CN104949891A - Method for testing large scale earth-rock aggregate dynamic shear strength - Google Patents
Method for testing large scale earth-rock aggregate dynamic shear strength Download PDFInfo
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Abstract
The invention discloses a method for testing large scale earth-rock aggregate dynamic shear strength, which is characterized in that the method for testing large scale earth-rock aggregate dynamic shear strength adopts a testing device to be used for a large scale earth-rock aggregate dynamic shear strength test, and comprises a reaction frame (1), a loading framework (2), a first servo loading device (3), a second servo loading device (4), a sample table (5), an upper shear box (6), a lower shear box (7), a rail car (8), a roller shaft line (12), a horizontal slide rail (17), a horizontal loading shaft (22), a vertical loading shaft (25) and a second vertical slide rail (30) and the like. The method for testing the large scale earth-rock aggregate dynamic shear strength is simple in instrument making and high in measurement accuracy, meets dynamic shear testing demands in different vibration frequency and amplitude conditions, can be used for strain control type or strain control type loading, can be used to test parameter such as dynamic shear strength and shear modulus of various rock and earth masses which comprise coarse-grained soils, gravelly soils, earth-rock aggregates and soil bodies in civil engineering or geological engineering.
Description
Technical field
The present invention is a kind of geotechnical testament method, belongs to civil engineering work or Geological Engineering field tests.
Background technology
Soil-rock mixture (gravelly soil, coarse-grained soil) is a kind of geologic body be made up of with clay and the sand as casting resin gravel or the block stone as aggregate.Soil-rock mixture is widely used in the construction works such as earth and rockfill dam, highway, railway, airport, house foundation as a kind of filler, and range of application is quite extensive.Because soil-rock mixture is become with local soil type by block stone, and both present " extremely strong " (block stone) and the extreme otherness of " extremely weak " (soil body) two in mechanical property.This otherness makes soil-rock mixture on physico-mechanical properties, present extreme unevenness and extreme nonlinear characteristic, and its Macroscopic physical mechanical property can not be formed by block stone or native simple superposition.Under geological process, landslide disaster is occurred for southwest earth-rock aggregate slope, its control measures will take into full account the controlling effect of dynamic load to Slope hazard, therefore under dynamic loading, the test of soil-rock mixture intensity can not have been come by traditional soil mechanics shear or rock test rig, development is needed to be applicable to the new instrument of soil-rock mixture own characteristic, measure its dynamic load intensity, especially will consider the impact of size effect on soil-rock mixture intensity.The present invention is exactly a kind of dynamic direct shear strength characteristic for measuring soil-rock mixture under dynamic loading.
Summary of the invention
The object of the invention is to provide a kind of large scale soil-rock mixture and moves shear strength test method, obtains, for engineering practice provides technical parameter for solving the shear strength parameters of soil-rock mixture under dynamic loading.
Technical solution of the present invention, it is characterized in that adopting a kind of test unit, carry out large scale soil-rock mixture and move shear strength test, this device comprises reaction frame 1, loading frame 2, first servo-loading unit 3, second servo-loading unit 4, load sample platform 5, upper shear box 6, down cut box 7, railcar 8, vertical displacement meter 9, first vertical slide rail 10, upper box sample 11, ball axle row 12, lower box expansion board 13, lower box sample 14, first lifting jack 15, first base for supporting 16, horizontal slide rail 17, second base for supporting 18, second lifting jack 19, transmission rod 20, connection end 21, horizontal addload axle 22, horizontal displacement meter 23, first side limit post 24, vertical loading axle 25, increased pressure board 26, second side limit post 27, telescopic arm 28, 3rd side limit post 29, second vertical slide rail 30.The actuator of the first servo-loading unit 3 connects vertical loading axle 25, vertical loading axle 25 provides pressure at right angle, be positioned at above increased pressure board 26, increased pressure board 26 connects vertical displacement meter 9, increased pressure board 26 is positioned at the end face of box sample 11, upper shear box 6 limits post 24 and the second side to limit post 27 to fix by the first side, first side limit post 24 connects the first vertical