CN209841628U - Geotechnical test air pressure consolidation permeameter - Google Patents
Geotechnical test air pressure consolidation permeameter Download PDFInfo
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- CN209841628U CN209841628U CN201920348778.XU CN201920348778U CN209841628U CN 209841628 U CN209841628 U CN 209841628U CN 201920348778 U CN201920348778 U CN 201920348778U CN 209841628 U CN209841628 U CN 209841628U
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Abstract
The geotechnical test air pressure consolidation permeameter comprises an air pressure loading device, a combined consolidation and permeation sample device and a test index measuring device; the air pressure loading device comprises a fixed seat (18), a pressure supply storage cabin (35), a piston top pipe (15), a bracket (1), a horizontal counter force transverse bridge (5) and an electronic air pressure sensor (17) arranged on the pressure supply storage cabin; the combined consolidation penetration sample device comprises a bracket (14), a base (13), a cabin barrel sleeve (10), a soil sampler (9), a lower permeable stone (12), an upper permeable stone (25), an inner cabin gland (7), an upper pressure box (8), an external thread drainage top pipe (23) and a pressure rod (36); a sample cabin (11) is arranged between the upper permeable stone and the lower permeable stone, and a water inlet channel (24) is arranged on the base (13); the test index measuring device comprises an electronic flowmeter (3), an electronic displacement sensor (16), an electronic pore water pressure meter (26) and a permeable water head pipe (19). The utility model discloses experimental error is little, and convenient operation is swift.
Description
Technical Field
The utility model relates to a soil test device technical field, concretely relates to geotechnical test atmospheric pressure consolidates permeameter.
Background
The soil is a product of natural differentiation of the surface rock of the crust and is also an indispensable building material in engineering construction. As a loose accumulation, the soil is composed of soil particles, gas in the soil and water in the soil, so that the soil has complex physical and mechanical properties. People usually obtain engineering mechanical indexes of required rock and soil through indoor geotechnical tests in production and construction, research and evaluation are carried out on different types of soil bodies, and a basis is provided for engineering construction.
The consolidation test of the soil is to determine the compression characteristic of the soil body under the action of pressure, and an e-lgp compression curve and an e-lgt compression curve are direct results of the consolidation test of the indoor soil, so that the compressibility indexes of the soil are obtained, wherein the compressibility indexes comprise the compressibility coefficient, compressibility index and compressibility modulus of the soil, and the stress history of the sedimentary soil (layer), the consolidation coefficient of the soil and the secondary compressibility coefficient of the soil body are obtained by an empirical mapping method. The consolidation test for soil at present is generally finished by using a WG-3 type unidirectional compression consolidator, and the test device has the following defects and shortcomings during the test:
(1) the method is characterized in that the lever is unbalanced along with the compression of a soil sample in the consolidation test process, so that the actual pressurization load is inconsistent with the theoretical pressurization load, although the WG-3 type unidirectional compression consolidation apparatus is provided with a balance lever adjusting wheel, the adjustment of the pressurization lever balance by the method is staged, the pressurization load cannot be compensated in real time, the pressurization balance rod balance is observed artificially, and the influence on the consolidation test cannot be avoided in the adjustment and balance process.
(2) A transverse bridge loading ejector rod of the WG-3 type unidirectional compression consolidation apparatus is in contact with an upper gland of the consolidation apparatus, deformation of a sample in a consolidation process is possibly uneven, the upper gland of the consolidation apparatus and a permeable stone above the sample can be deflected, the permeable stone above the upper gland of the consolidation apparatus and the sample and a cutting ring are clamped, and measurement of test deformation by a displacement dial indicator is influenced.
(3) The test measurement index is single, and only the consolidation load and the consolidation deformation can be controlled when the consolidation compression test is carried out. The long-term consolidation test is carried out by using the device, and the sample is air-dried due to poor air tightness of the consolidation apparatus, so that the test result is greatly influenced.
