CN111175477B - Saturated fine sand layer induced grouting experimental model and experimental method - Google Patents
Saturated fine sand layer induced grouting experimental model and experimental method Download PDFInfo
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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Abstract
A saturated fine sand layer induced grouting experimental model and an experimental method belong to the field of foundation and geotechnical engineering research. The experimental model comprises: the system comprises a model system, a grouting control system, a negative pressure induction system and an intelligent monitoring system; the principle of induced grouting is provided; the invention monitors different porosities, water pressures, flow rates, time, consistencies and slurry diffusion rules under different flowing water states by changing conditions such as pressure, grouting mode, grouting time, sand layer structure, slurry components and the like, and researches related information such as slurry diffusion, flow rate change, osmotic pressure distribution, energy loss and the like in the grouting process. The invention can directionally grouting and directionally strengthen the foundation in a mode of negative pressure induction on the saturated sandy soil foundation, and the range and effect of strengthening the foundation can be realized according to the engineering requirement and the induced grouting principle.
Description
Technical Field
The invention relates to a foundation grouting reinforcement treatment technology, which is suitable for reinforcing and stopping water of saturated sand foundations of underground projects such as subways and the like, and belongs to the field of foundation and geotechnical engineering research.
Background
The fine silt layer refers to a sandy soil stratum with the particle mass of more than 0.075mm being more than 50% of the total mass, and the particle mass of more than 0.25mm being less than 50% of the total mass, and belongs to loose sediment formed in the fourth period, and the distribution is very wide.
The fine sand is in a fine natural state, has poor cementing property, loose structure and lower bearing capacity, can be compacted under the action of dead weight, the density of a fine sand layer becomes larger along with the increase of the embedded depth, the fine sand belongs to a middle water permeability stratum, the permeability coefficient is 6 multiplied by 10 4～6×103 cm/s, and the uneven coefficient of the fine sand is generally not more than 5.
The saturated fine sand is positioned below the water level, is saturated with water, is mainly in a seepage damage form, and then has a sand seepage phenomenon, and is often instant when the slip is damaged, so that the control is difficult.
Along with the massive development and utilization of underground space, a large amount of underground projects such as subways and the like pass through a saturated fine sand layer, disasters such as collapse and sand burst easily occur in the construction process, and the pre-reinforcement treatment of the underground projects is necessary.
Grouting is a common means for reinforcing weak stratum, and a great number of engineering experiments and theoretical researches are carried out by scholars at home and abroad, grouting slurry is injected into surrounding rock through pore-forming, and the slurry is diffused to cracks of the surrounding rock at a certain grouting pressure, so that a reinforcing band (grouting curtain) is formed on the rock mass, and the integrity of the rock mass and the strength of the surrounding rock are improved.
The permeability and the injectability of the saturated fine layer are extremely poor, the slurry cannot permeate into the stratum by adopting the conventional grouting technology to form an effective reinforcing body, a large number of grouting theories are proposed for a long time, a large number of field tests are carried out, but the grouting effect is extremely poor, and the development of the saturated fine layer grouting experimental study has important theoretical significance and engineering application value.
Disclosure of Invention
The invention provides an induced grouting experimental model and an experimental method for a saturated fine sand layer, which are designed by adopting an on-site intelligent detection method and a mathematical calculation method according to the theory of dispersion mechanics, continuous medium mechanics and hydrodynamics, the theory of functions, potential energy principles, superposition principles and the like and the induced grouting principles (induced splitting conditions and injectable conditions).
The saturated fine sand layer induced grouting experimental model comprises the following steps: the system comprises a model system (1), a grouting control system (2), a negative pressure induction control system (3) and an intelligent monitoring system (4); the composition of each system is as follows:
the model system (1) comprises a model groove (1.1) and a test soil body (1.2) positioned in the model groove;
The model tank (1.1) comprises: a model groove plate (1.1.1) made of organic glass, a model groove reinforcing strip steel (1.1.2) and a rubber sealing gasket (1.1.3);
The test soil body (1.2) sequentially comprises from bottom to top: a fine sand layer (1.2.3), a clay water-stopping layer (1.2.2) and a geomembrane (1.2.1);
The grouting system (2) comprises a grouting pump (2.1), a grouting pressure controller (2.2), a pressurizing box (2.3) and a grouting control valve (2.6) which are sequentially connected, wherein the grouting system is connected by adopting a metal grouting pipe (2.4), and a pre-buried grouting pipe (2.5) which is finally connected with the metal grouting pipe (2.4) stretches into a test soil body (1.2);
The negative pressure induction control system (3) comprises a negative pressure pump (3.1), a negative pressure induction drainage negative pressure controller (3.2) and a water pumping control valve (3.5) which are sequentially connected, wherein the negative pressure induction control system is connected by adopting a metal drainage pipe (3.3), and finally the negative pressure induction control system is connected with an embedded negative pressure pipe (3.4) to extend into a test soil body (1.2); a plurality of pumping control valves (3.5) can be adopted to be connected in parallel, and each parallel pipeline is finally connected with a pre-buried negative pressure pipe (3.4) which extends into the test soil body (1.2) and the pumping control valve (3.5);
The intelligent monitoring system (4) comprises various sensors (pore water stress sensor, temperature sensor, soil pressure sensor, flow rate sensor and the like) positioned in a test soil body (1.2) (4.1), a grouting pressure gauge (4.2) arranged on a pipeline of the grouting system (2), a negative pressure gauge (4.3) arranged on a pipeline of the negative pressure induction control system (3), an intelligent detection collector (4.4) and a system monitoring platform (4.5); each sensor (4.1), grouting pressure gauge (4.2) and negative pressure gauge (4.3) are all connected with the system monitoring platform (4.5) through the intelligent detection collector (4.4).
