CN111962515B - Self-adaptive grouting control method - Google Patents

Self-adaptive grouting control method Download PDF

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CN111962515B
CN111962515B CN202010838981.2A CN202010838981A CN111962515B CN 111962515 B CN111962515 B CN 111962515B CN 202010838981 A CN202010838981 A CN 202010838981A CN 111962515 B CN111962515 B CN 111962515B
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grouting
pressure
flow
slurry
maintaining
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CN111962515A (en
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孙仲彬
肖恩尚
郭万红
韩伟
张裕文
杨振中
刘铸
杜晓麟
杨雨
刘松富
唐玉书
赵明华
孙亮
刘健
王保辉
王晓飞
孙继尧
朱勇
翟鹏
赵峥
刘半柱
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Sinohydro Foundation Engineering Co Ltd
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D15/00—Handling building or like materials for hydraulic engineering or foundations
    • E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
    • G—PHYSICS
    • G05—CONTROLLING; REGULATING
    • G05D—SYSTEMS FOR CONTROLLING OR REGULATING NON-ELECTRIC VARIABLES
    • G05D7/00—Control of flow
    • G05D7/06—Control of flow characterised by the use of electric means
    • G05D7/0617—Control of flow characterised by the use of electric means specially adapted for fluid materials
    • G05D7/0629—Control of flow characterised by the use of electric means specially adapted for fluid materials characterised by the type of regulator means
    • G05D7/0635—Control of flow characterised by the use of electric means specially adapted for fluid materials characterised by the type of regulator means by action on throttling means
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00—Production methods
    • E02D2250/003—Injection of material

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Abstract

An adaptive grouting control method, comprising the steps of: step (ii) ofS100, detecting geological conditions through trial irrigation; step S200, determining self-adaptive grouting; keeping the control pressure P equal to 0.1Mpa to constantly send slurry, and carrying out the following self-adaptive control when the grouting flow Q is less than or equal to 25L/min; step S300, circularly pressurizing and maintaining pressure; step S400, constant-flow pressurization is carried out to design pressure P0(ii) a Constant flow control is carried out according to the grouting flow Q which is 15L/min until the actual grouting pressure P which is the design pressure P0Then, maintaining constant pressure; step S500, maintaining the design pressure P0And (5) performing constant pressure grouting until the grouting flow Q is less than 1L/min, and continuing for 30min to finish grouting. By adopting the grouting pressure control method, corresponding injection rates are different in descending and ascending speeds in the pressure maintaining and boosting processes, and corresponding pressure flow change trends can be formed in a self-adaptive manner under different geological conditions, so that the grouting process is more practical, and the actual grouting quality is not influenced by different geological formation fracture conditions.

Description

Self-adaptive grouting control method
Technical Field
The invention relates to the field of water conservancy and hydropower foundation anti-seepage treatment, in particular to the field of infrastructure grouting technology, and specifically relates to a self-adaptive grouting control method.
Background
In the foundation treatment construction type of modern water conservancy and hydropower, foundation grouting engineering occupies a large proportion. The grouting engineering construction process can be roughly divided into two processes of drilling and grouting. Specifically, the grouting construction comprises the following main process steps: preparation of slurry, slurry storage, slurry transportation, secondary slurry preparation, slurry injection into the stratum and quality control in the processes.
One of the most important links is the grouting process, and in the whole grouting project, the grouting liquid is finally poured into the stratum to be solidified to form a curtain to play a role in preventing seepage and consolidating foundation; however, during grouting, it is also effective to prevent the condition that too much grout is poured into the non-target area, which leads to the waste of grout and increases the cost.
In the whole grouting process, the factors influencing the actual grouting anti-seepage effect mainly comprise the following aspects: 1. the grouting front section detects the grout sucking condition of the geology at the lower part of the grouting hole to determine the grout concentration transformation gradient, otherwise, a large amount of grout is wasted; 2. the grouting pressure is too high, so that the grout is wasted, and the actual grouting area far exceeds the target area; if the grouting pressure is too low, the formed impervious curtain is incomplete or an effective impervious curtain cannot be formed; 3. the slurry concentration is high, the higher the slurry concentration is, the higher the pressure required for grouting is, the higher the grouting difficulty is, and small cracks at a deeper part of a target area can not be completely and effectively plugged; if the concentration of the grouting slurry is too low, the slurry is not easy to adhere well, the slurry can not be easily sealed and pressurized under the address condition of more cracks, the slurry filling amount is large, and the slurry waste cost is increased.
Disclosure of Invention
In order to solve the problems in the existing grouting technology recorded in the background technology, the application provides a brand-new grouting control method to overcome the defects that the slurry consumption is large, an effective curtain cannot be formed in a target area, and the anti-seepage effect cannot reach the expected technical effect; meanwhile, the existing grouting is basically judged by human experience, and scientific slurry concentration transformation basis and standard are not provided, so that the slurry grouting for different geological conditions has large difference, and the final effect is poor; in addition, in the prior art, proper grouting pressure cannot be effectively matched according to actual geological conditions, and in order to effectively enable the grout to occupy the whole target area, the grouting pressure is usually considered to be increased, so that an effective anti-seepage curtain is formed in the target area as far as possible; however, the method causes the seepage-proof curtain formed after pouring to be too large and too wide, the consumption of the grout is increased, and the cost investment of the grout is large.
