CN111175150A - Test method for measuring compression shearing performance of filling material behind tunnel lining wall - Google Patents
Test method for measuring compression shearing performance of filling material behind tunnel lining wall Download PDFInfo
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- CN111175150A CN111175150A CN202010109781.3A CN202010109781A CN111175150A CN 111175150 A CN111175150 A CN 111175150A CN 202010109781 A CN202010109781 A CN 202010109781A CN 111175150 A CN111175150 A CN 111175150A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N1/00—Sampling; Preparing specimens for investigation
- G01N1/28—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q
- G01N1/286—Preparing specimens for investigation including physical details of (bio-)chemical methods covered elsewhere, e.g. G01N33/50, C12Q involving mechanical work, e.g. chopping, disintegrating, compacting, homogenising
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0025—Shearing
Abstract
The invention discloses a test method for measuring the compression shear performance of a filling material after a tunnel lining wall, which solves the problem that the existing test devices can not well simulate the real state of a pea gravel filling material on a construction site to obtain the compression shear performance parameters of the filling material. A closed columnar space is constructed through combination of a rectangular lower box body with a lower box body cylindrical inner cavity and a rectangular upper barrel body with an upper barrel body cylindrical inner cavity, a filling material behind a tunnel lining wall is filled in the closed columnar space to form a filling material cylinder capable of truly simulating an elastic supporting layer of the filling material behind the tunnel lining wall, and an environment capable of dynamically forming shearing of the filling material cylinder is constructed around the outer side of the filling material cylinder through a portal frame, a reaction frame, a vertical electric control hydraulic cylinder and a horizontal electric control hydraulic cylinder to obtain a test modulus for truly simulating compression shearing performance of the filling material behind the tunnel lining wall in an on-site tunnel shield environment.
Description
Technical Field
The invention relates to a shear test device, in particular to a method for testing the shear performance of a filling material after a tunnel lining wall.
Background
The shield method has the advantages of high construction speed, high safety and the like, and becomes an important method for tunnel construction. In engineering practice, the shield method is suitable for building tunnels under various stratum conditions with different diameters, and during the construction process of deeply burying long and large tunnels by adopting the shield method, the excavation of the tunnels can cause the deformation of surrounding rocks, so that the stress of the surrounding rocks is redistributed; the shield machine is continuously pushed forward, and a duct piece supporting process is carried out, namely a process of gradually unloading surrounding rocks of a subsequently excavated chamber and inhibiting the surrounding rocks from deforming by a supporting structure; in the tunneling and supporting process, the structures of the cutter head, the shield shell, the segment lining and the wall rear filling layer jointly form a supporting system of the tunnel body for the surrounding rock, and the wall rear pea gravel filling layer supported by the segment plays a role of flexible supporting in the combined supporting system, so that the load of the surrounding rock acting on the segment is more uniform; therefore, the shear mechanical property of the pea gravel filling layer (the pure pea gravel or the pea gravel and mortar combined filling material) behind the wall is accurately tested and evaluated, and the method is particularly necessary and urgent for guiding the site construction.
In the prior art, in order to obtain the shear strength of soil and rock, the shear strength is generally measured by field or indoor tests, and the main test methods are as follows: a triaxial shear test, a cross plate shear test, a direct shear test and an unconfined compression test, and a large direct shear test is sometimes selected for large-diameter granular soil bodies and rockfill materials; among these tests, the simplest method is the direct shear test method, the theoretical basis of which is coulomb's law and shear strength theory; however, the existing conventional shear test devices can not well simulate the real state of the granular filling materials such as the pea gravel and the like on the construction site, so that a large-scale compression shear box needs to be developed to conveniently and really simulate the construction state of the granular filling materials such as the pea gravel and the like on the construction site for the design, construction and later maintenance of engineering if the on-site shear strength of the filling materials is accurately measured; the testing device can simulate the shearing performance parameters of the pea gravel filling layer after the wall under the conditions of different pea gravel grading, compaction degree, grouting time, layer thickness and the like, so that the conditions of the pore structure change of the filling material after the wall and the displacement among particles can be analyzed and obtained under different conditions.
Disclosure of Invention
The invention provides a test device for measuring the compression shear performance of a filling material after a tunnel lining wall, which solves the technical problem that the existing test devices can not well simulate the real state of the filling material after the wall of a loose particle such as pea gravel and the like on a construction site and obtain the compression shear performance parameters of the filling material.