At present, the permeability coefficient of a soil sample is measured in a laboratory, and is generally measured by a constant head or variable head permeability test. The equipment used in the constant head permeability test and the variable head permeability test is basically the same, the equipment is different only in the aspect of head control, and the test method is simple and convenient overall. However, the testing equipment has great defects, which are mainly reflected in that:
(1) an earth sampler. For measuring the permeability coefficient of an undisturbed soil sample, a common method for preparing the undisturbed sample permeable soil sample is to push a soil sampler into a soil layer by using a sampler and then dig out a sample. In the process of pressing in the geotome, the relative upward movement of soil body in the geotome can cause the sample upper surface to be extruded by the sampler when the sample dynamics of pressing is great, destroys the permeability of original state soil sample.
(2) And (4) water plugging path. The gap between the soil sample and the inner wall of the soil sampler is not considered during the design of the device, water can directly gush out from the gap in the test process, and the determination of the permeability coefficient is influenced to a great extent.
And (3) carrying out a consolidation and penetration test on the soil body by combining a consolidation test of the soil and a penetration test of the soil, and determining the penetration coefficients of the soil sample in different consolidation states. At present, in order to achieve the purpose of a test in an indoor test, a tester mostly combines a WG-3 type unidirectional compression consolidometer and a permeameter to transform, and by consulting relevant patents and test verification, the transformation of the equipment has some problems: in addition to having the disadvantages listed above for the WG-3 type unidirectional compression consolidator and permeameter, respectively, there are also problems with the common modified consolidation permeameters, such as: the water is added from the bottom of the sample for infiltration, when consolidation pressure is smaller than water head pressure, because the soil sampling cutting ring is firmly clamped by a consolidation infiltration instrument and cannot move, the water head pressure can upwards push the sample to separate the soil sample from the cutting ring, and water passes through the gap to cause inaccurate permeability coefficient measurement.
SUMMERY OF THE UTILITY MODEL
Not enough to prior art exists, the utility model aims to provide a can accomplish consolidation test, the penetration test of soil and unite consolidation penetration test of soil, and experimental accurate geotechnique's test atmospheric pressure consolidation permeameter.
The utility model adopts the following technical scheme:
a geotechnical test air pressure consolidation permeameter comprises an air pressure loading device, a combined consolidation and permeation sample device and a test index measuring device;
the air pressure loading device comprises a bottom fixed seat, a pressure supply storage cabin arranged in the fixed seat, a piston top pipe arranged at the top of the pressure supply storage cabin, supports respectively arranged at two sides of the fixed seat, horizontal counter-force cross bridges with two sides respectively sleeved at the upper parts of the supports, bridge bolts respectively sleeved on the supports at the two sides and positioned on the top surfaces of the counter-force cross bridges, an external pressure supply pipe and an electronic air pressure sensor connected with an air pressure control device are arranged on the pressure supply storage cabin, and an electric control air valve connected with the air pressure control device is arranged on the external pressure supply pipe;
the combined consolidation penetration sample device comprises a supporting seat arranged at the top of a piston jacking pipe, a base which is arranged on the supporting seat and provided with a circular groove with two steps at the center, a lower permeable stone arranged in the circular groove at the lower stage, a cabin barrel sleeve with the bottom arranged on the circular groove at the upper stage, a thin-wall cylindrical soil sampler arranged in the cabin barrel sleeve and provided with an outer convex ring at the upper part, and an upper permeable stone arranged at the inner upper part of the soil sampler, the device comprises an inner cabin gland, an annular disc type upper pressure box, an external thread drainage top pipe, a top pipe locking bolt, compression rods and compression rod nuts, wherein the inner cabin gland is arranged at the top of a soil sampler, pressed on a permeable stone and provided with a central water drainage hole and an upper threaded hole; a circle of sinking platform is processed on the upper part of the inner wall of the cabin barrel sleeve, and an outer convex ring of the soil sampler stops on the sinking platform; a cavity between the upper permeable stone and the lower permeable stone is a sample cabin, and a water inlet channel communicated to the lower stage circular groove from the outer side wall is formed in the base;
the test index measuring device comprises an electronic flowmeter arranged on the drainage push pipe, an electronic displacement sensor arranged at the contact position of the fixed seat and the piston push pipe and electrically connected with the air pressure control device, an electronic pore water pressure gauge arranged on the bracket, a water inlet with a second water stop valve, a permeable water head pipe with a first water stop valve and connected with the electronic pore water pressure gauge and the permeable water head pipe, wherein the water inlet is vertically clamped on the counter-force cross bridge and is fixedly connected with the bracket by virtue of the mounting frame; the water permeating head pipe is a transparent glass pipe with scales carved on the outer wall.
