CN204128887U - A kind of tunnel excavation dimensional model experiment charger - Google Patents
A kind of tunnel excavation dimensional model experiment charger Download PDFInfo
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- CN204128887U CN204128887U CN201420553366.7U CN201420553366U CN204128887U CN 204128887 U CN204128887 U CN 204128887U CN 201420553366 U CN201420553366 U CN 201420553366U CN 204128887 U CN204128887 U CN 204128887U
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Abstract
The utility model relates to a kind of tunnel excavation dimensional model experiment charger, comprise loading frame, front apron, backboard and self-balancing reaction frame, loading frame comprises frame column, moving beam and entablature, frame column medial surface is symmetrically installed with several side hydraulic oil cylinders, several vertical hydraulic jacks are installed bottom moving beam, entablature is provided with hoisting apparatus, front apron comprises one piece of transparent organic glass baffle plate and channel-section steel baffle plate, organic glass baffle plate is cut with a hole, organic glass baffle plate is positioned at the inner side of channel-section steel baffle plate; Be respectively equipped with more than one self-balancing reaction frame outside front and rear baffle, be provided with several lifting jack between self-balancing reaction frame and front apron, front apron is provided with jack pad.The utility model 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.
Description
Technical field
The utility model belongs to railway and vcehicular tunnel field, specifically relates to a kind of tunnel excavation dimensional 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 utility model provides a kind of tunnel excavation dimensional model experiment charger, not only volume is little, lightweight, and controlled three-dimensional ground stress field can be provided, 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 excavation dimensional model experiment charger, backboard and self-balancing reaction frame that described charger comprises loading frame, is positioned at the front apron in loading frame front, is positioned 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 the first 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 baffle plate set bolt, organic glass baffle plate is positioned at the inner side of channel-section steel baffle plate; Two self-balancing reaction frames are respectively equipped with outside described forward and backward baffle plate, described self-balancing reaction frame is formed by square-section or round section steel-pipe welding, its upper end is connected and fixed by counter-force pull bar, and bottom is fixedly mounted on concrete pedestal by the second foot bolt; Be provided with several lifting jack between described self-balancing reaction frame and front apron, described lifting jack is fixedly installed on self-balancing reaction frame, and described front apron is provided with jack pad.
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 self-balancing reaction frame and lifting jack, Rock And Soil front and rear baffle can be retrained as required, limit its displacement and distortion, effect of contraction can be produced along the fore-and-aft direction of empirical model to Rock And Soil in hydraulic jack loading procedure, thus produce 3-D stree field in Rock And Soil.
As preferably, described self-balancing reaction frame is rigid frame structure, is formed by square-section or round section steel-pipe welding, and described lifting jack is Manual hydraulic jack.
As preferably, the two ends of described front apron and backboard are fixed on the first frame column and the second frame column respectively by baffle plate set bolt.The two ends baffle plate set bolt of baffle plate is fixed on frame column, center section is then fixed by self-balancing reaction frame and retrains, fill and Rock And Soil baffle plate and self-balancing reaction frame co-operation in loading procedure at Rock And Soil, restriction Rock And Soil along the displacement of the fore-and-aft direction of empirical model and distortion, thus produces 3-D stree field; Experimenter can by the distortion of transparent organic glass baffle plate observed quantity surrounding rock of chamber exactly.
As preferably, the height of described organic glass baffle plate is the height sum of 3 ~ 4 hot-rolled steel channels, and the two ends of organic glass baffle plate offer fixed 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.Described entablature is combined by two channel-section steels.
As preferably, described self-balancing reaction frame is arranged on the trisection point place of forward and backward baffle plate span, is connected with a base bottom self-balancing reaction frame, and this base is arranged on concrete pedestal by the second foot bolt.
As preferably, described first frame column, the second frame column weld with adopting respectively between column root-plate.
The utility model 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; Adopt displacement and the distortion of self-balancing reaction frame constraint Rock And Soil baffle plate, the requirement of experimentally condition can arrange quantity and the installation site of reaction frame neatly, the rigidity of reaction frame is large, and restriction ability is stronger, is applicable to simulation great burying high-ground stress field condition.
