CN104297051A - Tunnel model experiment loading device - Google Patents
Tunnel model experiment loading device Download PDFInfo
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- CN104297051A CN104297051A CN201410494973.5A CN201410494973A CN104297051A CN 104297051 A CN104297051 A CN 104297051A CN 201410494973 A CN201410494973 A CN 201410494973A CN 104297051 A CN104297051 A CN 104297051A
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- frame column
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Abstract
The invention relates to a tunnel model experiment loading device. The device comprises a loading frame, a front baffle and a rear baffle, wherein the loading frame comprises frame columns, a moving cross beam and an upper cross beam; the moving cross beam and the upper cross beam are respectively perpendicular to the frame columns; a plurality of lateral hydraulic cylinders are symmetrically installed on the inner sides of the frame columns; a plurality of vertical hydraulic cylinders are installed at the bottom of the moving cross beam; a lifting device is installed on the upper cross beam; a lifting point matched with the lifting device is arranged at the top end of the moving cross beam; the front baffle comprises a transparent organic glass baffle and a steel channel baffle formed by a plurality of hot-rolled steel channel; the rear baffle is formed by a plurality of hot-rolled steel channel; a hole is cut in the organic glass baffle; the organic glass baffle is arranged on the inner side of the steel channel baffle; and a plurality of coaxial stay bolts are arranged between the front and rear baffles. The device can generate various rock and soil mass three-dimensional stress fields with different burial depth and geological conditions and can achieve the chamber excavation model experiments under complicated conditions, such as different clear distances, different sections, and the like under high and low unsymmetrical pressure conditions.
Description
Technical field
The invention belongs to railway and vcehicular tunnel field, specifically relate to a kind of tunnel model experiment charger.
Background technology
Along with the develop rapidly of the infrastructure construction such as railway and highway, increasing railway and highway need to pass through high and steep mountains and rivers and lakes by the form in tunnel, because the condition of various different construction site limits, there is various dissimilar tunnel, as little span tunnel, multiple-arch tunnel and cross tunnel etc., simultaneously also due to various different geological conditions, also there is different changes in the working environment in tunnel, as large and small unsymmetrial loading tunnel etc., which type of digging construction method is adopted to cause the concern of engineering circles at different conditions.Tunnel excavation engineering method difference not only directly can affect the stability of tunnel surrounding in digging process and the duty of lining cutting in the future, also can affect construction speed and construction safety simultaneously.Therefore, before selection arrangement and method for construction and supporting means, the various problems that tunnel excavation process produces must be understood in depth, and model experiment is one of the most effective means.
For tunnel excavation model experiment, method conventional both at home and abroad has dimensional model experiment method (3D method) and two dimensional model experimental technique (2D method).Wherein 3D method needs very large experimental site and equipment, loading procedure is very complicated, this experimental technique and engineering practice coincide better theoretically, but actual mechanical process is difficult to reach this effect, particularly under vast scale three-dimensional model condition, the excavation order of tunnel cross-section and supporting means are difficult to simulation, and experiment effect is often undesirable; 2D method is that the one be based upon in certain theoretical foundation simplifies experimental technique, its theoretical foundation is exactly that tunnel is in digging process and in follow-up use procedure, its section belongs to plane strain problems under three-dimensional ground stress condition, direct relation is not had with the physical length in tunnel, therefore, as long as actual three-dimensional ground stress field condition can be simulated, just three-dimensional tunnel model can be replaced to carry out digging construction method simulation, method for protecting support simulation with two-dimentional tunnel cross-section model, be a kind of efficient, economic laboratory facilities.
In order to controlled three-dimensional ground stress field action can be realized on two-dimentional empirical model, meet actual stress and the deformation condition of country rock in tunnel excavation process, various digging construction method and supporting means can be simulated simultaneously, need to set up experiments experiment charger, reach experiment purpose that is simple, high-efficiency and economic.
Summary of the invention
The invention provides a kind of tunnel model experiment charger, not only volume is little, lightweight, and controlled three-dimensional ground stress field can be provided, and can the stress field of tunnel surrounding in simulation tunnel digging process, can the various digging construction method of very convenient simulation and supporting means.