The soil sampling end of the soil sampler of the utility model is a blade-shaped notch. The bottom surface of the base is provided with a positioning block, and a positioning groove which can be embedded into the positioning block is arranged on the upper surface of the bracket correspondingly. An annular water stop ring is arranged on the bottom pad of a threaded hole in the upper part of the inner cabin gland, a groove which is clamped and sleeved with 2-3 rings of O-shaped water stop seal rings is arranged on the outer wall of the inner cabin gland, and butter is smeared between the adjacent O-shaped water stop seal rings; a rubber water sealing ring is padded in a gap among the upper pressure box, the cabin barrel sleeve and the outer convex ring of the soil sampler, and an O-shaped water sealing ring is arranged between the inner wall of the cabin barrel sleeve and the outer wall of the outer convex ring of the soil sampler; the annular fitting surface of the cabin barrel sleeve and the base is provided with a rubber water sealing ring, the upper surface of the base is provided with a circle of water stopping groove, and the rubber water stopping ring is assembled in the water stopping groove.
Adopt the utility model discloses can carry out the monitoring of soil sample consolidation displacement, pore water pressure, infiltration water level, consolidation decrement index. The utility model has the advantages as follows:
(1) the utility model can complete the consolidation test of soil, the penetration test of soil and the combined consolidation penetration test;
(2) the utility model discloses when carrying out the consolidation test of soil, can survey consolidation process sample displacement, the interior excess pore water pressure of sample, can carry out switching control to the drainage route of sample, adopt the atmospheric pressure loading to make consolidation pressure loading more accurate, can prevent effectively simultaneously that "blanking cap" phenomenon from producing in the pressurization process and carry out the influence of sample moisture evaporation to the test result when long-term consolidation test;
(3) the utility model discloses a joint consolidation infiltration sample device is rational in infrastructure, and the structure is firm in the course of the work, and the end of getting soil of geotome in addition processes into sword shape incision, can prevent the destruction of sample in-process geotome to the sample. Meanwhile, a tight sealing system is arranged on the assembly surface among the inner cabin gland, the upper pressure box, the cabin barrel sleeve, the soil sampler and the base, so that the defects of the penetration test equipment in the prior art are overcome;
(4) the utility model discloses when carrying out the joint consolidation osmotic test, adopt the fixed gland displacement of going up of counter-force crane span structure, solved under the little consolidation pressure condition, infiltration flood peak pressure pushes up, leads to soil sample and cutting ring separation to cause soil sample osmotic coefficient to measure unsafe problem.
The contents of the present invention will be further explained with reference to the drawings attached to the specification.
Drawings
Fig. 1 is a schematic view of the geotechnical test air pressure consolidation permeameter of the present invention cut along the longitudinal center line of a counter-force cross bridge;
FIG. 2 is a top view of FIG. 1;
FIG. 3 is a sectional view taken along line A-A of FIG. 2;
FIG. 4 is a schematic structural view of the soil sampler;
FIG. 5 is a schematic view of the cartridge sleeve taken radially in section;
FIG. 6 is a schematic view of the base taken in a radial direction;
FIG. 7 is a schematic view of the upper pressing box in a radial section;
fig. 8 is a schematic view of the inner chamber gland in a radial cross section.
In the figure: 1-bracket, 2-drainage top pipe valve, 3-electronic flowmeter, 4-bridge bolt, 5-counter-force cross bridge, 6-top pipe locking bolt, 7-inner chamber gland, 8-upper pressure box, 9-soil sampler, 10-chamber barrel sleeve, 11-sample chamber, 12-lower permeable stone, 13-base, 14-bracket, 15-piston top pipe, 16-electronic displacement sensor, 17-air pressure sensor, 18-fixing base, 19-permeable water head pipe, 20-mounting bracket 1, 21-outer convex ring, 22-sinking platform, 23-drainage top pipe, 24-water inlet channel, 25-upper permeable stone, 26-electronic pore water pressure gauge, 27-first water stop valve 1, 28-soft conduit, 29-second water stop valve, 30-a water inlet, 31-a water outlet, 32-an air pressure control device, 33-an electric control air valve, 34-an external pressure supply pipe, 35-a pressure supply storage cabin, 36-a pressure rod and 37-a pressure rod nut.
