CN116539434A - Ground traffic load simulation test method above prefabricated box culvert - Google Patents
Ground traffic load simulation test method above prefabricated box culvert Download PDFInfo
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- 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
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
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- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
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Abstract
The invention discloses a ground traffic load simulation test method above a prefabricated box culvert, which comprises the steps of placing a model box on a counterforce steel frame base; adding soil mass to a preset height in the model box; calculating and adjusting the expansion amount of the expansion link of the deformable pressure-bearing device; carrying out vertical loading; pushing the model sleeve to enter the model box from a round hole on a steel plate in front of the model box on the model sliding rail, digging out soil body rushing into the tunnel, and tightly closing the steel plate on the model box; extending the monitoring device into the square tunnel model; mounting a horizontal jack for axial loading; injecting water into the box to the required water injection amount through a water pipe at the bottom of the model box, and continuously adjusting the loading of each jack to the required level; corresponding data are collected through a preset sensor, and deformation, convergence deformation and pressure measurement of the square tunnel model are carried out on the square tunnel model under the random external load action; the invention solves the problem that the existing test device and method can not meet the requirements of actual working conditions.
Description
Technical Field
The invention belongs to the field of subway engineering, and particularly relates to a ground traffic load simulation test method above a prefabricated box culvert.
Background
In recent years, underground traffic systems in large and medium-sized cities are continuously perfected, the number of tunnels is continuously increased, and long-term stress strain influences on ground subsidence, surrounding buildings and underground pipelines caused by the action of driving loads of the tunnels after the tunnels are put into operation cannot be ignored. In order to avoid deformation and overlarge stress of a tunnel operated below due to long-term ground surface driving load and endanger tunnel operation safety, a partition and block excavation mode is adopted for an overspan foundation pit, and piling or counterweight back pressure is matched. In order to simulate and analyze the influence of the long-term action of the travelling load above the box culvert tunnel on the existing lower operation shield tunnel, a plurality of sets of model test devices are designed and developed to carry out model test analysis on the working condition, but the model test devices developed at present have the defects that the rock and soil materials in the devices cannot be loaded in a partitioning mode, cannot be unloaded in stages and the like under the conditions that the deformation and the overlarge stress of the lower operation tunnel are caused by the long-term travelling load; in addition, each device must put the tunnel first, then apply the load to solidify the soil mass, it is inconsistent with the actual engineering construction order; the deformation convergence monitoring of the square tunnel model is not perfect.
Disclosure of Invention
The invention aims at: in order to solve the problem that the existing test device and method can not meet the actual working condition requirements, the ground traffic load simulation test method above the prefabricated box culvert is provided.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
a ground traffic load simulation test method above a prefabricated box culvert comprises the following steps:
s1: placing the model box on a counterforce steel frame base, and fixing an openable steel plate on the front surface of the model box on the model box through bolts;
s2: placing a water injection pipe at the bottom of the model box, spreading coarse sand until the water injection pipe is completely buried, covering a permeable stone on the upper part of the coarse sand, adding soil to a preset height of the model box according to the test scheme, and then lowering the lifting device to the lowest position;
s3: calculating and adjusting the expansion amount of the expansion link of the deformable pressure-bearing device;
s4: vertical loading is carried out: the counterforce frame, the cross-shaped sliding rail, the small vertical jack and the deformable pressure-bearing device are utilized to accurately apply pressure to the soil body in the model box and reach the expected level, and the soil body in the model box is compressed;
s5, pushing the model sleeve to enter the model box from a round hole in a steel plate in front of the model box on the model sliding rail, manually digging out soil body rushing into the tunnel, and tightly closing the steel plate on the model box after the square tunnel model is completely put in;
s6, extending the monitoring device into the square tunnel model;
s7, installing a horizontal jack, and axially loading through the horizontal jack;
s8, injecting water into the box through a water pipe at the bottom of the model box until the water injection quantity is needed, and continuously adjusting the jack to load to a needed level;
s9, after the model is pressed, internal force and deformation are generated, corresponding data are collected through a preset sensor, and deformation, convergence deformation and surrounding soil mass of the square tunnel model under the random external load effect are measured.
As a further description of the above technical solution:
the method for calculating the expansion amount of the expansion rod of the deformable pressure-bearing device in the S3 comprises the following steps:
s1: completely adding soil into the model box, and enabling the soil to reach a preset compactness;
s2: measuring soil height H, soil density ρ and soil particle specific gravity d in model box s The relation among the water content omega of the soil, the pore ratio e of the soil under the side limit condition and the vertical compressive stress p;
s3: calculating the gravity gamma of each group of soil according to the formula gamma=ρg, making a relation curve of the pore ratio e and the vertical compressive stress p of each group of soil in a lateral limit compression test, and according to the formulaCalculating to obtain a compression coefficient a of each group of soil;
s4: grid division is carried out on the soil body of the horizontal plane where the square tunnel model axis is located in the test process, and the total stress sigma of the soil body at the intersection of each longitudinal line and each transverse line is carried out j Preset, sigma j The value of (2) is equal to the value in the actual working condition;
s5, calculating soil body in the model box, and calculating dead weight stress sigma of the soil at the position zj Calculating the additional stress p of the soil j Finally, calculating the soil settlement value s of the position j ；
s6: every soil settlement value s acquired based on s5 j Namely, the deformation value of the corresponding rotating steel plate above the soil body; measuring the pitch P of the telescopic rods around the deformable pressure-bearing device, and calculating the number of rotation turns of the telescopic rods according to a formula
s7: every telescopic link rotation circle number based on acquisition in s6All the telescopic rods are adjusted, and then the test is carried out according to the test requirements.
