CN103344481A - Test method and system for wall-soil interaction force - Google Patents

Test method and system for wall-soil interaction force Download PDF

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Publication number
CN103344481A
CN103344481A CN2013102525599A CN201310252559A CN103344481A CN 103344481 A CN103344481 A CN 103344481A CN 2013102525599 A CN2013102525599 A CN 2013102525599A CN 201310252559 A CN201310252559 A CN 201310252559A CN 103344481 A CN103344481 A CN 103344481A
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China
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soil
wallboard
soil sample
plate
tested
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CN2013102525599A
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Chinese (zh)
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CN103344481B (en
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王俊杰
刘明维
卢孝志
梁越
赵迪
邱珍锋
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重庆交通大学
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Abstract

The invention aims to provide a test method and system for wall-soil interaction force. When the system disclosed by the invention is used for testing the force, after the primary sample making is executed, static soil pressure, active soil pressure and passive soil pressure can be respectively tested. Furthermore, before the wall-soil interaction force is tested, a soil sample is subjected to underground water soaking, underground water seepage, wet-dry circulation, rainfall, surface stacking or other actions, so that the actual condition of a retaining wall can be really simulated.

Description

Wall-soil phase interreaction force method of testing and test macro
Technical field
The present invention relates to wall-soil phase interreaction force test, be specially the method for testing of a kind of mensuration wall-soil phase interreaction force (comprising earth pressure at rest, active earth pressure and passive earth pressure), and a kind of test macro of realizing this method of testing.
Background technology
Wall-soil phase interaction problem is the important topic that is related to the safety and stablization of engineerings such as landslide, side slope, foundation ditch, and research wall-soil phase interreaction force (being soil pressure) is the main path of research soil and structural interaction problem.According to the residing stress equilibrium state of the soil body behind the wall, the soil pressure that acts on the wall back of the body can be divided into three kinds of earth pressure at rest, active earth pressure and passive earth pressures.
Earth pressure at rest (earth pressure at res) refer to when retaining wall under the thrust of banketing behind the wall, when not producing any movement or rotation, the soil body does not destroy behind the wall, but is in the elastic equilibrium stress state, and the soil pressure that act on the wall back this moment is called earth pressure at rest.
When active earth pressure (active earth pressure) refers to that retaining wall deviates from earth fill to mobile or rotation under the soil pressure effect, the soil body has falling tendency owing to restricted loosen in the side behind the wall, for stoping its downslide, shear stress in the soil body on the potential slipping plane will increase gradually, thereby the soil pressure that acts on the wall back is reduced gradually, when the movement of wall or rotation reach certain numerical value, shear stress on the slipping plane equals the shearing strength of soil, the soil body reaches initiatively state of limit equilibrium behind the wall, the soil pressure that act on the wall back this moment reaches minimum value, is called active earth pressure.
Passive earth pressure (passive earth pressure) refers to that retaining wall is under the effect of external force, when moving or rotating towards the direction of banketing, the soil body behind the wall is owing to be squeezed, the sliding trend that goes up is arranged, sliding for stoping on it, shear stress in the soil body on the slipping plane oppositely increases, make the soil pressure that acts on the wall back increase gradually, when the amount of movement of wall is enough big, shear stress on the slipping plane equals shearing strength again, the soil body reaches passive state of limit equilibrium behind the wall, and the soil pressure that at this moment acts on the wall back reaches maximal value, is called passive earth pressure.
In the actual engineering, because the stress state of the soil body often is not elastic equilibrium stress state, active limiting equilibrium stress state or passive limiting equilibrium stress state behind the wall, the soil pressure that acts on the wall back of the body also so often is not equal to earth pressure at rest, active earth pressure or passive earth pressure.In the time can determining the sense of displacement of the soil body after retaining wall is with respect to wall, the residing magnitude range of soil pressure is confirmable.When wall during to the displacement of soil body direction, act on the soil pressure size of the wall back of the body between earth pressure at rest and passive earth pressure; When wall during away from the displacement of soil body direction, act on the soil pressure size of the wall back of the body between active earth pressure and earth pressure at rest.As seen, earth pressure at rest, active earth pressure and passive earth pressure are three eigenwerts of soil pressure size, correctly determine their size and distribute most important to research wall-soil phase interaction problem.