In order to achieve the purpose, the technical scheme adopted by the application is as follows:
before explaining the working principle of the present system, the applicant first briefly describes the use context of the present system and the functions and complete flow of the upstream and downstream systems. Foundation grouting engineering is very common in water conservancy and hydropower foundation treatment, and its main process links include in proper order: preparation of grout → storage of grout → transportation of grout → secondary preparation of grout → grouting into the formation. Wherein the content of the first and second substances,
preparation of slurry: the preparation of the slurry is finished by a pulping station or a pulping system, and the high-concentration slurry is prepared by mixing the solidified powder of cement and the like with a specific label with water in a specific ratio, and is commonly called as primary slurry.
Storage and transport of the slurry: in the prior art, slurry is conveyed by a slurry conveying pipeline through coordination and manual operation by workers of upstream and downstream nodes needing to convey slurry; the technical scheme provided by the embodiment is the process for replacing the existing manual slurry conveying process.
Secondary slurry preparation and slurry filling: the slurry preparation and grouting are generally completed by equipment of a slurry preparation station and a grouting station, in the prior art, the mainstream adopts manual operation for grouting, and the control of grouting pressure and flow still depends on the experience and judgment of operators; the slurry preparation is mainly characterized in that the secondary slurry preparation density is controlled by controlling the mixing ratio of the primary slurry and the water by means of equipment.
After the basic grouting engineering process flow is explained, the adaptive grouting control method provided by the present application will be further explained in a targeted manner.
The self-adaptive grouting control method aims to replace the whole process of 'grout injection' so as to obtain effective combination of effective geological seepage prevention and reasonable grout consumption. Specifically, the method comprises the following steps:
a self-adaptive grouting control method is used for grouting anti-seepage treatment on different geological strata and comprises the following steps:
s100, testing and irrigating to detect geological conditions;grouting is started, pressure is slowly increased to set grouting P =0.1Mpa, and slurry delivery flow Q is continuously collectedsGrouting pressure P and grout return flow QfGrouting flow rate Q = slurry feed flow rate Qs-flow rate of return pulp Qf；
When P is less than 0.1Mpa, if grouting flow Q is more than 30L/min, and grout return flow QfIf the speed is not less than 0L/min, an abnormal alarm is sent out;
when P is less than 0.1Mpa, if grouting flow Q is more than 30L/min, and grout return flow QfIf the grouting flow rate is more than 0L/min, controlling the grouting flow rate Q = 30L/min; continuing grouting until grouting amount sigma Q =300L or trial grouting time T =30min, performing graded grouting according to a preset slurry concentration gradient, and continuing grouting, otherwise, performing graded grouting; up to P0If not less than 0.1Mpa, performing step S200;
when P is more than or equal to 0.1Mpa, if the grouting flow Q is more than or equal to 10L/min and less than or equal to 27L/min, directly entering the step S200;
when P is more than or equal to 0.1Mpa, if the grouting flow Q is less than 10L/min, directly entering the step S400;
step S200, determining self-adaptive grouting; keeping the control pressure P =0.1Mpa to send the slurry constantly, and when the grouting flow Q is less than or equal to 25L/min, taking the grouting flow Q as the starting point of the self-adaptive grouting control and carrying out the following self-adaptive control;
step S300, self-adaptive grouting; the grouting pressure P is increased for the first time until the grouting flow Q1= (Q + 2) L/min, recording grouting flow rate Q1Corresponding grouting pressure P1Maintaining grouting pressure P1Maintaining the pressure until the grouting flow Q2= (Q1-4) L/min, record grouting flow Q2Corresponding grouting pressure P2(ii) a Repeating the steps for pressurizing and maintaining the pressure for n times to obtain any grouting flow QnAnd corresponding grouting pressure Pn(ii) a When n =5, recording the last grouting flow Qn+1=15L/min and corresponding grouting pressure Pn+1；
If Pn= design pressure P0，n∈[1-5]Then, go directly to step S500;
step S400, gradually pressurizing and monitoring the change of grouting flow Q:
if the grouting pressure reaches the design pressure P0While, and the grouting flow rate Q<15L/min, then directly entering the step S500;
if the grouting flow Q is less than 15L/min, constant flow control is carried out according to the grouting flow Q =15L/min until the actual grouting pressure P = the design pressure P0Then, the constant pressure is maintained, and the step S500 is carried out;
step S500, maintaining the design pressure P0And (5) performing constant pressure grouting until the grouting flow Q is less than 1L/min, and continuing for 30min to finish grouting.
As a preferred mode of the present application, scientific and reasonable selection of slurry concentration is achieved according to different geological conditions, and the condition of the skip-step slurry change in step S100 needs to satisfy simultaneously: the grouting pressure P is less than 0.1Mpa, the grouting amount Sigma Q is more than or equal to 300L, and the grouting flow Q is more than 30L/min.
The condition of the step-by-step slurry change in the step S100 needs to be selected to satisfy:
when the injection amount is 300L, and the injection rate is more than 30L/min;
when the injection amount is 300L and the injection rate is less than 30L/min, the following conditions are met:
Figure DEST_PATH_IMAGE001
；
when the grouting trial time T =30min and the injection amount is less than 300L,
Figure 641064DEST_PATH_IMAGE001
；
in the formula:
Figure 230308DEST_PATH_IMAGE002
mean value of pressure at the time of opening of target slurry
Figure DEST_PATH_IMAGE003
Is the average value of the pressure of the target slurry during final irrigation
Figure 478887DEST_PATH_IMAGE004
Average injection rate for target slurry opening
Figure DEST_PATH_IMAGE005
The average value of the injection rate of the target slurry in the final irrigation is shown.
