CN117145422A - Quantitative determination method for geotechnical engineering sectional grouting construction parameters - Google Patents
Quantitative determination method for geotechnical engineering sectional grouting construction parameters Download PDFInfo
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- CN117145422A CN117145422A CN202310874986.4A CN202310874986A CN117145422A CN 117145422 A CN117145422 A CN 117145422A CN 202310874986 A CN202310874986 A CN 202310874986A CN 117145422 A CN117145422 A CN 117145422A
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- 238000010276 construction Methods 0.000 title claims abstract description 28
- 238000004445 quantitative analysis Methods 0.000 title claims abstract description 20
- 239000011435 rock Substances 0.000 claims abstract description 56
- 238000009792 diffusion process Methods 0.000 claims abstract description 27
- 230000000694 effects Effects 0.000 claims abstract description 14
- 230000002787 reinforcement Effects 0.000 claims abstract description 9
- 239000011440 grout Substances 0.000 claims abstract description 4
- 239000002002 slurry Substances 0.000 claims description 62
- 239000003245 coal Substances 0.000 claims description 29
- 238000007789 sealing Methods 0.000 claims description 21
- 238000000034 method Methods 0.000 claims description 18
- 238000011161 development Methods 0.000 claims description 16
- 239000010410 layer Substances 0.000 claims description 13
- 239000004568 cement Substances 0.000 claims description 12
- 238000005553 drilling Methods 0.000 claims description 9
- 239000000463 material Substances 0.000 claims description 9
- 238000002347 injection Methods 0.000 claims description 8
- 239000007924 injection Substances 0.000 claims description 8
- 230000003204 osmotic effect Effects 0.000 claims description 8
- 239000002245 particle Substances 0.000 claims description 8
- 238000004364 calculation method Methods 0.000 claims description 7
- 239000007921 spray Substances 0.000 claims description 6
- 239000000126 substance Substances 0.000 claims description 6
- 239000011378 shotcrete Substances 0.000 claims description 5
- 238000005516 engineering process Methods 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000005452 bending Methods 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 230000015271 coagulation Effects 0.000 claims description 2
- 238000005345 coagulation Methods 0.000 claims description 2
- 238000013461 design Methods 0.000 claims description 2
- 238000012423 maintenance Methods 0.000 claims description 2
- 239000002344 surface layer Substances 0.000 claims description 2
- 238000004519 manufacturing process Methods 0.000 abstract description 6
- 230000003014 reinforcing effect Effects 0.000 abstract 1
- 238000009412 basement excavation Methods 0.000 description 3
- 238000012544 monitoring process Methods 0.000 description 3
- 239000007788 liquid Substances 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices, or the like
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- Life Sciences & Earth Sciences (AREA)
- Engineering & Computer Science (AREA)
- Geology (AREA)
- Mining & Mineral Resources (AREA)
- Physics & Mathematics (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a quantitative determination method for construction parameters of sectional grouting in geotechnical engineering, which is characterized in that grout is injected into surrounding rock to form a reinforcing band on a rock mass, so that the integrity of the rock mass is improved, and the strength of the surrounding rock is enhanced. At present, grouting construction parameters such as grouting pressure, diffusion radius, plugging length and the like are determined according to experience, a scientific quantitative determination method is not available, the grouting reinforcement effect cannot be fully exerted, and production cannot be effectively guided. By quantitatively determining grouting construction parameters such as grouting pressure, diffusion radius, plugging length and the like, the grouting construction is guided in a targeted manner, so that the grouting effect is improved, the production efficiency is improved, the self-supporting capacity of surrounding rock can be practically enhanced, and the safety production is ensured.
Description
Technical Field
The invention relates to the technical field of grouting reinforcement of geotechnical engineering, in particular to a quantitative determination method for a rock mass partition grouting construction parameter.
Background
The grouting reinforcement technology is that cementing materials with liquid fluidity are injected into surrounding rock cracks under the action of high pressure through drilling, after the cementing materials are solidified, a new network-shaped framework structure is formed in the surrounding rock, broken surrounding rock is converted into a surrounding rock-cementing material combination body, the whole body of the surrounding rock is repaired, and the whole body with a better elastic-plastic structure and higher bonding strength is formed, so that the pressure bearing capacity and stability of the surrounding rock are effectively improved.
