en) * | 2015-07-17 | 2015-11-18 | 青岛理工大学 | Mining overburden bed separation different-speed growth test monitoring system and analysis method |
| CN108709977A (en) * | 2018-07-19 | 2018-10-26 | 浙江大学城市学院 | A kind of ground preloading influences the indoor model test device and test method of existing subway tunnel |
| CN108709977B (en) * | 2018-07-19 | 2024-03-01 | 浙江大学城市学院 | Indoor model test device and method for influencing existing subway tunnel by ground overload |
| US20230349799A1 (en) * | 2022-04-29 | 2023-11-02 | Institute Of Rock And Soil Mechanics, Chinese Academy Of Sciences | Deformation and control simulation test system for tunnel engineering supporting structure |
| US11879872B2 (en) * | 2022-04-29 | 2024-01-23 | Institute Of Rock And Soil Mechanics, Chinese Academy Of Sciences | Deformation and control simulation test system for tunnel engineering supporting structure |
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Granted publication date: 20091125 |