Preferably, the pressurizing and pressure maintaining process in step S300 specifically includes the following steps:
step S310, the grouting pressure P is increased for the first time until the grouting flow Q1=25+2=27L/min, recording grouting flow rate Q1Corresponding grouting pressure P1(ii) a Maintaining grouting pressure P1Maintaining the pressure until the grouting flow Q2=27-4=23L/min, recording grouting flow rate Q2Corresponding grouting pressure P2；
Step S320 of raising grouting pressure P for the second time2Up to the grouting flow rate Q3=23+2=25L/min, recording grouting flow rate Q3Corresponding grouting pressure P3(ii) a Maintaining grouting pressure P3Maintaining the pressure until the grouting flow Q3= 25-4 =21L/min, and the grouting flow rate Q is recorded3Corresponding grouting pressure P3；
Step S330 for the third time of raising grouting pressure P3Recording grouting flow Q4=21+2=23L/min until grouting flow Q4= 23L/min4Corresponding grouting pressure P4(ii) a Maintaining grouting pressure P4Maintaining the pressure until the grouting flow Q4= 23-4 =19L/min, and the grouting flow rate Q is recorded4Corresponding grouting pressure P4；
Step S340 fourth raising grouting pressure P4Up to the grouting flow rate Q5=19+2=21L/min, recording grouting flow rate Q5Corresponding grouting pressure P5(ii) a Maintaining grouting pressure P5Maintaining the pressure until the grouting flow Q5=（21-4）=17L/min；
Step S350 raising grouting pressure P for the fifth time5Up to the grouting flow rate Q6=17+2=19L/min, recording grouting flow Q6Corresponding grouting pressure P6(ii) a Maintaining grouting pressure P6The pressure is maintained, and the pressure is maintained,up to the grouting flow Q6=（19-4）=15L/min。
In order to better realize the adhesive bonding between the slurry and the formation, as one of the preferable schemes in the present application, a step of removing sand by using clean water is further included before step S100, and specifically includes the following steps:
s000, using clear water as a pouring medium to pour at zero pressure, wherein the flow of the poured clear water is not less than 100L/min until the clear water returns out of the ground;
step S010 adjusting the filling pressure to 20% designed pressure P of grouting0Controlling the flow rate of clear water injection at 80L/min, and keeping for 30 min;
step S020 regulating the perfusion pressure to 50% of the designed pressure P of grouting0The flow rate of the clean water filling is controlled to be 40L/min until the clear water returned to the ground is sampled and stood for 1min, no turbidity is caused by visual inspection or the height of sediment is lower than 5% of the total liquid level depth of the sampled clear water, and the total time of the clear water filling is not lower than 40 min.
In order to better realize the self-adaptive grouting control method, the application provides a grouting system and the grouting system is adopted to enable the control method to easily realize grouting control, wherein the grouting system comprises a grouting barrel, a grouting pipeline, a slurry return pipeline and a circulating homogenate pipeline, wherein the grouting pipeline, the slurry return pipeline and the circulating homogenate pipeline are communicated with the grouting barrel;
the inlet end of the grouting pipeline is communicated with the grouting barrel, and the outlet end of the grouting pipeline is communicated with the formation grouting hole; the grouting pipeline is sequentially provided with a grouting valve, a grouting flowmeter, a grouting pump and a grouting pipe along the flowing direction of grouting slurry; one end of the slurry return pipeline is communicated with the slurry return hole, the other end of the slurry return pipeline is communicated with the grouting barrel or the slurry abandoning pipe, the slurry return pipeline is sequentially provided with a slurry return pipe, a pressure gauge, a slurry return densimeter, a pressure controller, a slurry return flowmeter and a slurry return three-way valve along the flowing direction of slurry return, and the slurry return three-way valve is selected to conduct the grouting barrel or the slurry abandoning pipe. The inlet and outlet ends of the circulating homogenate pipeline are communicated with the grouting barrel, and the circulating pump and the grouting densimeter are arranged on the pipeline.
Advantageous effects
1. By adopting the grouting pressure control method, in the pressure maintaining and boosting processes, the corresponding injection rate is different in descending and ascending speeds, under different geological conditions, the corresponding pressure flow change trend can be formed in a self-adaptive manner, the grouting process is more practical, the actual grouting quality is not influenced by different geological stratum fracture conditions, the actual grouting quality is obviously different from the actual grouting quality caused by the fact that different project geological conditions still can have deviation due to the fact that a certain fixed value is determined by controlling a single parameter or multiple parameters, the pressure control cannot be matched with the actual geological structure of the stratum, and the self-adaptive filling of the fracture by the grout in the application can not be realized according to different geological conditions.
2. The grouting pressure promotion mode taking the change of the grouting rate as the pressure change condition accords with the natural change rule of pressure and flow in the grouting process, and can fully ensure the grouting quality.
3. The grouting flow rate reflects the crack development degree of the stratum, the grouting flow rate indicates the crack development, the grouting performance is good, and the grouting is started at a low grouting pressure, so that the excessive grouting and unnecessary slurry waste can be prevented. The small grouting flow indicates that the crack does not develop and the grouting performance is poor, and the grouting with larger grouting pressure can ensure the penetration distance of the grout, prevent the insufficient grouting and fail to meet the engineering quality requirement. The grouting method has the advantages that the step 1 is a trial grouting stage, low-pressure grouting is adopted, the stratum fillability is proved by collecting the grouting flow of the hole section, the control parameters of the subsequent grouting process of the hole section are automatically selected, the matching of the grouting parameters and the stratum fillability is ensured, and the good combination of quality and work efficiency is realized.
4. The method can prevent grouting in a high-pressure mode at a high flow rate, and avoid causing the risk of stratum lifting; meanwhile, the grouting under the condition of stratum fracture development, stratum splitting and slurry seepage out of the grouting range can be prevented, and material waste is avoided.
