CN106645640B - A kind of excavation of foundation pit ground centrifuge test device and test method - Google Patents
A kind of excavation of foundation pit ground centrifuge test device and test method Download PDFInfo
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- CN106645640B CN106645640B CN201611114116.3A CN201611114116A CN106645640B CN 106645640 B CN106645640 B CN 106645640B CN 201611114116 A CN201611114116 A CN 201611114116A CN 106645640 B CN106645640 B CN 106645640B
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Abstract
The present invention relates to a kind of excavation of foundation pit ground centrifuge test device and test methods, device includes: model casing (16): model casing (16) inner space being divided into test block and water level control box by baffle (13), the upper end of model casing (16) is equipped with counter-force bracket (7)；Retaining wall (1): in the inside of retaining wall (1), setting separates wall (2) according to demand, and the inner space of retaining wall (1) is divided into several excavation areas；Positioning unit: for hanging retaining wall (1) in counter-force bracket (7)；Support unit: dismountable layering is mounted in excavation area, and is abutted with the inner wall of excavation area；Test cell: including pore pressure meter, soil pressure meter, foil gauge and laser displacement gauge.Compared with prior art, the present invention is suitable for increasingly complex foundation pit centrifugal model test, while experimental provision installation and removal are convenient, repeatable to recycle, and improves the utilization rate of material, and component parts replacement is convenient.
Description
Technical field
The present invention relates to geotechnical engineering centrifugal machine model trial technical fields, and in particular to a kind of excavation of foundation pit ground centrifugation
Machine experimental rig and test method.
Background technique
Ground centrifuge uses different acceleration, and the ess-strain shape of prototype foundation pit can be generated with the model of smaller size
State is complex condition foundation pit 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.However the excavation of foundation pit centrifuge test carried out at present is main there are two
Problem.First is that excavation models and support form are simple, most of test is only capable of locally simulating foundation pit, and internal support shape
Formula is only limitted to unidirectional straight-bar support, simultaneously because locally simulating to foundation pit, just unavoidably by boundary effect
It influences, test result and engineering measurement data is caused to have relatively large deviation.Second is that part it is full-scale excavation models test cannot be very
Sinkage of the good control foundation pit enclosure structure in the soil body, since foundation pit enclosure structure will be before the soil body be fully consolidated
It is put into the soil body, this results in being put into the foundation pit enclosure structure in not fully consolidated soil sample during soil solidifying due to density
Big reason and sinkage occurs, so as to cause test failure.Therefore on the basis of solving above-mentioned two problems, carry out complete
The excavation of foundation pit centrifugal test of size complexity support form has weight to research complex condition base pit engineering stress and deformation characteristic
Want meaning.
Summary of the invention
Simple, test that it is an object of the present invention to overcome the above-mentioned drawbacks of the prior art and provide a kind of structures
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
It sets, comprising:
Model casing: model casing inner space is divided by test block and water level control box by baffle, the upper end of model casing is set
There is counter-force bracket；
Retaining wall: through positioning unit hanging in the test block, according to testing program in the retaining wall
Inside setting separates wall, and the inner space of retaining wall is divided into several excavation areas；
Support unit: dismountable layering is mounted in the excavation area, and is abutted with the inner wall of excavation area；
Test cell: including pore pressure meter, soil pressure meter, foil gauge and laser displacement gauge.
The upper surface of the retaining wall is equipped with lifting screw hole.
The positioning unit includes threaded rod, the U-shaped connector being connect by steel strand wires with threaded rod bottom end and consolidates
It is scheduled on the lifting screw rod of U-shaped connector bottom, the threaded rod tip is fixed by regulating nut and the counter-force bracket, screw thread
The bottom end of bar be equipped with through-hole, the steel strand wires pass through the through-hole, and the both ends of steel strand wires respectively with two tops of U-shaped connector
The screw hole of the upper surface of connection, the lifting screw rod and retaining wall matches.
Retaining wall and separation wall are all made of aluminium alloy, and thickness can be calculated in the following manner:
In formula: m1For material identical with prototype,
νm1=νp, Em1=Ep,
P is leiomyoma cells, and ν is material Poisson's ratio, and E is elasticity modulus of materials, m2For model alternative materials, that is, aluminium alloy, d
Represent component thickness.D can be calculated by above formulam2For aluminium alloy plate thickness.
The inner wall of the excavation area is equipped with the pit group of multilayer parallel setting, i.e., in retaining wall and separation wall
Each layer pit group includes multiple pits.