A kind of tunnel model experiment charger, described charger comprises loading frame, is positioned at the front apron in loading frame front and is positioned at the backboard at the loading frame back side, described loading frame comprises frame column, moving beam and entablature, and moving beam and entablature are vertical with frame column respectively; Described frame column comprises the first frame column and the second frame column that vertically arrange, the medial surface of the first frame column and the second frame column is symmetrically installed with several side hydraulic oil cylinders, the bottom of described first frame column and the second frame column is respectively equipped with column root-plate, and described column root-plate is arranged on concrete pedestal by foot bolt; Described entablature two ends are fixed with the first frame column and the second frame column top respectively, and described moving beam to be arranged between the first frame column and the second frame column and to be positioned at below entablature; Be provided with several vertical hydraulic jacks bottom described moving beam, described entablature is provided with hoisting apparatus, moving beam top is provided with the suspension centre matched with this hoisting apparatus; The channel-section steel baffle plate that described front apron comprises one piece of transparent organic glass baffle plate and is made up of some hot-rolled steel channels, backboard is made up of some hot-rolled steel channels, wherein the length of organic glass baffle plate is identical with the length of hot-rolled steel channel, it is highly the multiple of single hot-rolled steel channel height, there is certain thickness, organic glass baffle plate is cut with a hole identical with empirical model shape of cross section, hole is provided with cover plate; The two ends of organic glass baffle plate and channel-section steel baffle plate respectively with the first frame column and the second frame column affixed by coaxial set bolt, organic glass baffle plate is positioned at the inner side of channel-section steel baffle plate, is provided with some coaxial stay-bolts between front and rear baffle.
Described frame column requires to have larger rigidity, can not produce distortion in loading procedure, and be preferably framework steel column, its medial surface is symmetrically provided with several side hydraulic oil cylinders, can simulate different wall pressure condition; Described moving beam requires to have larger rigidity, and can not produce distortion in loading procedure, bottom is provided with several vertical hydraulic jacks, can simulate various vertical pressure condition; Entablature is provided with hoisting apparatus, may be used for the upper-lower position of moving beam and the lifting of Rock And Soil front and rear baffle, by being arranged on the hoisting apparatus on entablature, described moving beam can move up and down along framework steel column, can meet the needs of different buried depth experiment condition; The organic glass baffle plate cut down can play the effect of baffle plate before model excavation as cover plate; The setting of coaxial stay-bolt, can be used for increasing the rigidity of baffle plate, can produce effect of contraction, in Rock And Soil, produce 3-D stree field in hydraulic jack loading procedure along the fore-and-aft direction of empirical model to Rock And Soil.
As preferably, channel-section steel outside organic glass baffle plate is adopted between the inside mode of notch and organic glass baffle plate and is fixed and drawknot by coaxial set bolt and coaxial stay-bolt, and the channel-section steel at other positions all adopts the outside mode of notch to be fixed and drawknot by coaxial set bolt and coaxial stay-bolt.Fill and front and rear baffle collaborative work in loading procedure at Rock And Soil, the displacement of restriction Rock And Soil and distortion, produce 3-D stree field; In excavation experimentation, the channel-section steel be positioned at outside organic glass baffle plate will be removed, but the fixing of organic glass baffle plate and drawknot state can not be affected, now organic glass baffle plate will bear the effect of constraint Rock And Soil, keep the 3-D stree field of surrounding rock of chamber, can allow experimenter can the distortion of observed quantity surrounding rock of chamber exactly simultaneously.
As preferably, the height of described organic glass baffle plate is the height sum of 3 ~ 4 hot-rolled steel channels, organic glass baffle plate offers coaxial fixed bolt hole and coaxial stay-bolt hole.According to size and the buried depth position of tunnel or chamber model, cut organic glass baffle plate, and according to the cross sectional shape cutting hole of tunnel or chamber, the plate cut down is as hole cover plate.
As preferably, the interior headroom size length × wide × height of described loading frame is 5000mm × 300mm × 2000mm.
As preferably, described frame column is formed through batten plate bolt fixed Combination by the first batten plate by two first channel-section steels respectively, and every root channel-section steel is welded by three block plates, and described first channel-section steel inside keeps at a certain distance away and arranges the first ribbed stiffener.
