CN113174929B - Karst building foundation composite reinforcement method under flowing water condition - Google Patents
Karst building foundation composite reinforcement method under flowing water condition Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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Abstract
The invention provides a karst building foundation composite reinforcement method under the condition of flowing water, which comprises the following steps: s1: exploring geology to obtain basic data; s2: determining an expansion material and a water immersion expansion speed based on the basic data; s3: determining the relative position S of the upstream injection hole and the field boundary, and determining the side boundary and the downstream injection hole; s4: drilling holes at the position of the upstream injection hole and adding an expandable material, and after plugging is finished, drilling holes at the position of the downstream and side boundary injection holes and adding the expandable material; s5: and (5) carrying out drilling grouting reinforcement treatment on the site to be treated. The invention has the beneficial effects that: through the accurate calculation to groundwater shutoff position, can rationally use the volume of shutoff sizing material, realize the ground slip casting reinforcement processing in karst district, guarantee that engineering cost and budget can not deviate too greatly, the thick liquids can not too much flow to other underground intercommunication holes along with groundwater, reduced the waste of thick liquids.
Description
Technical Field
The invention relates to the technical field of rock and soil construction, in particular to a foundation grouting reinforcement method based on building boundary plugging in a communicated hole karst area.
Background
In a karst area, a karst ditch, a karst trough and bedrock cracks are communicated with a karst cave and a soil cave, and hydrogeological conditions are very complex. When grouting reinforcement treatment is carried out on a karst area with flowing underground water distributed in the communicated holes, the underground holes are complex in distribution condition, the flowing underground water easily washes away slurry, so that a large amount of slurry is lost, the engineering cost is greatly increased, and the required engineering cost is far beyond the budget because direct grouting reinforcement is adopted without plugging treatment on a karst cave with the underground water.
In the prior art, a direct drilling grouting method is mostly adopted as a treatment scheme for reinforcing the foundation, but in a communicated hole karst area with flowing underground water, the underground karst cave condition is complex, direct grouting easily causes loss and waste of a large amount of slurry, and great resource and economic loss are caused.
Disclosure of Invention
This section is for the purpose of summarizing some aspects of embodiments of the invention and to briefly introduce some preferred embodiments. In this section, as well as in the abstract and the title of the invention of this application, simplifications or omissions may be made to avoid obscuring the purpose of the section, the abstract and the title, and such simplifications or omissions are not intended to limit the scope of the invention.
The invention is provided in view of the problems that the existing karst area has too much underground water and the building foundation is difficult to reinforce.
Therefore, the invention aims to solve the technical problems of accurately surveying and plugging underground water in karst areas, reasonably using slurry to plug the underground water and further realizing the reinforcement of building foundations.
In order to solve the technical problems, the invention provides the following technical scheme: a karst building foundation composite reinforcement method under the condition of flowing water comprises the following steps,
s1: exploring geology to obtain hydrogeology basic data;
s2: determining an expansion material and a water immersion expansion speed based on the basic data;
s3: determining the relative positions of an upstream injection hole and a field ground boundary based on the injection speed of the expansion material in unit time, the water immersion expansion speed of the expansion material and the water flow rate, setting a position safety distance based on the upper boundary position, and determining the positions of a side boundary and a downstream injection hole according to the expansion speed and the final expansion volume of the expansion material;
s4: drilling the upstream injection hole position determined based on the S3 and adding the expansion material, and after the plugging of the plugging area S is completed, drilling the downstream injection hole position and adding the expansion material;
s5: and after the expansion material is determined to completely block the karst hole communicating area, carrying out grouting and drilling treatment on the site to be treated.
The invention relates to a preferable scheme of a karst building foundation composite reinforcement method under the condition of flowing water, wherein the preferable scheme comprises the following steps: and the hydrogeological basic data in the S1 comprise the flow velocity and the flow direction of underground flowing water and the size and the distribution of the karst cave, and the maximum depth of underground water is measured.