The support unit include internal stent and support end, the internal stent be equipped with multiple positions with it is described recessed
The projecting part that hole group matches, the top of the projecting part are equipped with screw hole, and one end of the support end is equipped with and screw hole
The screw rod to match supports the other end of end to be equipped with the protrusion to match with pit, and the middle part of end is supported to be equipped with locking spiral shell
It is female.When installation, the screw rod of end will be supported to screw in the screw hole of projecting part, and adjust the length for screwing in part, to make to prop up
The shape of support unit and excavation area inner wall matches, and then will support the protrusion of end in pit, solid by lock nut
Determine projecting part and support end, support unit is made to be horizontally arranged at the inside of excavation area.
Inner supporting structure sectional area is calculated by following formula:
Em1Am1=Em2Am2
In formula: m1For material identical with prototype, E is elasticity modulus of materials, A bar cross section product, m2For model alternative materials
That is aluminium alloy.
The internal stent is preferably in groined type, and internal stent is also possible to linear type, is then connected at the both ends of straight line
Support end is connect, linear support unit is ultimately formed.
The baffle is equipped with multiple drainage holes, and is blocked drainage hole by permeable stone in the test block side of baffle.
Water positioned at test block can be penetrated into water level control box by permeable stone, and the water level on both sides is made to keep balance.
The retaining wall and separate wall and fixed by screw, and smear marine glue in junction, the baffle and
Smear marine glue in the junction of model casing.
The test cell includes that lateral edge depth direction is arranged outside retaining wall pore pressure meter, setting is arranged in go along with sb. to guard him
Soil pressure meter that wall inner side and outer side is arranged along depth direction, setting are arranged on relative position in retaining wall inner side and outer side
Foil gauge, the foil gauge that is axially disposed on support unit and the laser displacement gauge that test block bottom and side are set.
A kind of excavation of foundation pit ground centrifuge test method carried out using device as described above, this method includes following several
A step:
(1) soil sample to be measured is dried, crushed, sieved, added water and stirred by practical moisture content and remoulded sample is made；
(2) baffle is mounted in model casing, forms test block and water level control box, be laid with fine sand in test block bottom,
Then remoulded sample obtained by step (1) is placed on test block, and surface is smoothed out；
(3) model casing is lifted to centrifuge, start centrifuge, after remoulded sample consolidate to a certain degree afterwards will go along with sb. to guard him
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 predetermined depth of first layer excavation face, starting centrifuge carry out
Place precipitation excavates the first layer soil body after the completion of precipitation and installs support unit, when starting centrifuge and one section of stable operation
Between, read data；
(5) step (4) are repeated, complete until each layer soil body excavates and support unit is all installed, record every time excavation and
Apply data when support unit.
In step (5) starting centrifuge stable operation certain time be the excavation obtained according to the conversion of the time likelihood ratio and
Apply the real time of support together.Reduction formula is as follows:
tm1=n2tm2
In formula: t is the time, and n is test than ruler, m1For engineering prototype, m2For model test.
Compared with prior art, the beneficial effects of the present invention are embodied in: suitable for increasingly complex excavation models test, together
When experimental provision installation and removal it is convenient, it is repeatable to recycle, improve the utilization rate of material, component parts replacement is convenient.
The processes such as base pit dewatering, soil excavation, support application, have in test method energy accurate simulation Practical Project of the present invention
Good value for applications.
Detailed description of the invention
Fig. 1 is the structural diagram of the present invention；
Structural schematic diagram 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 schematic diagram of support unit；
Fig. 5 is the structural schematic diagram of positioning unit.
Wherein, 1 is retaining wall, and 2 is separate wall, and 3 be pit, and 4 be internal stent, and 41 be projecting part, and 42 be spiral shell
Hole, 5 be support end, and 51 be screw rod, and 6 be lock nut, and 7 be counter-force bracket, and 8 be steel strand wires, and 9 be lifting screw rod, and 10 be U-shaped
Connector, 11 be threaded rod, and 12 be regulating nut, and 13 be baffle, and 14 be test block, and 15 be permeable stone, and 16 be model casing, and 17 are
Lifting screw hole, 18 be protrusion, and 19 be water level control box.
Specific embodiment
It elaborates below to the embodiment of the present invention, the present embodiment carries out under the premise of the technical scheme of the present invention
Implement, the detailed implementation method and specific operation process are given, but protection scope of the present invention is not limited to following implementation
Example.