As a further description of the above technical solution:
the model box opening is upwards arranged in a counterforce steel frame, and the counterforce steel frame consists of a base and hack levers vertically fixed at four corners of the base respectively; a square tunnel model is arranged in the model box in a front-back manner, and a monitoring device is arranged in the square tunnel model; the bottom of the box body is provided with a water injection pipe; the front side of the box body is provided with a model sliding rail, and the model sliding rail is provided with a model sleeve along the front-back direction; the lifting device capable of moving up and down is arranged on the hack lever, the integral loading device is vertically arranged on the lifting device, a plurality of split loading devices are distributed on the rectangular array below the integral loading device, and the split loading devices are arranged above the soil layer; the lifting device drives the integral loading device to move up and down, the load is increased or decreased for the split loading devices, the soil layer is simulated to be loaded in a partitioned mode and unloaded in a staged mode, and the pressure change generated by the square tunnel model in the soil layer is monitored through the monitoring device.
As a further description of the above technical solution:
the front side of the model box consists of organic glass plates on the left side and the right side and a middle steel plate, the upper end and the lower end of the middle steel plate are fixed on the model box, a round hole is formed in the middle of the middle steel plate, and a square tunnel model is placed in the model box through the round hole; the front side of the middle steel plate is hinged with a door plate, and the four corners of the door plate are tightly attached to the model box through bolts to close the round hole.
As a further description of the above technical solution:
the square tunnel model be the drum of constituteing by a plurality of arc tunnel section of jurisdictions, both ends all are fixed with a horizontal steel sheet about the box rear side, are fixed with a vertical steel sheet between two horizontal steel sheets, are fixed with a horizontal jack 8 in the middle of the vertical steel sheet front side, horizontal jack front end is fixed on square tunnel model.
As a further description of the above technical solution:
an L-shaped bracket is arranged on the front side of the model box, a cross rod is arranged between the L-shaped bracket and the vertical steel plate, and the cross rod is arranged in the square tunnel model and is coaxial with the square tunnel model; the circumference equipartition and front and back array distribution have a plurality of laser rangefinders on the horizontal pole, and L shape support, horizontal pole, laser rangefinder constitute monitoring devices jointly.
As a further description of the above technical solution:
the model sleeve consists of a plurality of curved plates uniformly distributed on the circumference, adjacent curved plates are meshed through tongue-and-groove joints, the length of the model sleeve is 1.1 times that of the square tunnel model, and the inner diameter of the model sleeve is the same as the outer diameter of the square tunnel model; the model sliding rail is a steel frame similar to the shape of an inverted fish belly bone, and the model sleeve is arranged in the model sliding rail.
As a further description of the above technical solution:
the lifting device consists of hollow lifting sleeves sleeved on the frame rods and horizontal cross beam sliding rails connected with the hollow lifting sleeves; the upper end face of each saw tooth is flush, and the lower end face is an inclined plane which inclines upwards; the hack lever with saw teeth is provided with a plurality of bolt holes which are vertically distributed at equal intervals; the hollow lifting sleeve is internally hinged with a rotating rod at one side of the saw teeth, one end of the saw teeth seen by the rotating rod is hinged with a pressing rod, the lower end of the pressing rod is arranged between the saw teeth, and a spring is connected between the upper end of the pressing rod and the rotating rod.
As a further description of the above technical solution:
the integral loading device comprises a cross-shaped sliding rail, a large vertical jack and a loading plate; the lifting device is provided with a cross-shaped sliding rail, a large vertical jack capable of moving forwards, backwards, leftwards and rightwards is arranged on the cross-shaped sliding rail, a loading plate is arranged below the large vertical jack, and the loading plate consists of an upper backing plate, a lower backing plate and a plurality of I-shaped steels between the two backing plates; the cross-shaped sliding rail consists of a hollowed-out round table and two mutually perpendicular T-shaped rods inserted on the hollowed-out round table, two ends of each T-shaped rod are fixedly provided with a C-shaped member, and the C-shaped members are fixedly connected to the horizontal cross beam sliding rail on the corresponding side through bolts; the upper end of the large vertical jack is fixed below the hollow round platform.
As a further description of the above technical solution:
the split loading device comprises a small vertical jack, a deformable pressure-bearing device and a partition plate; a plurality of small vertical jacks are distributed on the rectangular array of the lower end surface of the loading plate, and a deformable pressure-bearing device is arranged below each small vertical jack; each deformable pressure-bearing device is provided with a square frame-shaped partition plate, the partition plates wrap corresponding small-sized vertical jacks in the partition plates, and adjacent partition plates are fastened and connected through bolts; the deformable pressure-bearing device comprises an upper rectangular steel plate, a lower rectangular steel plate is arranged right below the upper rectangular steel plate, vertexes of the lower rectangular steel plate are respectively arranged in the middle of the side length of the upper rectangular steel plate in the vertical direction, triangular rotating steel plates are hinged to four sides of the lower rectangular steel plate, and when the rotating steel plates rotate to a horizontal position, the lower rectangular steel plate and the four rotating steel plates jointly form a steel plate which is equal to the upper rectangular steel plate in size; the upper end face of each rotating steel plate is connected with a telescopic rod through a ball hinge, the upper end of the telescopic rod is fixed on the upper rectangular steel plate, and the upper steel plate, the telescopic rod, the lower steel plate and the rotating steel plates form a deformable pressure-bearing device together. The outer edge surface of the telescopic rod of the deformable pressure-bearing device is in threaded fit with the inner edge surface of one end of the ball hinge.
