CN106645640A - Testing device and method of foundation pit excavation rock soil centrifuge - Google Patents
Testing device and method of foundation pit excavation rock soil centrifuge Download PDFInfo
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- CN106645640A CN106645640A CN201611114116.3A CN201611114116A CN106645640A CN 106645640 A CN106645640 A CN 106645640A CN 201611114116 A CN201611114116 A CN 201611114116A CN 106645640 A CN106645640 A CN 106645640A
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Abstract
The invention relates to a testing device and method of a foundation pit excavation rock soil centrifuge. The device comprises a mold box (16), an enclosure wall body (1), a positioning unit, supporting units and a testing unit, wherein the inner space of the mold box (16) is divided into an experiment region and a water level control box through a baffle (13); a counterforce bracket (7) is arranged at the upper end of the mold box (16); the enclosure wall body (1) is internally provided with a separation wall body (2) according to the requirements, and the inner space of the enclosure wall body (1) is separated into a plurality of excavation regions; the positioning unit is used for hanging the enclosure wall body (1) on the counterforce bracket (7); the supporting units are detachably mounted in the excavation regions layer by layer and abut against inner walls of the excavation regions; the testing unit comprises a pore pressure meter, a soil pressure meter, a strain gauge and a laser displacement meter. Compared with the prior art, the testing device is applicable to more complicated foundation pit centrifugal model tests; meanwhile, the testing device is convenient to mount and detach, and can be repeatedly and circularly utilized; the utilization rate of materials is improved, and components and parts are convenient to replace.
Description
Technical field
The present invention relates to Geotechnical Engineering centrifugal machine model trial technical field, and in particular to a kind of excavation of foundation pit ground centrifugation
Machine assay device and test method.
Background technology
Ground centrifuge is using different acceleration, the ess-strain shape that can produce prototype foundation ditch with the model of reduced size
State, is complex condition foundation ditch by observation model foundation pit enclosure structure and its deformation state and destructive process of surrounding soil
The further investigation of engineering character provides effective means.But the excavation of foundation pit centrifuge test carried out at present has two mainly
Problem.One is that excavation models and support form are simple, and most of test is only capable of being simulated foundation ditch local, and internal support shape
Formula is only limitted to unidirectional straight-bar and supports, simultaneously because foundation ditch local is simulated, just unavoidably by boundary effect
Affect, cause result of the test and engineering measurement data to have relatively large deviation.Two is that the full-scale excavation models test in part can not be very
Sinkage of the good control foundation pit enclosure structure in the soil body, because foundation pit enclosure structure will be before the soil body be fully consolidated
In being put into the soil body, this results in the foundation pit enclosure structure being put in not fully consolidated soil sample during soil solidifying due to density
There is sinkage the reason for big, so as to cause test failure.Therefore on the basis of above-mentioned two problems are solved, carry out complete
The excavation of foundation pit centrifugal test of size complexity support form, has weight to studying complex condition base pit engineering stress and deformation characteristic
Want meaning.
The content of the invention
The purpose of the present invention is exactly the defect in order to overcome above-mentioned prior art to exist and provides a kind of simple structure, test
The good excavation of foundation pit ground centrifuge test device of reasonability and test method.
The purpose of the present invention can be achieved through the following technical solutions：A kind of excavation of foundation pit ground centrifuge test dress
Put, including：
Model casing：Model casing inner space is divided into by test block and water level control box by baffle plate, the upper end of model casing sets
There is counter-force support；
Retaining wall：Hung in the test block, according to testing program in the retaining wall by positioning unit
Inside arranges and separates body of wall, and the inner space of retaining wall is divided into into some excavation areas；
Support unit：Dismountable layering is arranged in the excavation area, and is abutted with the inwall of excavation area；
Test cell：Including pore pressure meter, soil pressure meter, foil gauge and laser displacement gauge.
The upper surface of described retaining wall is provided with lifting screw hole.