slide rail 10, second side limit post 27 limits post 29 to be connected by telescopic arm 28 with the 3rd side, 3rd side limit post 29 connects the second vertical slide rail 30, upper shear box 6 aims at down cut box 7 by ball axle row 12, box sample 11 is installed in upper shear box 6, lower box sample 14 is installed in down cut box 7, down cut box 7 connects lower box expansion board 13, down cut box 7 joining rails car 8, railcar 8 can move on load sample platform 5 along horizontal slide rail 17, horizontal slide rail 17 is connected with loading frame 2, first lifting jack 15 connects the first base for supporting 16, second lifting jack 19 connects the second base for supporting 18, down cut box 7 connects transmission rod 20 and horizontal displacement meter 23, connection end 21 is aimed at horizontal addload axle 22, horizontal addload axle 22 connects the actuator of the second servo-loading unit 4.Upper shear box 6 is of a size of the wide 500mm of long 500mm, the box wall height connecting the upper shear box 6 of the first Xian Zhu24 side, side is 445mm, the box wall height connecting the upper shear box 6 of the second Xian Zhu27 side, side is 155mm, down cut box 7 is of a size of the wide 500mm of long 500mm, the box wall height connecting the down cut box 7 of lower box expansion board 13 side is 155mm, the box wall height connecting the down cut box 7 of transmission rod 20 side is 445mm, it is 30 ° that ball axle arranges 12 inclination angles, upper shear box 6 and down cut box 7 all adopt the alloy material that the light intensity of quality is high, and carry out anodization preservative treatment, inwall four angles of upper shear box 6 and down cut box 7 are circular design, radius of corner is 30mm ~ 60mm, upper shear box 6 can slide along lower box expansion board 13, first side limit post 24 can along the first vertical slide rail 10 vertical sliding motion, 3rd side limit post 29 can along the second vertical slide rail 30 vertical sliding motion, first servo-loading unit 3 and the second servo-loading unit 4 apply power by reaction frame 1, reaction frame 1 and loading frame 2 and increased pressure board 26 all adopt high-strength stainless steel material, gap length between increased pressure board 26 and upper shear box 6 is 2mm ~ 4mm, ball axle row 12, lower box expansion board 13 and horizontal slide rail 17 are high-strength stainless steel material, and surface all scribbles teflon.First servo-loading unit 3 and the second servo-loading unit 4 all can adopt hydraulic loaded, also motor can be adopted to load, all fast forwarding and fast rewinding operation can be carried out, also strain loading and stress loading can be carried out, the actuator of the first servo-loading unit 3 and the actuator highest frequency of the second servo-loading unit 4 all can reach 70Hz, and actuator stroke all can reach 100mm, and maximum output all can reach 1000kN, measuring accuracy of exerting oneself can reach 0.5%FS, can realize self-defined Loaded contact analysis; The strain shear rate of the second servo-loading unit 4 is 0.02 ~ 5.00mm/min, and stress shear rate is 100 ~ 600kN/min; The maximum range of vertical displacement meter 9 is 150mm, and measuring accuracy can reach 1mm, and the maximum range of horizontal displacement meter 23 is 170mm, and measuring accuracy can reach 1mm.
The test method that measurement soil-rock mixture moves shear resistance is as follows:
(1) according to certain water cut, rock-soil ratio and density requirements, take the soil body of respective quality, rubble and water, the soil body, rubble, water three mixed, becomes compound, point uniformly three parts for subsequent use;
(2) railcar 8 is moved on load sample platform 5, by upper shear box 6 via ball axle row 12 alignment down cut box 7, first part of compound is loaded in down cut box 7, increased pressure board 26 is placed on compound, railcar 8 is moved to immediately below vertical loading axle 25, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 is contacted with loading frame 2 respectively with the second base for supporting 18, make railcar 8 unsettled, start the first servo-loading unit 3, make vertical loading axle 25 contact increased pressure board 26 and push up cap, apply pressure at right angle F on request, shift value corresponding when vertical displacement meter 9 display meets the requirements of density, stop loading,
(3) the first servo-loading unit 3 is started, unloading makes vertical loading axle 25 leave increased pressure board 26 and pushes up cap, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 and the second base for supporting 18 are departed from loading frame 2 respectively, railcar 8 is contacted with horizontal slide rail 17, railcar 8 is moved on load sample platform 5, take out increased pressure board 26, by compound plucking, load second part of compound, increased pressure board 26 is placed on compound, railcar 8 is moved to immediately below vertical loading axle 25, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 is contacted with loading frame 2 respectively with the second base for supporting 18, make railcar 8 unsettled, start the first servo-loading unit 3, make vertical loading axle 25 contact increased pressure board 26 and push up cap, apply pressure at right angle F on request, shift value corresponding when vertical displacement meter 9 display meets the requirements of density, stop loading,