The invention relates to a preferable scheme of a karst building foundation composite reinforcement method under the condition of flowing water, wherein the preferable scheme comprises the following steps: the calculation formula of the relative position S of the upper boundary is as follows:
wherein S is represented at t 0 Distance of movement of the expanding material particles in time, t 0 Time required for the particles of the intumescent material to sink to the water bottom, v t Is the transverse velocity of the expanding material particles at time t.
The invention relates to a preferable scheme of a karst building foundation composite reinforcement method under the condition of flowing water, wherein the preferable scheme comprises the following steps: transverse velocity v of the expanded material particles at time t t The calculation formula of (2) is as follows:
wherein v is 0 As the velocity of water flow, a Horizontal bar Is an expandable particleThe lateral acceleration in water, t represents time, i.e. a certain moment, k represents the viscosity coefficient of water, p Ball with ball-shaped section Expressing the density of the particles of the intumescent material and the rate of expansion of the particles of the intumescent material is v 1 Initial diameter of d 1 ，a Cross bar The calculation formula of (c) is:
wherein F is the resistance of the expanded material particles in water, m is the mass of the expanded material particles, v 0 Indicating the velocity of water flow at the exit of the pipe, v 1 Expressing the expansion rate, according to stokes law:
F＝6πkv 0 ·R＝3πkv 0 v 1 td 1
the invention relates to a preferable scheme of a karst building foundation composite reinforcement method under the condition of flowing water, wherein the preferable scheme comprises the following steps: the time t required for sinking to the water bottom 0 Calculating by an equilibrium equation when the expandable particles are submerged in the water bottom, the equilibrium equation being:
the vertical velocity of the expanded particulate material as it is injected into the tube outlet is:
wherein h is the maximum water depth in the karst cave, a Vertical shaft Acceleration of the sinking of the expandable particles in water, v z The calculation formula of the sinking acceleration of the expandable particles in water is as follows:
in the formula, V t Indicates at the time of tVolume of expandable particles, V t ＝v 1 tV 1 ，V 1 Is the initial volume of the expandable particles.
The invention relates to a preferable scheme of a karst building foundation composite reinforcement method under the condition of flowing water, wherein the preferable scheme comprises the following steps: the calculation formula of the side boundary and the downstream injection hole position is as follows:
L＝v z t R ·v 1 t 0 d 1
wherein L is the position with the longest distance between the side boundary of the field and the downstream injection hole of the underground water, and the time required for the first injection of the expandable particles is t R The number of particles injected per unit time is v z t R 。
As a preferred scheme of the karst building foundation composite reinforcement method under the condition of flowing water, the method comprises the following steps: the monitoring of the plugging area is based on the monitoring of the groundwater flow speed, and the standard for completing the plugging of the upstream groundwater is that the upstream groundwater flow speed is 0.
The invention has the beneficial effects that: the method is suitable for the reinforcement treatment of the plugging grouting of the karst area foundation with the communicated holes with flowing underground water, the amount of plugging rubber can be reasonably used through the accurate calculation of the plugging position of the underground water, the foundation grouting reinforcement treatment of the karst area is realized, the large deviation between the construction cost and the budget is ensured, the slurry cannot flow to other underground communicated holes along with the underground water too much, and the waste of the slurry is reduced.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the description below are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without inventive labor. Wherein:
fig. 1 is a schematic view of a construction site of a karst building foundation composite reinforcement method under a flowing water condition according to a first embodiment of the invention;
FIG. 2 is a schematic diagram illustrating water plugging realized by injecting expansive particles at an upstream position of underground water in the karst building foundation composite reinforcement method under the condition of flowing water according to the first embodiment of the invention;
FIG. 3 is a schematic diagram of water plugging achieved by injecting expansive particles into the region side boundary and the underground water downstream part of the karst building foundation composite reinforcement method under the condition of flowing water according to the first embodiment of the invention;
FIG. 4 is a schematic diagram of grouting after water plugging is realized by the karst building foundation composite reinforcement method under the condition of flowing water according to the second embodiment of the invention;
in the figure: 1-an injection hole; 2-a foundation to-be-treated area; 3-theoretical plugging position; 4-expanded material particles; 5-grouting holes at the upstream of the underground water; 6-injecting holes at the side boundary of the area and the downstream of the underground water.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention more comprehensible, embodiments accompanying figures of the present invention are described in detail below.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention, but the present invention may be practiced in other ways than those specifically described and will be readily apparent to those of ordinary skill in the art without departing from the spirit of the present invention, and therefore the present invention is not limited to the specific embodiments disclosed below.