At present, grouting construction parameters such as grouting pressure, diffusion radius, grouting rate and the like are determined according to experience, a scientific quantitative determination method is not available, the grouting reinforcement effect cannot be fully exerted, and production cannot be effectively guided.
Disclosure of Invention
In view of the above, the invention aims to provide a quantitative determination method for construction parameters of sectional grouting in geotechnical engineering, so as to solve the technical problems that grouting parameters cannot be scientifically determined in the existing grouting reinforcement technology.
The determination of the grouting pressure, wherein reasonable grouting pressure is the key for success of grouting engineering, the pressure is too small, and the grouting liquid can not be injected; excessive pressure may cause excessive deformation and damage of surrounding rock, so that grouting pressure should be controlled within a reasonable grouting pressure range.
The region reinforced by grouting of the crushed coal rock mass is mainly a complete crushing region and a crushing reduction region. The original rock stress of the tunnel excavation is destroyed, the complete crushing area and the crushing reduction area are in a pressure relief state, and the structural characteristics are changed. Therefore, the selection of grouting pressure is mainly determined by the stress rebalancing state of the coal rock mass, grouting material characteristics and permeability characteristics of different areas after roadway excavation. Therefore, the crushed coal and rock mass is grouting and reinforced, the grouting pressure is selected to have certain regularity, the roadway excavation strength is different, the grouting pressure is different, the penetration characteristics of the crushed coal and rock mass are different, and the grouting pressure is different.
For osmotic grouting, the selection of grouting pressure is divided into three parts: firstly, in the slurry conveying process of a grouting pipe, the pressure loss of a grouting pipeline; secondly, the osmotic pressure of the slurry in the broken coal rock mass; thirdly, the head pressure difference at two ends of the grouting pipe.
In the slurry conveying process of the grouting pipe, the pressure loss P of the grouting pipe g The loss is mainly caused by the loss P of the grouting pipeline g Loss P of slurry mixing pipeline g Pipeline loss P generated by slurry conveying pipeline g Resistance P generated by slurry outlet g ````。
P′ g ＝f′ g L g ′
P″ g ＝f″ g L″ g
f′ g -coefficient of friction of grouting pipeline
f″ g -the slurry mixing line friction coefficient;
L′ g -the total length of the grouting pipe;
L″ g total length of slurry mixing pipeline
While the resistance P' generated by the slurry outlet hole g The principal m is affected by the slurry flow characteristics, the resistance of which is dynamic. The accurate value calculation cannot be performed, the calculation is performed through a grouting site, the pressure loss is mainly formed by the elevation difference of two ends of a pipeline, in the grouting process of the broken coal rock mass of a roadway, the grouting holes are usually horizontal drilling holes, and even if the elevation difference is generated at the two ends of the pipeline, the pressure loss is usually ignored. Therefore, the partial pressure difference can be considered to be zero, and therefore, the grouting pipe pressure loss P g The method comprises the following steps:
P g ＝P′ g +P″ g +P″′ g +P″″ g +P″″ g
when grouting is carried out on the top plate or the upper part of the coal rock mass, the resistance loss generated by the slurry outlet of the grouting pipe is as follows:
wherein y is the volume weight of the grouting slurry;
Δh-the height difference of the two ends of the water pipe head of the grouting pipe.
At this time, the grouting pipe pressure loss, namely the minimum grouting pressure of the broken coal rock mass is:
for the osmotic grouting, the aim is to strengthen the broken coal rock mass, and the primary condition of the grouting is that the structural characteristics of the broken coal rock mass are not damaged, and the osmotic pressure is lower than the tensile strength of the coal rock mass controlled by the weak structural surface of the broken coal rock mass. The grouting pressure of the broken coal rock mass is mainly determined by the tensile strength of the coal rock mass, the pressure loss of a pipeline and the pressure difference loss controlled by the weak structural surface of the broken coal rock mass. In the actual grouting process, the situation that the pressure is too high and the grout runs out along the cracks is considered. Therefore, for the shallow grouting section, the crack development is better, the filling grouting is mainly adopted, and the pressure is not excessive, preferably not more than 1 MPa. For deep grouting, the slurry is mainly osmotic grouting, and the grouting pressure can be properly increased, preferably 4-6 MPa.