In summary, due to the adoption of the technical scheme, the beneficial effects of the invention are as follows:
(1) The deformable pressure-bearing device can be coupled and linked with the upper jack, can accurately apply continuously-changing pressure to the lower soil body, can realize the continuous loading process of the lower soil body, and can more truly reflect the stress state of the actual field engineering.
(2) The invention can express the stress constraint form which cannot be directly observed in the test process as the displacement constraint form which can be directly observed, so that the constraint can be more intuitively and conveniently applied to the soil body in the model box at the initial stage of load application.
(3) The deformable pressure-bearing backing plate can be coupled and linked with the small-sized vertical jack above, continuously variable pressure can be accurately applied to the soil below, the soil below can be continuously loaded, and the stress state of the actual field engineering can be reflected more truly.
(4) The device provided by the invention can simulate the working condition of synchronous excavation or back pressure of any area or a plurality of areas above the square tunnel model, the loading and unloading of each area can be adjusted randomly, soil can be filled into the box first, then the square tunnel model is loaded and unloaded, and then the square tunnel model is pushed into the soil horizontally, so that the initial stress field of the stratum can be simulated accurately, and the confining pressure effect of surrounding soil on the square tunnel model is more approximate to the actual effect. Compared with the existing simulation, the method has the advantages that the influence of the additional loading and unloading effect generated by the partitioned and blocked excavation or pile loading back pressure of the foundation pit with various forms above the operation shield tunnel on the deformation and internal force of the existing operation tunnel is simulated and analyzed more accurately, and the functions are more abundant.
Drawings
FIG. 1 is a schematic perspective view of the present invention;
fig. 2 is a schematic perspective view of the inside of the invention with the mold box 3 and the partition plate 19 removed;
FIG. 3 is a schematic perspective view of a unitary loading device and a split loading device;
fig. 4 is a schematic perspective view of the deformable pressure-bearing device 18;
fig. 5 is a schematic perspective view of the reaction steel frame and the lifting device 11;
FIG. 6 is a schematic view of the elevating device 11 in section;
fig. 7 is a schematic perspective view of the model slide rail 9.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Referring to fig. 1-7, the invention provides a ground traffic load simulation test method above a prefabricated box culvert, which comprises the following steps:
a ground traffic load simulation test method above a prefabricated box culvert comprises the following steps:
s1: placing the model box 3 on the counterforce steel frame base 1, and fixing an openable steel plate on the front surface of the model box 3 on the model box 3 through bolts;
s2: placing a water injection pipe 5 at the bottom of the model box 3, spreading coarse sand until the water injection pipe 5 is completely buried, covering a permeable stone on the upper part of the coarse sand, adding soil to a preset height of the model box 3 according to the test scheme, and then lowering the lifting device 11 to the lowest position;
s3: calculating and adjusting the expansion and contraction amount of the expansion rod 23 of the deformable pressure-bearing device 18;
s4: vertical loading is carried out: the counterforce frame, the cross-shaped sliding rail, the small vertical jack 17 and the deformable pressure-bearing device 18 are utilized to accurately apply pressure to the soil body in the model box 3 and reach the expected level, and the soil body in the model box 3 is compressed;
s5, pushing a model sleeve 10 to enter the model box 3 from a round hole in a steel plate in front of the model box 3 on a model sliding rail 9, manually digging out soil body rushing into the tunnel, and tightly closing the steel plate on the model box 3 after the square tunnel model 4 is completely put in;
s6, extending the monitoring device into the square tunnel model 4;
s7, installing a horizontal jack 8, and axially loading through the horizontal jack 8;
s8, injecting water into the box through a water pipe at the bottom of the model box until the water injection quantity is needed, and continuously adjusting the jack to load to a needed level;
s9, after the model is pressed, internal force and deformation are generated, corresponding data are collected through a preset sensor, and deformation, convergence deformation and surrounding soil mass of the square tunnel model 4 under the random external load effect are measured.