The model groove is formed by splicing transparent organic glass fiber reinforced plastics (1.1.1), profile steel reinforcing strips (1.1.2) are fixedly connected, deformation of the model groove is prevented, and a rubber sealing gasket (1.1.3) seals the upper opening of the model groove; the model groove is internally layered and filled with a soil body fine sand layer (respectively adopting machine-made quartz sand or river sand) (1.2.3), and clay water-stopping layers (1.2.2) and geomembranes (1.2.1) are adopted between the layers for carrying out layered water stopping;
The soil body test device is characterized in that a pre-buried grouting pipe (2.5) and a pre-buried negative pressure pipe (3.4) are respectively arranged in the soil body test, the pre-buried grouting pipe (2.5) and the pre-buried negative pressure pipe (3.4) are respectively arranged in the soil body test device, a transparent glass pipe is adopted, a certain number of circular grouting holes are formed in the tail end of the pre-buried grouting pipe (2.5) pipe, grouting slurry is sprayed outwards in a high-pressure state, a certain number of circular filtering holes are formed in the tail end of the pre-buried negative pressure pipe (3.4) pipe, a filtering screen is wrapped on the tail end of the pre-buried negative pressure pipe, sand particles are filtered, and negative pressure drainage is carried out.
The model system comprises a model groove and a soil body, and the whole grouting experiment is completed in the model system; in order to observe the flowing condition of slurry (5.1) and water (5.2) in an experimental tank, the grouting process and the grouting effect, the tank body size of a model tank (1.1) is manufactured by adopting a transparent organic glass plate (1.1.1) according to the size of sand particles and the size of slurry (5.1) particles and determining the proportion of the model and grouting parameters according to a similar law, the length of the tank body is L, the width is B, the height is H, and the specific size of the tank body accords with the similar proportion.
Grouting slurry (5.1) with enough specified components and proportions is provided by a grouting pump (2.1) in the grouting control system (2), the grouting slurry is injected into a pressurizing box (2.3) under the control of a grouting pressure controller (2.2) to form stable pressure and slurry, grouting time is controlled by a grouting control valve (2.6), grouting pressure is used for grouting soil through a pre-embedded grouting pipe (2.5), the slurry enters the soil through the grouting pipe to form a positive pressure ring with a certain range, and the slurry is diffused and moved into the soil along a specified direction under the induction of a certain pressure (negative pressure induction system) to form a retention body and strengthen the soil (5.3).
The negative pressure induction control system (3) is characterized in that a negative pressure pump (3.1), a pumping control valve (3.5) and a drainage negative pressure controller (3.2) are used for providing stable negative pressure, a negative pressure gauge (4.3) and the like are used for detecting and controlling the magnitude and time of negative pressure, liquid (a water body (5.2)) is formed in a pre-buried negative pressure pipe (3.4) to induce the negative pressure, water in a soil body is sucked out in a negative pressure state to form a negative pressure ring in a certain range in the soil body, and slurry under positive pressure is induced to move towards the negative pressure direction to form a retention body and strengthen the soil body (5.3).
The grouting principle in grouting comprises induced splitting conditions and injectable conditions, when the difference between positive slurry diffusion pressure and negative slurry diffusion pressure at any point in a soil body is larger than the flow resistance of the slurry in the soil body, the slurry diffuses and moves along a specified induction direction, and a retention body and a reinforced soil body (5.3) are formed in the soil body under pressure control;
The grouting principle comprises induced splitting conditions and injectable conditions:
The induced splitting condition of the grouting principle is that tau 0 is set as the ultimate shearing stress of the slurry, v is the slurry speed in the channel direction, The average speed of the slurry is represented by mu, the viscosity coefficient is represented by b, and the splitting opening coefficient is represented by b, and the micro-compression stress at any point away from the grouting hole r during the slurry flowing is represented by:
Assuming gamma as the gravity and K 0 as the side pressure coefficient, the stress of any micro unit is the self-weight stress p z of the upper covering soil by the self-weight stress p z of the upper covering soil, the side pressure p k and the grouting pressure p 1 or the pumping negative pressure p 2, the stress of any micro unit of the sand layer at the buried depth Z in the vertical direction is the self-weight stress p z of the upper covering soil, namely
pz＝γZ (2)
The microcell is subjected to a stress p h in the horizontal direction which is the resultant of the injection/pumping pressure p i and the side pressure p k, i.e
ph＝pi+pk＝pi+K0γZ (3)
According to the slurry flow equation, the distance from the micro unit body to the grouting hole is R 1, the distance from the negative pressure water pumping hole is R 2, the maximum influence distance of the grouting hole is R 1, the maximum influence distance of the negative pressure water pumping hole is R 2, and the horizontal stress on any micro unit can be obtained as follows
Namely, any micro unit is provided with grouting additional stress as follows: The negative pressure additional stress is as follows: The resultant of the injection/pumping pressures experienced in the horizontal direction is:
ph(r)＝p1(r1)+p2(r2) (5)
According to cleavage in the cleavage direction, for any of the microcells, cleavage occurs in the vertical direction if p z﹥ph (r), cleavage occurs in the horizontal direction if p z﹤ph (r), and the cleavage direction is random if p z＝ph (r).