The invention solves the technical problems by the following technical scheme:
the general concept of the invention is: a closed columnar space is constructed through the combination of a rectangular lower box body with a lower box body cylindrical inner cavity and a rectangular upper barrel body with an upper barrel body cylindrical inner cavity, a filling material such as pea stones and the like is filled in the closed columnar space to form a filling material cylinder capable of truly simulating an elastic supporting layer of the filling material after the tunnel lining wall, an environment capable of dynamically forming shearing the filling material cylinder is constructed around the outer side of the filling material cylinder through a portal frame, a reaction frame, a vertical direction electric control hydraulic cylinder and a horizontal direction electric control hydraulic cylinder, namely, the horizontal pushing of the rectangular lower box body through the horizontal direction electric control hydraulic cylinder forms the shearing damage to the filling material cylinder under the action of certain vertical downward pressure, and the testing modulus of the compression shearing performance of the filling material after the tunnel lining wall under the actual simulation field tunnel shield environment is obtained, particularly, the grouting process with different proportions and different grouting amounts, which is carried out after the filling material is filled after the wall of the tunnel lining in a construction site, can be truly reproduced through the grouting ports arranged on the piston type pressure transmission plates, so that the test parameters of the test are closer to the actual conditions in the site.
A test device for measuring compression shearing performance of a filling material after tunnel lining wall building comprises a portal frame, a rectangular lower box body, a rectangular upper barrel body, the filling material after tunnel lining wall building, a vertical direction electric control hydraulic oil cylinder, a horizontal direction electric control hydraulic oil cylinder and an electric control box, wherein a lower box body cylindrical inner cavity is arranged in the rectangular lower box body, an upper barrel body cylindrical inner cavity is arranged in the rectangular upper barrel body, a lower box body cantilever lug with a through hole is fixedly arranged at the top end of the outer side wall of the rectangular lower box body, an upper box body cantilever lug with a through hole is fixedly arranged at the top end of the outer side wall of the rectangular upper barrel body, a steel plate test board is fixedly arranged on the ground in the portal frame, supporting rollers are arranged at equal intervals on the steel plate test board, the rectangular lower box body is arranged on the supporting rollers, the rectangular upper barrel body is arranged on the rectangular lower box body, and the lower box body cylindrical inner cavity and the, the closed columnar space is filled with filling materials such as pea stones and the like after the tunnel lining wall, a vertical pressure test sensor is pre-embedded in the filling materials after the tunnel lining wall at the upper end of the closed columnar space, a horizontal pressure test sensor is pre-embedded in the filling material behind the tunnel lining wall at the left end of the closed columnar space, a piston type pressure transmission plate is arranged in the upper end inner cavity of the cylindrical inner cavity of the upper barrel, a vertical electric control hydraulic oil cylinder is arranged between the piston type pressure transmission plate and a top beam of the portal frame, a horizontal electric control hydraulic oil cylinder is arranged between the left side wall of the rectangular lower box body and the left upright post of the portal frame, a horizontal reaction frame is arranged between the right side wall of the rectangular upper cylinder and the right upright post of the portal frame, the piston type pressure transmission plate is provided with a grouting opening, and the vertical direction electric control hydraulic oil cylinder, the horizontal direction electric control hydraulic oil cylinder, the vertical pressure test sensor and the horizontal pressure test sensor are respectively and electrically connected with the electric control box.
An upper cylinder gel injection port is arranged on the side wall of the rectangular upper cylinder, and a lower box gel injection port is arranged on the side wall of the rectangular lower box; a lubricating grease layer is arranged between the top end surface of the side wall of the rectangular lower box body and the bottom end surface of the side wall of the rectangular upper barrel body; be provided with the tenon on the inside wall of the cylindric inner chamber of last barrel, be provided with the tenon on the inside wall of the cylindric inner chamber of box down.
A ball lower embedded groove is formed in the top end face of the side wall of the rectangular lower box body, a ball upper embedded groove is formed in the bottom end face of the side wall of the rectangular upper barrel body, and a ball is arranged between the ball lower embedded groove and the ball upper embedded groove; a fixed pin is movably connected between the upper box body cantilever lug with the through hole and the lower box body cantilever lug with the through hole in a penetrating way.