Detailed Description
The present invention will be described in further detail with reference to the following embodiments, but the scope of the present invention is not limited to the above description.
The geotechnical test air pressure consolidation permeameter shown in figures 1-3 comprises an air pressure loading device, a combined consolidation and permeation sample device and a test index measuring device.
The air pressure loading device comprises a bottom fixing seat 18, a pressure supply storage cabin 35 arranged in the fixing seat, a piston top pipe 15 arranged at the top of the pressure supply storage cabin, supports 1 respectively arranged at two sides of the fixing seat, horizontal counter-force cross bridges 5 sleeved at the upper parts of the supports at two sides respectively, bridge bolts 4 respectively sleeved on the supports at two sides and positioned on the top surfaces of the counter-force cross bridges, an external pressure supply pipe 34 and an electronic air pressure sensor 17 connected with an air pressure control device 32 are arranged on the pressure supply storage cabin 35, and an electronic control air valve 33 connected with the air pressure control device is arranged on the external pressure supply pipe.
The combined consolidation penetration sample device comprises a bracket 14 arranged at the top of a piston jacking pipe 15, a base 13 arranged on the bracket and provided with a two-stage step circular groove at the center, a lower permeable stone 12 arranged in a lower one-stage circular groove, a cabin sleeve 10 arranged on an upper one-stage circular groove at the bottom, a thin-wall cylindrical soil sampler 9 arranged in the cabin sleeve and provided with an outer convex ring 21 at the upper part, an upper permeable stone 25 arranged at the upper part in the soil sampler, an inner cabin jacking pipe 7 arranged at the top of the soil sampler and pressed on the upper permeable stone and provided with a central drain hole and an upper threaded hole, an annular disc type upper pressure box 8 sleeved on the periphery of the soil sampler and pressed on the top of the cabin sleeve 10, an external thread drainage jacking pipe 23 inserted into the central threaded hole of the inner cabin jacking pipe press through a counter-force cross bridge 5 and provided with a drainage jacking pipe valve 2, jacking locking bolts 6 of the external thread, compression rods 36 symmetrically arranged in front and back of the, A press rod nut 37 respectively assembled on the front and rear press rods and positioned on the top surface of the upper press box; a circle of sinking platform 22 is processed on the upper part of the inner wall of the cabin barrel sleeve 10, and the outer convex ring 21 of the soil sampler 9 is stopped on the sinking platform 22; the cavity between the upper permeable stone 25 and the lower permeable stone 12 is a sample cabin 11, and a water inlet channel 24 leading from the outer side wall to the lower one-level circular groove is arranged on the base 13. The bottom surface of the base 13 is provided with a positioning block, and the upper surface of the bracket 14 is provided with a positioning groove in which the positioning block can be embedded, so that the positioning of the base and the bracket is realized.
The test index measuring device comprises an electronic flowmeter 3 arranged on the drainage top pipe 2, an electronic displacement sensor 16 which is arranged at the contact position of a fixed seat 18 and a piston top pipe 15 and is electrically connected with an air pressure control device 32, an electronic pore water pressure gauge 26 arranged on a bracket 14, a permeable head pipe 19 which is vertically clamped on the counter-force cross bridge 5 and is connected and fixed with the bracket 1 by a mounting rack 20 and provided with a second water stop valve 29 at a water inlet 30, and a soft conduit 28 which is connected with the electronic pore water pressure gauge 26 and the permeable head pipe 19 and provided with a first water stop valve 27, wherein the electronic pore water pressure gauge 26 is connected with the water inlet end of a base water inlet channel 24; the water penetration head pipe 19 is a transparent glass pipe with a scale carved on the outer wall.
The utility model discloses a fixing base 18, both sides support 1, reaction cross bridge 5 connect the back as concretion pressurized reaction crane span structure. A threaded hole for the drainage jacking pipe 23 to pass through and a bayonet for fixing the permeation water head pipe 19 are processed on the counter-force transverse bridge 5. The drainage jacking pipe 23 is a hollow round pipe with a threaded outer wall, and the threaded specification of the drainage jacking pipe 23 is consistent with that of a threaded hole of the counter-force cross bridge 5 and a threaded hole of the inner cabin gland 7. The adjusting length of the drainage jacking pipe 23 is fixed through the jacking pipe locking bolt 6.