The grouting principle can be used for grouting, according to the rheology theory, the rheological property of any fluid including grouting slurry can be described by a rheological model, and the plastic fluid has the following rheological equation, wherein the plastic viscosity is mu ρ, the friction shear stress is tau when the slurry flows, the shear rate (flow velocity gradient) is xi:
τ＝τ0+μρ.ξ (6)
for any microcell, if p h (r) > τ, the slurry will create a percolation motion in the horizontal direction, with injectability.
In sum, induced directional cleavage along the direction from the grouting hole (5.4) to the water absorption hole (5.5) can be generated as long as p z﹥ph (r) is satisfied on any micro unit body between the grouting hole (5.4) and the water absorption hole (5.5); if p h (r) > tau, the slurry will produce a seepage motion in the horizontal direction, with injectability, achieving directional grouting.
In the whole experimental drainage induced grouting process, the grouting monitoring system monitors relevant influence conditions such as soil pressure, grouting pressure, pore water pressure, flow velocity of water and slurry, temperature and the like of the model through the monitoring system (4), collects experimental data and analyzes experimental results. The system adopts a plurality of sensors (4.1) to collect data (the sensor types comprise soil pressure, grouting pressure, pore water pressure, flow rate of water and slurry, temperature and the like) in the experimental process, and an intelligent detection collector (4.4) is utilized to transmit the data to a system monitoring platform (4.5) and record the data. The grouting pressure gauge (4.2) is used for observing and recording grouting pressure in the grouting process, so that the grouting pressure is convenient to adjust in time; the negative pressure gauge (4.3) monitors the drainage negative pressure in the drainage system in the grouting process, so that the drainage negative pressure value can be conveniently observed and controlled at any time.
The grouting method is characterized in that the related information such as the slurry diffusion, the flow rate change, the osmotic pressure distribution, the energy loss and the like is researched in the grouting process by changing the conditions such as the pressure, the grouting mode, the grouting time, the sand layer structure, the slurry components and the like to monitor different porosities, the water pressure, the flow rate, the time and the consistency and the slurry diffusion rule under different flowing water flow states.
The experimental groupings consisted in grouping as follows, according to different environmental conditions:
A first group: water injection test, which is to measure pore water pressure and flow speed in soil, soil pressure, grouting time, grouting pressure and pumping negative pressure, observe flow direction and track, calculate some parameters such as flow speed, flow field potential, draw slurry and water flow field, etc.;
Second group: according to the water cement ratio, cement slurries are subjected to three groups of experiments according to different mixing ratios, pore water pressure and flow speed in soil are measured, soil pressure, grouting time, grouting pressure and pumping negative pressure are measured, flow direction and track are observed, and therefore parameters such as flow speed and flow field potential are calculated, slurry and water flow field are drawn;
Third group: testing according to the grouting pressure, measuring pore water pressure and flow speed, soil pressure, grouting time, grouting pressure and pumping negative pressure in soil, observing flow direction and track, calculating some parameters such as flow speed, flow field potential, drawing slurry and water flow field, etc.;
fourth group: three groups are carried out according to different grouting time, pore water pressure and flow speed, soil pressure, grouting time, grouting pressure and pumping negative pressure in soil are measured, flow direction and track are observed, thus calculating some parameters such as flow speed, flow field potential, drawing slurry, water flow field and the like;
fifth group: the method comprises the steps of dividing the sand with different components and particle sizes into two groups according to the combined structures of different sand soil layers (machine-made sand or river sand), respectively making the two groups into machine-made sand and river sand, adopting proper water-cement ratio, adopting different grouting pressures, respectively performing grouting tests, measuring pore water pressure and flow speed, soil pressure, grouting time, grouting pressure and pumping negative pressure in the soil body, observing flow direction and track, and calculating some parameters such as flow speed, flow field potential, drawing slurry and water flow field and the like.
The implementation method comprises the following steps:
Model system (1): the entire grouting experiment was completed in the model system (1). In order to observe the water flow condition, grouting condition and grouting effect in the experimental tank, the tank body of the model tank (1.1) is made of a transparent model tank plate (1.1.1) made of organic glass, the length of the tank body is L, the width is B, the height is H, and the specific size of the tank body can be reduced according to a certain proportion of engineering; in order to effectively prevent the model groove from deforming or being damaged under the pressure action of the soil body (1.2), the middle part of the model groove plate (1.1.1) is properly reinforced by a section steel reinforcing strip (1.1.2); the edge of the cover plate at the top of the model groove (1.1) is sealed by a rubber sealing gasket (1.1.3), the sealing of the model groove is kept, and the internal pressure difference of the soil body (1.2) in the grouting process is kept stable. Soil body (1.2) in the experiment is paved into a plurality of layers according to the experimental condition, and the paving sequence of each layer is sequentially a fine sand layer (1.2.3), a clay water-stopping layer (1.2.2) and a geomembrane (1.2.1) from bottom to top. Wherein the fine sand layer (1.2.3) is replaced by machine-made quartz sand and river sand; the clay water-stopping layer (1.2.2) and the geomembrane (1.2.1) are used for manufacturing the water-stopping layer, so that a good sealing effect is achieved, and the pressure difference inside the soil body (1.2) in the grouting process is kept stable.