A test method for measuring the compression shear performance of a filling material behind a tunnel lining wall comprises the following steps:
firstly, fixedly arranging a steel plate test bench on the ground in a portal frame, arranging supporting rollers on the steel plate test bench at equal intervals, and movably placing a rectangular lower box body on the supporting rollers;
secondly, pouring the prepared pea gravel into a cylindrical inner cavity of the lower box body in the rectangular lower box body according to the mixing proportion of the filling materials behind the wall of the shield site, wherein the upper top surface of the poured pea gravel is flush with the box opening, and balls are placed in lower embedded grooves arranged on the top end surface of the side wall of the rectangular lower box body; placing the rectangular upper barrel on the rectangular lower box body, enabling the upper half part of the ball to be embedded into a ball upper embedding groove arranged on the bottom end face of the side wall of the rectangular upper barrel, enabling the cylindrical inner cavity of the lower box body to correspond to the cylindrical inner cavity of the upper barrel body to form a closed cylindrical space, and inserting the fixing pin between the through hole of the cantilever lug of the upper box body and the through hole of the cantilever lug of the lower box body; moving the combined rectangular upper cylinder and rectangular lower box to the left to enable the left end of a horizontal reaction frame fixed on a right upright post of the portal frame to be abutted with the left side surface of the rectangular upper cylinder; continuously pouring the prepared pea gravel into the cylindrical inner cavity of the upper cylinder body, enabling the upper top surface of the poured pea gravel to be flush with the upper port of the cylindrical inner cavity of the upper cylinder body, and embedding the piston type pressure transmission plate into the upper port of the cylindrical inner cavity of the upper cylinder body;
thirdly, controlling an output shaft of the vertical electric control hydraulic oil cylinder to extend downwards through the electric cabinet and then abut against the piston type pressure transmission plate, continuously controlling the output shaft of the vertical electric control hydraulic oil cylinder to press downwards, and stopping pressing the output shaft of the vertical electric control hydraulic oil cylinder when the downward movement displacement of the piston type pressure transmission plate reaches the set deformation parameter of the surrounding rock before the test;
the fourth step, extract the fixed pin of cross-under between the cross-under hole of last box cantilever ear and box cantilever ear down, stretch out right and the butt joint on the left side wall of box under the rectangle through the automatically controlled hydraulic cylinder's of electric cabinet control horizontal direction output shaft, continue the automatically controlled hydraulic cylinder's of control horizontal direction output shaft roof pressure right, when the box takes place the displacement with the rectangle on the box under the rectangle, read vertical pressure test sensor's reading and horizontal pressure test sensor's reading through the electrically controlled box, obtain: and (3) determining the compression shear modulus of the filling material under the mixing ratio after the shield site wall is damaged under the set deformation parameter of the surrounding rock.
And when the output shaft of the vertical electric control hydraulic oil cylinder is continuously controlled to be pressed downwards in the third step, if the particles in the filling material after the tunnel lining wall cannot move downwards due to point contact, gel is respectively injected into the filling material after the tunnel lining wall in the closed columnar space through the upper cylinder gel injection port and the lower box gel injection port.
A test method for measuring the compression shear performance of a filling material behind a tunnel lining wall comprises the following steps:
firstly, fixedly arranging a steel plate test bench on the ground in a portal frame, arranging supporting rollers on the steel plate test bench at equal intervals, and movably placing a rectangular lower box body on the supporting rollers;
secondly, pouring the prepared pea gravel filling material into a cylindrical inner cavity of the lower box body in the rectangular lower box body according to the mixing proportion of the filling material behind the shield site wall, wherein the upper top surface of the poured pea gravel is flush with the box opening, and placing balls in lower embedding grooves formed in the top end surface of the side wall of the rectangular lower box body; placing the rectangular upper barrel on the rectangular lower box body, enabling the upper half part of the ball to be embedded into a ball upper embedding groove arranged on the bottom end face of the side wall of the rectangular upper barrel, enabling the cylindrical inner cavity of the lower box body to correspond to the cylindrical inner cavity of the upper barrel body to form a closed cylindrical space, and inserting the fixing pin between the through hole of the cantilever lug of the upper box body and the through hole of the cantilever lug of the lower box body; moving the combined rectangular upper cylinder and rectangular lower box to the left to enable the left end of a horizontal reaction frame fixed on a right upright post of the portal frame to be abutted with the left side surface of the rectangular upper cylinder; embedding the piston type pressure transmission plate into the cylindrical inner cavity of the upper cylinder, pressing the prepared mortar filling material into the pea gravel through a grouting opening on the piston type pressure transmission plate, and stopping pressing the mortar filling material when the piston type pressure transmission plate rises to be flush with the upper end opening of the cylindrical inner cavity of the upper cylinder;
thirdly, controlling an output shaft of the vertical electric control hydraulic oil cylinder to extend downwards through the electric cabinet and then abut against the piston type pressure transmission plate, continuously controlling the output shaft of the vertical electric control hydraulic oil cylinder to press downwards, and stopping pressing the output shaft of the vertical electric control hydraulic oil cylinder when the downward movement displacement of the piston type pressure transmission plate reaches the set deformation parameter of the surrounding rock before the test;
the fourth step, extract the fixed pin of cross-under between the cross-under hole of last box cantilever ear and box cantilever ear down, stretch out right and the butt joint on the left side wall of box under the rectangle through the automatically controlled hydraulic cylinder's of electric cabinet control horizontal direction output shaft, continue the automatically controlled hydraulic cylinder's of control horizontal direction output shaft roof pressure right, when the box takes place the displacement with the rectangle on the box under the rectangle, read vertical pressure test sensor's reading and horizontal pressure test sensor's reading through the electrically controlled box, obtain: and (3) determining the compression shear modulus of the filling material under the mixing ratio after the shield site wall is damaged under the set deformation parameter of the surrounding rock.