As preferably, described moving beam is combined through welding by the second batten plate by two second channel-section steels, and every root channel-section steel is welded by three block plates, and described second channel-section steel inside keeps at a certain distance away and arranges the second ribbed stiffener.
As preferably, described entablature is combined by two hot-rolled steel channels.
As preferably, described coaxial stay-bolt is arranged on the trisection point place of front and rear baffle, adopts nut to fix between described coaxial stay-bolt and front and rear baffle.
As preferably, described first frame column, the second frame column weld with adopting respectively between column root-plate.
The present invention can produce the Rock And Soil 3-D stree field under various different buried depth and geologic condition, the adit digging model experiment of the complex condition such as different clear distance and different section under can realizing large and small bias condition; This charger has good versatility, has higher conventional efficient and economic benefit.
Accompanying drawing explanation
Fig. 1 is the positive facade assembling schematic diagram of loading frame;
Fig. 2 is the A-A sectional view of Fig. 1 center trestle;
Fig. 3 is moving beam B-B cross-sectional view in Fig. 1;
Fig. 4 is the structural representation of organic glass baffle plate;
Fig. 5 is that Rock And Soil is filled and baffle plate scheme of installation;
Fig. 6 is the experiment charger schematic diagram installed;
Fig. 7 is channel-section steel baffle plate and organic glass baffle plate fixing means schematic diagram;
Fig. 8 is tunnel or adit digging experimentation schematic diagram.
Embodiment
Below in conjunction with the drawings and specific embodiments, the invention will be further described, but protection scope of the present invention is not limited to this.
With reference to Fig. 1 ~ 8, a kind of tunnel model experiment charger, comprise loading frame, be positioned at the front apron in loading frame front, and be positioned at the backboard at the loading frame back side, described loading frame comprises frame column, moving beam 2 and entablature 3, moving beam 2 is vertical with frame column respectively with entablature 3, described frame column comprises the first frame column 1-1 and the second frame column 1-2 that vertically arrange, the medial surface of the first frame column 1-1 and the second frame column 1-2 is symmetrically installed with several side hydraulic oil cylinders 6, the bottom of described first frame column 1-1 and the second frame column 1-2 is respectively equipped with column root-plate 7, described column root-plate 7 is arranged on concrete pedestal by foot bolt 8, the two ends of described entablature 3 are fixed with the first frame column 1-1 and the second frame column 1-2 top respectively, and described moving beam 2 to be arranged between the first frame column 1-1 and the second frame column 1-2 and to be positioned at below entablature 3, be provided with several vertical hydraulic jacks 12 bottom described moving beam 2, described entablature 3 is provided with hoisting apparatus 4, moving beam 2 top is provided with the suspension centre 5 matched with this hoisting apparatus 4, the channel-section steel baffle plate 19 that described front apron comprises one piece of transparent organic glass baffle plate 16 and is made up of some hot-rolled steel channels, backboard is made up of some hot-rolled steel channels, wherein the length of organic glass baffle plate 16 is identical with the length of hot-rolled steel channel, it is highly the multiple of single hot-rolled steel channel height, there is certain thickness, organic glass baffle plate 16 is cut with a hole identical with empirical model shape of cross section, hole is provided with cover plate 17, the two ends of organic glass baffle plate 16 and channel-section steel baffle plate 19 are affixed by coaxial set bolt 20 with the first frame column 1-1 and the second frame column 1-2 respectively, organic glass baffle plate 16 is positioned at the inner side of channel-section steel baffle plate 19, some coaxial stay-bolts 21 are provided with between front and rear baffle, described coaxial stay-bolt 21 is arranged on the trisection point place of front and rear baffle, adopts nut to fix between described coaxial stay-bolt 21 and front and rear baffle.