Grouting control system (2): the grouting control system (2) injects a continuous and uniform slurry (5.1) into the model system (1) in experiments. In the grouting process, the grouting pump (2.1) is responsible for providing slurry for the whole grouting control system (2); the grouting pressure controller (2.2) is used for controlling the grouting pressure of the system and adjusting the grouting pressure at any time; the pressurizing box (2.3) is used for providing stable grouting pressure, so that the slurry (5.1) is stably and uniformly injected into the soil body. The embedded grouting pipe (2.5) adopts a transparent glass pipe, a certain number of round grouting holes (5.4) are arranged at the tail end of the pipe, and slurry (5.1) is sprayed outwards in a high-pressure state. The number and the positions of the embedded grouting pipes (2.5) can be determined according to specific experiments or construction conditions. The whole grouting control system (2) is connected through a metal grouting pipe (2.4).
Negative pressure induction control system (3): the whole negative pressure induction control system (3) generates negative pressure by sucking water in the model system (1), and induces seepage of slurry (5.1) according to the negative pressure direction, thereby forming a retention body in the soil body and reinforcing the soil body (5.3) so as to achieve the aim of reinforcing the foundation. The negative pressure pump (3.1) is a source of negative pressure in the whole model, and discharges water in the drainage control system (3); the negative pressure controller (3.2) is used for controlling the negative pressure and the drainage speed in the drainage process so as to achieve a better induced grouting effect; the tail end of the pre-buried negative pressure pipe (3.4) is provided with a certain number of round water absorbing holes (5.5), a filter screen (5.7) is wrapped outside, sand particles are filtered, and negative pressure drainage is carried out. The pre-buried number and the pre-buried positions of the pre-buried negative pressure pipes (3.4) can be determined according to specific experiments or construction conditions. The whole drainage control system (3) is connected through a metal negative pressure pipe (3.3).
Monitoring system (4): in the whole experimental drainage induced grouting process, the monitoring system (4) is used for monitoring relevant influence conditions such as soil pressure, grouting pressure, pore water pressure, flow velocity of water and slurry, temperature and the like of the model, collecting experimental data and analyzing experimental results. The system adopts a plurality of sensors (4.1) to collect data in experiments, is connected with an intelligent monitoring collector (4.4) through a lead (5.6), and transmits the data to a system monitoring platform (4.5) and records the data. The grouting pressure gauge (4.2) arranged in the grouting control system (2) is used for observing and recording grouting pressure in the grouting process, so that the grouting pressure can be conveniently and timely adjusted. The negative pressure gauge (4.3) arranged in the negative pressure system (3) monitors the drainage negative pressure in the drainage control system in the grouting process, so that the drainage negative pressure value can be conveniently observed and controlled at any time.
Experimental grouping:
The invention monitors different porosities, water pressures, flow rates, time, consistencies and slurry diffusion rules under different flowing water states by changing conditions such as pressure, grouting mode, grouting time, sand layer structure, slurry components and the like, and researches related information such as slurry diffusion, flow rate change, osmotic pressure distribution, energy loss and the like in the grouting process.
A first group: water injection test, which is to measure pore water pressure and flow field, soil pressure, grouting time, grouting pressure and pumping negative pressure in soil body, observe flow direction and track, and calculate some parameters such as flow speed, flow field potential, etc.;
Second group: according to the water cement ratio, cement slurries are subjected to three groups of experiments, the three groups of experiments adopt different mixing ratios, pore water pressure and flow field, soil pressure, grouting time, grouting pressure and pumping negative pressure in soil are respectively measured, and flow direction and track are observed, so that parameters such as flow speed, flow field potential and the like are calculated;
Third group: testing according to the grouting pressure, respectively measuring pore water pressure, flow field, soil pressure, grouting time, grouting pressure and pumping negative pressure in soil, observing flow direction and track, and calculating some parameters such as flow speed, flow field potential and the like;
Fourth group: three groups are carried out according to different grouting time, pore water pressure, flow field, soil pressure, grouting time, grouting pressure and pumping negative pressure in soil are respectively measured, and flow direction and track are observed, so that parameters such as flow speed, flow field potential and the like are calculated;
Fifth group: according to the different materials of the saturated fine sand layer (1.2.3), two groups of experiments are respectively carried out by adopting quartz sand and river sand. Grouting experiments are respectively carried out by adopting proper water-cement ratio and adopting different grouting pressures, pore water pressure, flow field, soil pressure, grouting time, grouting pressure and pumping negative pressure in soil are measured, and flow direction and track are observed, so that parameters such as flow speed, flow field potential and the like are calculated.
The experimental model and the experimental method provided by the invention have the following beneficial effects: the saturated sandy soil foundation can be subjected to directional grouting and directional reinforcement in a negative pressure induction mode, and the range and effect of reinforcement of the foundation can be realized according to engineering requirements and the induced grouting principle; the invention provides an experimental model suitable for an induced grouting experimental method, provides an induced grouting principle, and can accurately obtain concerned grouting parameters according to grouting parameters and grouting rules of the model under engineering geology before construction, thereby achieving the purposes of saving cost, protecting environment, effectively grouting and pointedly reinforcing a foundation.