The method for calculating the expansion and contraction amount of the expansion and contraction rod 23 of the deformable pressure-bearing device 18 in S3 includes:
s1: completely adding soil into the model box 3, and enabling the soil to reach a preset compactness;
s2: measuring soil height H, soil density ρ and soil particle specific gravity d in model box 3 s The water content omega of the soil and the soil under the limit conditionRelationship of void ratio e and vertical compressive stress p;
s3: calculating the gravity gamma of each group of soil according to the formula gamma=ρg, making a relation curve of the pore ratio e and the vertical compressive stress p of each group of soil in a lateral limit compression test, and according to the formulaCalculating to obtain a compression coefficient a of each group of soil;
s4: grid division is carried out on the soil body of the horizontal plane where the axis of the square tunnel model 4 is positioned in the test process, and the total stress sigma of the soil body at the intersection of each longitudinal line and each transverse line is carried out j Preset, sigma j The value of (2) is equal to the value in the actual working condition;
s5, calculating the dead weight stress sigma of soil in the model box 3 zj Calculating the additional stress p of the soil j Finally, calculating the soil settlement value s of the position j ；
s6: every soil settlement value s acquired based on s5 j Namely, the deformation value of the corresponding rotating steel plate 22 above the soil body; measuring the pitch P of the telescopic rods 23 around the deformable pressure-bearing device 18, and calculating the number of turns of the telescopic rods 23 according to a formula
s7: based on the number of turns of each telescopic rod 23 acquired in s6All telescopic rods 23 are adjusted and then tested according to the test requirements.
The opening of the model box 3 is upwards arranged in a counterforce steel frame, and the counterforce steel frame consists of a base 1 and hack levers 2 respectively vertically fixed at four corners of the base 1; a square tunnel model 4 which is placed front and back is arranged in the model box 3, and a monitoring device is arranged in the square tunnel model 4; the bottom of the box body is provided with a water injection pipe 5; the front side of the box body is provided with a model sliding rail 9, and the model sliding rail 9 is provided with a model sleeve 10 along the front-back direction; the lifting device 11 capable of moving up and down is arranged on the hack lever 2, the lifting device 11 is vertically provided with an integral loading device, a plurality of split loading devices are distributed in a rectangular array below the integral loading device, and the split loading devices are arranged above a soil layer; the lifting device 11 drives the integral loading device to move up and down, the load is increased or decreased for the split loading devices, the soil layer is simulated to be loaded in a partitioned mode and unloaded in a staged mode, and the pressure change generated by the square tunnel model 4 in the soil layer is monitored through the monitoring device.
The front side of the model box 3 consists of a left side organic glass plate 24, a right side organic glass plate 24 and a middle steel plate 25, wherein the upper end and the lower end of the middle steel plate 25 are both fixed on the model box 3, a circular hole is formed in the middle of the middle steel plate 25, and the square tunnel model 4 is placed in the model box 3 through the circular hole; the front side of the middle steel plate 25 is hinged with a door plate 26, and four corners of the door plate 26 are tightly attached to the model box 3 through bolts, so that the round hole is closed.
The square tunnel model 4 is a cylinder formed by a plurality of arc tunnel segments, the upper end and the lower end of the rear side of the box body are respectively fixed with a horizontal steel plate 6, a vertical steel plate 7 is fixed between the two horizontal steel plates 6, a horizontal jack 8 is fixed in the middle of the front side of the vertical steel plate 7, and the front end of the horizontal jack 8 is fixed on the square tunnel model 4.
An L-shaped bracket 27 is arranged on the front side of the model box 3, a cross rod 28 is arranged between the L-shaped bracket 27 and the vertical steel plate 7, and the cross rod 28 is arranged in the square tunnel model 4 and is coaxial with the square tunnel model 4; the cross rod 28 is circumferentially and uniformly distributed, a plurality of laser range finders 29 are distributed in a front-back array mode, and the L-shaped bracket 27, the cross rod 28 and the laser range finders 29 jointly form a monitoring device.
The model sleeve 10 consists of a plurality of bending plates 30 which are uniformly distributed on the circumference, adjacent bending plates 30 are meshed through tongue-and-groove joints, the length of the model sleeve 10 is 1.1 times that of the square tunnel model 4, and the inner diameter of the model sleeve 10 is the same as the outer diameter of the square tunnel model 4; the model slide rail 9 is a steel frame shaped like an inverted fish belly bone, and the model sleeve 10 is arranged in the model slide rail 9.
The lifting device 11 consists of a hollow lifting sleeve 36 sleeved on the hack lever 2 and a horizontal cross beam sliding rail 37 connected with each hollow lifting sleeve 36; the position above the height of the model box 3 on the hack lever 2 is provided with saw teeth 38, the upper end surface of each saw tooth 38 is level, and the lower end surface is an inclined surface which is inclined upwards; the hack lever 2 with saw teeth 38 is provided with a plurality of bolt holes 39 which are vertically distributed at equal intervals; the hollow lifting sleeve 36 is internally hinged with a rotating rod 40 at one side of the saw teeth 38, one end of the saw teeth 38 seen by the rotating rod 40 is hinged with a pressing rod 41, the lower end of the pressing rod 41 is arranged between the saw teeth 38, and a spring 42 is connected between the upper end of the pressing rod 41 and the rotating rod 40.
The integral loading device comprises a cross-shaped sliding rail, a large vertical jack 14 and a loading plate; a cross-shaped sliding rail is arranged on the lifting device 11, a large vertical jack 14 capable of moving forwards, backwards, leftwards and rightwards is arranged on the cross-shaped sliding rail, a loading plate is arranged below the large vertical jack 14, and the loading plate consists of an upper backing plate 15, a lower backing plate 15 and a plurality of I-shaped steels 16 between the two backing plates 15; the cross-shaped sliding rail consists of a hollowed circular table 43 and two mutually perpendicular T-shaped rods 44 inserted on the hollowed circular table 43, two ends of each T-shaped rod 44 are fixedly provided with a C-shaped member 45, and the C-shaped members 45 are fixedly connected to the horizontal beam sliding rail 37 on the corresponding side through bolts; the upper end of the large vertical jack 14 is fixed below the hollowed-out round table 43.