5. The method can prevent the low flow-low pressure grouting mode, is favorable for ensuring the grouting quality and improving the grouting efficiency.
6. The method selects the consideration that the tentative pressure is 0.1 Mpa: due to different geological conditions and different designed grouting pressures, the trial pressure value is difficult to determine by the percentage of the designed pressure, and under the condition that 30L/min is used as the flow-limiting grouting condition, the grouting system can obviously and stably monitor the grouting pressure of 0.1Mpa, which is enough to indicate that the geological condition has obvious change, gradually reaches the normal grouting state and has the condition of controlling the pressure increasing force.
7. And (3) determining a flow control point: in order to ensure the continuity and the stability of pressure control between the boundary condition of the limited flow grouting with the injection rate of 30L/min and the end condition of the injection rate of 1L/min, a multistage and multistage grouting control method is adopted to promote the grouting pressure, and flow control points have certain intervals and do not jump too much, so that the flow control points are selected to be gradually reduced by a gradient of 2L/min.
8. Determination of control points for 15L/min injection rate: according to the prior grouting statistical data and grouting experience, the injection rate is reduced or reaches 15L/min as soon as possible, certain grout can be injected into small cracks to meet the design requirements, and the grout waste caused by large-flow long-time grouting can be prevented.
Drawings
In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings needed to be used in the description of the embodiments or the prior art will be briefly introduced below, it is obvious that the drawings in the following description are only some embodiments of the present application, and for those skilled in the art, other drawings can be obtained according to the drawings without inventive exercise.
FIG. 1 is a schematic perspective view of the present application;
FIG. 2 is another visual orientation isometric view of FIG. 1;
FIG. 3 is a top view of FIG. 1;
fig. 4 is a graph of grouting flow and design pressure for adaptive control of the grouting process according to the present application.
In the figure: 1-grouting barrel; 2-grouting valves; 3-grouting flow meter; 4-grouting pump; 5-grouting pipe; 6-circulating pump; 7-grouting densitometer; 8-slurry return pipe; 9-a pressure gauge; 10-returning pulp densitometer; 11-a pressure controller; 12-a slurry return flowmeter; 13-slurry return three-way valve; 14-slurry discharge pipe; 15-recovery tube.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application, generally described and illustrated in the figures herein, can be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present application, presented in the accompanying drawings, is not intended to limit the scope of the claimed application, but is merely representative of selected embodiments of the application. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
Example 1:
the present embodiment aims to illustrate the steps included in the adaptive grouting control method of the present application, as shown in the graph of grouting flow and design pressure for implementing adaptive control in the grouting process shown in fig. 4 of the specification, and the details are as follows:
a self-adaptive grouting control method is used for realizing self-adaptive grouting anti-seepage treatment on different geological strata, so that slurry can realize self-adaptive filling according to different crack conditions contained in different geology, and a preset grouting anti-seepage effect is achieved, and specifically comprises the following steps:
s100, testing and irrigating to detect geological conditions; grouting is started, pressure is slowly increased to set grouting P =0.1Mpa, and slurry delivery flow Q is continuously collectedsGrouting pressure P and grout return flow QfGrouting flow rate Q = slurry feed flow rate Qs-flow rate of return pulp Qf；
When P is less than 0.1Mpa, if grouting flow Q is more than 30L/min, and grout return flow QfIf the speed is not less than 0L/min, an abnormal alarm is sent out;
when P is less than 0.1Mpa, if grouting flow Q is more than 30L/min, and grout return flow QfIf the grouting flow rate is more than 0L/min, controlling the grouting flow rate Q = 30L/min; continuing grouting until grouting amount sigma Q =300L or trial grouting time T =30min, performing graded grouting according to a preset slurry concentration gradient, and continuing grouting, otherwise, performing graded grouting; up to P0If not less than 0.1Mpa, performing step S200;
when P is more than or equal to 0.1Mpa, if the grouting flow Q is more than or equal to 10L/min and less than or equal to 27L/min, directly entering the step S200;
when P is more than or equal to 0.1Mpa, if the grouting flow Q is less than 10L/min, the step S400 is directly carried out.
In the step, scientific and reasonable slurry concentration selection is realized according to different geological conditions, and the condition of the step-by-step slurry change needs to meet the following requirements at the same time: the grouting pressure P is less than 0.1Mpa, the grouting amount Sigma Q is more than or equal to 300L, and the grouting flow Q is more than 30L/min.
The condition of gradually changing the size needs to be selected to meet the following requirements:
when the injection amount is 300L, and the injection rate is more than 30L/min;
when the injection amount is 300L and the injection rate is less than 30L/min, the following conditions are met:
Figure 952725DEST_PATH_IMAGE001
；
when the grouting trial time T =30min and the injection amount is less than 300L,
Figure 298255DEST_PATH_IMAGE001
；
in the formula:
P11- -mean value of pressure at the time of opening of target slurry
P21The mean value of the pressure at the final filling of the target slurry
Q11- -mean value of injection rate at the time of opening of target slurry
Q21The average injection rate of the target slurry in the final irrigation is shown.