A test method for measuring the compression shearing performance of filling material after tunnel lining wall is characterized in that in the second step, the prepared filling material of pea gravel and mortar is poured into a cylindrical inner cavity of a lower box body in a rectangular lower box body, after the rectangular upper cylinder body and the rectangular lower box body are combined, the prepared filling material of pea gravel and mortar is continuously added into the cylindrical inner cavity of the upper cylinder body in the rectangular upper cylinder body, when the added filling material of the pea gravel and the mortar reaches half of the capacity of the cylindrical inner cavity of the upper cylinder body, the piston type pressure transmission plate is embedded into the cylindrical inner cavity of the upper cylinder body, then, the prepared mortar filling material is continuously injected into the cylindrical inner cavity of the upper cylinder body through a grouting opening on the piston type pressure transmission plate, when the piston type pressure transmission plate rises to be flush with the upper port of the cylindrical inner cavity of the upper cylinder body, the mortar filling material is stopped to be pressed in.
The compression shear box constructed by the invention can control the modulus of the shear performance of the internal filling material to be tested under the condition that the internal filling material is accurately compressed to the specified thickness, and has great value for deeply researching the reliability and the safety of the filling material after the wall lining of the tunnel in the construction, normal service and maintenance stages of the shield tunnel.
Drawings
Fig. 1 is a schematic structural view of the present invention.
Detailed Description
The invention is described in detail below with reference to the accompanying drawings:
a test device for measuring compression shearing performance of a filling material after tunnel lining wall comprises a portal frame 1, a rectangular lower box 4, a rectangular upper barrel 7, a filling material after tunnel lining wall, a vertical electric control hydraulic cylinder 15, a horizontal electric control hydraulic cylinder 16 and an electric control box 18, wherein a lower box cylindrical inner cavity 5 is arranged in the rectangular lower box 4, an upper box cylindrical inner cavity 8 is arranged in the rectangular upper barrel 7, a lower box suspension arm lug 6 with a through hole is fixedly arranged at the top end of the outer side wall of the rectangular lower box 4, an upper box suspension arm lug 9 with a through hole is fixedly arranged at the top end of the outer side wall of the rectangular upper barrel 7, a steel plate test board 2 is fixedly arranged on the ground in the portal frame 1, supporting rollers 3 are arranged on the steel plate test board 2 at equal intervals, a rectangular lower box 4 is arranged on the supporting rollers 3, a rectangular upper barrel 7 is arranged on the rectangular lower box 4, a lower box cylindrical inner cavity 5 and an upper cylinder cylindrical inner cavity 8 form a closed cylindrical space 11 correspondingly, a tunnel lining wall back filling material is filled in the closed cylindrical space 11, a vertical pressure test sensor 13 is pre-embedded in the tunnel lining wall back filling material at the upper end of the closed cylindrical space 11, a horizontal pressure test sensor 12 is pre-embedded in the tunnel lining wall back filling material at the left end of the closed cylindrical space 11, a piston type pressure transmission plate 24 is arranged in the upper end inner cavity of the upper cylinder cylindrical inner cavity 8, a vertical direction electric control hydraulic oil cylinder 15 is arranged between the piston type pressure transmission plate 24 and a top beam of a portal frame 1, a horizontal direction electric control hydraulic oil cylinder 16 is arranged between the left side wall of a rectangular lower box 4 and a left upright post of the portal frame 1, a horizontal direction reaction frame 17 is arranged between the right side wall of a rectangular upper cylinder 7 and a right upright post of the portal frame 1, a grouting opening 14 is formed in the piston type pressure transmission plate 24, and a vertical direction electric control hydraulic oil cylinder 15, a horizontal direction electric control hydraulic oil cylinder 16, a vertical pressure test sensor 13 and a horizontal pressure test sensor 12 are respectively and electrically connected with an electric control box 18; the rectangular upper cylinder 7 is set to have the following external dimensions: the length multiplied by the width multiplied by the height =660 mm multiplied by 200 mm, an upper cylindrical inner cavity 8 with the diameter of 600 mm and the height of 230 mm is processed in the cuboid, and is used for placing filling materials behind the shield tunnel wall; in order to increase the roughness of the inner side wall of the shearing box, a certain number of grooves and tenons are chiseled on the inner side wall of the cylindrical inner cavity 8 of the upper cylinder body, and a piston type pressure transmission plate 24 which is similar to a well lid and can move up and down and has the diameter of 600 mm and the thickness of 30 mm is arranged in the cylindrical inner cavity 8 of the upper cylinder body; the lower box cantilever lug 6 and the upper box cantilever lug 9 have the same structure, the width of the lower box cantilever lug is 800 mm, and the thickness of the lower box cantilever lug is 30 mm.