Drawings
Fig. 1 is a general schematic diagram of a model system.
FIG. 2 is a schematic diagram of a model tank;
fig. 3 is a soil layering and internal construction intent.
Fig. 4 is a schematic diagram of a grouting control system.
Fig. 5 is a schematic diagram of a negative pressure control system.
Fig. 6 is an intelligent monitoring system intent.
Fig. 7 is a schematic view of the shape of the grouting reinforcement area.
Fig. 8 is a schematic diagram of an embedded grouting pipe and an embedded negative pressure pipe.
The drawings are marked:
1. a model system; 1.1 model grooves; 1.2, soil mass; 1.1.1, model groove plates; 1.1.2, reinforcing strips of section steel; 1.1.3, rubber gasket; 1.2.1, geomembrane; 1.2.2, clay water-stopping layer; 1.2.3 fine sand layers.
2. A grouting control system; 2.1, grouting pump; 2.2, grouting pressure controller; 2.3, pressurizing the case; 2.4, a metal grouting pipe; 2.5, embedding grouting pipes; 2.6, grouting control valve.
3. A negative pressure control system; 3.1, a negative pressure pump; 3.2, a negative pressure controller; 3.3, a metal negative pressure pipe; 3.4, embedding a negative pressure pipe; and 3.5, pumping control valve.
4. An intelligent monitoring system; 4.1 sensors (including pore water pressure sensor, soil pressure gauge, flow rate sensor, temperature sensor, vibration sensor, etc.) 4.2 grouting pressure gauge; 4.3, a negative pressure gauge; 4.4, an intelligent monitoring collector; 4.5, a system monitoring platform.
5.1, Slurry; 5.2, water; 5.3, detention body and reinforced soil body; 5.4, grouting holes; 5.5, water absorption holes; 5.6, conducting wires; and 5.7, a filter screen.
Detailed Description
The present invention will be further illustrated with reference to the following examples, but the present invention is not limited to the following examples.
The specific implementation method of the invention will now be described in detail with reference to the accompanying drawings, which are only schematic and only illustrate the basic structure of the invention, and examples of the invention, which are not inventive but developed by those skilled in the art, are within the scope of the invention.
Example 1
First, equipment selection and model installation
Manufacturing a model groove (1.1): the model groove (1.1) adopts a cuboid with the length of H, the width of B and the height of H, and the model groove plate (1.1.1) made of organic glass with the thickness of H is spliced into a groove body, so that grouting conditions and slurry (5.1) diffusion conditions in soil body can be conveniently observed. The junction of curb plate and top apron adopts rubber seal (1.1.3) to seal to adopt rigidity great shaped steel reinforcement strip (1.1.2) to consolidate, so that prevent that cell body internal pressure from too big and make the cell body take place deformation even destroy.
Manufacturing and filling soil (1.2): the experimental soil body is replaced by machine-made quartz sand and river sand, each layer of fine sand layer (1.2.3) is h 1 in thickness according to the size of the model groove (1.1), and the water-resisting layer is made of a clay water-resisting layer (1.2.2) and a geomembrane (1.2.1) in thickness of h 2. Adding water into the sand to prepare saturated fine sand, and filling according to the thickness h 1 selected by experiments; when the saturated fine sand is filled to the thickness h 1, the prepared clay water-stopping layer (1.2.2) is filled on the fine sand layer (1.2.3) to the thickness h 2, and an earth work film (1.2.1) is covered above the red clay to form the water-stopping layer. The remaining soil layer is filled in this way.
Selection of experimental equipment: the grouting pump (2.1) can be a self-priming slurry pump, the negative pressure pump (3.1) is a water suction pump, and the grouting pump (2.1), the grouting pressure controller (2.2), the pressurizing box (2.3), the negative pressure pump (3.1) and the negative pressure controller (3.2) can be of proper types according to the scale of the experiment; the embedded grouting pipe (2.5) and the embedded negative pressure pipe (3.4) are organic glass pipes with the radius of r 0, a certain number of round grouting holes (5.4) and water absorption holes (5.5) are formed in the tail end of the pipe, a filter screen (5.7) is wrapped outside the tail end of the embedded negative pressure pipe (3.4), sand particles are filtered, and negative pressure drainage is carried out. The grouting pressure gauge (4.2) and the negative pressure gauge (4.3) are both pressure gauges; the sensor (4.1) can be selected to have proper specifications according to the experimental requirements.
Connection of the system: the respective system sequential connections are connected according to the sequence shown in fig. 1. The specific connection method comprises the following steps: the grouting pump (2.1), the grouting pressure controller (2.2), the pressurizing box (2.3) and the embedded grouting pipe (2.5) are connected by utilizing the metal grouting pipe (2.4), and grouting pressure gauges (4.2) are arranged in front of and behind the pressurizing box, so that the pressure in the grouting process can be observed in a test conveniently. In the drainage control system (3), a metal negative pressure pipe (3.3) is adopted to be sequentially connected with a negative pressure pump (3.1), a negative pressure controller (3.2) and an embedded negative pressure pipe (3.4). A negative pressure gauge (4.3) is arranged between the negative pressure controller (3.2) and the model groove (1.1) so as to observe the negative pressure of the drainage. The sensor (4.1) is connected with the intelligent monitoring collector (4.4) by adopting the lead (5.6), and the intelligent monitoring collector (4.4) transmits data back to the system monitoring platform (4.5).