The indoor test method of soil pressure is paid close attention to by people always.The indoor test method of earth pressure at rest mainly is divided into compressometer method and triaxial apparatus method, namely measures the Stationary side pressure coefficient of the soil body by shop experiment, and then is used for calculating earth pressure at rest; The indoor test method of active earth pressure and passive earth pressure mainly is triaxial (test) method, the plane of fracture when namely determining that by triaxial test the soil body has the initiative limiting equilibrium stress state or passive limiting equilibrium stress state, and then definite coefficient of active earth pressure or coefficient of passive earth pressure, be used for calculating active earth pressure or passive earth pressure.The tightly theoretical and measuring accuracy of indoor test method institute foundation is high, but because specimen size is very little, only can satisfy the soil pressure test of fine grained soil.
In order to overcome the deficiency of soil pressure shop experiment method of testing, people have proposed the simulation test method of testing of soil pressure.Existing analogy method can be simulated active earth pressure and the passive earth pressure of the soil body respectively, can realize the simulation to the native medium of vast scale preloading.From public technology as can be known, after test pit fills the soil body, passive earth pressure or active earth pressure can be tested, and the test of test passive earth pressure and active earth pressure can not be disposablely finished.If need record passive earth pressure and active earth pressure, then need after recording a kind of soil pressure, cut out the soil body in the test pit earlier, and then fill the soil body again and record another soil pressure.As everyone knows, the soil body that fills for twice is difficult to guarantee in full accord at aspects such as its homogeneity, packing, water percentage, and its mechanical characteristic index also can not be identical, and this is to relatively analyzing passive earth pressure and the active earth pressure test findings is disadvantageous.Moreover this method still can not be tested earth pressure at rest.As seen, also there is weak point in the simulation test method of testing of at present relevant soil pressure.
In addition, wall-soil phase interreaction force is subjected to the influence of several factors, and the principal element that forefathers have paid close attention to comprises the distribution of soil body surface load behind the displacement mode of smooth degree, wall of physico mechanical characteristic, the wall back of the body of the soil body and size, the wall and size etc.Except these influence factors, the drying and watering cycle effect that drainage pattern, atmospheric precipitation, the soil body that still has phreatic seepage flow state, wall-soil series to unite stands etc. also influences the size of wall-soil phase interreaction force and distributes, and these factors may be extremely important sometimes.Such as, after the large reservoir retaining operation, reservoir level and underground water table are periodic rising, decline variation with reservoir operation, make the littoral soil body in its variation range stand periodic drying and watering cycle effect and groundwater seepage effect, at this moment, drying and watering cycle effect and groundwater seepage effect just may become the key factor that influences wall-soil phase interreaction force.Existing wall-soil phase interreaction force method of testing and proving installation still can not be used for the wall-soil phase interreaction force problem under the complex conditions such as research drying and watering cycle effect, groundwater seepage effect.
Summary of the invention
The purpose of this invention is to provide a kind of method of measuring retaining wall and soil body acting force.
For realizing that the technical scheme that the object of the invention adopts is such, a kind of wall-soil phase interreaction force method of testing may further comprise the steps:
1) preparation rectangular parallelepiped soil sample, the length of described rectangular parallelepiped soil sample, height, wide L, H, the W of being respectively, in the described rectangular parallelepiped soil sample, area is that two sides of L * H are respectively leading flank and trailing flank, area is that two sides of H * W are respectively left side and right side; In addition, surface area is upper surface and the lower surface that two faces of L * W are respectively the rectangular parallelepiped soil sample.
2) left side of described rectangular parallelepiped soil sample contacts with left wallboard, and described left wallboard one side is connected with the expansion link of horizontal charger I, opposite side contacts with described left side; The right side of described rectangular parallelepiped soil sample contacts with right wallboard, and described right wallboard one side is connected with the expansion link of horizontal charger II, opposite side contacts with described right side;
3) simultaneously or carry out a) in no particular order and b) operation:
A) test active earth pressure: make the generation of described left wallboard or right wallboard away from the displacement of soil sample direction, the displacement of monitoring wallboard, monitor wall-soil phase interreaction force simultaneously, determine wall after the soil body whole prerupture wall-soil phase interreaction force minimum value appears, be active earth pressure;
B) test passive earth pressure: the displacement near the soil sample direction takes place in the left wallboard that is not subjected to displacement in making a) or right wallboard, the displacement of monitoring wallboard, monitor wall-soil phase interreaction force simultaneously, whole prerupture wall-soil phase interreaction force maximal value appears in the soil body after determining wall, is passive earth pressure.