(4) the first servo-loading unit 3 is started, unloading makes vertical loading axle 25 leave increased pressure board 26 and pushes up cap, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 and the second base for supporting 18 are departed from loading frame 2 respectively, railcar 8 is contacted with horizontal slide rail 17, railcar 8 is moved on load sample platform 5, take out increased pressure board 26, by compound plucking, load the 3rd part of compound, increased pressure board 26 is placed on compound, railcar 8 is moved to immediately below vertical loading axle 25, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 is contacted with loading frame 2 respectively with the second base for supporting 18, make railcar 8 unsettled, start the first servo-loading unit 3, make vertical loading axle 25 contact increased pressure board 26 and push up cap, apply pressure at right angle F on request, shift value corresponding when vertical displacement meter 9 display meets the requirements of density, keep pressure at right angle F constant,
(5) the first side limit post 24 is connected with upper shear box 6 respectively with the second side limit post 27, post 29 is limit to be connected by telescopic arm 28 with the 3rd side on the second side limit post 27, shear box 6 is fixed, start the second servo-loading unit 4, connection end 21 is connected with the horizontal addload axle 22 being connected actuator, vibration frequency on request and amplitude are by transmission rod 20 applied thrust T, down cut box 7 is moved to away from the second servo-loading unit 4 direction, adopt horizontal displacement meter 23 to measure horizontal shift S simultaneously, in maintenance, shear box 6 horizontal direction is fixed, upper shear box 6 is by the first vertical slide rail 10 and the second vertical slide rail 30 upward sliding, make the output pressure of the actuator of connection vertical loading axle 25 according to F '=F-Ttg30 ° of change, and adopt vertical displacement meter 9 to measure the perpendicular displacement S ' of increased pressure board 26, ball axle row 12 slides along lower box expansion board 13, spill to avoid the upper box sample 11 of upper shear box 6 inside,
(6) when horizontal shift S increases to 75mm, stop test, in acquisition, box sample 11 and lower box sample 14 surface of contact place normal pressure f=F ' cos30 °+Tsin30 °, get the maximal value f of f
max1, obtain surface of contact place shearing force T '=Tcos30 °-F ' sin30 °, get the maximum of T of T ' '
max1;
(7) by vertical loading axle 25, first servo-loading unit 3 is unloaded, second servo-loading unit 4 applies pulling force by horizontal addload axle 22 and pulls down cut box 7 to move, shear box 6 is overlapped with down cut box 7, on removal, shear box 6 and the first side limit post 24 and the second side to limit the connection of post 27, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 and the second base for supporting 18 are departed from loading frame 2 respectively, railcar 8 is contacted with horizontal slide rail 17, railcar 8 is moved on load sample platform 5 by horizontal slide rail 17, the whole compound of removal,
(8) change the value of pressure at right angle F, repeat step (2)-(7), obtain f
max2with T '
max2;
(9) again change the value of pressure at right angle F, repeat step (2)-(7), obtain f
max3with T '
max3;
(10) by f
max1with T '
max1, f
max2with T '
max2, f
max3with T '
max3be converted into stress by upper box sample 11 with the contact area of lower box sample 14, draw mole coulomb line, obtain soil-rock mixture and move shear resistance index and modulus of shearing.
Advantage of the present invention:
The manufacture of the method instrument is simple, measuring accuracy is high, meet the dynamic shear test requirement under different vibration frequency and amplitude condition, strain controlling formula or Stress Control formula can be carried out load, the parameters such as the dynamic shear resistance of large scale soil-rock mixture (comprising gravelly soil, coarse-grained soil and the soil body) and modulus of shearing can be measured.
The scope of application of the present invention:
Multiple Rock And Soil such as the various accumulation bodies, soil-rock mixture, coarse-grained soil etc. that are applicable to run in civil engineering work indoor consolidation characteristics, resistance to vibration attribute testing.