Embedding of the sensor (4.1): according to the experimental requirement, the soil pressure gauge, the pore water pressure sensor, the soil pressure gauge, the flow rate sensor, the temperature sensor and the vibration sensor are respectively embedded in the proper positions of the model groove (1.1) and the soil body (1.2) and are used for monitoring the relevant conditions of measuring grouting and are connected to the intelligent monitoring collector (4.4) through wires.
And installing experimental equipment and pipelines, and checking the accuracy of a test system and the tightness of the device.
(II) Experimental grouping
In order to determine the influence of different experimental conditions on the grouting effect of the induced grouting method, five groups of experiments are designed aiming at the model. The first group is a water injection experiment; the second group of different water cement ratios affect induced grouting; a third group of the influence of different grouting pressures on the induced grouting effect is measured; the fourth group is the influence of different grouting time on the induced grouting effect; the fifth group is the influence of different soil layer structures on the induced grouting effect.
For the above experimental group, the following experimental preparations were made.
Second group: three sets of cement slurry solutions were prepared with a concentration of c 1、c2、c3.
Third group: five sets of suitable grouting pressures P 1、P2、P3、P4、P5 are determined, the pressure values of which are different.
Fourth group: the grouting pressure is determined to be P 1, and two groups of initial grouting time t 2、t3 are respectively determined according to the initial grouting time t 1 under the third group of pressure P 1, wherein t 2 is smaller than t 1,t3 and larger than t 1.
Fifth group: the fine sand layer (1.2.3) in the model is respectively processed by machine-made quartz sand and river sand, and two groups of experiments are carried out according to the same grouting conditions.
(III) preparation of slurry
The grouting slurry (5.1) mainly comprises a cement slurry solution and a water glass solution, and the cement slurry solution with different cement ratios c and the water glass solution with a certain modulus m are prepared according to experimental requirements.
The distance between the embedded grouting pipe (2.5) and the embedded negative pressure pipe (3.4) is the grouting radius R, and the grouting amount is calculated according to the determined grouting radius RFor controlling the amount of slurry (5.1) prepared;
Cement slurry solution: cement slurry solutions with concentrations of c 1、c2、c3 were designed according to the experimental groupings. And accurately calculating the consumption of cement and water at different concentrations according to the designed concentration, and fully stirring after preparing cement slurry solution in groups. Cement slurries were tested for fluidity, volume weight, and used in half an hour.
Water glass solution: accurately preparing water glass solution with the modulus of m according to experimental requirements, testing the fluidity and using as soon as possible.
(IV) induced grouting (the experimental procedure is described herein in the second set of experiments)
And (3) starting a grouting pump (2.1), extruding the slurry (5.1) out of a metal grouting pipe (2.4), turning off the grouting pump (2.1) after the concentration of the slurry flowing out reaches the concentration of the slurry after stirring, and connecting the metal grouting pipe (2.4) with a pre-buried grouting pipe (2.5) in a model box. The grouting control valve (2.6) of the grouting pump (2.1) is closed, the negative pressure pump (3.1) is started, and the negative pressure controller (3.2) is adjusted until the vacuum degree reaches P' 0 and is maintained within a certain range.
Starting a grouting pump (2.1), opening a grouting control valve (2.6), adjusting a grouting pressure controller (2.2) and a pressurizing box (2.3) to enable a grouting pressure value to reach P 1, and collecting discharged slurry (5.1) when the slurry (5.1) reaches a pre-buried negative pressure pipe (3.4) at a negative pressure end. Observing the condition of the negative pressure system (3) for discharging the slurry (5.1), continuously grouting until the consistency of the slurry (5.1) is the same as that before filling, and closing the water pumping control valve (3.5); the pressure of P 1 is maintained for the grouting duration Δt. And finally, the grouting control valve (2.6) is closed, the grouting pump (2.1) and the negative pressure pump (3.1) are closed, and the whole induced grouting is finished.
(V) realizing soil body reinforcement
After grouting is finished, allowing the slurry (5.1) to stagnate in the fine sand layer (1.2.3) for a time t 4, allowing the slurry (5.1) to form a stable detention body and a reinforced soil body (5.3) in the soil body, taking out a solid block from the soil body, curing for a time t 5 under certain conditions, and detecting the strength of the detention body and the reinforced soil body (5.3) after curing is finished.
(Sixth) cycle test
According to the experimental grouping, the cyclic test is sequentially carried out according to the test process.
The model and the experimental scheme are the schematic scheme of the invention, and the saturated sand obtained according to the scheme of the invention has better reinforcing effect and can basically meet the construction requirement.