The determination of the diffusion radius is generally called the diffusion radius for the slurry filling range with the center of the borehole as the origin. It is the diffusion distance of the slurry under the condition of ensuring the grouting effect, and is not the mere farthest distance of the slurry diffusion under the pressure. The slurry diffusion radius is mainly influenced by factors such as crack development characteristics of the injected body, grouting pressure, slurry particle diameter and the like. The smaller the particle size, the larger the slurry diffusion radius at the same degree of crack development and grouting pressure of the injection body. The greater the grouting pressure, the greater the slurry diffusion radius at the same degree of crack development and particle size of the material. The greater the crack development of the injection body, the greater the slurry diffusion radius at the same slurry particle size and injection pressure. After the diffusion radius is determined, grouting hole arrangement can be reasonably performed.
Regarding the stratum of the injected body as a mean stratum, the slurry diffusion radius calculation formula of the stratum of the injected body by adopting different grouting pressures is as follows:
wherein r is the slurry diffusion radius under different grouting pressures;
k-permeability coefficient of the coal-injected rock mass;
t-the time required for slurry diffusion;
h, adopting the height of a water column to represent grouting pressure;
r 0 -grouting pipe radius;
beta-grouting slurry viscosity;
n-porosity of the coal-bearing rock mass.
The thickness of the tunnel gunite is determined, and the surrounding rock is reinforced by spraying concrete on the rock wall, so that the deformation of the surrounding rock is prevented, and the engineering stability is kept; the thickness of the sprayed concrete cannot meet the design requirement, and the sprayed layer can be cracked and peeled off, so that the slurry overflows along the cracks during grouting.
According to the shear damage theory calculation, the bending moment value in the spray layer is considered to be very small, basically no tensile stress occurs, the spray layer mainly shows a shear damage form, and the shear damage surface is a Moire surface which forms 20-30 degrees with the axis of the roadway. The calculation formula is as follows:
wherein t is the thickness of the spray layer; sigma (sigma) r To exert radial stress on the sprayed layer, sigma t For the tensile strength of the sprayed concrete, R 0 Radius of the semicircle, α=20°.
The determination of the hole sealing length is an important technology in drilling grouting construction, and the sealing performance of the drilling hole directly influences the grouting effect. In the outward osmosis process of the slurry, the slurry is prevented from leaking out due to the resistance of breaking the coal rock mass and the cohesive force generated by the coagulation of the slurry. Therefore, the hole sealing length of the drilled holes determines the external leakage length of the slurry, and the longer the hole sealing is, the better the grouting reinforcement effect is, but the greater the construction difficulty is. Comprehensively considering the mutual matching relationship of the two, and determining the hole sealing length of the orifice to be 1m.
The middle plugging length is determined, the grouting drilling hole is divided into a deep section and a shallow section by the middle plugging device, so that the problem of slurry leakage can be avoided under the condition of large deep grouting pressure, and the requirements of sectional grouting and graded grouting can be better met. In general, the larger the grouting diffusion radius is, the longer the required middle plugging length is, and the combination of construction difficulty and easiness is generally 1-2m.
And determining the grouting rate, wherein shallow cracks develop, grouting is performed at a low pressure, the grouting rate is low, and intermittent grouting is adopted. The deep slurry is injected at high pressure, and the grouting speed is high. Setting a certain grouting pressure, after the grouting speed, automatically stopping grouting when the grouting speed reaches a set value, and restarting the grouting pump after a period of time until the grouting pressure reaches the set value, so as to realize re-grouting and full grouting.
The grouting material is determined, the shallow part is filled with quick setting cement or chemical slurry, the slurry is quickly set and has high strength, the grouting period is shortened, and the deep part is filled after the shallow part is quickly sealed; the deep grouting chemical slurry, nano cement and superfine cement are the bearing shells, and the deep surrounding rock is the important weight for grouting reinforcement, so that the strength of the surrounding rock can be better improved than that of conventional cement grouting. Compared with cement injection at the deep and shallow parts, quick setting cement or chemical slurry is used at the shallow parts, so that the sealing effect is good, the deep grouting effect is ensured, the grouting period is short, and a large amount of later maintenance cost is reduced.