As preferably, described L〉5H.
Step 2 according to actual needs) in, simulates described rectangular parallelepiped soil sample and stand underground water immersion, seepage action of ground water, drying and watering cycle effect, rainfall effect or surperficial preloading effect.
According to actual needs, before step 3) begins, the test earth pressure at rest, namely when displacement with respect to described rectangular parallelepiped soil sample did not take place for described left wallboard and right wallboard, test wall-soil phase interreaction force was earth pressure at rest.
Another object of the present invention is to disclose a kind of wall-soil phase interreaction force test macro, and this system can realize said method.
Be a kind of wall-soil phase interreaction force test macro, comprise the base plate with upper horizontal surface, during experiment, the upper surface of described base plate carries tested soil sample.
Described tested soil sample is long, high, the wide rectangular parallelepiped soil sample that is respectively L, H, W, and in the described rectangular parallelepiped soil sample, area is that two sides of L * H are respectively leading flank and trailing flank, and area is that two sides of H * W are respectively left side and right side.
The upper surface of described base plate is installed front side board, back side panel, left plate and right plate ,One side of described front side board contacts with the leading flank of tested soil sample, and a side of described back side panel contacts with the trailing flank of tested soil sample, and a side of described left plate contacts with the left side of tested soil sample, and a side of described right plate contacts with the right side of tested soil sample.
The height of described front side board and back side panel is more than or equal to H, and the height of described left plate and right plate is less than H.The upper ends of described left plate left side wallboard, a side of described left wallboard contacts with the left side of tested soil sample, the another side is to the left side reaction frame that is fixed on plate upper surface, the horizontal charger I of installation between described left side reaction frame and the left wallboard.
The right wallboard of the upper ends of described right plate, a side of described right wallboard contacts with the right side of tested soil sample, the another side is to the right side reaction frame that is fixed on plate upper surface, the horizontal charger II of installation between described right side reaction frame and the right wallboard.
The side that described front side board and/or back side panel contact with tested soil sample is equipped with soil pressure sensor and pore water pressure sensor.Described left wallboard is equipped with soil pressure sensor and pore water pressure sensor with the side that right wallboard contacts with tested soil sample.
Further, the upper surface of described base plate is laid the infiltration pipeline, and described infiltration pipeline is the permeable floral tube of S type.
Further, described base plate has some osculums, the valvular drainpipe of described osculum connecting band.
Further, the top of described base plate has crossbeam, and described crossbeam lower end connects vertical charger, and the expansion link of described vertical charger connects the upper surface of load plate, and during experiment, the lower surface of described load plate contacts with the upper surface of tested soil sample.
Advantage of the present invention is:
1) after a sample preparation, can record earth pressure at rest, active earth pressure and passive earth pressure respectively.
2) before test wall-soil phase interreaction force, can make soil sample stand underground water immersion, seepage action of ground water, drying and watering cycle effect, rainfall effect, surperficial preloading effect or other effect earlier, simulate the actual state of retaining wall truly.
Description of drawings
Device of the present invention can further specify by the indefiniteness embodiment that accompanying drawing provides.
Fig. 1 is test method synoptic diagram of the present invention;
Fig. 2 is the stereographic map of system of the present invention;
Fig. 3 is the front view of system of the present invention;
Fig. 4 is the side view of system of the present invention;
Fig. 5 is the vertical view of system of the present invention;
Fig. 6 is the inboard front view of the left and right wallboard of system of the present invention;
Fig. 7 is system of the present invention left and right wallboard outside front view;
Fig. 8 is the inboard front view of the forward and backward side plate of system of the present invention;
Fig. 9 is one embodiment of the invention experimental result coordinate analysis figure.
Among the figure: 1-base plate, the tested soil sample of 2-, 3-front side board, 4-back side panel, the 7-left plate, 8-right plate, 9-left side wallboard, the right wallboard of 10-, 11-left side reaction frame, 12-right side reaction frame, the horizontal charger I of 13-, the horizontal charger II of 14-, 15-load plate, the 17-crossbeam, the vertical charger of 18-, 19-support, 20-permeates pipeline, 21-rising pipe, 22-water tank.
Embodiment
The invention will be further described below in conjunction with drawings and Examples, only limits to following embodiment but should not be construed the above-mentioned subject area of the present invention.Under the situation that does not break away from the above-mentioned technological thought of the present invention, according to ordinary skill knowledge and customary means, make various replacements and change, all should be included in the scope of the present invention.