Described positioning unit is including threaded rod, the U-shaped connector being connected with threaded rod bottom by steel strand wires and consolidates
The lifting screw rod of U-shaped connector bottom is scheduled on, the threaded rod top is fixed by regulating nut with the counter-force support, screw thread
The bottom of bar is provided with through hole, and the steel strand wires pass through the through hole, and the two ends of steel strand wires respectively with two tops of U-shaped connector
Connection, the lifting screw rod matches with the screw of the upper surface of retaining wall.
Retaining wall and separation body of wall adopt aluminium alloy, its thickness to calculate in the following manner：
In formula：m1It is and prototype identical material,
νm1=νp, Em1=Ep,
P is leiomyoma cells, and ν is material Poisson's ratio, and E is elasticity modulus of materials, m2It is aluminium alloy for model substitution material, d
Represent component thickness.D can be calculated by above formulam2For aluminium alloy plate thickness.
The inwall of described excavation area is provided with the pit group of multilayer parallel setting, i.e., in retaining wall and separation body of wall
The each layer pit group includes multiple pits.
Described support unit includes internal stent and supports termination, and it is recessed with described that the internal stent is provided with multiple positions
The projecting part that hole group matches, the top of the projecting part is provided with screw, and one end of the support termination is provided with and screw
The screw rod for matching, the other end for supporting termination is provided with the projection matched with pit, to support and be provided with locking spiral shell in the middle part of termination
It is female.During installation, the screw rod for supporting termination is screwed in the screw of projecting part, and adjust the length for screwing in part, so that
The mating shapes of support unit and excavation area inwall, are then embedded in the projection for supporting termination in pit, solid by lock nut
Determine projecting part and support termination, make support unit be horizontally arranged at the inside of excavation area.
Inner supporting structure sectional area is calculated by following formula：
Em1Am1=Em2Am2
In formula：m1It is and prototype identical material that E is elasticity modulus of materials, A bar cross sections are accumulated, m2For model substitution material
That is aluminium alloy.
Described internal stent is in preferably groined type, and internal stent can also be linear type, is then connected at the two ends of straight line
Support termination is connect, linear support unit is ultimately formed.
Described baffle plate is provided with multiple osculums, and is blocked osculum by permeable stone in the test block side of baffle plate.
Water positioned at test block can be penetrated in water level control box by permeable stone, and the water level for making both sides keeps balance.
Described retaining wall and separate body of wall and fixed by screw, and marine glue is smeared in junction, the baffle plate and
Smear marine glue in the junction of model casing.
Described test cell include be arranged on retaining wall outside along depth direction arrangement pore pressure meter, be arranged on and go along with sb. to guard him
Soil pressure meter that body of wall inner side and outer side is arranged along depth direction, it is arranged on retaining wall inner side and outer side and arranges in relative position
Foil gauge, the foil gauge being axially disposed within support unit and the laser displacement gauge for being arranged on test block bottom and side.
A kind of excavation of foundation pit ground centrifuge test method carried out using device as described above, the method includes following several
Individual step：
(1) soil sample to be measured is dried, is crushed, is sieved, by the stirring that adds water of actual moisture content remoulded sample is made；
(2) baffle plate is arranged in model casing, forms test block and water level control box, in test block bottom fine sand is laid,
Then step (1) gained remoulded sample is placed on into test block, and surface is floating；
(3) model casing is lifted to centrifuge, starts centrifuge, consolidated to a certain degree going along with sb. to guard him afterwards after remoulded sample
Body of wall is hung in the test block by positioning unit, continues to start centrifuge until remoulded sample is fully consolidated；
(4) water level in water level control box is extracted until the following desired depth of ground floor excavation face, starting centrifuge is carried out
Place precipitation, treats to excavate the first layer soil body after the completion of precipitation and installs support unit, starts centrifuge, reads data；
(5) repeat step (4), until each layer soil body is excavated completes and all installs support unit, record excavate every time and
Apply data during support unit.