Channel-section steel outside organic glass baffle plate is adopted between the inside mode of notch and organic glass baffle plate and is fixed and drawknot by coaxial set bolt 20 and coaxial stay-bolt 21, and the channel-section steel at other positions all adopts the outside mode of notch to be fixed and drawknot by coaxial set bolt 20 and coaxial stay-bolt 21.The height of described organic glass baffle plate is the height sum of 3 ~ 4 hot-rolled steel channels, organic glass baffle plate 16 offers coaxial fixed bolt hole 11 and coaxial stay-bolt hole 18.Fill and organic glass baffle plate and the collaborative work of channel-section steel baffle plate in loading procedure at Rock And Soil, the displacement of restriction Rock And Soil and distortion, produce 3-D stree field; In digging process, part front side channel-section steel will be removed, but the fixing of organic glass baffle plate and drawknot state can not be affected, now organic glass baffle plate will bear the effect of constraint Rock And Soil, keep the 3-D stree field of surrounding rock of chamber, can allow experimenter can the distortion of observed quantity surrounding rock of chamber exactly simultaneously.
Described frame column requires to have larger rigidity, can not produce distortion in loading procedure, is preferably framework steel column.Described frame column is formed through batten plate bolt 10 fixed Combination by the first batten plate 9 by two first channel-section steels 14 respectively, and every root channel-section steel 14 is welded by three block plates, and described first channel-section steel 14 inside keeps at a certain distance away and arranges the first ribbed stiffener 15.Described moving beam requires to have larger rigidity, distortion can not be produced in loading procedure, described moving beam is combined through welding by the second batten plate 23 by two second channel-section steels 13, every root channel-section steel 13 is welded by three block plates, and described second channel-section steel 13 inside keeps at a certain distance away and arranges the second ribbed stiffener 24.Described entablature 3 is combined by two hot-rolled steel channels.Described first frame column 1-1, the second frame column 1-2 weld with adopting respectively between column root-plate 7.The interior headroom size length × wide × height of described loading frame is 5000mm × 300mm × 2000mm.
The medial surface of described frame column is symmetrically provided with several side hydraulic oil cylinders, can simulate different wall pressure condition; The bottom of described moving beam is provided with several vertical hydraulic jacks, can simulate various vertical pressure condition; Described entablature is provided with hoisting apparatus, may be used for the upper-lower position of moving beam and the lifting of Rock And Soil front and rear baffle, by being arranged on the hoisting apparatus on entablature, described moving beam can move up and down along framework steel column, can meet the needs of different buried depth experiment condition; The organic glass baffle plate cut down can play the effect of baffle plate before model excavation as cover plate; The setting of coaxial stay-bolt, can be used for increasing the rigidity of baffle plate, can produce effect of contraction, in Rock And Soil, produce 3-D stree field in hydraulic jack loading procedure along the fore-and-aft direction of empirical model to Rock And Soil.
When starting to test, first, according to size and the buried depth position of tunnel or chamber model, the position of moving beam 2 is adjusted by hoisting apparatus 4, adopt notch outside mode that channel-section steel baffle plate 19 in front apron and backboard are installed from bottom to top, be fixed on the first frame column 1-1 and the second frame column 1-2 with coaxial set bolt 20, and with coaxial stay-bolt 21, two pieces, front and back channel-section steel baffle plate is strained and fixed, after often installing the channel-section steel in a pair forward and backward baffle plate, carry out filling and tamping with Rock And Soil packing material 22.
When arriving near tunnel or chamber modal position, first organic glass baffle plate 16 to be placed on the front side of charger, with hole cover plate 17, hole be covered, and then side channel steel shoe before and after installing.Channel-section steel baffle plate wherein outside organic glass baffle plate is installed adopting the inside mode of notch, the channel-section steel baffle plate at other positions all adopts the outside mode of notch to install, as shown in Figure 7, what organic glass baffle plate 16 and the channel-section steel baffle plate 19 outside it adopted is that coaxial set bolt 20 and coaxial stay-bolt 21 are fixed and strain, like this, would not have an impact to the fixing of organic glass baffle plate and tension when organic glass baffle plate outer side slot steel shoe is removed; Sensor is arranged in around tunnel or chamber model, fills Rock And Soil packing material 22 and tamp.
Continue remaining channel-section steel is installed and fill compacting Rock And Soil packing material 22 till reaching the height required by experiment condition.The compacted density of Rock And Soil packing material should control in strict accordance with experiment condition.Experiment charger after installation as shown in Figure 6.