As shown in figure 4, the soil sampler 9 is a thin-wall cylinder with an outer convex ring 21, the specification is that the outer diameter is 75mm, the inner diameter is 61.8mm, the cylinder height is 80mm, the outer convex ring 21 is arranged at the position 40mm away from the soil sampling end, the soil sampling end 9a at the bottom is made into a blade-shaped notch, so that the soil sampler 9 can conveniently cut into a soil sample during sampling, the outer convex ring 21 can effectively control the sample cutting depth of the soil sampler, and the extrusion disturbance of a sampler on the upper surface of the soil sample during sampling is avoided. The sample cabin 11 of the soil sampler is required to have smooth surface and high rigidity, so that the deformation of the soil sampler during pressurization and consolidation is effectively avoided.
As shown in fig. 5, a ring of sinking platform 22 is formed on the upper portion of the inner wall of the barrel casing 10, and the outer convex ring 21 of the soil sampler 9 is stopped on the sinking platform 22 during assembly. Grooves for placing sealing rings are processed on the platform surface of the bearing platform and the bottom surface of the cabin barrel sleeve.
As shown in fig. 6, the base 13 is a stepped cylinder with a bottom edge, and insertion holes 13a are formed on two sides of the bottom edge for inserting and positioning the pressing rod 36. Two-stage step circular grooves are processed in the center of the cylinder, the lower circular groove 13b is used for mounting the lower permeable stone 12, and the upper circular groove 13c is used for accommodating the cabin barrel sleeve 10. The base 13 is provided with a water inlet channel 24 leading from the outer side wall to the lower stage circular groove.
As shown in fig. 7, the upper pressing box 8 is an annular disk structure, a center hole 8a is formed in the center of the upper pressing box, a convex ring 8b is arranged at the bottom of the inner ring and used for pressing in a gap between the soil sampler and the cabin barrel sleeve, and through holes 8c for the pressing rods 36 to pass through are formed in two sides of the upper pressing box.
As shown in fig. 8, the center of the inner chamber gland 7 is provided with a water discharge hole 7c, and the lower gland pressing surface 7a is designed into a water collecting structure, so that the central water discharge hole is slightly higher than the periphery. The upper part of the gland is provided with a threaded hole 7d, the center of the threaded hole is superposed with the drain hole, and the drainage jacking pipe 23 is in threaded connection with the inner cabin gland. An annular water stop ring is padded in an annular water stop groove 7e at the bottom of a threaded hole in the upper part of the inner cabin gland 7, a groove 7b which is clamped and sleeved with 2-3 rings of O-shaped water stop sealing rings is arranged on the outer wall of the inner cabin gland, so that the inner cabin gland 7 and the inner wall of the soil sampler 9 are ensured to be air-tight and water-tight, butter is smeared between the adjacent O-shaped water stop sealing rings, and the frictional resistance generated when a sample is compressed is reduced.
The geotechnical test air pressure consolidation permeameter of the utility model is provided with a tight sealing system, a rubber water sealing ring is padded in the gap between the upper pressure box 8, the cabin cylinder sleeve 10 and the outer convex ring 21 of the soil sampler, and an O-shaped water sealing ring is arranged between the inner wall of the cabin cylinder sleeve 10 and the outer wall of the outer convex ring 21 of the soil sampler; the annular matching surface of the cabin barrel sleeve 10 and the base 13 is provided with a rubber water sealing ring, the upper surface of the base 13 is provided with a circle of water stopping groove, and the rubber water stopping ring is assembled in the water stopping groove.
Adopt geotechnical test atmospheric pressure concreties permeameter can carry out the monitoring of soil sample consolidation displacement, pore water pressure, infiltration water level, consolidation compressive capacity index, and the concrete method is as follows:
firstly, a soil sampler 9 filled with a soil sample is sleeved into a cabin barrel sleeve 10, a permeable stone 12 is placed in a base 13, an upper pressure box 8 and the cabin barrel sleeve 10 are assembled, the positions of the upper pressure box 8 and the base 13 are adjusted, a pressure rod 36 is inserted, a pressure rod nut 37 is screwed, and the permeable stone 25 is placed in the soil sampler 9. The assembled consolidated and infiltrated sample compartment is then placed into the bracket 14 such that the base 13 coincides with the positioning slot of the bracket 14.