An upper cylinder gel injection port 19 is arranged on the side wall of the rectangular upper cylinder 7, and a lower box gel injection port 20 is arranged on the side wall of the rectangular lower box 4; a lubricating grease layer is arranged between the top end surface of the side wall of the rectangular lower box body 4 and the bottom end surface of the side wall of the rectangular upper cylinder body 7; be provided with the tenon on the inside wall of the cylindric inner chamber 8 of last barrel, be provided with the tenon on the inside wall of the cylindric inner chamber 5 of box down.
The design of the structure enables the rectangular lower box body 4 to reduce the friction between the box body and the ground and between the box body and the rectangular upper barrel body 7 within a small range under the action of the horizontal electric control hydraulic oil cylinder 16, so that the shearing of the filling material cylinder is closer to the real situation of the site; the fixed pin 10 is movably connected between the upper box body cantilever lug 9 with the through hole and the lower box body cantilever lug 6 with the through hole in a penetrating mode, and due to the arrangement of the fixed pin, the combined connection of the upper rectangular barrel 7 and the lower rectangular box body 4 is convenient and accurate.
A test method for measuring the compression shear performance of a filling material behind a tunnel lining wall is characterized in that under the condition that the filling material behind the tunnel lining wall is only pea gravel, the method comprises the following steps:
firstly, fixedly arranging a steel plate test bench 2 on the ground in a portal frame 1, arranging supporting rollers 3 on the steel plate test bench 2 at equal intervals, and movably placing a rectangular lower box body 4 on the supporting rollers 3;
secondly, pouring the prepared pea gravel into a cylindrical inner cavity 5 of the lower box body in the rectangular lower box body 4 according to the mixing proportion of the filling materials behind the wall of the shield site, wherein the upper top surface of the poured pea gravel is flush with the box opening, and placing the ball 21 in a ball lower embedded groove 22 arranged on the top end surface of the side wall of the rectangular lower box body 4; placing a rectangular upper barrel 7 on a rectangular lower box body 4, enabling the upper half part of a ball 21 to be embedded into a ball upper embedding groove 23 formed in the bottom end face of the side wall of the rectangular upper barrel 7, enabling a lower box body cylindrical inner cavity 5 and an upper barrel body cylindrical inner cavity 8 to correspondingly form a closed cylindrical space 11, and inserting a fixing pin 10 between a through hole of an upper box body cantilever lug 9 and a through hole of a lower box body cantilever lug 6; moving the combined rectangular upper barrel 7 and the rectangular lower box 4 to the left to enable the left end of a horizontal reaction frame 17 fixed on a right upright post of the portal frame 1 to be abutted with the left side surface of the rectangular upper barrel 7; continuously pouring the prepared pea gravel into the cylindrical inner cavity 8 of the upper cylinder body to enable the upper top surface of the poured pea gravel to be flush with the upper port of the cylindrical inner cavity 8 of the upper cylinder body, and embedding the piston type pressure transmission plate 24 into the upper port of the cylindrical inner cavity 8 of the upper cylinder body;
thirdly, controlling the output shaft of the vertical electric control hydraulic oil cylinder 15 to extend downwards through the electric control box 18 and then abutting against the piston type pressure transmission plate 24, continuously controlling the output shaft of the vertical electric control hydraulic oil cylinder 15 to press downwards, and stopping pressing the output shaft of the vertical electric control hydraulic oil cylinder 15 when the downward movement displacement of the piston type pressure transmission plate 24 reaches the set surrounding rock deformation parameter quantity before the test;
the fourth step, extract the fixed pin 10 of cross-under between the cross-under hole of last box cantilever ear 9 and box cantilever ear 6 down, stretch out and the butt joint under the rectangle on the left side wall of box 4 through the automatically controlled hydraulic cylinder 16 of 18 control horizontal direction output shafts right side of automatically controlled hydraulic cylinder 16 of electric cabinet, continue the automatically controlled hydraulic cylinder 16 of control horizontal direction output shaft roof pressure right side, when the rectangle on box 4 and the rectangle on barrel 7 take place the displacement down, read vertical pressure test sensor 13's reading and horizontal pressure test sensor 12's reading through the electrically controlled box 18, obtain: and (3) determining the compression shear modulus of the filling material under the mixing ratio after the shield site wall is damaged under the set deformation parameter of the surrounding rock.