Claims (8)
1. The saturated fine sand layer induced grouting experimental model is characterized by comprising the following steps of: the system comprises a model system (1), a grouting control system (2), a negative pressure induction control system (3) and an intelligent monitoring system (4); the composition of each system is as follows:
the model system (1) comprises a model groove (1.1) and a test soil body (1.2) positioned in the model groove;
The model tank (1.1) comprises: a model groove plate (1.1.1) made of organic glass, a section steel reinforcing strip (1.1.2) and a rubber sealing gasket (1.1.3);
The test soil body (1.2) sequentially comprises from bottom to top: a fine sand layer (1.2.3), a clay water-stopping layer (1.2.2) and a geomembrane (1.2.1);
The grouting control system (2) comprises a grouting pump (2.1), a grouting pressure controller (2.2), a pressurizing box (2.3) and a grouting control valve (2.6) which are sequentially connected, wherein the grouting control system is connected by adopting a metal grouting pipe (2.4), and a pre-buried grouting pipe (2.5) which is finally connected with the metal grouting pipe (2.4) stretches into a test soil body (1.2);
The negative pressure induction control system (3) comprises a negative pressure pump (3.1), a negative pressure induction drainage negative pressure controller (3.2) and a water pumping control valve (3.5) which are sequentially connected, wherein the negative pressure induction control system is connected by adopting a metal drainage pipe (3.3), and finally the negative pressure induction control system is connected with an embedded negative pressure pipe (3.4) to extend into a test soil body (1.2); or a plurality of pumping control valves (3.5) are adopted to be connected in parallel, and each parallel pipeline is finally connected with a pre-buried negative pressure pipe (3.4) which extends into the test soil body (1.2) and the pumping control valves (3.5);
The intelligent monitoring system (4) comprises a sensor (4.1) positioned in a test soil body (1.2), a grouting pressure gauge (4.2) arranged on a pipeline of the grouting control system (2), a negative pressure gauge (4.3) arranged on a pipeline of the negative pressure induction control system (3), an intelligent detection collector (4.4) and a system monitoring platform (4.5); the sensor (4.1), the grouting pressure gauge (4.2) and the negative pressure gauge (4.3) are all connected with the system monitoring platform (4.5) through the intelligent detection collector (4.4);
The method comprises the steps of respectively embedding grouting pipes (2.5) and embedded negative pressure pipes (3.4) in a test soil body, embedding grouting pipes (2.5) and embedded negative pressure pipes (3.4), adopting transparent glass pipes, arranging a certain number of circular grouting holes at the tail ends of the embedded grouting pipes (2.5), spraying grouting slurry outwards in a high-pressure state, arranging a certain number of circular filtering holes at the tail ends of the embedded negative pressure pipes (3.4), wrapping a filter screen, filtering sand particles and carrying out negative pressure drainage;
the model groove is formed by splicing transparent organic glass fiber reinforced plastic plates, and is fixedly connected by profile steel reinforcing strips (1.1.2), so that the model groove is prevented from deforming, and a rubber sealing gasket (1.1.3) seals the upper opening of the model groove; the soil body powder fine sand layer for the test is respectively made of machine-made quartz sand or river sand, and clay water-stopping layers (1.2.2) and geomembranes (1.2.1) are adopted between the layers for carrying out layered water stopping;
Model system: the model system comprises a model groove and a soil body, and the whole grouting experiment is completed in the model system; in order to observe the flowing condition, grouting process and grouting effect of slurry (5.1) and water (5.2) in an experimental tank, the tank body of a model tank (1.1) determines the proportion and grouting parameters of the model according to the size of sand particles and the size of slurry (5.1) and the rule of similarity, the tank body is made of transparent organic glass fiber reinforced plastics, the length of the tank body is L, the width is B, the height is H, and the specific size of the tank body accords with the similar proportion.
2. A saturated fine sand layer induced grouting experimental model as claimed in claim 1, wherein the sensor (4.1) comprises a pore water stress sensor, a temperature sensor, a soil pressure sensor and a flow rate sensor.
3. The experimental method of the saturated fine sand layer induced grouting experimental model according to claim 1, which is characterized in that grouting slurry (5.1) with enough specified components and proportions is provided by a grouting pump (2.1) in a grouting control system (2), a pressurizing box (2.3) is injected under the control of a grouting pressure controller (2.2) to form stable pressure and slurry, grouting time is controlled by a grouting control valve (2.6), grouting pressure is controlled, soil is grouted through an embedded grouting pipe (2.5), the slurry enters the soil through the grouting pipe to form a positive pressure ring with a certain range, and the slurry is diffused and moved into the soil under the induction of certain pressure along a specified direction to form a retention body and strengthen the soil (5.3);
The negative pressure induction control system (3) is characterized in that a negative pressure pump (3.1), a pumping control valve (3.5) and an induced drainage negative pressure controller (3.2) provide stable negative pressure, a negative pressure gauge (4.3) controls the magnitude and time of negative pressure, liquid induced negative pressure is formed in a pre-buried negative pressure pipe (3.4), water in a soil body is sucked out in a negative pressure state, a negative pressure ring with a certain range in the soil body is formed, slurry under positive pressure is induced to migrate to the negative pressure direction, a retention body is formed, and the soil body (5.3) is reinforced;
When the difference between the positive slurry diffusion pressure and the negative slurry induction pressure at any point in the soil body is larger than the flow resistance of the slurry in the soil body, the slurry diffuses and moves along the specified induction direction, and a retention body is formed in the soil body and the soil body is reinforced (5.3) under the control of the pressure.