The split loading device comprises a small vertical jack 17, a deformable pressure-bearing device 18 and a partition plate 19; a plurality of small vertical jacks 17 are distributed on the rectangular array of the lower end surface of the loading plate, and a deformable pressure-bearing device 18 is arranged below each small vertical jack 17; each deformable pressure-bearing device 18 is provided with a square frame-shaped partition plate 19, the partition plates 19 wrap the corresponding small-sized vertical jacks 17 inside, and adjacent partition plates 19 are connected through bolt fastening; the deformable pressure-bearing device 18 comprises an upper rectangular steel plate 20, a lower rectangular steel plate 21 is arranged right below the upper rectangular steel plate 20, the top points of the lower rectangular steel plate 21 are respectively arranged in the middle of the side length of the upper rectangular steel plate 20 in the vertical direction, a triangular rotating steel plate 22 is hinged on each of the four sides of the lower rectangular steel plate 21, and when the rotating steel plate 22 rotates to a horizontal position, the lower rectangular steel plate 21 and the four rotating steel plates 22 jointly form a steel plate which is equal to the upper rectangular steel plate 20 in size; the upper end face of each rotating steel plate 22 is connected with a telescopic rod 23 through a ball hinge, the upper ends of the telescopic rods 23 are fixed on the upper rectangular steel plates 20, and the upper steel plates, the telescopic rods 23, the lower steel plates and the rotating steel plates 22 jointly form the deformable pressure-bearing device 18. The outer edge surface of the telescopic rod 23 of the deformable pressure-bearing device 18 is in threaded fit with the inner edge surface of one end of the ball hinge.
Working principle:
in the device, the lifting device 11 can freely lift along the saw teeth 38, so that the height of the lifting device 11 can be changed, and the bolt holes 39 can be used for fixing the lifting device 11. The vertical partition plates 19 are distributed in a longitudinal and transverse array, are connected with each other by bolts and are used for partitioning soil in the box, and can prevent the deformable pressure-bearing device 18 from tilting. During the test, the monitoring device stretches into the square tunnel model 4, so that the compression deformation and the stretching deformation of the square tunnel model 4, namely the convergence deformation, can be measured. The miniature soil pressure sensor is arranged at the bottom of the deformable pressure-bearing device 18, and can monitor the downward pressure of the deformable pressure-bearing device 18.
The whole square tunnel model 4 is formed by splicing organic glass after calculation according to a similar theory and customized pure aluminum welding wire bolts, and the block splicing characteristics of shield tunnel segments are more accurately simulated, so that the actual working condition can be simulated to the greatest extent; and in the test, the miniature soil pressure sensor is adhered to the outer cambered surface of the square tunnel model 4 and is used for measuring the soil pressure acting on the square tunnel model 4. During the test, the strain gauge is adhered to the intrados of the square tunnel model 4, so that the deformation of the square tunnel model 4 can be monitored.
After adding the rock-soil material into the model box 3 and applying load, the model sleeve 10 can be inserted into the rock-soil body at the position of the reserved circular hole of the model box 3, then the soil body in the model sleeve 10 is excavated and put into the square tunnel model 4, and then the model sleeve 10 is taken out in a slicing way, so that the function of assisting in putting the square tunnel model 4 into the model box 3 is achieved.
When in use, the model box 3 is firstly placed on the counterforce steel frame base 1, and then the openable steel plate on the front surface of the model box 3 is fixed on the model box 3 through bolts.
Placing a water injection pipe 5 at the bottom of the model box 3, then spreading coarse sand until the water injection pipe 5 is completely buried, covering a permeable stone on the upper part of the coarse sand, adding soil to a preset height of the model box 3 according to the test scheme, and then lowering the lifting device 11 to the lowest position.