Referring to fig. 1 to 4, a first embodiment of the present invention provides a method for composite reinforcement of a karst building foundation under flowing water conditions, and as shown in the drawings, the method for composite reinforcement of a karst building foundation under flowing water conditions includes:
s1: exploring geology to obtain hydrogeology basic data;
s2: determining the expansion material and the water immersion expansion speed based on the basic data;
s3: determining the relative position S of an upstream injection hole and a field ground boundary based on the injection speed of the expansion material in unit time, the water immersion expansion speed of the expansion material and the water flow rate, setting a position safety distance based on the upper boundary position, and determining the positions of a side boundary and a downstream injection hole according to the expansion speed and the final expansion volume of the expansion material;
s4: drilling the upstream injection hole position determined based on the S3 and adding the expansion material, and after the plugging of the plugging area S is completed, drilling the downstream injection hole position and adding the expansion material;
s5: and after the expansion material is determined to completely block the karst hole communicating area, performing grouting and drilling treatment on the site to be treated.
The hydrogeological basic data in S1 comprise the flow rate and the flow direction of underground flowing water and the size and the distribution of a karst cave, the maximum depth of underground water is measured, the monitoring of the plugging area is based on the monitoring of the flow rate of the underground water, and the standard for completing the plugging of the underground water is that the flow rate of the underground water is 0.
The method comprises the steps of constructing a building in a karst region, reinforcing the foundation to ensure that the foundation has enough bearing capacity, plugging the communication holes of the underground water to ensure that the underground water cannot flow or burst out, and grouting and reinforcing the foundation, wherein as shown in the figure, the geology needs to be surveyed to obtain hydrogeology basic data of the foundation region, namely the flow rate, the flow direction and the size and the distribution of the underground flowing water in the region need to be measured, the maximum depth of the underground water is measured, wherein the flow rate, the size and the distribution of the karst cave can be measured by an underground water dynamic parameter measuring instrument to provide basic data for follow-up, and after the hydrogeology basic data is obtained, an expansion material is determined, the existing expansion particle material is selected, and after the expansion particle material is determined, the soaking expansion rate and the final expansion volume of the material can be obtained to ensure the use amount of the expansion particle material, and the main performance of the expansion particle material can show that the water plugging resistance is not higher than 130 ℃ and the indoor water plugging resistance is not higher than 92 percent. The material can be guaranteed to completely block the underground karst holes. The method comprises the steps of firstly determining the relative position S of the upstream and the ground boundary of the underground water, then determining the drilling positions of the side edge and the lower boundary of the ground, namely determining the position of an upstream injection hole, then determining the positions of a side edge and a downstream injection hole, wherein the injection hole position of the upstream of the underground water is mainly determined by the relative position S of the injection hole and the upper boundary of the ground, in order to ensure safety, the distance needs to be properly lengthened, and the injection hole needs to be properly widened, wherein the relative position S of the upstream injection hole and the ground boundary of the ground is mainly calculated on the basis of the injection speed of an expansion material per unit time, the immersion expansion speed of the expansion material and the water flow speed, the side boundary and the downstream injection hole position are determined according to the expansion speed and the final expansion volume of the expansion material, after the position is determined, the injection hole of the upstream of the underground water is firstly plugged, namely, the determined position of the upstream injection hole is drilled and added with the expansion material, the expansion material expands after immersion, the underground water is plugged, and the holes of the underground water cannot flow out, and after the plugging of the upstream injection hole is completed, the underground water is drilled, and the underground water is drilled by a drilling method of a capture drilling method, a reverse impact drilling method, a circulating drilling method of drilling, a reverse drilling method of drilling and a circulating drilling method of drilling, a forward impact drilling and a pumping drilling method of drilling. It should be noted that monitoring of the plugging area is based on monitoring of the flow rate of the upstream groundwater, the standard for completing plugging of the upstream groundwater is that the flow rate of the groundwater is 0, after plugging of the groundwater is completed, the side boundary of the site and the downstream of the groundwater are drilled and expandable particles are injected, it is ensured that the expandable particles are not washed away by groundwater flow, the number of the injected expandable particles is fully considered, it is ensured that the expandable particles do not enter the area to be treated 2, and after it is determined that the karst hole communicating area is completely plugged by the expandable material, grouting and drilling treatment are performed on the site to be treated.