4. An experimental method according to claim 3, characterized in that the compressive stress at any point during the slurry flow is:
The induced splitting condition of the proposed induced grouting principle is that tau 0 is set as the ultimate shear stress of the slurry, v is the slurry speed in the channel direction, The average speed of the slurry is represented by mu, the viscosity coefficient is represented by b, and the splitting opening coefficient is represented by b, and the micro-compression stress at any point away from the grouting hole r during the slurry flowing is represented by:
Assuming gamma as the gravity and K 0 as the side pressure coefficient, the stress of any micro unit is the self-weight stress p z of the upper covering soil by the self-weight stress p z of the upper covering soil, the side pressure p k and the grouting pressure p 1 or the pumping negative pressure p 2, the stress of any micro unit of the sand layer at the buried depth Z in the vertical direction is the self-weight stress p z of the upper covering soil, namely
pz＝γZ (2)
The microcell is subjected to a stress p h in the horizontal direction which is the resultant of the injection/pumping pressure p i and the side pressure p k, i.e
ph＝pi+pk＝pi+K0γZ (3)
According to the slurry flow equation, the distance from the micro unit body to the grouting hole is R 1, the distance from the negative pressure water pumping hole is R 2, the maximum influence distance of the grouting hole is R 1, the maximum influence distance of the negative pressure water pumping hole is R 2, and the horizontal stress on any micro unit can be obtained as follows
Namely, any micro unit is provided with grouting additional stress as follows: The negative pressure additional stress is as follows: The resultant of the injection/pumping pressures experienced in the horizontal direction is:
ph(r)＝p1(r1)+p2(r2) (5)
According to cleavage in the cleavage direction, for any of the microcells, cleavage occurs in the vertical direction if p z﹥ph (r), cleavage occurs in the horizontal direction if p z﹤ph (r), and the cleavage direction is random if p z＝ph (r).
5. The method according to claim 4, wherein the proposed principle of induced grouting is that according to the rheology theory, the rheology of any fluid, including grouting slurry, can be described by a rheology model, and the plastic fluid has a plastic viscosity of mu ρ, a friction shear stress of tau when the slurry flows, and a shear rate of xi, and the rheological equation of the plastic fluid is:
τ＝τo+μρ·ξ (6)
For any microcell, if p h (r) > τ, the slurry will create a percolation motion in the horizontal direction, with injectability;
Induced directional cleavage along the direction from the grouting hole (5.4) to the water absorption hole (5.5) can be generated as long as p z﹥ph (r) is satisfied on any microcell body between the grouting hole (5.4) and the water absorption hole (5.5); if p h (r) > tau, the slurry will produce a seepage motion in the horizontal direction, with injectability, achieving directional grouting.
6. The experimental method according to claim 3, wherein the grouting principle is that a monitoring system monitors relevant influence conditions such as soil pressure, grouting pressure, pore water pressure, flow rate of water and slurry, temperature and the like of a model through a monitoring system (4) in the whole experimental drainage induced grouting process, and collects experimental data and analyzes experimental results; the system adopts a plurality of sensors (4.1) to collect data in the experimental process, and an intelligent detection collector (4.4) is used for transmitting the data to a system monitoring platform (4.5) and recording the data; the grouting pressure gauge (4.2) is used for observing and recording grouting pressure in the grouting process, so that the grouting pressure is convenient to adjust in time; the negative pressure gauge (4.3) monitors the drainage negative pressure in the drainage system in the grouting process, so that the drainage negative pressure value can be conveniently observed and controlled at any time.
7. The experimental method according to any one of claims 3-6, characterized in that the information about the slurry diffusion, the flow rate change, the osmotic pressure distribution and the energy loss during grouting is studied by changing the pressure, the grouting mode, the grouting time, the sand layer structure and the slurry composition conditions to monitor different porosities, water pressures, flow rates, time, consistencies and slurry diffusion rules under different flowing water flow states.
8. The method of claim 7, wherein the experiment groups:
a first group: water injection test, measuring pore water pressure and flow speed in soil, soil pressure, grouting time, grouting pressure and pumping negative pressure, observing flow direction and track, calculating flow speed, flow field potential, drawing slurry and water flow field;
Second group: according to the water cement ratio, cement slurries are subjected to three groups of experiments according to different mixing ratios, pore water pressure and flow speed in soil are measured, soil pressure, grouting time, grouting pressure and pumping negative pressure are measured, flow direction and track are observed, so that flow speed is calculated, flow field potential is calculated, and slurry and water flow field are drawn;
Third group: testing according to the grouting pressure, measuring pore water pressure and flow speed, soil pressure, grouting time, grouting pressure and pumping negative pressure in soil, observing flow direction and track, calculating flow speed, flow field potential, and drawing slurry and water flow field;
Fourth group: three groups are carried out according to different grouting time, pore water pressure and flow speed, soil pressure, grouting time, grouting pressure and pumping negative pressure in soil are measured, flow direction and track are observed, thus flow speed and flow field potential are calculated, and slurry and water flow field are drawn;
Fifth group: the method comprises the steps of dividing the sand with different components and particle sizes into two groups according to the combined structures of different sand layers, namely machine-made sand and river sand, adopting proper water-cement ratio, adopting different grouting pressures, respectively carrying out grouting experiments, measuring pore water pressure and flow speed in soil, soil pressure, grouting time, grouting pressure and pumping negative pressure, observing flow direction and track, calculating flow speed and flow field potential, and drawing slurry and water flow field.
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