When the output shaft of the vertical electrically-controlled hydraulic oil cylinder 15 is continuously controlled to be pressed downwards in the third step, if the particles in the filling material after the tunnel lining wall cannot move downwards due to point contact, the piston type pressure transmission plate 24 injects gel into the filling material after the tunnel lining wall in the closed columnar space 11 through the upper cylinder gel injection port 19 and the lower box gel injection port 20 respectively.
A test method for measuring the compression shear performance of a filling material behind a tunnel lining wall is characterized in that under the condition that the filling material behind the tunnel lining wall is a combined filling material of pea gravel and mortar, the method comprises the following steps:
firstly, fixedly arranging a steel plate test bench 2 on the ground in a portal frame 1, arranging supporting rollers 3 on the steel plate test bench 2 at equal intervals, and movably placing a rectangular lower box body 4 on the supporting rollers 3;
secondly, pouring the prepared pea gravel filling material into a cylindrical inner cavity 5 of the lower box body in the rectangular lower box body 4 according to the mixing proportion of the filling material behind the shield site wall, wherein the upper top surface of the poured pea gravel is flush with the box opening, and placing the ball 21 in a ball lower embedded groove 22 arranged on the top end surface of the side wall of the rectangular lower box body 4; placing a rectangular upper barrel 7 on a rectangular lower box body 4, enabling the upper half part of a ball 21 to be embedded into a ball upper embedding groove 23 formed in the bottom end face of the side wall of the rectangular upper barrel 7, enabling a lower box body cylindrical inner cavity 5 and an upper barrel body cylindrical inner cavity 8 to correspondingly form a closed cylindrical space 11, and inserting a fixing pin 10 between a through hole of an upper box body cantilever lug 9 and a through hole of a lower box body cantilever lug 6; moving the combined rectangular upper barrel 7 and the rectangular lower box 4 to the left to enable the left end of a horizontal reaction frame 17 fixed on a right upright post of the portal frame 1 to be abutted with the left side surface of the rectangular upper barrel 7; embedding a piston type pressure transmission plate 24 into the cylindrical inner cavity 8 of the upper cylinder body, pressing the prepared mortar filling material into the pea gravel through a grouting opening 14 on the piston type pressure transmission plate 24, and stopping pressing the mortar filling material when the piston type pressure transmission plate 24 rises to be level with the upper end opening of the cylindrical inner cavity 8 of the upper cylinder body, wherein the filling method is also called a layered filling method;
thirdly, controlling the output shaft of the vertical electric control hydraulic oil cylinder 15 to extend downwards through the electric control box 18 and then abutting against the piston type pressure transmission plate 24, continuously controlling the output shaft of the vertical electric control hydraulic oil cylinder 15 to press downwards, and stopping pressing the output shaft of the vertical electric control hydraulic oil cylinder 15 when the downward movement displacement of the piston type pressure transmission plate 24 reaches the set surrounding rock deformation parameter quantity before the test;
the fourth step, extract the fixed pin 10 of cross-under between the cross-under hole of last box cantilever ear 9 and box cantilever ear 6 down, stretch out and the butt joint under the rectangle on the left side wall of box 4 through the automatically controlled hydraulic cylinder 16 of 18 control horizontal direction output shafts right side of automatically controlled hydraulic cylinder 16 of electric cabinet, continue the automatically controlled hydraulic cylinder 16 of control horizontal direction output shaft roof pressure right side, when the rectangle on box 4 and the rectangle on barrel 7 take place the displacement down, read vertical pressure test sensor 13's reading and horizontal pressure test sensor 12's reading through the electrically controlled box 18, obtain: and (3) determining the compression shear modulus of the filling material under the mixing ratio after the shield site wall is damaged under the set deformation parameter of the surrounding rock.