Start in step (5) centrifuge stable operation certain hour be the excavation that drawn than converting according to time similarity and
Apply the actual time for supporting together.Reduction formula is as follows：
tm1=n2tm2
In formula：T is the time, and n is test than chi, m1For engineering prototype, m2For model test.
Compared with prior art, beneficial effects of the present invention are embodied in：Test suitable for increasingly complex excavation models, together
When experimental provision install and convenient disassembly, it is repeatable to recycle, improve the utilization rate of material, component parts are changed convenient.
The process such as base pit dewatering, soil excavation, support applying, has in test method energy accurate simulation Practical Project according to the present invention
Good value for applications.
Description of the drawings
Fig. 1 is the structural representation of the present invention；
Structural representation when Fig. 2 is retaining wall of the present invention and support unit cooperation；
Fig. 3 is the top view of retaining wall；
Fig. 4 is the structural representation of support unit；
Fig. 5 is the structural representation of positioning unit.
Wherein, 1 is retaining wall, and 2 to separate body of wall, and 3 is pit, and 4 is internal stent, and 41 is projecting part, and 42 is spiral shell
Hole, 5 to support termination, and 51 is screw rod, and 6 is lock nut, and 7 is counter-force support, and 8 is steel strand wires, and 9 are lifting screw rod, and 10 is U-shaped
Connector, 11 is threaded rod, and 12 is regulating nut, and 13 is baffle plate, and 14 is test block, and 15 is permeable stone, and 16 is model casing, and 17 are
Lifting screw hole, 18 are projection, and 19 is water level control box.
Specific embodiment
Embodiments of the invention are elaborated below, the present embodiment is carried out under premised on technical solution of the present invention
Implement, give detailed embodiment and specific operating process, but protection scope of the present invention is not limited to following enforcements
Example.
Embodiment 1
A kind of excavation of foundation pit ground centrifuge test device, its structure as shown in figure 1, including：
Model casing 16：The inner space of model casing 16 is divided into by test block 14 and water level control box 19, model by baffle plate 13
The upper end of case 16 is provided with counter-force support 7, and baffle plate 13 is provided with multiple osculums, and is blocked osculum by permeable stone 15.Position
Water in test block 14 can be penetrated in water level control box 19 by permeable stone 15, and the water level for making both sides keeps balance, permeable stone
Size be about
Retaining wall 1：Its structure as shown in Figures 2 and 3, is hung in test block, according to test side by positioning unit
Case is arranged in the inside of retaining wall 1 and separates body of wall 2, and the inner space of retaining wall 1 is divided into into some excavation areas, excavation area
Inwall is provided with the pit group of multilayer parallel setting, and each layer of pit group includes pit 3 of multiple depth for 1mm, retaining wall 1
Upper surface be provided with lifting screw hole 17.
Jing is determined, and foundation ditch prototype building enclosure thickness of wall body is 800mm, and inside division diaphram wall thickness of wall body is
600mm, so the thickness of the retaining wall according to used by computing formula the present embodiment is 6mm, the thickness for separating body of wall is 4mm.
Wherein, the structure of positioning unit is as shown in figure 5, positioning unit is including threaded rod 11, by steel strand wires 8 and threaded rod
The U-shaped connector 10 of 11 bottoms connection and the lifting screw rod 9 of the bottom of U-shaped connector 10 is fixed on, the top of threaded rod 11 passes through
Regulating nut 12 is fixed with counter-force support 7, and the bottom of threaded rod 11 is provided with through hole, and steel strand wires 8 pass through the through hole, and steel strand wires 8
Two ends be connected with two tops of U-shaped connector 10 respectively, lift by crane the phase of screw 42 of screw rod 9 and the upper surface of retaining wall 1
Matching, the length for lifting by crane screw rod 9 is about 15cm.