Accompanying drawing illustrates:
Fig. 1 carries out the structural representation that large scale soil-rock mixture moves shear strength test equipment therefor.Wherein have: reaction frame 1, loading frame 2, first servo-loading unit 3, second servo-loading unit 4, upper shear box 6, down cut box 7, railcar 8, vertical displacement meter 9, first vertical slide rail 10, upper box sample 11, ball axle row 12, lower box expansion board 13, lower box sample 14, first lifting jack 15, first base for supporting 16, horizontal slide rail 17, second base for supporting 18, second lifting jack 19, transmission rod 20, connection end 21, horizontal addload axle 22, horizontal displacement meter 23, first side limit post 24, vertical loading axle 25, increased pressure board 26, second side limit post 27, telescopic arm 28, 3rd side limit post 29, second vertical slide rail 30.
Fig. 2 carries out the AA left view that large scale soil-rock mixture moves the structural representation of shear strength test equipment therefor.Wherein have: the first servo-loading unit 3, load sample platform 5, upper shear box 6, down cut box 7, railcar 8, upper box sample 11, lower box sample 14, increased pressure board 26.
Fig. 3 carries out the vertical view that large scale soil-rock mixture moves the upper shear box 6 in the structural representation of shear strength test equipment therefor.Wherein there is upper shear box 6.
Fig. 4 carries out the vertical view that large scale soil-rock mixture moves the down cut box 7 in the structural representation of shear strength test equipment therefor.Wherein there is down cut box 7, lower box expansion board 13.
Embodiment:
Embodiment: it is as follows that soil-rock mixture moves shear strength test method,
1. according to water cut 15%, rock-soil ratio 20% and density 1.9g/cm
3requirement, takes the soil body of respective quality, rubble and water, the soil body, rubble, water three is mixed, becomes compound, point uniformly three parts for subsequent use;
2. railcar 8 is moved on load sample platform 5, by upper shear box 6 via ball axle row 12 alignment down cut box 7, first part of compound is loaded in down cut box 7, increased pressure board 26 is placed on compound, railcar 8 is moved to immediately below vertical loading axle 25, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 is contacted with loading frame 2 respectively with the second base for supporting 18, make railcar 8 unsettled, start the first servo-loading unit 3, make vertical loading axle 25 contact increased pressure board 26 and push up cap, apply pressure at right angle F=100kN on request, shift value corresponding when vertical displacement meter 9 display meets the requirements of density, stop loading,
3. the first servo-loading unit 3 is started, unloading makes vertical loading axle 25 leave increased pressure board 26 and pushes up cap, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 and the second base for supporting 18 are departed from loading frame 2 respectively, railcar 8 is contacted with horizontal slide rail 17, railcar 8 is moved on load sample platform 5, take out increased pressure board 26, by compound plucking, load second part of compound, increased pressure board 26 is placed on compound, railcar 8 is moved to immediately below vertical loading axle 25, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 is contacted with loading frame 2 respectively with the second base for supporting 18, make railcar 8 unsettled, start the first servo-loading unit 3, make vertical loading axle 25 contact increased pressure board 26 and push up cap, apply pressure at right angle F=100kN on request, shift value corresponding when vertical displacement meter 9 display meets the requirements of density, stop loading,
4. the first servo-loading unit 3 is started, unloading makes vertical loading axle 25 leave increased pressure board 26 and pushes up cap, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 and the second base for supporting 18 are departed from loading frame 2 respectively, railcar 8 is contacted with horizontal slide rail 17, railcar 8 is moved on load sample platform 5, take out increased pressure board 26, by compound plucking, load the 3rd part of compound, increased pressure board 26 is placed on compound, railcar 8 is moved to immediately below vertical loading axle 25, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 is contacted with loading frame 2 respectively with the second base for supporting 18, make railcar 8 unsettled, start the first servo-loading unit 3, make vertical loading axle 25 contact increased pressure board 26 and push up cap, apply pressure at right angle F=100kN on request, shift value corresponding when vertical displacement meter 9 display meets the requirements of density, keep pressure at right angle F=100kN constant,