Embodiment 1:
Present embodiment discloses a kind of wall-soil phase interreaction force method of testing, may further comprise the steps:
1) preparation rectangular parallelepiped soil sample, i.e. tested soil sample, the length of described rectangular parallelepiped soil sample, height, wide L, H, the W of being respectively are in the described rectangular parallelepiped soil sample.In order to define each face of tested soil sample, in the present embodiment, the surface area of tested soil sample is that to be respectively leading flank and trailing flank, surface area be that to be respectively left side and right side, surface area be upper surface and the lower surface that two faces of L * W are respectively the rectangular parallelepiped soil sample for two sides of H * W in two sides of L * H.
2) left side of described rectangular parallelepiped soil sample contacts with left wallboard, and described left wallboard one side is connected with the expansion link of horizontal charger I, opposite side contacts with described left side; The right side of described rectangular parallelepiped soil sample contacts with right wallboard, and described right wallboard one side is connected with the expansion link of horizontal charger II, opposite side contacts with described right side; In the present embodiment, left wallboard and right wallboard can not have Frictional Slipping.Described left wallboard one side is connected with the expansion link of horizontal charger I, opposite side contacts with described left side, and described right wallboard one side is connected with the expansion link of horizontal charger II, opposite side contacts with described right side.The horizontal charger I of present embodiment comprises that the flexible end of described expansion link is connected with left wallboard, can applies pulling force or thrust to left wallboard by the flexible expansion link of hydraulic means control.The structure of described horizontal charger II is identical with the structure of horizontal charger I, and the flexible end of the expansion link of only horizontal charger II is connected with right wallboard, can applies pulling force or thrust to right wallboard.
3) present embodiment comprise following a) and b), a) and b) can simultaneously or carry out in no particular order.
In the present embodiment, carry out a) earlier, carry out b again) namely:
A) test active earth pressure: make the generation of described left wallboard or right wallboard away from the displacement of soil sample direction, the displacement of monitoring wallboard, monitor wall-soil phase interreaction force simultaneously, determine wall after the soil body whole prerupture wall-soil phase interreaction force minimum value appears, be active earth pressure;
B) test passive earth pressure: the displacement near the soil sample direction takes place in the left wallboard that is not subjected to displacement in making a) or right wallboard, the displacement of monitoring wallboard, monitor wall-soil phase interreaction force simultaneously, whole prerupture wall-soil phase interreaction force maximal value appears in the soil body after determining wall, is passive earth pressure.
Further, in the present embodiment, described L〉5H, and H=W, namely described left side and right side are square.
In the present embodiment, in step 2) in, namely the rectangular parallelepiped soil sample is simulated described rectangular parallelepiped soil sample and is stood underground water immersion, seepage action of ground water, drying and watering cycle effect, rainfall effect or surperficial preloading effect after preparation.
Further, step 2) finish after, before step 3) begins, the test earth pressure at rest, namely when displacement with respect to described rectangular parallelepiped soil sample did not take place for described left wallboard and right wallboard, test wall-soil phase interreaction force was earth pressure at rest.
Embodiment 2:
Present embodiment provides a kind of wall-soil phase interreaction force test macro, and this system can realize embodiment 1 described method.Particularly, this system comprises the base plate 1 with upper horizontal surface, and during experiment, the upper surface of described base plate 1 carries tested soil sample 2.
In the present embodiment, described tested soil sample 2 can be embodiment 1 described rectangular parallelepiped soil sample, is the rectangular parallelepiped soil sample of length, height, the wide L of being respectively, H, W.In the described rectangular parallelepiped soil sample, area is that two sides of L * H are respectively leading flank and trailing flank, and area is that two sides of H * W are respectively left side and right side.