Support unit：Its structure is as shown in figure 4, the support unit is removably layered in excavation area, and and is opened
The inwall for digging area is abutted, and concrete form is as follows：Support unit includes groined type internal stent 4 and supports termination 5, inside groined type
Eight drift angles of support 4 are equipped with projecting part 41, and the top of projecting part 41 is provided with screw 42, and the one end for supporting termination 5 sets
There is the screw rod 51 matched with screw 42, the other end for supporting termination 5 is provided with the projection matched with pit 3, supports termination 5
Middle part is provided with lock nut 6.During installation, the screw rod 51 for supporting termination 5 is screwed in the screw 42 of projecting part 41, and adjust rotation
Enter the length of part, so that the mating shapes of support unit and excavation area inwall, are then embedded in the projection for supporting termination 5
In pit, finally by the fixed salient part 41 of lock nut 6 and support termination 5, support unit is set to be horizontally arranged at excavation area
Inside.
Test cell：Including the pore pressure meter being arranged on the outside of retaining wall 1 along depth direction arrangement, it is arranged on retaining wall
Soil pressure meter that 1 inner side and outer side is arranged along depth direction, it is arranged on what the inner side and outer side of retaining wall 1 was arranged in relative position
Foil gauge, the foil gauge being axially disposed within support unit and it is arranged on the laser displacement gauge of the bottom of test block 14 and side；
Test cell embodies not in the drawings.
Retaining wall 1 and separation body of wall 2 are fixed by screw, and smear marine glue, baffle plate 13 and model casing in junction
Smear marine glue in 16 junction.
The present embodiment is related to a kind of full-scale excavation of foundation pit centrifuge experiment method, simulated field Excavation Process.This
Embodiment foundation ditch prototype cutting depth 10m, depth of diaphragm wall in top 20m, three layers of excavation of the soil body point, cutting depth is respectively
2m、4.5m、3.5m.Apply twice to support, respectively after the first layer soil body and second layer soil excavation are completed.The present embodiment base
Excavate centrifuge experiment method flow and comprise the following steps in hole：
Step 1, fetches scene soil sample and dries, crushes, sieves, and by the stirring that adds water of actual moisture content remoulded sample is made.
Step 2, by the baffle plate for pasting permeable stone test model case is attached to, and model casing is separated into into test block and draining
Case two parts, and with gap between water-stop glue sealing baffle and test model case.
Step 3, in test model bottom portion 10cm fine sands are laid, and the remoulded sample by made by loads test model case, soil
Sample pavement thickness is 35cm, and surface is floating.
Step 4, test model case is lifted to centrifugal basket, starts centrifuge to predetermined centrifugal acceleration, treats that the soil body is consolidated
Tie to being to a certain degree put into foundation pit enclosure structure afterwards, and using lifting positioner positioning, and continue to start centrifuge until soil
Body consolidation is completed.
Step 5, to 2cm depth below ground floor soil excavation face, starting centrifuge is carried out to extract water level in water level control box
Place precipitation, treats that A the first layer soil body of areas (2cm depths) is excavated after the completion of precipitation and first support is installed.Start centrifuge operation
Stable operation certain hour, reads sensor registration.
Step 6, repeat step 5, until each layer soil body of each subregion is excavated to complete and apply to support, record each excavation and
Sensing data when applying to support.
Full-scale excavation of foundation pit ground centrifuge test device and test method that the present embodiment is related to, it is adaptable to more multiple
Miscellaneous excavation models test, while experimental provision is installed and convenient disassembly, it is repeatable to recycle, improve the use of material
Rate, component parts are changed convenient.Base pit dewatering, the soil body are opened in test method energy accurate simulation Practical Project according to the present invention
Dig, the processes such as applying are supported, with good value for applications.