5. the first side limit post 24 is connected with upper shear box 6 respectively with the second side limit post 27, post 29 is limit to be connected by telescopic arm 28 with the 3rd side on the second side limit post 27, shear box 6 is fixed, start the second servo-loading unit 4, connection end 21 is connected with the horizontal addload axle 22 being connected actuator, by vibration frequency 2Hz and amplitude 100kN by transmission rod 20 applied thrust T, down cut box 7 is moved to away from the second servo-loading unit 4 direction, adopt horizontal displacement meter 23 to measure horizontal shift S simultaneously, in maintenance, shear box 6 horizontal direction is fixed, upper shear box 6 is by the first vertical slide rail 10 and the second vertical slide rail 30 slide downward, make vertical loading axle 25 output pressure according to F '=F-Ttg30 ° of change, and adopt vertical displacement meter 9 to measure the perpendicular displacement S ' of increased pressure board 26, ball axle row 12 slides along lower box expansion board 13, spill to avoid the upper box sample 11 of upper shear box 6 inside,
6. when horizontal shift S increases to 75mm, stop test, in acquisition, box sample 11 and lower box sample 14 surface of contact place normal pressure f=F ' cos30 °+Tsin30 °, get the maximal value f of f
max1, obtain surface of contact place shearing force T '=Tcos30 °-F ' sin30 °, get the maximum of T of T ' '
max1;
7. by vertical loading axle 25, first servo-loading unit 3 is unloaded, second servo-loading unit 4 applies pulling force by horizontal addload axle 22 and pulls down cut box 7 to move, shear box 6 is overlapped with down cut box 7, on removal, shear box 6 and the first side limit post 24 and the second side to limit the connection of post 27, start the first lifting jack 15 and the second lifting jack 19, first base for supporting 16 and the second base for supporting 18 are departed from loading frame 2 respectively, railcar 8 is contacted with horizontal slide rail 17, railcar 8 is moved on load sample platform 5 by horizontal slide rail 17, the whole compound of removal,
8. change pressure at right angle F=200kN, repeat step 2.-7., obtain f
max2with T '
max2;
9. again change pressure at right angle F=300kN, repeat step 2.-7., obtain f
max3with T '
max3;
10. by f
max1with T '
max1, f
max2with T '
max2, f
max3with T '
max3be converted into stress by upper box sample 11 with the contact area of lower box sample 14, draw mole coulomb line, obtain soil-rock mixture and move shear resistance index and modulus of shearing.
Claims (1)
1. a large scale soil-rock mixture moves shear strength test method, it is characterized in that adopting a kind of test unit to carry out large scale soil-rock mixture moves shear resistance test, this device comprises reaction frame (1), loading frame (2), first servo-loading unit (3), second servo-loading unit (4), load sample platform (5), upper shear box (6), down cut box (7), railcar (8), vertical displacement meter (9), first vertical slide rail (10), upper box sample (11), ball axle row (12), lower box expansion board (13), lower box sample (14), first lifting jack (15), first base for supporting (16), horizontal slide rail (17), second base for supporting (18), second lifting jack (19), transmission rod (20), connection end (21), horizontal addload axle (22), horizontal displacement meter (23), first side limit post (24), vertical loading axle (25), increased pressure board (26), second side limit post (27), telescopic arm (28), 3rd side limit post (29), second vertical slide rail (30), the actuator of the first servo-loading unit (3) connects vertical loading axle (25), vertical loading axle (25) provides pressure at right angle, be positioned at above increased pressure board (26), increased pressure board (26) connects vertical displacement meter (9), increased pressure board (26) is positioned at the end face of box sample (11), upper shear box (6) limits post (24) and the second side to limit post (27) to fix by the first side, first side limit post (24) connects the first vertical slide rail (10), second side limit post (27) limits post (29) to be connected by telescopic arm (28) and the 3rd side, 3rd side limit post (29) connects the second vertical slide rail (30), upper shear box (6) aims at down cut box (7) by ball axle row (12), box sample (11) is installed in upper shear box (6), lower box sample (14) is installed in down cut box (7), down cut box (7) connects lower box expansion board (13), down cut