As shown in Figure 8, start side hydraulic oil cylinder 6 and vertical hydraulic jack 12 pairs of Rock And Soil packing materials 22 apply lateral pressure and vertical pressure simultaneously, the stability contorting stage is entered after reaching the three-dimensional stress condition required by experiment condition, channel-section steel baffle plate 19 on front side of tunnel or chamber model is removed, come out by organic glass baffle plate 16, the change of stress field situation again detecting Rock And Soil packing material is gone forward side by side Row sum-equal matrix.After hole cover plate 17 is removed, various digging construction method and lining cutting experiment can be carried out according to experiment purpose, form tunnel or adit digging section 25.
Claims (9)
1. a tunnel model experiment charger, it is characterized in that: described charger comprises loading frame, is positioned at the front apron in loading frame front and is positioned at the backboard at the loading frame back side, described loading frame comprises frame column, moving beam and entablature, and moving beam and entablature are vertical with frame column respectively; Described frame column comprises the first frame column and the second frame column that vertically arrange, the medial surface of the first frame column and the second frame column is symmetrically installed with several side hydraulic oil cylinders, the bottom of described first frame column and the second frame column is respectively equipped with column root-plate, and described column root-plate is arranged on concrete pedestal by foot bolt; Described entablature two ends are fixed with the first frame column and the second frame column top respectively, and described moving beam to be arranged between the first frame column and the second frame column and to be positioned at below entablature; Be provided with several vertical hydraulic jacks bottom described moving beam, described entablature is provided with hoisting apparatus, moving beam top is provided with the suspension centre matched with this hoisting apparatus; The channel-section steel baffle plate that described front apron comprises one piece of transparent organic glass baffle plate and is made up of some hot-rolled steel channels, backboard is made up of some hot-rolled steel channels, wherein the length of organic glass baffle plate is identical with the length of hot-rolled steel channel, it is highly the multiple of single hot-rolled steel channel height, there is certain thickness, organic glass baffle plate is cut with a hole identical with empirical model shape of cross section, hole is provided with cover plate; The two ends of organic glass baffle plate and channel-section steel baffle plate respectively with the first frame column and the second frame column affixed by coaxial set bolt, organic glass baffle plate is positioned at the inner side of channel-section steel baffle plate, is provided with some coaxial stay-bolts between front and rear baffle.
2. tunnel model experiment charger according to claim 1, is characterized in that: the channel-section steel outside organic glass baffle plate is adopted between the inside mode of notch and organic glass baffle plate and is fixed and drawknot by coaxial set bolt and coaxial stay-bolt.
3. tunnel model experiment charger according to claim 1 and 2, is characterized in that: the height of described organic glass baffle plate is the height sum of 3 ~ 4 hot-rolled steel channels, organic glass baffle plate offers coaxial fixed bolt hole and coaxial stay-bolt hole.
4. tunnel model experiment charger according to claim 1, is characterized in that: the interior headroom size of described loading frame is long × wide × high is 5000mm × 300mm × 2000mm.
5. tunnel model experiment charger according to claim 1, it is characterized in that: described frame column is formed through batten plate bolt fixed Combination by the first batten plate by two first channel-section steels respectively, every root channel-section steel is welded by three block plates, and described first channel-section steel inside arranges the first ribbed stiffener according to certain interval.
6. tunnel model experiment charger according to claim 1, it is characterized in that: described moving beam is combined through welding by the second batten plate by two second channel-section steels, every root channel-section steel is welded by three block plates, and described second channel-section steel inside arranges the second ribbed stiffener according to certain interval.
7. tunnel model experiment charger according to claim 1, is characterized in that: described entablature is combined by two hot-rolled steel channels.
8. tunnel model experiment charger according to claim 1, is characterized in that: described coaxial stay-bolt is arranged on the trisection point place of front and rear baffle.