The calculation and adjustment of the expansion and contraction amount of the expansion and contraction rod 23 of the deformable pressure-receiving device 18 include:
s1: completely adding soil into the model box 3, and enabling the soil to reach a preset compactness;
s2: measuring the soil body height H in the model box 3, and measuring the soil body height H of each layer in the vertically layered region of the soil body in the box i The method comprises the steps of carrying out a first treatment on the surface of the At the moment, according to the soil mass type distribution in the model box 3, properly selecting a plurality of groups of undisturbed soil in different areas to perform soil density test, soil particle specific gravity test, soil water content test and indoor side limit compression test; after soil is taken, adding the soil in the same state to the original soil taking position; recording the results of the geotechnical test described in S1: density ρ of soil and specific gravity d of soil particles s The relation among the water content omega of the soil, the pore ratio e of the soil under the side limit condition and the vertical compressive stress p;
s3: calculating the gravity gamma of each group of soil according to the formula gamma=ρg, making a relation curve of the pore ratio e and the vertical compressive stress p of each group of soil in a lateral limit compression test, and according to the formulaCalculating to obtain a compression coefficient a of each group of soil in the S1;
s4: grid division is carried out on the soil body of the horizontal plane where the axis of the square tunnel model 4 is positioned in the test process, and the total stress sigma of the soil body at the intersection of each longitudinal line and each transverse line is carried out j Preset, sigma j The value of (2) is equal to the value in the actual working condition, and the specific steps are as follows:
the pseudo-static method is adopted to simplify the automobile load into static load: f=k 1 k 2 P 0 ；
Dynamic stress of road surface
Calculating the dead weight stress of the soil in the actual working condition
Calculating total stress sigma of soil body j ＝σ a +σ za ；
Wherein k is 1 To be the superposition coefficient, k 2 As a dispersion coefficient, P 0 For static load of the wheels, A is the unit length area of the road base surface, and gamma a Indicating the weight of each layer of soil body, H a Representing the soil body height corresponding to the soil body height;
s5, calculating soil body in the model box, and calculating dead weight stress sigma of the soil at the position zj Calculating the additional stress p of the soil j Finally, calculating the soil settlement value s of the position j The method is characterized by comprising the following steps:
dead weight stress sigma of soil zj The calculation formula is as follows:
additional stress p of earth j The calculation formula is as follows: p is p j ＝σ-σ z ；
Soil mass sedimentation value s j The calculation formula is as follows:
wherein, gamma i Indicating the weight of each layer of soil body, H i Representing the soil body height corresponding to the soil body height;
s6: every soil settlement value s acquired based on s5 j Namely, the deformation value of the corresponding rotating steel plate 22 above the soil body; measuring the pitch P of the telescopic rods 23 around the deformable pressure-bearing device 18, and calculating the number of turns of the telescopic rods 23 according to a formula
s7: based on the number of turns of each telescopic rod 23 acquired in s6All telescopic rods 23 are adjusted.
A vertical partition plate 19 is installed on the top of the soil body in the model box 3, and a deformable pressure-bearing device 18 is placed inside the vertical partition plate 19. A small vertical jack 17 is placed on top of the deformable pressure-bearing device 18, and then a pad 15 is placed over the jack. A plurality of I-steel 16 are placed on the backing plate 15, and a backing plate 15 is placed above the I-steel 16 to form a loading plate. Then the hollowed-out round table 43 is assembled with the cross-shaped sliding rail, specific four buckles are clamped on four sides of the lifting device 11, and each end of the cross-shaped sliding rail is connected with the buckle through a bolt. The large-scale vertical jack 14 is hung below the hollowed round platform 43, the height of the lifting device 11 is adjusted, the cross-shaped sliding rail is slid to adjust the large-scale vertical jack 14 to a proper position for vertical loading, then the deformation degree of the deformable pressure-bearing device 18 is adjusted, and then the small-scale vertical jack 17 is used for loading.
After the above steps are completed and the applied pressure reaches a desired level, the front bolts of the mold box 3 are unscrewed to open the face window, and the circular steel plate outside the window is removed, the mold slide 9 is vertically placed on the front of the mold box 3, and the center of the mold slide 9 coincides with the center of the window of the mold box 3. The outer surface of the model sleeve 10 is coated with active carbon, then the sleeve is completely wrapped by a polyethylene film, then the model sleeve 10 is divided into pieces, the model slide rail 9 is put into the model sleeve from one end in a divided manner, and the model sleeve 10 is inserted into soil until the model sleeve abuts against the other surface of the model box 3. The soil body in the model sleeve 10 is manually excavated, and then the assembled square tunnel model 4 is put into the model sleeve 10. The mold sleeve 10 is pulled out according to the sheet, then the front window of the mold box 3 is tightly closed by bolts, and a small window obtained by removing the round steel plate extends into the monitoring device. The back of the model box 3 is connected with the back plate of the model box 3 through bolts, a horizontal jack 8 is installed, the horizontal jack 8 is used for loading axial force, and water is injected into the box to the needed water injection amount through a water pipe at the bottom of the model box 3. And continuously adjusting the loading of each jack to the required level.
According to the invention, the expected applied stress constraint is converted into displacement constraint by calculating the expansion and contraction amount of the expansion and contraction rod 23 of the deformable pressure-bearing device 18, and as different displacement constraints are applied to the deformable pressure-bearing devices 18 above the filling soil, the soil in the model box 3 is compressed, so that pressure is generated on the square tunnel model 4, and internal force and deformation are generated after the model is pressed. Corresponding data are collected through a preset sensor, so that deformation and convergence deformation of the square tunnel model 4 under the random external load effect and pressure of surrounding soil bodies on the square tunnel model 4 can be measured. The degree of deformation of the square tunnel model 4 is collected by a foil type strain gauge attached to the inside of the square tunnel model 4 and a displacement sensor extending into the inside of the square tunnel model 4.
The shield tunnel non-uniform force integrated loading model test device can complete the following tests: under the loading action of the vertical jack, the square tunnel model 4 is subjected to three-dimensional loading pressure to generate deformation, so that the deformation rule of the tunnel under the action of non-uniform load can be analyzed; firstly, a vertical jack is used for loading to a required level, so that a tunnel is deformed to a certain extent, then the pressure of the jack is reduced, and soil around the tunnel is unloaded, so that foundation pit excavation in actual engineering is simulated, and the influence of the foundation pit excavation on the stress and deformation of a lying tunnel is studied.