Embodiment 1
A kind of excavation of foundation pit ground centrifuge test device, structure are as shown in Figure 1, comprising:
Model casing 16: 16 inner space of model casing is divided by test block 14 and water level control box 19, model by baffle 13
The upper end of case 16 is equipped with counter-force bracket 7, and baffle 13 is equipped with multiple drainage holes, and is blocked drainage hole by permeable stone 15.Position
Water in test block 14 can be penetrated into water level control box 19 by permeable stone 15, and the water level on both sides is made to keep balance, permeable stone
Size be about
Retaining wall 1: its structure is as shown in Figures 2 and 3, through positioning unit hanging in test block, according to test side
Case separates wall 2 in the setting of the inside of retaining wall 1, and the inner space of retaining wall 1 is divided into several excavation areas, excavation area
Inner wall is equipped with the pit group of multilayer parallel setting, and each layer of pit group includes the pit 3 that multiple depth are 1mm, retaining wall 1
Upper surface be equipped with lifting screw hole 17.
After measured, foundation pit prototype building enclosure thickness of wall body is 800mm, and inside division diaphram wall thickness of wall body is
600mm, thus the retaining wall according to used in calculation formula the present embodiment with a thickness of 6mm, separate wall with a thickness of 4mm.
Wherein, the structure of positioning unit is as shown in figure 5, positioning unit includes threaded rod 11, by steel strand wires 8 and threaded rod
The U-shaped connector 10 of 11 bottom ends connection and the lifting screw rod 9 for being fixed on U-shaped 10 bottom of connector, 11 top of threaded rod passes through
Regulating nut 12 and counter-force bracket 7 are fixed, and the bottom end of threaded rod 11 is equipped with through-hole, and steel strand wires 8 pass through the through-hole, and steel strand wires 8
Both ends connect respectively with two tops of U-shaped connector 10, lift by crane screw rod 9 and the upper surface of retaining wall 1 42 phase of screw hole
The length of matching, lifting screw rod 9 is about 15cm.
Support unit: its structure is as shown in figure 4, the support unit is removably layered is mounted in excavation area, and and is opened
The inner wall for digging area abuts, and concrete form is as follows: support unit includes groined type internal stent 4 and support end 5, inside groined type
Eight apex angles of bracket 4 are equipped with projecting part 41, and the top of projecting part 41 is equipped with screw hole 42, and one end of support end 5 is set
There is the screw rod 51 to match with screw hole 42, the other end of support end 5 is equipped with the protrusion to match with pit 3, support end 5
Middle part is equipped with lock nut 6.When installation, the screw rod 51 of end 5 will be supported to screw in the screw hole 42 of projecting part 41, and adjust rotation
Enter the length of part, so that support unit and the shape of excavation area inner wall be made to match, then the protrusion of end 5 will be supported to be embedded in
In pit, finally by 6 fixed salient part 41 of lock nut and support end 5, support unit is made to be horizontally arranged at excavation area
Inside.
Test cell: including the pore pressure meter of the outer lateral edge depth direction of retaining wall 1 arrangement is arranged in, is arranged in retaining wall
Soil pressure meter that 1 inner side and outer side is arranged along depth direction is arranged in what 1 inner side and outer side of retaining wall was arranged on relative position
Foil gauge, the foil gauge being axially disposed on support unit and the laser displacement gauge that 14 bottom of test block and side are set；
Test cell embodies not in the drawings.
Retaining wall 1 and separation wall 2 are fixed by screw, and smear marine glue, baffle 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, simulates live Excavation Process.This
Embodiment foundation pit prototype cutting depth 10m, depth of diaphragm wall in top 20m, three layers of the soil body point are excavated, and cutting depth is respectively
2m,4.5m,3.5m.Apply twice support, respectively after the first layer soil body and second layer soil excavation are completed.The present embodiment base
Hole excavate centrifuge experiment method flow the following steps are included:
Step 1, soil sample is fetched at scene to dry, crush, sieve, is added water and stirred by practical moisture content and remoulded sample is made.
Step 2, the baffle for pasting permeable stone is installed to test model case, model casing is separated into test block and draining
Case two parts, and with gap between water-stop glue sealing baffle and test model case.
Step 3, it is laid with 10cm fine sand in test model bottom portion, manufactured remoulded sample is packed into test model case, soil
Sample pavement thickness is 35cm, and surface is smoothed out.
Step 4, test model case is lifted to centrifugal basket, is started centrifuge to predetermined centrifugal acceleration, is consolidated to the soil body
Knot is positioned, and continue to start centrifuge until soil using lifting positioning device to being put into foundation pit enclosure structure afterwards to a certain degree
Body consolidation is completed.
Step 5,2cm depth below water level to first layer soil excavation face in water level control box is extracted, starting centrifuge carries out
Place precipitation excavates the first layer soil body of the area A (2cm is deep) after the completion of precipitation and installs first of support.Start centrifuge operation
Stable operation certain time reads sensor registration.