Step S200, determining self-adaptive grouting; keeping the control pressure P =0.1Mpa to send the slurry constantly, and when the grouting flow Q is less than or equal to 25L/min, taking the grouting flow Q as the starting point of the self-adaptive grouting control and carrying out the following self-adaptive control;
step S300, self-adaptive grouting; the grouting pressure P is increased for the first time until the grouting flow Q1= Q +2L/min, recording grouting flow rate Q1Corresponding grouting pressure P1Maintaining grouting pressure P1Maintaining the pressure until the grouting flow Q2=Q14L/min, recording grouting flow Q2 corresponding to grouting pressure P2(ii) a Repeating the steps for pressurizing and maintaining the pressure for n times to obtain any grouting flow QnAnd corresponding grouting pressure Pn(ii) a When n =5, recording the last grouting flow Qn+1=15L/min and corresponding grouting pressure Pn+1；
If Pn= design pressure P0，n∈[1-5]Then, go directly to step S500;
the pressurizing and pressure maintaining process in the step specifically comprises the following steps:
step S310, the grouting pressure P is increased for the first time until the grouting flow Q1=25+2=27L/min, recording grouting flow rate Q1Corresponding grouting pressure P1(ii) a Maintaining grouting pressure P1Maintaining the pressure until the grouting flow Q2=27-4=23L/min, recording grouting flow rate Q2Corresponding grouting pressure P2；
Step S320 of raising grouting pressure P for the second time2Up to the grouting flow rate Q3=23+2=25L/min, recording grouting flow rate Q3Corresponding grouting pressure P3(ii) a Maintaining grouting pressure P3Maintaining the pressure until the grouting flow Q3= 25-4 =21L/min, and the grouting flow rate Q is recorded3Corresponding grouting pressure P3；
Step S330 for the third time of raising grouting pressure P3Recording grouting flow Q4=21+2=23L/min until grouting flow Q4= 23L/min4Corresponding grouting pressure P4(ii) a Maintaining grouting pressure P4Maintaining the pressure until the grouting flow Q4= 23-4 =19L/min, and the grouting flow rate Q is recorded4Corresponding grouting pressure P4；
Fourth time in step S340Increase grouting pressure P4Up to the grouting flow rate Q5=19+2=21L/min, recording grouting flow rate Q5Corresponding grouting pressure P5(ii) a Maintaining grouting pressure P5Maintaining the pressure until the grouting flow Q5=（21-4）=17L/min；
Step S350 raising grouting pressure P for the fifth time5Up to the grouting flow rate Q6=17+2=19L/min, recording grouting flow Q6Corresponding grouting pressure P6(ii) a Maintaining grouting pressure P6Maintaining the pressure until the grouting flow Q6=（19-4）=15L/min。
Step S400, gradually pressurizing and monitoring the change of grouting flow Q:
if the grouting pressure reaches the design pressure P0While, and the grouting flow rate Q<15L/min, then directly entering the step S500;
if the grouting flow Q is less than 15L/min, constant flow control is carried out according to the grouting flow Q =15L/min until the actual grouting pressure P = the design pressure P0Then, the constant pressure is maintained, and the step S500 is carried out;
step S500, maintaining the design pressure P0And (5) performing constant pressure grouting until the grouting flow Q is less than 1L/min, and continuing for 30min to finish grouting.
Example 2:
in order to better realize the adhesive bonding between the subsequent slurry and the formation, as one of the preferred embodiments of the present application, further refining and perfecting are performed on the basis of example 1, specifically, a step of removing sand by using clean water is further included before step S100, and specifically, the following steps are included:
s000, using clear water as a pouring medium to pour at zero pressure, wherein the flow of the poured clear water is not less than 100L/min until the clear water returns out of the ground;
step S010, adjusting the filling pressure to be 20% of the designed filling pressure P0, controlling the flow rate of clear water filling to be 80L/min, and keeping the flow rate for 30 min;
step S020 regulating the perfusion pressure to 50% of the designed pressure P of grouting0The flow rate of the clean water is controlled at 40L/min until the clear water returned to the ground is sampled and stood for 1min, and then turbidity is not caused by visual inspection or the height of the sediment is lower than that of the sediment after the clear water is taken outThe total liquid level depth of the sample clear water is 5 percent, and the total time of clear water perfusion is not less than 40 min.
The working principle and the beneficial effects are as follows:
because clear water can effectual realization fill as the medium, and can utilize the complete equipment and the system of grout completely, reduced the degree of difficulty of actual operation. As the geology of any construction project has more or less silt, mud or gravel in the stratum, when the grouting is directly carried out without cleaning, after the grouting slurry reaches the cracks, the slurry is in a state that the fluid can absorb the gravel or the mud, the bonding force and the adhesive force of the grouting slurry and the rock in the geological body are greatly reduced, so that the integral degree of building an anti-seepage curtain system is reduced, the water permeability is increased, and even the whole project fails because the standard of the preset water permeability cannot be reached. After the cleaning by clear water, the influence on the solidification and the attachment of the slurry can be avoided after clear water on the ground is returned by visual inspection or precipitates are less than 5%, a good curtain can be obtained, and the water permeability can easily reach the design standard.
In the cleaning process of the clean water, the flow rate of the clean water is the most important index, and because the fractures are dispersed in all directions in the stratum, most of the fractures are not positioned on the flow channels of the filling port and the slurry return port, when the fractures are distributed deeply or extend to a large extent, the clean water can be filled into the stratum more than necessary in a pressurization and pressure maintaining mode, but the silt is not well communicated with the clean water to be taken out, but a fluid effect can be formed in the stratum fractures at a high flow rate, and the clean water in the fractures can generate a certain stirring effect, so that the silt is driven to flow along with the clean water and return to the ground, and the purpose of removing the silt is achieved. Tests show that on the premise of zero pressure control, clean water is sequentially filled into a stratum at 20L/min, 40L/min, 80L/min, 90L/min, 95L/min, 100L/min, 105L/min, 110L/min and 115L/min respectively, and the filling flow is increased to the next stage until the filling flow is 20L/min-115L/min after the clean water with any flow gradient returns to the clean water and is not turbid any more after visual inspection. The following conclusions are obtained by recording the return of clear water in the initial section after the filling flow is lifted each time:
in the pouring flow rate range of 20-100L/min, the phenomenon that the returned clear water at the initial stage after the pouring flow rate is increased is obviously turbid or is mixed with silt, and when the flow rate exceeds 100L/min, the returned clear water at the initial stage does not obviously change, which shows that the removal amount of the silt and the flow rate of the flushing clear water in a certain flow rate range form a positive correlation relationship, and since the flow rate of the clear water exceeds 100L/min and does not accord with the positive correlation relationship, the effective clear water flushing flow rate can not bring direct beneficial effects after being larger than 100L/min, but can lead to the increase of clear water consumption, and the optimal initial flushing flow rate is determined to be 100L/min.
