CN113174929A - 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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- CN113174929A CN113174929A CN202110500098.7A CN202110500098A CN113174929A CN 113174929 A CN113174929 A CN 113174929A CN 202110500098 A CN202110500098 A CN 202110500098A CN 113174929 A CN113174929 A CN 113174929A
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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
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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 onshore boundary, and determining the lateral boundary and the downstream injection hole position; 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 rate and the final expansion volume of the expansion material;
s4: drilling the upstream injection hole position determined based on S3 and adding an expansion material, after the plugging of the plugging area S is completed, drilling the downstream and side boundary injection hole positions and adding the expansion material;
s5: and after the expansion material is determined to completely block the karst hole communicating area, drilling, grouting and reinforcing 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: the hydrogeological basic data in S1 includes the flowing water velocity, the flowing direction, and the size and distribution of the vugs, and the maximum depth of the groundwater 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 t0Distance of movement of expanded material particles within time，t0Time required for the particles of the intumescent material to sink to the water bottom, vtIs 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 ttThe calculation formula of (2) is as follows:
wherein v is0As the velocity of water flow, aHorizontal barT represents time, i.e. a certain moment, k represents the viscosity coefficient of water, rho is the transverse acceleration of the expandable particles in waterWater (W)Denotes the density of water, pBall with ball-shaped sectionExpressing the density of the particles of the intumescent material and the rate of expansion of the particles of the intumescent material is v1Initial diameter of d1，aHorizontal barThe 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, vcIndicating the vertical velocity, v, at the time of exit of the tube1Indicates the rate of expansion, wherein,
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 bottom0Calculating 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, aVerticalAcceleration of the sinking of the expandable particles in water, vzThe calculation formula of the acceleration of the sinking of the expandable particles in water is as follows:
in the formula, VtDenotes the volume of the expandable particles at time t, Vt＝v1tV1，V1Is 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＝vztR·v1t0d1
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 total injection time is tRThe number of particles injected per unit time is vztR。
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 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 needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without inventive exercise. Wherein:
FIG. 1 is a schematic view of a construction site of the karst building foundation composite reinforcement method under the condition of flowing water according to the invention;
FIG. 2 is a schematic diagram of water plugging achieved by injecting expandable particles at an upstream position of underground water in the karst building foundation composite reinforcement method under the flowing water condition;
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 flowing water condition;
FIG. 4 is a schematic diagram of grouting after water plugging is achieved by the karst building foundation composite reinforcement method under the flowing water condition;
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 comprehensible, embodiments accompanied with figures 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 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 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 rate and the final expansion volume of the expansion material;
s4: drilling the upstream injection hole position determined based on S3 and adding an expansion material, after the plugging of the plugging area S is completed, drilling the downstream and side boundary injection hole positions and adding the expansion material;
s5: and after the expansion material is determined to completely block the karst hole communicating area, drilling, grouting and reinforcing the site to be treated.
The hydrogeological basic data in the S1 includes the flow velocity and direction of groundwater, and the size and distribution of solution holes, and the maximum depth of groundwater is measured, the monitoring of the plugging area is based on monitoring of the flow velocity of groundwater, and the standard for completing plugging of groundwater is that the flow velocity of groundwater is 0.