The upper surface of described base plate 1 is installed front side board 3, back side panel 4, left plate 7 and right plate 8, left wallboard 9 is installed in the upper end of described left plate 7, right wallboard 10 is installed in the upper end of described right plate 8, described front side board 3, back side panel 4, the lower end of left plate 7 and right plate 8 all is fixedly connected on the upper surface of base plate 1, it is front side board 3, back side panel 4, left plate 7, right plate 8, left side wallboard 9 and right wallboard 10 are spliced into a rectangle framework, constitute one after the bottom of described rectangle framework and base plate 1 combine and hold tested soil sample 2(rectangular parallelepiped soil sample), the cell body (test flume) that the upper end is uncovered, described front side board 3, back side panel 4, left plate 7, right plate 8 is all fixedlyed connected with base plate 1 junction.Described front side board 3, back side panel 4, left plate 7, right plate 8, left wallboard 9 and right wallboard 10 are inboard towards a side at cell body center.In the present embodiment, put into test flume after tested soil sample 2 can being made, also can directly in test flume, prepare tested soil sample 2, no matter with which kind of placement, recording active earth pressure, passive earth pressure and earth pressure at rest, and in processes such as the full water-drainage of simulation soil sample, infiltration, no longer shift out or change soil sample, avoid the soil body is stirred.
Among the embodiment, after will in test flume, preparing tested soil sample 2, one side (inboard) of described front side board 3 contacts with the leading flank of tested soil sample 2, one side (inboard) of described back side panel 4 contacts with the trailing flank of tested soil sample 2, one side (inboard) of described left plate 7 contacts with the left side of tested soil sample 2, one side (inboard) of described right plate 8 contacts with the right side of tested soil sample 2, one side (inboard) of described left wallboard 9 contacts with the left side of tested soil sample 2, and a side (inboard) of described right wallboard 10 contacts with the right side of tested soil sample 2.The height of described front side board 3 and back side panel 4 is more than or equal to H, and the height of described left plate 7 and right plate 8 is less than H, and the height of described left wallboard 9 and right wallboard 10 is less than H.As preferably, the front side board 3 of present embodiment and the height of back side panel 4 equal H, and the height of left plate 7 and right plate 8 is H * 1/10~H * 2/5, and the height of left wallboard 9 and right wallboard 10 is less than H * 3/5~H * 9/10.
The upper ends left side wallboard 9 of described left plate 7, one side of described left wallboard 9 contacts with the left side of tested soil sample 2, the another side is to the left side reaction frame 11 of the upper surface that is fixed on base plate 1, and horizontal charger I 13 is installed between described left side reaction frame 11 and the left wallboard 9.Described horizontal charger I 13 can apply towards tested soil sample 2 one sides' horizontal thrust left wallboard 9, also can apply tested soil sample 2 one sides' horizontal pull dorsad to left wallboard 9, namely can make left wallboard 9 take place with tested soil sample 2 in opposite directions or reverse motions.
In the present embodiment, horizontal charger I 13 can adopt hydraulic loading device, namely comprises a hydraulic cylinder I and expansion link I, and described hydraulic cylinder is fixed on the reaction frame 11 of left side, described expansion link I one end is in the hydraulic cylinder I, and the other end is connected an end face of left wallboard 9.Further, also have pulling force that 13 pairs of left wallboards of the horizontal charger I of measurement apply or the device of thrust size, this device can be mounted in the mechanics sensor between described expansion link I and the left wallboard 9.Further, steadily mobile in order to keep the loading procedure deadlight referring to Fig. 7, three horizontal charger I 13 are installed between described left side reaction frame 11 and the left wallboard 9 at least, namely have few three load(ing) points.
The right wallboard 10 of the upper ends of described right plate 8, one side of described right wallboard 10 contacts with the right side of tested soil sample 2, another side reaction frame 12 to the right, fixedly connected with the upper surface of base plate 1 in the lower end of described right side reaction frame 12, horizontal charger II 14 is installed between described right side reaction frame 12 and the right wallboard 10.Described horizontal charger II 14 can apply towards tested soil sample 2 one sides' horizontal thrust right wallboard 10, also can apply tested soil sample 2 one sides' horizontal pull dorsad to right wallboard 10, namely can make right wallboard 10 that the opposite or move toward one another with tested soil sample 2 takes place.In the present embodiment, horizontal charger II 14 can adopt hydraulic loading device, namely comprises a hydraulic cylinder II and expansion link II, and described hydraulic cylinder II is fixed on the right side reaction frame 12, described expansion link II one end is in the hydraulic cylinder II, and the other end is connected an end face of right wallboard 10.Further, also have pulling force that 14 pairs of right wallboards 10 of the horizontal charger II of measurement apply or the device of thrust size, this device can be mounted in the mechanics sensor between described expansion link II and the right wallboard 10.Further, steadily mobile in order to keep the loading procedure deadlight referring to Fig. 7, three horizontal charger II 14 are installed between described right side reaction frame 12 and the right wallboard 10 at least, namely have few three load(ing) points.