It is worth to say that the clear water remained under the stratum will be squeezed out by the slurry when grouting is carried out, and the clear water which is not squeezed out in time will be at the pressure close to the design pressure P in the grouting process0In the process, the high-pressure state can permeate into other areas through the formation cracks, the concentration of the injected slurry cannot be reduced, and the subsequent solidification of the slurry and the construction of an impermeable curtain cannot be influenced; the absolute value of the perfusion pressure in the cleaning and desanding process in the process is not more than 1Mpa, and when the design pressure P is 50 percent0And when the pressure is more than 1Mpa, taking 1Mpa as the perfusion pressure value.
Example 3:
in this embodiment, a control method is further described in detail by combining with an actual construction project case, and a grouting system provided by the applicant is used to realize detailed explanation of grouting control, where the case conditions in this embodiment are as follows:
item name: engineering for renovating diaphragm wall of cowshed rock and rubble barrier lake
Item address: county of Ludian province, Yunnan province
Item overview: the impervious wall engineering is the main body of the damming body renovation engineering, and the left bank and the right bank are constructed by excavating flat hole curtain grouting. The left bank curtain is 305.45m in axial length, the left bank curtain is divided into 17 units and 309 holes, the total length of the designed drilling and grouting is 23791.87m, the hole diameter of the drilling hole is phi 56-phi 76mm, and the water permeability is not more than 5Lu according to the qualification standard.
The project site is formed by stacking a large number of mountain collapsed boulders, the boulder gaps are large, the terrain is complex, the gallery spaces on two sides are narrow, the elimination height of grouting equipment is limited, and the requirements of rapid pulping, stable grouting, real-time adjustment of grouting flow and the like are required. In the embodiment, the grouting system adopted for construction comprises a grouting barrel 1, and a grouting pipeline, a slurry return pipeline and a circulating homogenate pipeline which are communicated with the grouting barrel 1;
the inlet end of the grouting pipeline is communicated with the grouting barrel 1, and the outlet end of the grouting pipeline is communicated with the stratum grouting hole; the grouting pipeline is sequentially provided with a grouting valve 2, a grouting flowmeter 3, a grouting pump 4 and a grouting pipe 5 along the flowing direction of grouting slurry; one end of the slurry return pipeline is communicated with the slurry return hole, the other end of the slurry return pipeline is communicated with the grouting barrel 1 or the slurry abandoning pipe 14, the slurry return pipeline is sequentially provided with a slurry return pipe 8, a pressure gauge 9, a slurry return densimeter 10, a pressure controller 11, a slurry return flowmeter 12 and a slurry return three-way valve 13 along the flowing direction of slurry return, and the slurry return three-way valve 13 is communicated with the grouting barrel 1 or the slurry abandoning pipe 14. The inlet and outlet ends of the circulating homogenate pipeline are communicated with the grouting barrel 1, and the circulating pump 6 and the grouting densimeter 7 are arranged on the pipeline.
In the step S100, during the process of testing grouting for geological conditions, the set grouting pressure P =0.1Mpa is set by the pressure controller 11 in the grout return pipeline, and after the setting is completed, the pressure controller 11 compares the pressure value acquired by the pressure gauge 9 connected in series with the pressure controller with the preset grouting pressure P in real time to adjust the pressure value in real time, so that the actual grouting pressure P acquired by the pressure gauge 9 meets the preset pressure condition.
Grouting flow rate Q = slurry feed flow rate Qs-flow rate of return pulp QfWherein the slurry feeding flow rate QsThe grouting flow meter 3 in the grouting pipeline is used for real-time acquisition, and the flow Q of the returned groutfAnd the real-time data and the accumulated data of the grouting flow Q are acquired by the slurry return flowmeter 12 in real time.
Similarly, the pressurization and pressure maintaining processes designed in the steps S200-S500 and the control of the grouting flow Q are all realized by controlling and acquiring the grouting pump 4, the grouting flowmeter 3, the slurry return flowmeter 12, the pressure gauge 9 and the pressure controller 11. The grout firstly passes through the grouting valve 2, the grouting flowmeter 3, the grouting pump 4 and the grouting pipe 5 in turn to be sent into the stratum from the grouting barrel 1, and then passes through the grouting valve 2, the grouting flowmeter 3, the grouting pump 4 and the grouting pipe in turnAnd the slurry return pipe 8, the pressure gauge 9, the slurry return densimeter 10, the pressure controller 11, the slurry return flowmeter 12 and the slurry return three-way valve 13 are selected to enter the grouting barrel 1 or the slurry abandoning pipe 14. It should be noted and emphasized here that, the slurry return density meter 10 is installed in the slurry return pipeline to collect the density of the slurry returned in real time, and the change of the density of the slurry returned is judged to be the basis for the slurry return three-way valve 13 to conduct the slurry abandoning pipe 14 or the grouting barrel 1, so that the qualified slurry is recycled, and the great slurry waste caused by the repeated configuration of the slurry is avoided. In general, to satisfy the pressure control of the grouting process, the actual grout return flow QfMuch larger than the actual slurry flow QsTherefore, the arrangement of the functional mechanism for repeatedly recovering the grout on the grout return pipeline is also a great improvement on the structure of the grouting system, and can bring considerable benefits in the aspect of cost input and economic benefits without influencing the actual grouting quality.