Further, for the calculation of the relative position S of the upper boundary, the calculation formula is:
wherein S is represented at t 0 Distance of movement of the expanding material particles in time, t 0 To expandTime required for the material particles to sink to the water bottom, v t Is the transverse velocity of the expanded material particles at time t;
transverse velocity v of the expanding material particles at time t t The calculation formula of (2) is as follows:
wherein v is 0 As the velocity of water flow, a Horizontal bar T represents time, i.e. a certain moment, k represents the viscosity coefficient of water, rho is the transverse acceleration of the expandable particles in water Ball with ball-shaped section Expressing the density of the particles of the intumescent material and the rate of expansion of the particles of the intumescent material is v 1 Initial diameter of d 1 ，a Horizontal bar The calculation formula of (2) is as follows:
wherein F is the resistance of the expanded material particles in water, m is the mass of the expanded material particles, v 0 Indicating the velocity of water flow at the exit of the pipe, v 1 Expressing the expansion rate, according to stokes law:
F＝6πkv 0 ·R＝3πkv 0 v 1 td 1
time t required for sinking to the water bottom 0 Calculating by an equilibrium equation when the expandable particles are submerged in the water bottom, the equilibrium equation being:
the vertical velocity of the expanded particulate material as it is injected into the tube outlet is:
wherein h is the maximum water depth in the karst cave, a Vertical Is an expandable particleAcceleration of sinking in water, v z The calculation formula of the sinking acceleration of the expandable particles in water for the initial velocity when entering the pipe is as follows:
in the formula, V t Denotes the volume of the expandable particles at time t, V t ＝v 1 tV 1 ，V 1 To calculate the initial volume of the expandable particles, the relative position of the upper boundary can be calculated by integrating the lateral velocity with time by calculating the time required for the expandable particles to sink to the bottom and the lateral velocity of the expandable particles at time t.
Furthermore, after the relative position of the upper boundary is determined, the positions of the injection holes on the side and the downstream are determined, and for the position L with the longest distance between the site side boundary and the groundwater downstream injection hole, the calculation formula is as follows:
L＝v z t R ·v 1 t 0 d 1
wherein the time required for the first injection of the expandable particles is t R The number of particles injected per unit time is v z t R Since the particles are stacked, the actual required distance is smaller than the calculated distance L; after the upper boundary position and the lower boundary position and the boundary position of the side edge are determined, drilling needs to be carried out on the upstream underground water injection hole position, the side edge and the downstream injection hole position in sequence, in the drilling process, a down-the-hole drill can be used for hole forming, on the basis of fully considering geology, if the local soil layer does not allow single-row drilling, the drilling can be carried out in rows according to the actual engineering condition, the stability of the drilling is ensured, after the drilling is finished, an injection pipeline is installed, the lower end face of the injection pipe and the water surface are ensured to be basically located on the same horizontal line, the speed and the calculation deviation are not large when the expanded particles enter water, and the injection pipe is subjected to centering in advance at the drilling positionThe expansion particles are injected into the peripheral holes behind the interval holes in a hole-by-hole grouting sequence, the flow rate of underground water is monitored in real time, the expansion particles are determined to finish plugging the underground water, batch injection can be adopted when the expansion particles are injected, a second batch of expansion particles are injected in the first batch of water-swelling process, complete plugging of karst holes is guaranteed, and the grouting pipes at the injection holes are not required to enter a karst area too deeply.
And finally, in the process of grouting to reinforce the foundation after plugging is finished, after the flowing underground water and the periphery of the site are plugged, drilling and grouting treatment can be started in the site to be treated, and in the construction process, jumping-hole grouting is selected in the grouting sequence and a sectional grouting mode is adopted for grouting. According to different construction objects, the construction object can be segmented according to the length size, the number or the combination of the construction object and the construction object.