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 that self-balancing reaction frame and forward and backward baffle plate fix schematic diagram;
Fig. 8 is tunnel or adit digging experimentation schematic diagram.
Embodiment
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail, but protection domain of the present utility model is not limited to this.
With reference to Fig. 1 ~ 8, a kind of tunnel excavation dimensional 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 the first foot bolt 8, described entablature 3 two ends 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.What adopt between moving beam with framework steel column is that bolt is connected, first hung by chain or wire rope with the hoisting apparatus on entablature when needing mobile, then by the disassembling bolts between moving beam and framework steel column, start hoisting apparatus and moving beam is displaced to desired location up and down, finally with bolt, moving beam is retightened on framework steel column.
The channel-section steel baffle plate 19 that described front apron comprises one piece of transparent organic glass baffle plate 18 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 18 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 18 offers fixed bolt hole 11, be cut with a hole identical with empirical model shape of cross section, the plate cut down is as hole cover plate 20 simultaneously; The two ends of organic glass baffle plate 18 and channel-section steel baffle plate 19 are affixed by baffle plate set bolt 21 with the first frame column 1-1 and the second frame column 1-2 respectively.
Described frame column requires to have larger rigidity, distortion can not be produced in loading procedure, described frame column is formed through batten plate bolt 10 fixed Combination by the first batten plate 9 by two first channel-section steels 13 respectively, described first channel-section steel 13 is welded by three block plates, and described first channel-section steel 13 inside keeps at a certain distance away and arranges the first ribbed stiffener 14.Described moving beam to be welded with the second batten plate 16 by two second channel-section steels 15 and combines, and described second channel-section steel 15 is welded by three block plates, and described second channel-section steel 15 inside keeps at a certain distance away and arranges the second ribbed stiffener 17.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; 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 pull bar, 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.
Before described, two self-balancing reaction frames 22 are respectively equipped with outside backboard, before described, self-balancing reaction frame 22 upper end outside backboard is connected and fixed by counter-force pull bar 23, described self-balancing reaction frame is rigid frame structure, several Manual hydraulic jacks 24 are provided with between described self-balancing reaction frame 22 and front apron, described Manual hydraulic jack 24 is fixedly installed on self-balancing reaction frame, described front apron is provided with jack pad 25, Manual hydraulic jack 24 acts on front apron by jack pad 25, before described self-balancing reaction frame 22 is arranged on, the trisection point place of backboard span, a base 26 is connected with bottom self-balancing reaction frame, this base 26 is arranged on concrete pedestal by the second foot bolt 27.
When starting to test, as shown in Figure 5, 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, the backboard installed the channel-section steel baffle plate 19 in front apron from bottom to top and correspond, be fixed on the first frame column 1-1 and the second frame column 1-2 respectively with baffle plate set bolt 21, after often installing the channel-section steel in a pair front and rear baffle, carry out filling and tamping with Rock And Soil packing material 28.
When arriving near tunnel or chamber modal position, organic glass baffle plate 18 is placed on the front side of charger, and be fixed on framework steel column with baffle plate set bolt 21, with hole cover plate 20, hole is covered, sensor is arranged in around tunnel or chamber model, fills Rock And Soil packing material 28 and tamp.Continue remaining channel-section steel baffle plate 19 is installed and fill compacting Rock And Soil packing material 28 till reaching the height required by experiment condition.
As shown in Figure 6, after often installing one organic glass baffle plate 18 or channel-section steel baffle plate 19, adopt the Manual hydraulic jack 24 on self-balancing reaction frame 22 and jack pad 25 to be fixed simultaneously, guarantee that each baffle plate does not deform and displacement in Rock And Soil packing material compacting process.The quantity of self-balancing reaction frame 22 and position can be arranged flexibly according to actual conditions, and the size of jack pad 25 can be selected flexibly according to actual conditions.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 7.
As shown in Figure 8, start side hydraulic oil cylinder 6 and vertical hydraulic jack 12 pairs of Rock And Soils 28 apply lateral pressure and vertical pressure simultaneously, the stability contorting stage is entered after reaching the three-dimensional stress condition required by experiment condition, after hole cover plate 20 is removed, various digging construction method and lining cutting experiment can be carried out according to experiment purpose, form tunnel or adit digging section 29.