box (7) joining rails car (8), railcar (8) can move on load sample platform (5) along horizontal slide rail (17), horizontal slide rail (17) is connected with loading frame (2), first lifting jack (15) connects the first base for supporting (16), second lifting jack (19) connects the second base for supporting (18), down cut box (7) connects transmission rod (20) and horizontal displacement meter (23), connection end (21) is aimed at horizontal addload axle (22), horizontal addload axle (22) connects the actuator of the second servo-loading unit (4), upper shear box (6) is of a size of the wide 500mm of long 500mm, the box wall height connecting the upper shear box (6) of the first limit post (24) side, side is 445mm, the box wall height connecting the upper shear box (6) of the second limit post (27) side, side is 155mm, down cut box (7) is of a size of the wide 500mm of long 500mm, the box wall height connecting the down cut box (7) of lower box expansion board (13) side is 155mm, the box wall height connecting the down cut box (7) of transmission rod (20) side is 445mm, ball axle row (12) inclination angle is 30 °, upper shear box (6) and down cut box (7) all adopt the alloy material that the light intensity of quality is high, and carry out anodization preservative treatment, inwall four angles of upper shear box (6) and down cut box (7) are circular design, radius of corner is 30mm ~ 60mm, upper shear box (6) can slide along lower box expansion board (13), first side limit post (24) can along the first vertical slide rail (10) vertical sliding motion, 3rd side limit post (29) can along the second vertical slide rail (30) vertical sliding motion, first servo-loading unit (3) and the second servo-loading unit (4) apply power by reaction frame (1), reaction frame (1) and loading frame (2) and increased pressure board (26) all adopt high-strength stainless steel material, gap length between increased pressure board (26) and upper shear box (6) is 2mm ~ 4mm, ball axle row (12), lower box expansion board (13) and horizontal slide rail (17) are high-strength stainless steel material, and surface all scribbles teflon, first servo-loading unit (3) and the second servo-loading unit (4) all can adopt hydraulic loaded, also charger can be adopted to load, all fast forwarding and fast rewinding operation can be carried out, also strain loading and stress loading can be carried out, the actuator of the first servo-loading unit (3) and the actuator highest frequency of the second servo-loading unit (4) all can reach 70Hz, actuator stroke all can reach 100mm, maximum output all can reach 1000kN, measuring accuracy of exerting oneself can reach 0.5%FS, can realize self-defined Loaded contact analysis, the strain shear rate of the second servo-loading unit (4) is 0.02 ~ 5.00mm/min, and stress shear rate is 100 ~ 600kN/min, the maximum range of vertical displacement meter (9) is 150mm, and measuring accuracy can reach 1mm, and the maximum range of horizontal displacement meter (23) is 170mm, and measuring accuracy can reach 1mm,
Adopting this device to carry out large scale soil-rock mixture, to move the method for shear strength test as follows:
1. according to certain water cut, rock-soil ratio and density requirements, take the soil body of respective quality, rubble and water, the soil body, rubble, water three mixed, becomes compound, point uniformly three parts for subsequent use;
2. railcar (8) is moved on load sample platform (5), by upper shear box (6) via ball axle row (12) alignment down cut box (7), first part of compound is loaded in down cut box (7), increased pressure board (26) is placed on compound, railcar (8) is moved to immediately below vertical loading axle (25), start the first lifting jack (15) and the second lifting jack (19), first base for supporting (16) is contacted with loading frame (2) respectively with the second base for supporting (18), make railcar (8) unsettled, start the first servo-loading unit (3), vertical loading axle (25) is made to contact increased pressure board (26) top cap, apply pressure at right angle F on request, shift value corresponding when vertical displacement meter (9) display meets the requirements of density, stop loading,