It should be noted that the above-mentioned embodiments are only for illustrating the technical solutions of the present invention and not for limiting, and although the present invention is described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, which should be covered by the claims of the present invention.
Claims (7)
1. A karst building foundation composite reinforcement method under the condition of flowing water is characterized in that: comprises the steps of (a) preparing a substrate,
s1: exploring geology to obtain hydrogeology basic data;
s2: determining an expansion material and a water immersion expansion speed based on the basic data;
s3: determining the relative position S of an upstream injection hole and a field ground boundary based on the injection speed of the expansion material in unit time, the water immersion expansion speed of the expansion material and the water flow rate, setting a position safety distance based on the upper boundary position, and determining the positions of a side boundary and a downstream injection hole according to the expansion speed and the final expansion volume of the expansion material;
s4: drilling the upstream injection hole position determined based on the S3 and adding the expandable material, and after the plugging of the plugging area S is completed, drilling the downstream injection hole position and adding the expandable material;
s5: and after the expansion material is determined to completely block the karst hole communicating area, performing grouting and drilling treatment on the site to be treated.
2. The karst building foundation composite reinforcement method under the condition of running water of claim 1, characterized in that: and the hydrogeological basic data in the S1 comprise the flow velocity and the flow direction of underground flowing water and the size and the distribution of the karst cave, and the maximum depth of the underground water is measured.
3. The karst building foundation composite reinforcement method under the condition of running water of claim 2, characterized in that: the calculation formula of the relative position S of the upper boundary is as follows:
wherein S is represented at t 0 Distance of movement of the expanding material particles in time, t 0 Time required for the particles of the intumescent material to sink to the water bottom, v t Is the transverse velocity of the expanding material particles at time t.
4. The karst building foundation composite reinforcement method under the condition of flowing water of claim 3, characterized in that: transverse velocity v of the expanded material particles at time t t The calculation formula of (2) is as follows:
wherein v is 0 As the velocity of water flow, a Cross bar The transverse acceleration of the expandable particles in water is represented by t, i.e. time, k represents the coefficient of viscosity of water, and rho Ball with ball-shaped section Expressing the density of the particles of the intumescent material and the rate of expansion of the particles of the intumescent material is v 1 Initial diameter of d 1 ，a Horizontal bar The calculation formula of (2) is as follows:
wherein F is the resistance of the expanded material particles in water, m is the mass of the expanded material particles, v 0 Indicating the velocity of water flow at the exit of the pipe, v 1 Expressing the expansion rate, according to stokes law:
F＝6πkv 0 ·R＝3πkv 0 v 1 td 1 。
5. the karst building foundation composite reinforcement method under the condition of running water of claim 4, characterized in that: the time t required for sinking to the water bottom 0 Calculating by an equilibrium equation when the expandable particles are submerged in the water bottom, the equilibrium equation being:
the vertical velocity of the expanded particulate material as it is injected into the tube outlet is:
wherein h is the maximum water depth in the karst cave, a Vertical Acceleration of the sinking of the expandable particles in water, v z The calculation formula of the acceleration of the sinking of the expandable particles in water is as follows:
in the formula, V t Denotes the volume of the expandable particles at time t, V t ＝v 1 tV 1 ，V 1 Is a swelling granuleVolume.
6. The karst building foundation composite reinforcement method under the condition of running water of claim 5, characterized in that: the calculation formula of the side boundary and the downstream injection hole position is as follows:
L＝v z t R ·v 1 t 0 d 1
wherein L is the position with the longest distance between the site side boundary and the underground water downstream injection hole, and the time required for the first injection of the expandable particles is t R The number of particles injected per unit time is v z t R 。
7. The karst building foundation composite reinforcement method under the condition of flowing water as claimed in any one of claims 1-6, characterized in that: the monitoring of the plugging area is based on the monitoring of the groundwater flow speed, and the standard for completing the plugging of the upstream groundwater is that the upstream groundwater flow speed is 0.
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