The foregoing is only a preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and those skilled in the art should appreciate that the technical scheme and the inventive concept according to the present invention are equivalent or changed within the scope of the present invention.
Claims (10)
1. A ground traffic load simulation test method above a prefabricated box culvert is characterized in that,
s1: placing the model box (3) on the counterforce steel frame base (1), and fixing an openable steel plate on the front surface of the model box (3) on the model box (3) through bolts;
s2: placing a water injection pipe (5) at the bottom of the model box (3), spreading coarse sand until the water injection pipe (5) is completely buried, covering a permeable stone on the upper part of the coarse sand, adding soil to a preset height of the model box (3) according to the test scheme, and then lowering the lifting device (11) to the lowest position;
s3: calculating and adjusting the expansion and contraction amount of an expansion rod (23) of the deformable pressure-bearing device (18);
s4: vertical loading is carried out: the counterforce frame, the cross-shaped sliding rail, the small vertical jack (17) and the deformable pressure-bearing device (18) are utilized to accurately apply pressure to the soil body in the model box (3) and reach the expected level, and the soil body in the model box (3) is compressed;
s5: pushing a model sleeve (10) to enter the model box (3) from a round hole in a steel plate in front of the model box (3) on a model sliding rail (9), manually digging out soil body rushing into the tunnel, and tightly closing the steel plate on the model box (3) after the square tunnel model (4) is completely put in;
s6: extending the monitoring device into the square tunnel model (4);
s7: installing a horizontal jack (8), and axially loading through the horizontal jack (8);
s8: injecting water into the box to the required water injection amount through a water pipe at the bottom of the model box, and continuously adjusting the loading of each jack to the required level;
s9: after the model is pressed, internal force and deformation are generated, corresponding data are acquired through a preset sensor, and deformation, convergence deformation and surrounding soil mass of the square tunnel model (4) under the random external load effect are measured.
2. The method for simulating the ground traffic load above the prefabricated box culvert according to claim 1, wherein the method for calculating the expansion and contraction amount of the expansion and contraction rod (23) of the deformable pressure-bearing device (18) in the step S3 comprises the following steps:
s1: completely adding soil into the model box (3) and enabling the soil to reach a preset compactness;
s2: measuring soil height H, soil density ρ and soil particle specific gravity d in model box (3) s The relation among the water content omega of the soil, the pore ratio e of the soil under the side limit condition and the vertical compressive stress p;
s3: calculating the gravity gamma of each group of soil according to the formula gamma=ρg, making a relation curve of the pore ratio e and the vertical compressive stress p of each group of soil in a lateral limit compression test, and according to the formulaCalculating to obtain a compression coefficient a of each group of soil;
s4: grid division is carried out on the soil body of the horizontal plane where the axis of the square tunnel model (4) is positioned in the test process, and the total stress sigma of the soil body at the intersection of each longitudinal line and each transverse line is carried out j Preset, sigma j The value of (2) is equal to the value in the actual working condition;
s5: calculating the dead weight stress sigma of soil in the model box (3) zj Calculating the additional stress p of the soil j Finally, calculating the soil settlement value s of the position j ；
s6: every soil settlement value s acquired based on s5 j Namely, the deformation value of the corresponding rotating steel plate (22) above the soil body; measuring the pitch P of the telescopic rods (23) around the deformable pressure-bearing device (18), and calculating the number of turns of the telescopic rods (23) according to a formula
s7: based on the number of turns of each telescopic rod (23) acquired in s6All the telescopic rods (23) are adjusted and then tested according to test requirements.
3. The ground traffic load simulation test method above the prefabricated box culvert according to claim 1, wherein the opening of the model box (3) is upwards arranged in a counterforce steel frame, and the counterforce steel frame consists of a base (1) and hack levers (2) vertically fixed at four corners of the base (1) respectively; a square tunnel model (4) which is placed front and back is arranged in the model box (3), and a monitoring device is arranged in the square tunnel model (4); the bottom of the box body is provided with a water injection pipe (5); the front side of the box body is provided with a model sliding rail (9), and the model sliding rail (9) is provided with a model sleeve (10) along the front-back direction; the lifting device (11) capable of moving up and down is arranged on the hack lever (2), the lifting device (11) is vertically provided with an integral loading device, a plurality of split loading devices are distributed in a rectangular array below the integral loading device, and the split loading devices are arranged above a soil layer; the lifting device (11) drives the integral loading device to move up and down, the split loading devices are subjected to load increase and decrease, the soil layer is simulated to be subjected to partition loading and staged unloading, and the pressure change generated by the square tunnel model (4) in the soil layer is monitored by the monitoring device.
4. The ground traffic load simulation test method above a prefabricated box culvert according to claim 3, wherein the front side surface of the model box (3) consists of a left side and a right side of organic glass plates (24) and a middle steel plate (25), the upper end and the lower end of the middle steel plate (25) are fixed on the model box (3), a circular hole is formed in the middle of the middle steel plate (25), and a square tunnel model (4) is arranged in the model box (3) through the circular hole; the front side of the middle steel plate (25) is hinged with a door plate (26), and the four corners of the door plate (26) are tightly attached to the model box (3) through bolts to close the round hole.