Rotating the drainage top pipe 23 to lift upwards for a certain height, and connecting the inner cabin gland 7 with the drainage top pipe 23; placing a base 13 provided with a lower permeable stone 12, a cabin barrel sleeve 10, a soil sampler 9, an upper permeable stone 25 and an upper pressure box 8 on a bracket 14 and positioning, rotating a drainage top pipe 23 to move downwards for a certain displacement, enabling an inner cabin pressure cover 7 to be just in contact with the upper permeable stone 25 of the inner cabin, screwing a top pipe locking bolt 6, and fixing the drainage top pipe 23; the external pressure supply pipe 34 supplies air pressure to the pressure supply storage cabin 35, the air pressure control device 32 sets a target air pressure value of the pressure supply storage cabin 35, and the equipment automatically opens the electric control air valve 33 to release the air pressure in the pressure supply storage cabin, so that the piston top pipe 15 and the bracket 14 recover the initial positions; the air pressure sensor 17 feeds back the air pressure in the pressure supply storage cabin 35 to the air pressure control device 32 in real time, judges whether the electric control air valve 33 is closed or not, achieves a set target air pressure value, pushes the piston top pipe 15 to stably rise, and provides consolidation force applied to the soil sample in the sample cabin through the piston top pipe;
the monitoring of the soil sample consolidation water displacement index is completed by an electronic flowmeter 3, and the monitoring method comprises the following steps: the drainage jacking pipe 23 is connected with the inner cabin gland 7, soil sample consolidation and seepage test drainage in the sample cabin 11 are upwards discharged, and the drainage quantity is measured by the electronic flowmeter 3 along the drainage jacking pipe 23.
The monitoring of the pore water pressure index of the soil sample is completed by an electronic pore water pressure gauge 26, and the monitoring method comprises the following steps: one end of an electronic pore water pressure gauge 26 is connected with the water inlet end of the water inlet channel of the base 13, and a first water stop valve 27 on a soft conduit 28 at the other end is kept in a closed state to measure the pore water pressure of the soil sample.
The electronic flowmeter 3 is connected with the drainage jacking pipe 23, and the electronic pore water pressure gauge 26 is connected with the water outlet of the base 13. Opening the drainage top pipe valve 2 and closing the first water stop valve 27 to realize a one-way drainage consolidation test and measure the drainage quantity of the top surface of the soil sample and the dissipation condition of the pore water pressure of the bottom of the soil sample;
an electronic pore water pressure gauge 26 is connected with the drainage jacking pipe 23, and an electronic flowmeter 3 is connected with the water outlet of the base 13. And closing the drainage top pipe valve 2 and opening the first water stop valve 27 to realize a one-way drainage consolidation test and measure the drainage quantity of the bottom surface of the soil sample and the dissipation condition of the pore water pressure of the top of the soil sample.
The drainage top pipe 23 of the electronic flowmeter 3 is connected, and the electronic pore water pressure gauge 26 is the electronic flowmeter 3. And the drainage top pipe valve 2 and the first water stop valve 27 are opened, so that a bidirectional drainage consolidation test can be realized, and the drainage quantity of the top surface and the bottom surface of the soil sample is measured respectively. The consolidation pressure value is set in the air pressure control device 32, and the settling amount of the sample is measured by the electronic displacement sensor 16.
The monitoring of the soil sample permeation water level index is completed by a permeation water head pipe 19, and the monitoring method comprises the following steps: the first water stop valve 27 is connected with the water outlet 31 of the permeation head pipe by a soft conduit 28, the permeation head pipe 19 is clamped in the counter-force cross bridge 5 firstly, so that the '0' scale mark of the permeation head pipe 19 is parallel and level with the water outlet of the drainage top pipe 23, and then the permeation head pipe 19 is fixed by the connecting support 1 of the permeation head pipe mounting rack 20, and the permeation water level of the soil sample is measured.