Further, be the friction between the lower end of the upper end that reduces left plate 7 and left wallboard 9, embed some balls at left wallboard 9 with left plate 7 surface of contact.In like manner also embed some balls at right wallboard 10 with right plate 8 surface of contact.
What deserves to be explained is that the lower end of right wallboard 10 and left wallboard 9 does not all contact with base plate 1.When right wallboard 10 and left wallboard 9 took place with respect to tested soil sample 2 mobile, tested soil sample 2 was understood and be destroyed.Because left plate 7 is fixedlyed connected with base plate 1 with right plate 8 and is had a certain altitude, the destruction face that has so just guaranteed tested soil sample 2 is in inside soil body, and not at the surface of contact of tested soil sample 2 with base plate 1, avoided friction between tested soil sample 2 and the base plate to the interference of experimental result.
Described front side board 3 and/or back side panel 4 are equipped with soil pressure sensor and pore water pressure sensor with the side that tested soil sample 2 contacts.Described left wallboard 9 is equipped with soil pressure sensor and pore water pressure sensor with right wallboard 10 with the side that tested soil sample 2 contacts.
In the present embodiment, described soil pressure sensor is measured the amount of force between the wall soil.Further, described soil pressure sensor embeds in wallboard and the side plate, avoids the friction between sensor body and the tested soil sample 2.Referring to Fig. 6 or Fig. 8, one side of wallboard and side plate has some soil pressure sensors, in the experimentation, each soil pressure sensor can be measured the acting force between this wall soil, and can obtain the acting force between the wall soil comparatively accurately by the measurement result of a plurality of soil pressure sensors of record.
In like manner described pore water pressure sensor is measured the water pressure size of wall soil contact face.Further, described pore water pressure sensor embeds in wallboard and the side plate, avoids the friction between sensor body and the tested soil sample 2.Referring to Fig. 6 or Fig. 8, one side of wallboard and side plate has some pore water pressure sensors, in the experimentation, each pore water pressure sensor can be measured the water pressure of this point, and can obtain the water pressure of wall soil contact face comparatively accurately by the measurement result of a plurality of pore water pressure sensors of record.
In the present embodiment, stand effects such as underground water immersion, seepage action of ground water, drying and watering cycle effect or rainfall in order to simulate tested soil sample 2, lay infiltration pipeline 20 at the upper surface of described base plate 1, after making that tested soil sample 2 is placed on the base plate 1, has infiltration pipeline 20 between the lower surface of the upper surface of base plate 1 and tested soil sample 2.In the present embodiment, described infiltration pipeline 20 is the permeable floral tube of S type, namely permeates on the tube wall of pipeline 20 to have some apopores.Further, also comprise water tank 22, the elevation of water in the described water tank 22 is controlled, and the rising pipe 21 of described water tank 22 bottoms is communicated with the water inlet of described infiltration pipeline 20.
Further, described base plate 1 has some osculums, the valvular drainpipe of described osculum connecting band.After making that namely tested soil sample 2 is placed on the base plate 1, the ponding in the tested soil sample 2 can be discharged by base plate 1.
In the present embodiment, stand the effect of preloading in order to simulate tested soil sample 2, the top of described base plate 1 has crossbeam 17.In the present embodiment, described crossbeam 17 can support by the support 19 that the lower end be fixed on bottom 1 upper surface, makes the crossbeam 17 unsettled tops that are erected at tested soil sample 2.Described crossbeam 17 lower ends connect vertical charger 18, and the expansion link of described vertical charger 18 connects the upper surface of load plate 15, and during experiment, the lower surface of described load plate 15 contacts with the upper surface of tested soil sample 2.By the propulsion system in the vertical charger 18 expansion link is applied straight down pressure, make the upper surface of 15 pairs of tested soil samples 2 of load plate exert pressure.
Embodiment 3:
Present embodiment adopts embodiment 2 described systems to carry out wall-soil phase interreaction force test experiments.