3. the first servo-loading unit (3) is started, unloading makes vertical loading axle (25) leave increased pressure board (26) top cap, start the first lifting jack (15) and the second lifting jack (19), first base for supporting (16) and the second base for supporting (18) are departed from loading frame (2) respectively, railcar (8) is contacted with horizontal slide rail (17), railcar (8) is moved on load sample platform (5), take out increased pressure board (26), by compound plucking, load second part of compound, increased pressure board (26) is placed on compound, railcar (8) is moved to immediately below vertical loading axle (25), start the first lifting jack (15) and the second lifting jack (19), first base for supporting (16) is contacted with loading frame (2) respectively with the second base for supporting (18), make railcar (8) unsettled, start the first servo-loading unit (3), vertical loading axle (25) is made to contact increased pressure board (26) top cap, apply pressure at right angle F on request, shift value corresponding when vertical displacement meter (9) display meets the requirements of density, stop loading,
4. the first servo-loading unit (3) is started, unloading makes vertical loading axle (25) leave increased pressure board (26) top cap, start the first lifting jack (15) and the second lifting jack (19), first base for supporting (16) and the second base for supporting (18) are departed from loading frame (2) respectively, railcar (8) is contacted with horizontal slide rail (17), railcar (8) is moved on load sample platform (5), take out increased pressure board (26), by compound plucking, load the 3rd part of compound, increased pressure board (26) is placed on compound, railcar (8) is moved to immediately below vertical loading axle (25), start the first lifting jack (15) and the second lifting jack (19), first base for supporting (16) is contacted with loading frame (2) respectively with the second base for supporting (18), make railcar (8) unsettled, start the first servo-loading unit (3), vertical loading axle (25) is made to contact increased pressure board (26) top cap, apply pressure at right angle F on request, shift value corresponding when vertical displacement meter (9) display meets the requirements of density, keep pressure at right angle F constant,
5. the first side limit post (24) is connected with upper shear box (6) respectively with the second side limit post (27), post (29) is limit to be connected by telescopic arm (28) and the 3rd side the second side limit post (27), shear box (6) is fixed, start the second servo-loading unit (4), connection end (21) is connected with the horizontal addload axle (22) being connected actuator, vibration frequency on request and amplitude are by transmission rod (20) applied thrust T, down cut box (7) is moved to away from the second servo-loading unit (4) direction, adopt horizontal displacement meter (23) to measure horizontal shift S simultaneously, in maintenance, shear box (6) horizontal direction is fixed, upper shear box (6) is by the first vertical slide rail (10) and the second vertical slide rail (30) slide downward, make vertical loading axle (25) output pressure according to F '=F-Ttg30 ° of change, and adopt vertical displacement meter (9) to measure the perpendicular displacement S ' of increased pressure board (26), ball axle row (12) slides along lower box expansion board (13), spill to avoid the inner upper box sample (11) of upper shear box (6),
6. when horizontal shift S increases to 75mm, test is stopped, box sample (11) and lower box sample (14) surface of contact place normal pressure f=F ' cos30 °+Tsin30 ° in acquisition, get the maximal value fmax1 of f, obtain surface of contact place shearing force T '=Tcos30 °-F ' sin30 °, get the maximum of T of T ' '
max1;
7. by vertical loading axle (25), the first servo-loading unit (3) is unloaded, second servo-loading unit (4) applies pulling force by horizontal addload axle (22) and pulls down cut box (7) mobile, shear box (6) is overlapped with down cut box (7), on removal, shear box (6) and the first side limit post (24) and the second side to limit the connection of post (27), start the first lifting jack (15) and the second lifting jack (19), first base for supporting (16) and the second base for supporting (18) are departed from loading frame (2) respectively, railcar (8) is contacted with horizontal slide rail (17), railcar (8) is moved on load sample platform (5) by horizontal slide rail (17), the whole compound of removal,
8. change the value of pressure at right angle F, repeat step 2.-7., obtain f
max2with T '
max2;
9. again change the value of pressure at right angle F, repeat step 2.-7., obtain f
max3with T '
max3;
10. by f
max1with T '
max1, f
max2with T '
max2, f
max3with T '
max3be converted into stress by upper box sample (11) and the contact area of lower box sample (14), draw mole coulomb line, obtain soil-rock mixture and move shear resistance index and modulus of shearing.
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|---|---|---|---|---|
| CN107917846A (en) * | 2017-11-01 | 2018-04-17 | 浙江大学 | Soil shear characteristic essence amount determining device and its assay method |