Claims (10)
1. a kind of excavation of foundation pit ground centrifuge test device, it is characterised in that the assay device includes：
Model casing (16)：Model casing (16) inner space is divided into by test block and water level control box, model casing by baffle plate (13)
(16) upper end is provided with counter-force support (7)；
Retaining wall (1)：Arranged in the inside of the retaining wall (1) according to testing program and separate body of wall (2), by retaining wall
(1) inner space is divided into some excavation areas；
Positioning unit：For the retaining wall (1) to be hung in counter-force support (7), retaining wall (1) is made positioned at test block
In；
Support unit：Dismountable layering is arranged in the excavation area, and is abutted with the inwall of excavation area；
Test cell：Including pore pressure meter, soil pressure meter, foil gauge and laser displacement gauge.
2. a kind of excavation of foundation pit ground centrifuge test device according to claim 1, it is characterised in that described goes along with sb. to guard him
The upper surface of body of wall (1) is provided with lifting screw hole (17).
3. a kind of excavation of foundation pit ground centrifuge test device according to claim 2, it is characterised in that described positioning
Unit is including threaded rod (11), the U-shaped connector (10) being connected with threaded rod (11) bottom by steel strand wires (8) and is fixed on
The lifting screw rod (9) of U-shaped connector (10) bottom, threaded rod (11) top is by regulating nut (12) and the counter-force
Frame (7) is fixed, and the bottom of threaded rod (11) is provided with through hole, and the steel strand wires (8) are through the through hole, and the two ends of steel strand wires (8)
It is connected with two tops of U-shaped connector (10) respectively, the lifting of the upper surface of lifting screw rod (9) and retaining wall (1)
Screw (17) matches.
4. a kind of excavation of foundation pit ground centrifuge test device according to claim 1, it is characterised in that described excavation
The inwall in area is provided with the pit group of multilayer parallel setting, and each layer pit group includes multiple pits (3).
5. a kind of excavation of foundation pit ground centrifuge test device according to claim 4, it is characterised in that described support
Unit includes internal stent (4) and supports termination (5), and the internal stent (4) is provided with multiple positions with the pit group phase
The projecting part (41) matched somebody with somebody, the top of the projecting part (41) is provided with screw (42), and one end of the support termination (5) is provided with
The screw rod (51) matched with screw (42), the other end for supporting termination is provided with the projection (18) matched with pit (3), supports
Lock nut (6) is provided with the middle part of termination (5).
6. a kind of excavation of foundation pit ground centrifuge test device according to claim 5, it is characterised in that described inside
Support (4) is in groined type.
7. a kind of excavation of foundation pit ground centrifuge test device according to claim 1, it is characterised in that described baffle plate
(13) multiple osculums are provided with, and are blocked osculum by permeable stone (15).
8. a kind of excavation of foundation pit ground centrifuge test device according to claim 1, it is characterised in that described goes along with sb. to guard him
Body of wall (1) and separation body of wall (2) are fixed by screw, and smear marine glue, the baffle plate (13) and model casing in junction
(16) marine glue is smeared in junction.
9. a kind of excavation of foundation pit ground centrifuge test device according to claim 1, it is characterised in that described test
Unit include being arranged on retaining wall (1) outside along depth direction arrangement pore pressure meter, be arranged on retaining wall (1) inner side and outer
Soil pressure meter that side is arranged along depth direction, be arranged on foil gauge that retaining wall (1) inner side and outer side arranges in relative position,
The foil gauge being axially disposed within support unit and the laser displacement gauge for being arranged on test block bottom and side.
10. a kind of using the excavation of foundation pit ground centrifuge test method that such as the arbitrary described device of claim 1～9 is carried out, its
It is characterised by, the method includes following step：
(1) soil sample to be measured is dried, is crushed, is sieved, by the stirring that adds water of actual moisture content remoulded sample is made；
(2) by baffle plate (13) in model casing (16), test block and water level control box are formed, laying is thin in test block bottom
Sand, is then placed on test block by step (1) gained remoulded sample, and surface is floating；
(3) model casing (16) is lifted to centrifuge, starts centrifuge, consolidated to a certain degree going along with sb. to guard him afterwards after remoulded sample
Body of wall (1) is hung in the test block by positioning unit, continues to start centrifuge until remoulded sample is fully consolidated；
(4) water level in water level control box is extracted until the following desired depth of ground floor excavation face, starting centrifuge carries out place
Precipitation, treats to excavate the first layer soil body after the completion of precipitation and installs support unit, starts centrifuge, reads data；
(5) repeat step (4), until each layer soil body is excavated completes and all install support unit, record is excavated every time and applied
Data during support unit.