In the embodiment, a circulating homogenate pipeline is additionally arranged, so that the grout in the grouting barrel 1 is continuously driven circularly through the circulating pump 6, the grout is prevented from being solidified firstly, and the density condition of the grout injected in any time period can be monitored and recorded in real time through the grouting densimeter 7, so that the whole data of the whole grouting process can be replayed and inquired, and the effective and scientific effect prediction can be carried out on the construction project; the grouting parameter ranges of different geological conditions and different geological types can be obtained in a summarizing manner by combining actual waterproof seepage data for prediction evaluation comparison in the later period, more scientific and effective basis is provided for the subsequent early-stage exploration and grouting plan of the special geological structure, and the blank that the data in the field can not be traced back at present, and the effect prediction accuracy is not high after grouting of special projects, even the effect cannot be predicted is filled. The control method in this embodiment is described in the steps described in embodiment 1, and is not described herein again. In the grouting system used in this embodiment, the reception, operation, and processing related to signals are implemented based on a PLC logic controller or a PLC digital controller, and the existing PLC equipment is adopted, and hardware improvement is not performed, which belongs to the prior art and is not what is claimed in this application.
The barrier lake seepage-proofing project of the embodiment is accepted by Yunan water-feeding Niubangjiang barrier lake engineering construction Limited company, the engineering water permeability rate is lower than the standard of 5Lu, and the effect meets the expected design standard.
Finally, it is to be particularly emphasized that the basic principle followed by grouting according to the present embodiment is: firstly, the grouting pressure is promoted to the design pressure as soon as possible; and secondly, controlling the grouting flow to 15L/min as soon as possible in the boosting process. If the pressure rise time period is too long, the flow is too large, and the slurry is wasted greatly; the pressure is increased to the design pressure in the shortest time, the slurry concentration conversion is needed scientifically, so that a good pressure maintaining effect can be formed on the bottom layer, unnecessary waste of the slurry caused by the fact that the slurry obviously extends to the outside of a target anti-seepage processing area due to the fact that the slurry with too low concentration cannot block cracks in time is avoided, and the conversion of the slurry concentration follows the slurry gradual or step-by-step promotion rule. The slurry flow of the tail section is controlled at 15L/min to ensure that the cracks of the target area are completely and effectively filled with the slurry, but the slurry does not obviously exceed the target area to cause slurry waste; if the flow is too small, incomplete filling may be caused aiming at the stratum with more and tiny cracks, and the integrity and the seepage resistance of the formed seepage-proofing curtain cannot reach the best; if the flow is too large, the tail section grouting slurry exceeds the target area, and the slurry is wasted. Therefore, the key point of the present invention is to combine theoretical derivation with practical experience of many practical projects to obtain the important and scientific basic principle.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims (7)

1. A self-adaptive grouting control method is used for grouting anti-seepage treatment on different geological strata and is characterized in that: the method comprises the following steps:
s100, testing and irrigating to detect geological conditions; starting grouting and slowly pressurizing to set irrigationThe pulp pressure P =0.1Mpa, and the pulp delivery flow Q is continuously collectedsGrouting pressure P and grout return flow QfGrouting flow rate Q = slurry feed flow rate Qs-flow rate of return pulp Qf；
When P is less than 0.1Mpa, if grouting flow Q is more than 30L/min, and grout return flow QfIf the speed is not less than 0L/min, an abnormal alarm is sent out;
when P is less than 0.1Mpa, if grouting flow Q is more than 30L/min, and grout return flow QfIf the grouting flow rate is more than 0L/min, controlling the grouting flow rate Q = 30L/min; continuing grouting until grouting amount sigma Q =300L or trial grouting time T =30min, performing graded grouting according to a preset slurry concentration gradient, and continuing grouting, otherwise, performing graded grouting; up to P0If not less than 0.1Mpa, performing step S200;
when P is more than or equal to 0.1Mpa, if the grouting flow Q is more than or equal to 10L/min and less than or equal to 27L/min, directly entering the step S200;
when P is more than or equal to 0.1Mpa, if the grouting flow Q is less than 10L/min, directly entering the step S400;
step S200, determining self-adaptive grouting; keeping the control pressure P =0.1Mpa to send the slurry constantly, and when the grouting flow Q is less than or equal to 25L/min, taking the grouting flow Q as the starting point of the self-adaptive grouting control and carrying out the following self-adaptive control;
step S300, self-adaptive grouting; the grouting pressure P is increased for the first time until the grouting flow Q1= (Q + 2) L/min, recording grouting flow rate Q1Corresponding grouting pressure P1Maintaining grouting pressure P1Maintaining the pressure until the grouting flow Q2= (Q1-4) L/min, record grouting flow Q2Corresponding grouting pressure P2(ii) a Repeating the steps for pressurizing and maintaining the pressure for n times to obtain any grouting flow QnAnd corresponding grouting pressure Pn(ii) a When n =5, recording the last grouting flow Qn+1=15L/min and corresponding grouting pressure Pn+1；
If Pn= design pressure P0，n∈[1-5]Then, go directly to step S500;
step S400, gradually pressurizing and monitoring the change of grouting flow Q:
if the grouting pressure reaches the design pressure P0While, and the grouting flow rate Q<15L/min, then straightStep S500 is entered;
if the grouting flow Q is less than 15L/min, constant flow control is carried out according to the grouting flow Q =15L/min until the actual grouting pressure P = the design pressure P0Then, the constant pressure is maintained, and the step S500 is carried out;
step S500, maintaining the design pressure P0And (5) performing constant pressure grouting until the grouting flow Q is less than 1L/min, and continuing for 30min to finish grouting.