In the invention, as shown in the figure, firstly, geological survey is needed to obtain hydrogeological basic data of a foundation area, namely, the flow velocity, the flow direction and the size and the distribution of underground flowing water in the area are needed to be measured, and the maximum depth of underground water is measured, wherein the flow velocity, the size and the distribution of karst caves of the underground flowing water in the area can be measured by an underground water dynamic parameter measuring instrument to provide basic data for the follow-up, after geological hydrological basic data are obtained, an expansion material is determined, the existing expansion particle material is selected as the expansion material, the water immersion expansion speed and the final expansion volume of the material can be obtained after the expansion particle material is determined, the use amount of the particle material is used for really expanding, and the indoor main performance of the expansion particles shows that the water plugging agent has good temperature resistance (less than or equal to 130 ℃) and high water plugging rate (more than 92%). The material can be guaranteed to completely block the underground karst holes. The invention adopts the steps of firstly determining the relative position S of the upper boundary 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, firstly determining the position of an upstream injection hole, then determining the positions of the side edge and the lower injection hole, wherein the position of the injection hole at the upper boundary 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 the safety, after the relative position S is obtained, 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 is mainly calculated based on the injection speed of the expansion material per unit time, the immersion expansion speed of the expansion material and the water flow rate, the positions of the side edge and the lower injection hole are determined according to the expansion speed and the final expansion volume of the expansion material, and, the method comprises the steps of drilling a determined upstream injection hole position and adding an expansion material, wherein the expansion particle material expands after being soaked in water to block holes of underground water, so that the underground water does not flow out, drilling the downstream injection hole position and adding the expansion particle material after the upstream hole blocking is finished, and the hole forming method comprises a percussion and grabbing drilling method, an impact reverse circulation drilling method, a forward circulation drilling method and a pumping reverse circulation drilling method. 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, drilling, grouting and reinforcing 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 t0Distance of movement of the expanding material particles in time, t0Time required for the particles of the intumescent material to sink to the water bottom, vtIs the transverse velocity of the expanded material particles at time t;
transverse velocity v of the expanding material particles at time ttThe calculation formula of (2) is as follows:
wherein v is0As the velocity of water flow, aHorizontal barT represents time, i.e. a certain moment, k represents the viscosity coefficient of water, rho is the transverse acceleration of the expandable particles in waterWater (W)Denotes the density of water, pBall with ball-shaped sectionExpressing the density of the particles of the intumescent material and the rate of expansion of the particles of the intumescent material is v1Initial diameter of d1，aHorizontal barThe 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, vcIndicating the vertical velocity, v, at the time of exit of the tube1Indicates the rate of expansion, wherein,
for the time t required for sinking into the water bottom0And calculating by using an equilibrium equation when the expandable particles are submerged into the water bottom, wherein the equilibrium equation is as follows:
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, aVerticalAcceleration of the sinking of the expandable particles in water, vzThe 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, VtDenotes the volume of the expandable particles at time t, Vt＝v1tV1，V1In order 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 water 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＝vztR·v1t0d1
wherein the total injection time is tRThe number of particles injected per unit time is vztRAfter the upper and lower boundary positions 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 drilling machine can be used for drilling holes, 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 basically located on the same horizontal line, the speed and the calculation deviation of the expansion particles when entering water are ensured not to be large, the expansion particles are injected into the injection pipe in a hole-by-hole grouting sequence of first middle holes and then peripheral holes, the flow rate of the underground water is monitored in real time, the plugging of the underground water by the expansion particles is determined to be finished, when the expansion particles are injected, the batch injection can be carried out, the second batch injection is carried out in the first batch when encountering water expansion process, the complete plugging of the karst hole is ensured, and the grouting pipe at the injection hole is not required to enter the 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 has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions may be made on 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 mixture of a plurality of raw materials,
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 rate and the final expansion volume of the expansion material;
s4: drilling the upstream injection hole position determined based on S3 and adding an expansion material, and after the plugging of the plugging area S is completed, drilling the downstream and side boundary injection hole positions and adding the expansion material;
s5: and after the expansion material is determined to completely block the karst hole communicating area, drilling, grouting and reinforcing 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: the hydrogeological basic data in S1 includes the flowing water velocity, the flowing direction, and the size and distribution of the vugs, and the maximum depth of the groundwater 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 t0Distance of movement of the expanding material particles in time, t0Time required for the particles of the intumescent material to sink to the water bottom, vtIs the transverse velocity of the expanding material particles at time t.
4. Such asThe 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 ttThe calculation formula of (2) is as follows:
wherein v is0As the velocity of water flow, aHorizontal barT represents time, i.e. a certain moment, k represents the viscosity coefficient of water, rho is the transverse acceleration of the expandable particles in waterWater (W)Denotes the density of water, pBall with ball-shaped sectionExpressing the density of the particles of the intumescent material and the rate of expansion of the particles of the intumescent material is v1Initial diameter of d1，aHorizontal barThe 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, vcIndicating the vertical velocity, v, at the time of exit of the tube1Indicates the rate of expansion, wherein,
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 bottom0Calculating 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, aVerticalAcceleration of the sinking of the expandable particles in water, vzThe calculation formula of the acceleration of the sinking of the expandable particles in water is as follows:
in the formula, VtDenotes the volume of the expandable particles at time t, Vt＝v1tV1，V1Is the initial volume of the expandable particles.
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＝vztR·v1t0d1
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 total injection time is tRThe number of particles injected per unit time is vztR。
7. The karst building foundation composite reinforcement method under the condition of flowing water of any one of claims 1 to 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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