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| CN107993558A (en) * | 2017-12-13 | 2018-05-04 | 太原理工大学 | A kind of foundation pit collapse shows device |
| CN109030776A (en) * | 2018-07-06 | 2018-12-18 | 中国工程物理研究院总体工程研究所 | Super gravity field experimental cabin liquid level adjusts simulator and analogy method |
| CN109356209A (en) * | 2018-12-12 | 2019-02-19 | 交通运输部天津水运工程科学研究所 | Rolled plate Base Pit Excavation Simulation device under a kind of Elevated Gravity |
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| CN110308082A (en) * | 2018-03-27 | 2019-10-08 | 北京交通大学 | A kind of indoor pit well pumping test method |
| CN113252871A (en) * | 2021-04-14 | 2021-08-13 | 浙江大学 | Non-stop excavation method for centrifuge test rock slope model based on salt carving process |
| CN114880860A (en) * | 2022-05-17 | 2022-08-09 | 中国建设基础设施有限公司 | Impact demolition method for foundation pit excavation rock-soil centrifuge test support |
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| CN107655743A (en) * | 2017-08-11 | 2018-02-02 | 东南大学 | A kind of Geotechnical Engineering adds off-load comprehensive simulation casing and operating method |
| CN107694771A (en) * | 2017-11-14 | 2018-02-16 | 中国工程物理研究院总体工程研究所 | A kind of geotechnical centrifuge gravity-center adjustable counter weight device |
| CN107694771B (en) * | 2017-11-14 | 2024-05-10 | 中国工程物理研究院总体工程研究所 | Adjustable gravity center counterweight device of geotechnical centrifuge |
| CN107993558B (en) * | 2017-12-13 | 2019-11-08 | 太原理工大学 | A kind of foundation pit collapse displaying device |
| CN107993558A (en) * | 2017-12-13 | 2018-05-04 | 太原理工大学 | A kind of foundation pit collapse shows device |
| CN110308082B (en) * | 2018-03-27 | 2020-12-18 | 北京交通大学 | Indoor foundation pit precipitation test method |
| CN110308082A (en) * | 2018-03-27 | 2019-10-08 | 北京交通大学 | A kind of indoor pit well pumping test method |
| CN109030776A (en) * | 2018-07-06 | 2018-12-18 | 中国工程物理研究院总体工程研究所 | Super gravity field experimental cabin liquid level adjusts simulator and analogy method |
| CN109580368A (en) * | 2018-11-19 | 2019-04-05 | 同济大学 | Excavation Deformation of Deep Foundation Pits character centrifugal model test device in a kind of multilayer artesian water stratified formations |
| CN109356209B (en) * | 2018-12-12 | 2023-09-22 | 交通运输部天津水运工程科学研究所 | Coiled plate type foundation pit excavation simulation device under hypergravity environment |
| CN109356209A (en) * | 2018-12-12 | 2019-02-19 | 交通运输部天津水运工程科学研究所 | Rolled plate Base Pit Excavation Simulation device under a kind of Elevated Gravity |
| CN113252871A (en) * | 2021-04-14 | 2021-08-13 | 浙江大学 | Non-stop excavation method for centrifuge test rock slope model based on salt carving process |
| CN114880860A (en) * | 2022-05-17 | 2022-08-09 | 中国建设基础设施有限公司 | Impact demolition method for foundation pit excavation rock-soil centrifuge test support |
| CN114880860B (en) * | 2022-05-17 | 2024-05-17 | 中国建设基础设施有限公司 | Impact dismantling method for foundation pit excavation rock-soil centrifuge test support |
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