1) at base plate 1, front side board 3, back side panel 4, left plate 7 and right plate 8, and in the rectangular parallelepiped experimental tank that surrounds jointly of left wallboard 9 and right wallboard 10 by the tested soil sample 2 of requirement of experiment preparation rectangular parallelepiped.Described base plate 1, front side board 3, back side panel 4, left plate 7 are in contact with one another face with right plate 8 and closely are connected, and be waterproof.Described left wallboard 9 and right wallboard 10 and 2 liang of end in contact of tested soil sample.Lay load plate 15 at the upper surface of tested soil sample 2.The upper end of described load plate 15 contacts with the expansion link of vertical charger 18, the lower end contacts with the upper surface of tested soil sample 2.
2) carry out a)~e) wherein jump procedure 3 behind or the multi-mode operation):
A) the described rectangular parallelepiped soil sample of simulation stands the underground water action of soaking: the infiltration pipeline 20 by tested soil sample 2 bottoms injects the water with certain pressure to tested soil sample 2 bottoms, close the valve of drainpipe simultaneously.The hydraulic pressure of infiltration pipeline 20 can be by the elevation of water control of regulating tank 22.Record the hole by the pore water pressure sensor on wallboard or the side plate and press, record water level and the soaking time of tested soil sample 2.
B) the described rectangular parallelepiped soil sample of simulation stands the seepage action of ground water effect: the infiltration pipeline 20 by tested soil sample 2 bottoms injects the valve that has the water of certain pressure or open drainpipe and discharges water in the tested soil sample 2 to tested soil sample 2 bottoms.The hydraulic pressure of infiltration pipeline 20 can be by the elevation of water control of regulating tank 22.Record the hole by the pore water pressure sensor on wallboard or the side plate and press, record water level and the Seepage flow time of tested soil sample 2.
C) the described rectangular parallelepiped soil sample of simulation stands the drying and watering cycle effect: the infiltration pipeline 20 by tested soil sample 2 bottoms injects the water with certain pressure to tested soil sample 2 bottoms, the valve of opening drainpipe is afterwards discharged the water in the tested soil sample 2, and several times so circulate.The hydraulic pressure of infiltration pipeline 20 can be by the elevation of water control of regulating tank 22.Record the hole by the pore water pressure sensor on wallboard or the side plate and press, record the water level of tested soil sample 2 and drying and watering cycle time, number of times.
D) the described rectangular parallelepiped soil sample of simulation stands the rainfall effect: to the upper surface trickle of tested soil sample 2, open or do not open the valve of drainpipe.Record the hole by the pore water pressure sensor on wallboard or the side plate and press, record the water level of tested soil sample 2.
E) the described rectangular parallelepiped soil sample of simulation stands surperficial preloading effect: the expansion link by charger 18 applies straight down acting force to load plate 15, and described load plate 15 applies the preloading effect to the upper end of tested sample 2.
3) test earth pressure at rest: when described left wallboard and right wallboard did not take place with respect to the displacement of described rectangular parallelepiped soil sample, test wall-soil phase interreaction force was earth pressure at rest.
4) test active earth pressure: make described left wallboard generation away from the displacement of soil sample direction, the displacement of monitoring wallboard, monitor wall-soil phase interreaction force simultaneously, determine wall after the soil body whole prerupture wall-soil phase interreaction force minimum value appears, be active earth pressure;
5) test passive earth pressure: the displacement near the soil sample direction takes place in right wallboard, monitors the displacement of right wallboard, monitors wall-soil phase interreaction force simultaneously, determine wall after the soil body whole prerupture wall-soil phase interreaction force maximal value appears, be passive earth pressure.
Above-mentioned steps 4) and 5) can carry out simultaneously or carry out in no particular order.
Referring to Fig. 9, among the figure, horizontal ordinate is represented the displacement S of wallboard, and ordinate is represented pressure E between body of wall and the soil body, (E 0, 0) point ordinate E 0Namely represent the earth pressure at rest that above-mentioned experiment records, (E p, S p) point ordinate E pNamely represent the passive earth pressure that above-mentioned experiment records, (E a, S a) point ordinate E aNamely represent the active earth pressure that above-mentioned experiment records.