When a constant head penetration test is carried out, the first water stop valve 27 is closed firstly, water is supplemented through the water inlet 30, the height of a liquid column of the penetration head pipe 19 is kept unchanged, the drainage top pipe valve 2 and the first water stop valve 27 are opened, and the water penetration amount is measured through the electronic flowmeter 3.
When the variable water head penetration test is carried out, the first water stop valve 27 is closed firstly, water is supplemented through the water inlet 30, when the liquid column of the penetration water head pipe 19 reaches the designated height, the second water stop valve 29 is closed, the drainage top pipe valve 2 and the first water stop valve 27 are opened, and the height change condition of the penetration water head pipe 19 is recorded.
When a combined consolidation and penetration test is carried out (the purpose of carrying out the combined consolidation and penetration test is to measure the relation of the soil sample permeability coefficient along with the consolidation degree), the electronic flowmeter 3 is connected with the drainage top pipe 23, the first water stop valve 27 is closed firstly, water is supplemented through the water inlet 30, when the liquid column of the permeation water head pipe 19 reaches the designated height, the second water stop valve 29 is closed, and the drainage top pipe valve 2 and the first water stop valve 27 are opened. The consolidation pressure value is set in the air pressure control device 32, and the settlement amount of the sample is measured through the electronic displacement sensor 16; the permeation amount under different consolidation degrees is measured through the permeation water head pipe 19 and the electronic flowmeter 3.
The monitoring of the soil sample consolidation compression index is completed by an electronic displacement sensor 16, and the monitoring method comprises the following steps: an electronic displacement sensor 16 is arranged at a contact position of the fixed seat 18 and the piston top pipe 15, and the compression amount of the soil sample is obtained by measuring the displacement of the piston top pipe 15.
The utility model is suitable for an among the indoor geotechnical test carry out consolidation test, penetration test, unite consolidation penetration test to the soil sample. Compare traditional geotechnique test instrument and can reduce experimental error, make things convenient for test data to read.
Claims (4)
1. The geotechnical test air pressure consolidation permeameter is characterized by comprising an air pressure loading device, a combined consolidation and permeation sample device and a test index measuring device;
the air pressure loading device comprises a bottom fixing seat (18), a pressure supply storage cabin (35) arranged in the fixing seat, a piston top pipe (15) arranged at the top of the pressure supply storage cabin, supports (1) respectively arranged at two sides of the fixing seat, horizontal counter-force cross bridges (5) with two sides respectively sleeved at the upper parts of the supports, and bridge bolts (4) respectively sleeved on the supports at the two sides and positioned on the top surfaces of the counter-force cross bridges, wherein an external pressure supply pipe (34) and an electronic air pressure sensor (17) connected with an air pressure control device (32) are arranged on the pressure supply storage cabin (35), and an electric control air valve (33) connected with the air pressure control device is arranged on the external pressure supply pipe;
the combined consolidation penetration sample device comprises a bracket (14) arranged at the top of a piston jacking pipe (15), a base (13) which is arranged on the bracket and provided with a circular groove with two steps at the center, a lower permeable stone (12) arranged in a circular groove with one level below, a cabin barrel sleeve (10) arranged on a circular groove with one level above at the bottom, a thin-wall cylindrical soil sampler (9) arranged in the cabin barrel sleeve and provided with an outer convex ring (21) at the upper part, an upper permeable stone (25) arranged at the upper part in the soil sampler, an inner cabin gland (7) which is arranged at the top of the soil sampler and pressed on the upper permeable stone and provided with a central drain hole and an upper threaded hole, an annular disc type upper pressure box (8) sleeved outside the soil sampler and pressed on the top surface of the cabin barrel sleeve (10), a drainage external thread (23) which is inserted into a central screw hole of the inner cabin gland through a counter-force cross bridge (5) and is provided with a drainage jacking, The compression rods (36) are symmetrically arranged in the front and the back of the cabin barrel sleeve (10), penetrate through the upper compression box and then are inserted into the insertion holes in the edge of the base (13), and compression rod nuts (37) are respectively assembled on the front and the back compression rods and are positioned on the top surface of the upper compression box; a circle of sinking platform (22) is processed on the upper part of the inner wall of the cabin barrel sleeve (10), and an outer convex ring (21) of the soil sampler (9) is stopped on the sinking platform (22); a cavity between the upper permeable stone (25) and the lower permeable stone (12) is a sample cabin (11), and a water inlet channel (24) leading from the outer side wall to a lower stage circular groove is formed in the base (13);
the test index measuring device comprises an electronic flow meter (3) arranged on a drainage top pipe (23), an electronic displacement sensor (16) arranged at a contact position of a fixed seat (18) and a piston top pipe (15) and electrically connected with an air pressure control device (32), an electronic pore water pressure meter (26) arranged on a bracket (14), a water inlet (30) with a second water stop valve (29) vertically clamped on a counter-force cross bridge (5) and fixedly connected with a bracket (1) by virtue of a mounting frame (20), a permeable water head pipe (19) with a first water stop valve (27) and connected with the electronic pore water pressure meter (26) and the permeable water head pipe (19), wherein the electronic pore water pressure meter (26) is connected with the water inlet end of a base water inlet channel (24); the water permeating head pipe (19) is a transparent glass pipe with scales carved on the outer wall.