Claims (9)
1. a tunnel excavation dimensional model experiment charger, it is characterized in that: backboard and self-balancing reaction frame that described charger comprises loading frame, is positioned at the front apron in loading frame front, is positioned 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 the first 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 baffle plate set bolt, organic glass baffle plate is positioned at the inner side of channel-section steel baffle plate; Two self-balancing reaction frames are respectively equipped with outside described forward and backward baffle plate, described self-balancing reaction frame is formed by square-section or round section steel-pipe welding, its upper end is connected and fixed by counter-force pull bar, and bottom is fixedly mounted on concrete pedestal by the second foot bolt; Be provided with several lifting jack between described self-balancing reaction frame and front apron, described lifting jack is fixedly installed on self-balancing reaction frame, and described front apron is provided with jack pad.
2. tunnel excavation dimensional model experiment charger according to claim 1, it is characterized in that: described self-balancing reaction frame is rigid frame structure, described lifting jack is Manual hydraulic jack.
3. tunnel excavation dimensional model experiment charger according to claim 1, is characterized in that: the two ends of described front apron and backboard are fixed on the first frame column and the second frame column respectively by baffle plate set bolt.
4. tunnel excavation dimensional model experiment charger according to claim 1, is characterized in that: the height of described organic glass baffle plate is the height sum of 3 ~ 4 hot-rolled steel channels, and organic glass baffle plate offers fixed bolt hole.
5. tunnel excavation dimensional 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.
6. tunnel excavation dimensional model experiment charger according to claim 1, it is characterized in that: described first frame column, the second frame column are 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.
7. tunnel excavation dimensional 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.
8. tunnel excavation dimensional model experiment charger according to claim 1, it is characterized in that: described self-balancing reaction frame is arranged on the trisection point place of forward and backward baffle plate span, be connected with a base bottom self-balancing reaction frame, this base is arranged on concrete pedestal by the second foot bolt.
9. tunnel excavation dimensional model experiment charger according to claim 1, 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 |
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| CN201420553366.7U CN204128887U (en) | 2014-09-25 | 2014-09-25 | A kind of tunnel excavation dimensional model experiment charger |
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| CN201420553366.7U CN204128887U (en) | 2014-09-25 | 2014-09-25 | A kind of tunnel excavation dimensional model experiment charger |
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| CN204128887U true CN204128887U (en) | 2015-01-28 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105372409A (en) * | 2015-12-07 | 2016-03-02 | 太原理工大学 | Excavation apparatus for analog simulation test |
| CN108594878A (en) * | 2018-04-22 | 2018-09-28 | 北京工业大学 | A kind of device accurately controlling shield model test excavation face supporting power |
| CN108709534A (en) * | 2018-06-27 | 2018-10-26 | 中国地质大学（武汉） | Shield tunnel construction stress deformation indoor model test device and its installation method |
-
2014
- 2014-09-25 CN CN201420553366.7U patent/CN204128887U/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105372409A (en) * | 2015-12-07 | 2016-03-02 | 太原理工大学 | Excavation apparatus for analog simulation test |
| CN105372409B (en) * | 2015-12-07 | 2017-03-22 | 太原理工大学 | Excavation apparatus for analog simulation test |
| CN108594878A (en) * | 2018-04-22 | 2018-09-28 | 北京工业大学 | A kind of device accurately controlling shield model test excavation face supporting power |
| CN108594878B (en) * | 2018-04-22 | 2021-06-25 | 北京工业大学 | Device for accurately controlling shield model test excavation face supporting force |
| CN108709534A (en) * | 2018-06-27 | 2018-10-26 | 中国地质大学（武汉） | Shield tunnel construction stress deformation indoor model test device and its installation method |
| CN108709534B (en) * | 2018-06-27 | 2023-08-04 | 中国地质大学（武汉） | Shield tunnel structure stress deformation indoor model test device and installation method thereof |
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| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150128 Termination date: 20160925 |