Claims (8)

1. wall-soil phase interreaction force method of testing is characterized in that, may further comprise the steps:
1) preparation rectangular parallelepiped soil sample, the length of described rectangular parallelepiped soil sample, height, wide L, H, the W of being respectively, in the described rectangular parallelepiped soil sample, area is that two sides of L * H are respectively leading flank and trailing flank, area is that two sides of H * W are respectively left side and right side;
2) left side of described rectangular parallelepiped soil sample contacts with left wallboard, and described left wallboard one side is connected with the expansion link of horizontal charger I, opposite side contacts with described left side; The right side of described rectangular parallelepiped soil sample contacts with right wallboard, and described right wallboard one side is connected with the expansion link of horizontal charger II, opposite side contacts with described right side;
3) simultaneously or carry out a) in no particular order and b) operation:
A) test active earth pressure: make the generation of described left wallboard or right wallboard away from the displacement of soil sample direction, the displacement of monitoring wallboard, monitor wall-soil phase interreaction force simultaneously, determine wall after the soil body whole prerupture wall-soil phase interreaction force minimum value appears, be active earth pressure;
B) test passive earth pressure: the displacement near the soil sample direction takes place in the left wallboard that is not subjected to displacement in making a) or right wallboard, the displacement of monitoring wallboard, monitor wall-soil phase interreaction force simultaneously, whole prerupture wall-soil phase interreaction force maximal value appears in the soil body after determining wall, is passive earth pressure.
2. wall according to claim 1-soil phase interreaction force method of testing is characterized in that: in the step 1), and described L〉5H.
3. wall according to claim 1-soil phase interreaction force method of testing is characterized in that: step 2) in, simulate described rectangular parallelepiped soil sample and stand underground water immersion, seepage action of ground water, drying and watering cycle effect, rainfall effect or surperficial preloading effect.
4. wall according to claim 1-soil phase interreaction force method of testing, it is characterized in that: step 2) finish after, before step 3) begins, the test earth pressure at rest, namely when displacement with respect to described rectangular parallelepiped soil sample does not take place in described left wallboard and right wallboard, test wall-soil phase interreaction force is earth pressure at rest.
5. wall-soil phase interreaction force test macro, it is characterized in that: comprise the base plate (1) with upper horizontal surface, during experiment, the upper surface of described base plate (1) carries tested soil sample (2);
Described tested soil sample (2) is long, high, the wide rectangular parallelepiped soil sample that is respectively L, H, W, and in the described rectangular parallelepiped soil sample, area is that two sides of L * H are respectively leading flank and trailing flank, and area is that two sides of H * W are respectively left side and right side;
The upper surface of described base plate (1) is installed front side board (3), back side panel (4), left plate (7) and right plate (8) ,One side of described front side board (3) contacts with the leading flank of tested soil sample (2), one side of described back side panel (4) contacts with the trailing flank of tested soil sample (2), one side of described left plate (7) contacts with the left side of tested soil sample (2), and a side of described right plate (8) contacts with the right side of tested soil sample (2);
The height of described front side board (3) and back side panel (4) is more than or equal to H, and the height of described left plate (7) and right plate (8) is less than H; The upper ends left side wallboard (9) of described left plate (7), one side of described left wallboard (9) contacts with the left side of tested soil sample (2), the another side is to the left side reaction frame (11) that is fixed on base plate (1) upper surface, and horizontal charger I (13) is installed between described left side reaction frame (11) and the left wallboard (9);
The right wallboard (10) of the upper ends of described right plate (8), one side of described right wallboard (10) contacts with the right side of tested soil sample (2), the another side is to the right side reaction frame (12) that is fixed on base plate (1) upper surface, and horizontal charger II (14) is installed between described right side reaction frame (12) and the right wallboard (10);
Described front side board (3) and/or back side panel (4) are equipped with soil pressure sensor and pore water pressure sensor with the side that tested soil sample (2) contacts; Described left wallboard (9) is equipped with soil pressure sensor and pore water pressure sensor with right wallboard (10) with the side that tested soil sample (2) contacts.
6. a kind of wall according to claim 5-soil phase interreaction force test macro is characterized in that: the upper surface of described base plate (1) is laid infiltration pipeline (20), and described infiltration pipeline (20) is the permeable floral tube of S type.
7. a kind of wall according to claim 5-soil phase interreaction force test macro, it is characterized in that: described base plate (1) has some osculums, the valvular drainpipe of described osculum connecting band.
8. a kind of wall according to claim 5-soil phase interreaction force test macro, it is characterized in that: the top of described base plate (1) has crossbeam (17), described crossbeam (17) lower end connects vertical charger (18), the expansion link of described vertical charger (18) connects the upper surface of load plate (15), during experiment, the lower surface of described load plate (15) contacts with the upper surface of tested soil sample (2).
CN201310252559.9A 2013-06-24 2013-06-24 Wall-soil interaction force test method and test macro CN103344481B (en)

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