2. The geotechnical test air pressure consolidation permeameter according to claim 1, wherein the soil sampling end of the soil sampler (9) is a knife cut.
3. The geotechnical test air pressure consolidation permeameter according to claim 1, wherein a positioning block is provided on the bottom surface of the base (13), and a positioning groove into which the positioning block can be inserted is provided on the upper surface of the bracket (14).
4. The geotechnical test air pressure consolidation permeameter according to claim 1, 2 or 3, wherein an annular water stop ring is padded at the bottom of a threaded hole at the upper part of the inner cabin gland (7), a groove clamped with 2-3 rings of O-shaped water stop seal rings is arranged on the outer wall of the inner cabin gland (7), and butter is smeared between the adjacent O-shaped water stop seal rings; a rubber water sealing ring is padded in a gap between the upper pressure box (8), the cabin barrel sleeve (10) and the outer convex ring (21) of the soil sampler, and an O-shaped water sealing ring is arranged between the inner wall of the cabin barrel sleeve (10) and the outer wall of the outer convex ring (21) of the soil sampler; the annular matching surface of the cabin barrel sleeve (10) and the base (13) is provided with a rubber water sealing ring, the upper surface of the base (13) is provided with a circle of water stopping groove, and the rubber water stopping ring is assembled in the water stopping groove.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920348778.XU CN209841628U (en) | 2019-03-19 | 2019-03-19 | Geotechnical test air pressure consolidation permeameter |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920348778.XU CN209841628U (en) | 2019-03-19 | 2019-03-19 | Geotechnical test air pressure consolidation permeameter |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN209841628U true CN209841628U (en) | 2019-12-24 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110160925A (en) * | 2019-03-19 | 2019-08-23 | 云南省城乡建设投资有限公司 | A kind of soil test gas pressure consolidation permeameter and its test monitoring method |
| CN113884423A (en) * | 2021-09-15 | 2022-01-04 | 中交第四航务工程局有限公司 | Device for testing silting-up characteristic of drainage anti-liquefaction channel of gravel pile indoors |
| CN114279791A (en) * | 2021-12-29 | 2022-04-05 | 核工业湖州勘测规划设计研究院股份有限公司 | Geotechnical penetration test sample pressing device |
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2019
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110160925A (en) * | 2019-03-19 | 2019-08-23 | 云南省城乡建设投资有限公司 | A kind of soil test gas pressure consolidation permeameter and its test monitoring method |
| CN110160925B (en) * | 2019-03-19 | 2024-02-23 | 云南省城乡建设投资有限公司 | Geotechnical test pneumatic consolidation permeameter and test monitoring method thereof |
| CN113884423A (en) * | 2021-09-15 | 2022-01-04 | 中交第四航务工程局有限公司 | Device for testing silting-up characteristic of drainage anti-liquefaction channel of gravel pile indoors |
| CN114279791A (en) * | 2021-12-29 | 2022-04-05 | 核工业湖州勘测规划设计研究院股份有限公司 | Geotechnical penetration test sample pressing device |
| CN114279791B (en) * | 2021-12-29 | 2024-03-29 | 核工业湖州勘测规划设计研究院股份有限公司 | Geotechnical penetration test sample pressing device |
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