Step 6, repeat step 5, complete until each layer soil body of each subregion excavates and apply support, record each excavation and
Sensing data when applying support.
The full-scale excavation of foundation pit ground centrifuge test device and test method that the present embodiment is related to are suitable for more multiple
Miscellaneous excavation models test, while experimental provision installation and removal are convenient, it is repeatable to recycle, improve the use of material
Rate, component parts replacement are convenient.Base pit dewatering, the soil body are opened in test method energy accurate simulation Practical Project of the present invention
It digs, support the processes such as application, there is good value for applications.
Claims (10)
1. a kind of excavation of foundation pit ground centrifuge test device, which is characterized in that the experimental rig includes:
Model casing (16): model casing (16) inner space is divided by test block and water level control box, model casing by baffle (13)
(16) upper end is equipped with counter-force bracket (7)；
Retaining wall (1): according to testing program, in the inside of the retaining wall (1), setting separates wall (2), by retaining wall
(1) inner space is divided into several excavation areas；
Positioning unit: for hanging the retaining wall (1) in counter-force bracket (7), retaining wall (1) is made to be located at test block
In；
Support unit: dismountable layering is mounted in the excavation area, and is abutted with the inner wall 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, which is characterized in that described goes along with sb. to guard him
The upper surface of wall (1) is equipped with lifting screw hole (17).
3. a kind of excavation of foundation pit ground centrifuge test device according to claim 2, which is characterized in that the positioning
Unit includes threaded rod (11), the U-shaped connector (10) being connect by steel strand wires (8) with threaded rod (11) bottom end and is fixed on
The lifting screw rod (9) of U-shaped connector (10) bottom, threaded rod (11) top pass through regulating nut (12) and the counter-force branch
Frame (7) is fixed, and the bottom end of threaded rod (11) is equipped with through-hole, and the steel strand wires (8) pass through the through-hole, and the both ends of steel strand wires (8)
It is connect respectively with two tops of U-shaped connector (10), the lifting of the upper surface of lifting screw rod (9) and retaining wall (1)
Screw hole (17) matches.
4. a kind of excavation of foundation pit ground centrifuge test device according to claim 1, which is characterized in that the excavation
The inner wall in area is equipped 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, which is characterized in that the support
Unit includes internal stent (4) and support end (5), and the internal stent (4) is equipped with multiple positions and the pit group phase
The top of the projecting part (41) matched, the projecting part (41) is equipped with screw hole (42), and one end of support end (5) is equipped with
The screw rod (51) to match with screw hole (42) supports the other end of end to be equipped with the protrusion (18) to match with pit (3), support
The middle part of end (5) is equipped with lock nut (6).
6. a kind of excavation of foundation pit ground centrifuge test device according to claim 5, which is characterized in that the inside
Bracket (4) is in groined type.
7. a kind of excavation of foundation pit ground centrifuge test device according to claim 1, which is characterized in that the baffle
(13) multiple drainage holes are equipped with, and are blocked drainage hole by permeable stone (15).
8. a kind of excavation of foundation pit ground centrifuge test device according to claim 1, which is characterized in that described goes along with sb. to guard him
Wall (1) and separation wall (2) are fixed by screw, and smear marine glue, the baffle (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, which is characterized in that the test
Unit includes that setting is on the inside of retaining wall (1) and outer in the pore pressure meter of the outer lateral edge depth direction arrangement of retaining wall (1), setting
Foil gauge that the soil pressure meter of lateral edge depth direction arrangement, setting are arranged in retaining wall (1) inner side and outer side on relative position,
The foil gauge that is axially disposed on support unit and the laser displacement gauge that test block bottom and side are set.
10. a kind of excavation of foundation pit ground centrifuge test method using such as any described device progress of claim 1~9,
It is characterized in that, this method including the following steps:
(1) soil sample to be measured is dried, crushed, sieved, added water and stirred by practical moisture content and remoulded sample is made；
(2) baffle (13) is mounted in model casing (16), forms test block and water level control box, be laid in test block bottom thin
Remoulded sample obtained by step (1) is then placed on test block, and surface is smoothed out by sand；
(3) model casing (16) are lifted on centrifuge, start centrifuge, after remoulded sample consolidate to a certain degree afterwards will go along with sb. to guard him
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 predetermined depth of first layer excavation face, starting centrifuge carry out place
Precipitation excavates the first layer soil body after the completion of precipitation and installs support unit, starts centrifuge, read data；
(5) step (4) are repeated, until each layer soil body, which excavates, completes and all install support unit, records and excavate and apply every time
Data when support unit.
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| 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 |
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