Citations (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1099231A1 (en) * | 1983-02-28 | 1984-06-23 | Якутский Научно-Исследовательский И Проектный Институт Алмазодобывающей Промышленности | Device for mountain rock shear-testing |
| JP2002323486A (en) * | 2001-04-26 | 2002-11-08 | Yotai Refractories Co Ltd | Method for evaluating and testing resistance to adhesion to dust and slag |
| CN1632510A (en) * | 2004-11-26 | 2005-06-29 | 成都理工大学 | Direct shear test machine for rock |
| US20080216584A1 (en) * | 2007-03-09 | 2008-09-11 | Younane Abousleiman | Test cell for applying a shear stress to a test specimen |
| CN201298006Y (en) * | 2008-09-27 | 2009-08-26 | 长安大学 | Multi-angle pavement structure layer shear testing mold |
| CN102095651A (en) * | 2011-01-21 | 2011-06-15 | 中国科学院地质与地球物理研究所 | Strain-controlled rock-soil aggregate strength test device |
| CN102207436A (en) * | 2010-07-26 | 2011-10-05 | 水利部交通运输部国家能源局南京水利科学研究院 | High performance direct shearing apparatus for large contact surfaces |
| CN102323166A (en) * | 2011-08-19 | 2012-01-18 | 河海大学 | Cascade circular inclined plane shearing apparatus |
| CN203011785U (en) * | 2013-01-10 | 2013-06-19 | 长安大学 | Large longitudinal slope bituminous pavement interlaminar shear and rutting resistance test mold |
| CN103175742A (en) * | 2013-03-06 | 2013-06-26 | 北京交通大学 | Frozen soil dynamic load direct shear apparatus |
| CN103323327A (en) * | 2013-06-25 | 2013-09-25 | 青岛理工大学 | Rock-like material shearing box device |
| CN103383327A (en) * | 2013-06-28 | 2013-11-06 | 中南大学 | Large bidirectional dynamic/static direct-shearing machine for coarse-grained soil contact interface tests |
| CN103792133A (en) * | 2014-03-05 | 2014-05-14 | 中国科学院地质与地球物理研究所 | Test system and method for performance test of rock mass structural surface |
| CN104007025A (en) * | 2014-05-08 | 2014-08-27 | 河海大学 | Multifunctional tilt table device used for testing interfacial shear strength characteristics of geotechnical synthetic material |
| CN104198307A (en) * | 2014-09-03 | 2014-12-10 | 安徽理工大学 | Integrated dynamic one-way compression-shear stress-strain testing device |
-
2015
- 2015-06-26 CN CN201510361804.9A patent/CN104949891B/en active Active
Patent Citations (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1099231A1 (en) * | 1983-02-28 | 1984-06-23 | Якутский Научно-Исследовательский И Проектный Институт Алмазодобывающей Промышленности | Device for mountain rock shear-testing |
| JP2002323486A (en) * | 2001-04-26 | 2002-11-08 | Yotai Refractories Co Ltd | Method for evaluating and testing resistance to adhesion to dust and slag |
| CN1632510A (en) * | 2004-11-26 | 2005-06-29 | 成都理工大学 | Direct shear test machine for rock |
| US20080216584A1 (en) * | 2007-03-09 | 2008-09-11 | Younane Abousleiman | Test cell for applying a shear stress to a test specimen |
| CN201298006Y (en) * | 2008-09-27 | 2009-08-26 | 长安大学 | Multi-angle pavement structure layer shear testing mold |
| CN102207436A (en) * | 2010-07-26 | 2011-10-05 | 水利部交通运输部国家能源局南京水利科学研究院 | High performance direct shearing apparatus for large contact surfaces |
| CN102095651A (en) * | 2011-01-21 | 2011-06-15 | 中国科学院地质与地球物理研究所 | Strain-controlled rock-soil aggregate strength test device |
| CN102323166A (en) * | 2011-08-19 | 2012-01-18 | 河海大学 | Cascade circular inclined plane shearing apparatus |
| CN203011785U (en) * | 2013-01-10 | 2013-06-19 | 长安大学 | Large longitudinal slope bituminous pavement interlaminar shear and rutting resistance test mold |
| CN103175742A (en) * | 2013-03-06 | 2013-06-26 | 北京交通大学 | Frozen soil dynamic load direct shear apparatus |
| CN103323327A (en) * | 2013-06-25 | 2013-09-25 | 青岛理工大学 | Rock-like material shearing box device |
| CN103383327A (en) * | 2013-06-28 | 2013-11-06 | 中南大学 | Large bidirectional dynamic/static direct-shearing machine for coarse-grained soil contact interface tests |
| CN103792133A (en) * | 2014-03-05 | 2014-05-14 | 中国科学院地质与地球物理研究所 | Test system and method for performance test of rock mass structural surface |
| CN104007025A (en) * | 2014-05-08 | 2014-08-27 | 河海大学 | Multifunctional tilt table device used for testing interfacial shear strength characteristics of geotechnical synthetic material |
| CN104198307A (en) * | 2014-09-03 | 2014-12-10 | 安徽理工大学 | Integrated dynamic one-way compression-shear stress-strain testing device |
Non-Patent Citations (1)
| Title |
|---|
| 施建勇 等: "大型斜面剪切仪的研制和试验", 《岩土工程学报》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107917846A (en) * | 2017-11-01 | 2018-04-17 | 浙江大学 | Soil shear characteristic essence amount determining device and its assay method |
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