2. The adaptive grouting control method according to claim 1, wherein: the condition of the override pulping in the step S100 needs to be satisfied at the same time: the grouting pressure P is less than 0.1Mpa, the grouting amount Sigma Q is more than or equal to 300L, and the grouting flow Q is more than 30L/min.
3. The adaptive grouting control method according to claim 1, wherein: the condition of the step-by-step slurry change in the step S100 needs to be selected to satisfy:
when the injection amount is 300L, and the injection rate is more than 30L/min;
when the injection amount is 300L and the injection rate is less than 30L/min, the following conditions are met:
Figure DEST_PATH_IMAGE002
；
when the grouting trial time T =30min and the injection amount is less than 300L,
Figure 583813DEST_PATH_IMAGE002
；
in the formula:
Figure DEST_PATH_IMAGE004
mean value of pressure at the time of opening of target slurry
Figure DEST_PATH_IMAGE006
For the target slurryMean value of pressure during irrigation
Figure DEST_PATH_IMAGE008
Average injection rate for target slurry opening
Figure DEST_PATH_IMAGE010
The average value of the injection rate of the target slurry in the final irrigation is shown.
4. The adaptive grouting control method according to claim 1, wherein: the pressurizing and pressure maintaining process in the step S300 specifically comprises the following steps:
step S310, the grouting pressure P is increased for the first time until the grouting flow Q1=25+2=27L/min, recording grouting flow rate Q1Corresponding grouting pressure P1(ii) a Maintaining grouting pressure P1Maintaining the pressure until the grouting flow Q2=27-4=23L/min, recording grouting flow rate Q2Corresponding grouting pressure P2；
Step S320 of raising grouting pressure P for the second time2Up to the grouting flow rate Q3=23+2=25L/min, recording grouting flow rate Q3Corresponding grouting pressure P3(ii) a Maintaining grouting pressure P3Maintaining the pressure until the grouting flow Q3= 25-4 =21L/min, and the grouting flow rate Q is recorded3Corresponding grouting pressure P3；
Step S330 for the third time of raising grouting pressure P3Recording grouting flow Q4=21+2=23L/min until grouting flow Q4= 23L/min4Corresponding grouting pressure P4(ii) a Maintaining grouting pressure P4Maintaining the pressure until the grouting flow Q4= 23-4 =19L/min, and the grouting flow rate Q is recorded4Corresponding grouting pressure P4；
Step S340 fourth raising grouting pressure P4Up to the grouting flow rate Q5=19+2=21L/min, recording grouting flow rate Q5Corresponding grouting pressure P5(ii) a Maintaining grouting pressure P5Maintaining the pressure until the grouting flow Q5=（21-4）=17L/min；
Step S350 raising grouting pressure P for the fifth time5Up to the grouting flow rate Q6=17+2=19L/min, recording grouting flow Q6Corresponding grouting pressure P6(ii) a Maintaining grouting pressure P6Maintaining the pressure until the grouting flow Q6=（19-4）=15L/min。
5. The adaptive grouting control method according to claim 1, wherein: before the step S100, a step of removing sand by using clean water is further included, which specifically includes the following steps:
s000, using clear water as a pouring medium to pour at zero pressure, wherein the flow of the poured clear water is not less than 100L/min until the clear water returns out of the ground;
step S010 adjusting the filling pressure to 20% designed pressure P of grouting0Controlling the flow rate of clear water injection at 80L/min, and keeping for 30 min;
step S020 regulating the perfusion pressure to 50% of the designed pressure P of grouting0The flow rate of the clean water filling is controlled to be 40L/min until the clear water returned to the ground is sampled and stood for 1min, no turbidity is caused by visual inspection or the height of sediment is lower than 5% of the total liquid level depth of the sampled clear water, and the total time of the clear water filling is not lower than 40 min.
6. An adaptive grouting control method according to any one of claims 1 to 5, characterised in that: the grouting system is realized by a grouting system, and the grouting system comprises a grouting barrel (1), and a grouting pipeline, a slurry return pipeline and a circulating homogenate pipeline which are communicated with the grouting barrel (1);
the inlet end of the grouting pipeline is communicated with the grouting barrel (1), and the outlet end of the grouting pipeline is communicated with the stratum grouting hole; the grouting pipeline is sequentially provided with a grouting valve (2), a grouting flowmeter (3), a grouting pump (4) and a grouting pipe (5) along the flowing direction of grouting slurry; the slurry return pipeline is characterized in that one end of the slurry return pipeline is communicated with the slurry return hole, the other end of the slurry return pipeline is communicated with the grouting barrel (1) or the slurry discharge pipe (14) in a selected mode, the slurry return pipeline is sequentially provided with a slurry return pipe (8), a pressure gauge (9), a slurry return densimeter (10), a pressure controller (11), a slurry return flow meter (12) and a slurry return three-way valve (13) along the flow direction of slurry return, and the slurry return three-way valve (13) is communicated with the grouting barrel (1) or the slurry discharge pipe (14) in a selected mode.
7. The adaptive grouting control method according to claim 6, wherein: the inlet and outlet ends of the circulating homogenate pipeline are communicated with the grouting barrel (1), and the circulating pump (6) and the grouting densimeter (7) are arranged on the pipeline.
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