5. The ground traffic load simulation test method above a prefabricated box culvert according to claim 3, wherein the square tunnel model (4) is a cylinder formed by a plurality of arc tunnel segments, the upper end and the lower end of the rear side of the box body are respectively fixed with a horizontal steel plate (6), a vertical steel plate (7) is fixed between the two horizontal steel plates (6), a horizontal jack (8) is fixed in the middle of the front side of the vertical steel plate (7), and the front end of the horizontal jack (8) is fixed on the square tunnel model (4).
6. A ground traffic load simulation test method above a prefabricated box culvert according to claim 3, wherein an L-shaped bracket (27) is arranged on the front side of the model box (3), a cross rod (28) is arranged between the L-shaped bracket (27) and a vertical steel plate (7), and the cross rod (28) is arranged in a square tunnel model (4) and is coaxial with the square tunnel model (4); the circumference equipartition and front and back array distribution have a plurality of laser rangefinders (29) on horizontal pole (28), and monitoring devices is constituteed jointly to L shape support (27), horizontal pole (28), laser rangefinder (29).
7. The simulated test method for ground traffic load above a prefabricated box culvert according to claim 3, wherein the model sleeve (10) consists of a plurality of curved plates (30) with uniformly distributed circumferences, adjacent curved plates (30) are meshed through tongue-and-groove joints, the length of the model sleeve (10) is 1.1 times that of the square tunnel model (4), and the inner diameter of the model sleeve (10) is the same as the outer diameter of the square tunnel model (4); the model sliding rail (9) is a steel frame which is similar to the shape of an inverted fish belly bone, and the model sleeve (10) is arranged in the model sliding rail (9).
8. A ground traffic load simulation test method above a prefabricated box culvert according to claim 3, wherein the lifting device (11) consists of a hollow lifting sleeve (36) sleeved on the hack lever (2) and a horizontal cross beam sliding rail (37) connected with each hollow lifting sleeve (36); the position above the height of the upper model box (3) of the hack lever (2) is provided with saw teeth (38), the upper end face of each saw tooth (38) is level, and the lower end face is an inclined plane which inclines upwards; a plurality of bolt holes (39) which are vertically distributed at equal intervals are formed in the hack lever (2) with the saw teeth (38); a rotating rod (40) is hinged inside the hollow lifting sleeve (36) at one side of the saw teeth (38), one end of the saw teeth (38) is hinged with a pressing rod (41) when the rotating rod (40) is seen out, the lower end of the pressing rod (41) is arranged between the saw teeth (38), and a spring (42) is connected between the upper end of the pressing rod (41) and the rotating rod (40).
9. A method for simulating ground traffic load above a prefabricated box culvert according to claim 3, wherein the integral loading device comprises a cross-shaped sliding rail, a large vertical jack (14) and a loading plate; a cross-shaped sliding rail is arranged on the lifting device (11), a large vertical jack (14) capable of moving forwards, backwards, leftwards and rightwards is arranged on the cross-shaped sliding rail, a loading plate is arranged below the large vertical jack (14), and the loading plate consists of an upper backing plate (15) and a lower backing plate (15) and a plurality of I-shaped steel (16) between the two backing plates (15); the cross-shaped sliding rail consists of a hollowed circular table (43) and two mutually perpendicular T-shaped rods (44) which are inserted on the hollowed circular table, two ends of each T-shaped rod (44) are respectively fixed with a C-shaped member (45), and the C-shaped members (45) are fixedly connected to the horizontal cross beam sliding rail (37) on the corresponding side through bolts; the upper end of the large vertical jack (14) is fixed below the hollowed-out round table (43).
10. The ground traffic load simulation test method above the prefabricated box culvert according to claim 9, wherein the split loading device comprises a small vertical jack (17), a deformable pressure-bearing device (18) and a partition plate (19); a plurality of small vertical jacks (17) are distributed on the rectangular array of the lower end surface of the loading plate, and a deformable pressure-bearing device (18) is arranged below each small vertical jack (17); each deformable pressure-bearing device (18) is provided with a square frame-shaped partition plate (19), the partition plates (19) wrap the corresponding small-sized vertical jacks (17) inside, and adjacent partition plates (19) are connected through bolt fastening; the deformable pressure-bearing device (18) comprises an upper rectangular steel plate (20), a lower rectangular steel plate (21) is arranged right below the upper rectangular steel plate (20), the top points of the lower rectangular steel plate (21) are respectively arranged in the middle of the side length of the upper rectangular steel plate (20) in the vertical direction, a triangular rotating steel plate (22) is hinged to the four sides of the lower rectangular steel plate (21), and when the rotating steel plate (22) rotates to a horizontal position, the lower rectangular steel plate (21) and the four rotating steel plates (22) jointly form a steel plate which is equal to the upper rectangular steel plate (20); the upper end face of each rotating steel plate (22) is connected with a telescopic rod (23) through a ball hinge, the upper ends of the telescopic rods (23) are fixed on the upper rectangular steel plates (20), and the upper steel plates, the telescopic rods (23), the lower steel plates and the rotating steel plates (22) form a deformable pressure-bearing device (18) together. The outer edge surface of the telescopic rod (23) of the deformable pressure-bearing device (18) is in threaded fit with the inner edge surface of one end of the ball hinge.
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