9. tunnel model according to claim 1 experiment charger, is characterized in that: described first frame column, the second frame column weld with adopting respectively between column root-plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410494973.5A CN104297051B (en) | 2014-09-25 | 2014-09-25 | Tunnel model experiment charger |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410494973.5A CN104297051B (en) | 2014-09-25 | 2014-09-25 | Tunnel model experiment charger |
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| CN104297051A true CN104297051A (en) | 2015-01-21 |
| CN104297051B CN104297051B (en) | 2016-09-14 |
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| CN201410494973.5A Expired - Fee Related CN104297051B (en) | 2014-09-25 | 2014-09-25 | Tunnel model experiment charger |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104614242A (en) * | 2015-02-01 | 2015-05-13 | 东华理工大学 | Excavation and surrounding rock stress and strain monitoring model testing device for rock-soil chamber under complicated conditions, and method thereof |
| CN106771074A (en) * | 2016-12-29 | 2017-05-31 | 台州学院 | Rainfall infiltration and the adjustable unsaturated soil side slope simulation test device of level of ground water |
| CN106769405A (en) * | 2016-12-13 | 2017-05-31 | 华北科技学院 | A kind of vertical demarcation strip and Geotechnical Engineering multifunction test system |
| CN106950111A (en) * | 2017-05-22 | 2017-07-14 | 西南交通大学 | A kind of pseudo-dynamic equation method |
| CN107192602A (en) * | 2017-07-11 | 2017-09-22 | 兰州交通大学 | A kind of high ground stress soft rock stress tunnel indoor model test equipment and system |
| CN109001050A (en) * | 2018-05-11 | 2018-12-14 | 温州大学 | tunnel shearing test device |
| CN112326431A (en) * | 2020-11-06 | 2021-02-05 | 四川大学 | Experimental device and experimental method for rock deformation and damage process |
| CN113848101A (en) * | 2021-09-22 | 2021-12-28 | 中铁二十局集团第四工程有限公司 | Similar simulation experiment system for realizing composite stratum circular tunnel under condition of considering plane strain state and use method |
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| CN103257072A (en) * | 2013-04-28 | 2013-08-21 | 中国矿业大学 | Three-dimensional visual true triaxial simulation test bed |
| CN204128888U (en) * | 2014-09-25 | 2015-01-28 | 浙江科技学院 | A kind of tunnel model experiment charger |
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Patent Citations (5)
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| JPH0829297A (en) * | 1994-07-12 | 1996-02-02 | Nishimatsu Constr Co Ltd | Method and apparatus for test of shield excavation model |
| CN2420639Y (en) * | 2000-05-29 | 2001-02-21 | 交通部重庆公路科学研究所 | vertical external loadiing executor for channel wall rock stability analysis |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104614242A (en) * | 2015-02-01 | 2015-05-13 | 东华理工大学 | Excavation and surrounding rock stress and strain monitoring model testing device for rock-soil chamber under complicated conditions, and method thereof |
| CN106769405A (en) * | 2016-12-13 | 2017-05-31 | 华北科技学院 | A kind of vertical demarcation strip and Geotechnical Engineering multifunction test system |
| CN106771074A (en) * | 2016-12-29 | 2017-05-31 | 台州学院 | Rainfall infiltration and the adjustable unsaturated soil side slope simulation test device of level of ground water |
| CN106950111A (en) * | 2017-05-22 | 2017-07-14 | 西南交通大学 | A kind of pseudo-dynamic equation method |
| CN106950111B (en) * | 2017-05-22 | 2019-09-10 | 西南交通大学 | A kind of pseudo-dynamic equation method |
| CN107192602A (en) * | 2017-07-11 | 2017-09-22 | 兰州交通大学 | A kind of high ground stress soft rock stress tunnel indoor model test equipment and system |
| CN109001050A (en) * | 2018-05-11 | 2018-12-14 | 温州大学 | tunnel shearing test device |
| CN112326431A (en) * | 2020-11-06 | 2021-02-05 | 四川大学 | Experimental device and experimental method for rock deformation and damage process |
| CN113848101A (en) * | 2021-09-22 | 2021-12-28 | 中铁二十局集团第四工程有限公司 | Similar simulation experiment system for realizing composite stratum circular tunnel under condition of considering plane strain state and use method |
| CN113848101B (en) * | 2021-09-22 | 2024-04-19 | 中铁二十局集团第四工程有限公司 | Simulation experiment system for realizing composite stratum circular tunnel under plane strain state and application method |
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