A test method for measuring compression shearing performance of filling materials after tunnel lining wall is characterized in that in the second step, prepared filling materials of pea gravel and mortar are poured into a cylindrical inner cavity 5 of a lower box body in a rectangular lower box body 4, after a rectangular upper box body 7 and the rectangular lower box body 4 are combined, the prepared filling materials of the pea gravel and the mortar are continuously added into a cylindrical inner cavity 8 of an upper box body in a rectangular upper box body 7, when the added filling materials of the pea gravel and the mortar reach half of the capacity of the cylindrical inner cavity 8 of the upper box body, a piston type pressure transmission plate 24 is embedded into the cylindrical inner cavity 8 of the upper box body, then the prepared mortar filling materials are continuously injected into the cylindrical inner cavity 8 of the upper box body through a grouting port 14 on the piston type pressure transmission plate 24, when the piston type pressure transmission plate 24 rises to be level with an upper end port of the cylindrical inner cavity 8 of the upper box body, stopping pressing the mortar filling material; this filling method is also called a hybrid filling method.
The above embodiments are only preferred embodiments of the present invention, and are not intended to limit the technical solutions of the present invention, so long as the technical solutions can be implemented on the basis of the above embodiments without creative efforts, which should be regarded as falling within the protection scope of the patent of the present invention.
Claims (4)
1. A test method for measuring the compression shear performance of a filling material behind a tunnel lining wall comprises the following steps:
firstly, fixedly arranging a steel plate test bench (2) on the ground in a portal frame (1), arranging supporting rollers (3) on the steel plate test bench (2) at equal intervals, and movably placing a rectangular lower box body (4) on the supporting rollers (3);
secondly, pouring the prepared pea gravel into a cylindrical inner cavity (5) of the lower box body in the rectangular lower box body (4) according to the mixing proportion of the filling materials behind the wall of the shield site, wherein the upper top surface of the poured pea gravel is flush with the box opening, and placing balls (21) in ball lower embedded grooves (22) arranged on the top end surface of the side wall of the rectangular lower box body (4); placing a rectangular upper barrel (7) on a rectangular lower box body (4), enabling the upper half part of a ball (21) to be embedded into a ball upper embedding groove (23) formed in the bottom end face of the side wall of the rectangular upper barrel (7), enabling a cylindrical inner cavity (5) of the lower box body and a cylindrical inner cavity (8) of the upper barrel body to correspondingly form a closed cylindrical space (11), and inserting a fixing pin (10) between a through hole of an upper box body suspension arm lug (9) and a through hole of a lower box body suspension arm lug (6); moving the combined rectangular upper barrel (7) and the rectangular lower box body (4) to the left to enable the left end of a horizontal reaction frame (17) fixed on a right upright post of the portal frame (1) to be abutted with the left side surface of the rectangular upper barrel (7); continuously pouring the prepared pea gravel into the cylindrical inner cavity (8) of the upper cylinder body to enable the upper top surface of the poured pea gravel to be flush with the upper port of the cylindrical inner cavity (8) of the upper cylinder body, and embedding the piston type pressure transmission plate (24) into the upper port of the cylindrical inner cavity (8) of the upper cylinder body;
thirdly, controlling an output shaft of the vertical electric control hydraulic oil cylinder (15) to extend downwards through the electric control box (18) and then abutting against the piston type pressure transmission plate (24), continuously controlling the output shaft of the vertical electric control hydraulic oil cylinder (15) to press downwards, and stopping pressing the output shaft of the vertical electric control hydraulic oil cylinder (15) when the downward movement displacement of the piston type pressure transmission plate (24) reaches the set surrounding rock deformation parameter quantity before the test;
the fourth step, extract at the cross-under of last box cantilever ear (9) and the cross-under of box cantilever ear (6) between the cross-under fixed pin (10) of cross-under, the output shaft through electric cabinet (18) control horizontal direction automatically controlled hydraulic cylinder (16) stretches out right and the butt joint under the rectangle on the left side wall of box (4), continue the output shaft roof pressure right of the automatically controlled hydraulic cylinder of control horizontal direction (16), when box (4) and rectangle go up barrel (7) and take place the displacement under the rectangle, read the reading of vertical pressure test sensor (13) and the reading of horizontal pressure test sensor (12) through electric cabinet (18), obtain: and (3) determining the compression shear modulus of the filling material under the mixing ratio after the shield site wall is damaged under the set deformation parameter of the surrounding rock.
2. The test method for measuring the compression shear property of the filling material behind the lining wall of the tunnel according to claim 1, wherein when the output shaft of the vertical electrically controlled hydraulic oil cylinder (15) is continuously controlled to be pressed downwards in the third step, if the point contact between particles in the filling material behind the lining wall of the tunnel occurs, and the piston type pressure transmission plate (24) cannot move downwards, gel is injected into the filling material behind the lining wall of the tunnel in the closed columnar space (11) through the upper cylinder gel injection port (19) and the lower box gel injection port (20) respectively.
3. A test method for measuring the compression shear performance of a filling material behind a tunnel lining wall comprises the following steps:
firstly, fixedly arranging a steel plate test bench (2) on the ground in a portal frame (1), arranging supporting rollers (3) on the steel plate test bench (2) at equal intervals, and movably placing a rectangular lower box body (4) on the supporting rollers (3);
secondly, pouring the prepared pea gravel filling material into a cylindrical inner cavity (5) of the lower box body in the rectangular lower box body (4) according to the mixing proportion of the filling material behind the shield site wall, wherein the upper top surface of the poured pea gravel is flush with the box opening, and placing balls (21) in ball lower embedded grooves (22) arranged on the top end surface of the side wall of the rectangular lower box body (4); placing a rectangular upper barrel (7) on a rectangular lower box body (4), enabling the upper half part of a ball (21) to be embedded into a ball upper embedding groove (23) formed in the bottom end face of the side wall of the rectangular upper barrel (7), enabling a cylindrical inner cavity (5) of the lower box body and a cylindrical inner cavity (8) of the upper barrel body to correspondingly form a closed cylindrical space (11), and inserting a fixing pin (10) between a through hole of an upper box body suspension arm lug (9) and a through hole of a lower box body suspension arm lug (6); moving the combined rectangular upper barrel (7) and the rectangular lower box body (4) to the left to enable the left end of a horizontal reaction frame (17) fixed on a right upright post of the portal frame (1) to be abutted with the left side surface of the rectangular upper barrel (7); embedding a piston type pressure transmission plate (24) into the cylindrical inner cavity (8) of the upper cylinder body, pressing the prepared mortar filling material into the pea gravel through a grouting opening (14) in the piston type pressure transmission plate (24), and stopping pressing the mortar filling material when the piston type pressure transmission plate (24) rises to be flush with the upper end opening of the cylindrical inner cavity (8) of the upper cylinder body;
thirdly, controlling an output shaft of the vertical electric control hydraulic oil cylinder (15) to extend downwards through the electric control box (18) and then abutting against the piston type pressure transmission plate (24), continuously controlling the output shaft of the vertical electric control hydraulic oil cylinder (15) to press downwards, and stopping pressing the output shaft of the vertical electric control hydraulic oil cylinder (15) when the downward movement displacement of the piston type pressure transmission plate (24) reaches the set surrounding rock deformation parameter quantity before the test;
the fourth step, extract at the cross-under of last box cantilever ear (9) and the cross-under of box cantilever ear (6) between the cross-under fixed pin (10) of cross-under, the output shaft through electric cabinet (18) control horizontal direction automatically controlled hydraulic cylinder (16) stretches out right and the butt joint under the rectangle on the left side wall of box (4), continue the output shaft roof pressure right of the automatically controlled hydraulic cylinder of control horizontal direction (16), when box (4) and rectangle go up barrel (7) and take place the displacement under the rectangle, read the reading of vertical pressure test sensor (13) and the reading of horizontal pressure test sensor (12) through electric cabinet (18), obtain: and (3) determining the compression shear modulus of the filling material under the mixing ratio after the shield site wall is damaged under the set deformation parameter of the surrounding rock.
4. A test method for measuring the compression shear property of the filling material after tunnel lining wall according to claim 3, characterized in that in the second step, the prepared filling material of pea gravel and mortar is poured into the lower box cylindrical cavity (5) in the rectangular lower box (4), after the rectangular upper cylinder (7) and the rectangular lower box (4) are combined, the prepared filling material of pea gravel and mortar is continuously added into the upper cylinder cylindrical cavity (8) in the rectangular upper cylinder (7), when the added filling material of pea gravel and mortar reaches half of the capacity of the upper cylinder cylindrical cavity (8), the piston type pressure transmission plate (24) is embedded into the upper cylinder cylindrical cavity (8), then the prepared mortar filling material is continuously injected into the upper cylinder cylindrical cavity (8) through the slurry injection port (14) on the piston type pressure transmission plate (24), when the piston type pressure transmission plate (24) rises to be level with the upper end opening of the cylindrical inner cavity (8) of the upper cylinder body, the mortar filling material is stopped to be pressed in.
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