And determining the grouting sequence, and performing shallow grouting on a crack development area according to the crack development condition. Grouting the deep part after the shallow part forms a sealing layer; in areas where the fracture is less developed, the deep portion may be grouted first and then the shallow portion may be grouted.
And after the tunnel is excavated, the deformation of the surface layer of the tunnel is large, the stress of surrounding rock is reduced, and the stress is transferred to the deep part. After the deep part is effectively grouting and reinforced, the deep part high ground stress propagation can be blocked, and the stability of surrounding rock of the roadway and the formation of the roadway are kept. Therefore, the grouting position needs to ensure deep grouting.
And determining the grouting amount, and stopping grouting after reaching a set pressure value according to grouting pressure.
The invention has the beneficial effects that:
1. by the quantitative determination method of the geotechnical engineering sectional grouting construction parameters, grouting effect can be improved, and production efficiency is improved.
2. By the quantitative determination method of the geotechnical engineering sectional grouting construction parameters, the self-supporting capacity of surrounding rock can be enhanced, and the safety production is ensured.
Drawings
FIG. 1 is a schematic diagram of a geotechnical engineering sectional grouting construction arrangement.
1-grouting pump, 2-grouting connecting pipe, 3-spraying body, 4-drilling, 5-hole sealing, 6-grouting pipe and 7-middle sealing
Detailed Description
The invention is further described below with reference to the drawings and examples.
S1, investigating and analyzing surrounding rock geological data of a region to be grouting, and collecting basic data such as tensile strength, permeability coefficient, porosity and the like of a coal rock mass.
S2, measuring and calculating the slurry parameters of interest according to the characteristics of the region.
S3, grouting in a grouting area roadway to prevent grout from overflowing from cracks;
s4, installing a grouting device. Feeding the grouting pipe, the middle plugging device and the hole sealing device into a drill hole, and realizing sectional and graded grouting through the middle plugging device;
s5, grouting. According to the crack development condition, shallow grouting is firstly carried out on the crack development area. Grouting the deep part after the shallow part forms a sealing layer; in areas where the fracture is less developed, the deep portion may be grouted first and then the shallow portion may be grouted.
S6, stopping grouting after reaching a set pressure value according to grouting pressure.
And S7, monitoring a grouting process and monitoring grouting effect. And correcting grouting parameters in time according to the monitoring result and information feedback.
Claims (10)
1. A quantitative determination method for construction parameters of sectional grouting of geotechnical engineering comprises quantitative determination methods for parameters such as grouting pressure, diffusion radius, grouting thickness, orifice sealing length, middle sealing length, grouting speed, grouting materials, grouting sequence, grouting position and the like.
2. The geotechnical engineering sectional grouting construction parameter quantitative determination method according to claim 1, wherein the method comprises the following steps of: and (5) determining grouting pressure. Reasonable grouting pressure is the key for successful grouting engineering, the pressure is too small, and the slurry can not be injected; excessive pressure may cause excessive deformation and damage to the surrounding rock. Therefore, the grouting pressure should be controlled within a reasonable grouting pressure range. For the osmotic grouting, the aim is to strengthen the broken coal rock mass, and the primary condition of the grouting is that the structural characteristics of the broken coal rock mass are not damaged, and the osmotic pressure is lower than the tensile strength of the coal rock mass controlled by the weak structural surface of the broken coal rock mass. The grouting pressure of the broken coal rock mass is mainly determined by the tensile strength of the coal rock mass, the pressure loss of a pipeline and the pressure difference loss controlled by the weak structural surface of the broken coal rock mass. In the actual grouting process, the condition that the pressure is too high and the grout runs out along the cracks needs to be considered. Therefore, for the shallow grouting section, the crack development is better, the filling grouting is mainly adopted, and the pressure is not excessive, preferably not more than 1 MPa. For deep grouting, the slurry is mainly osmotic grouting, and the grouting pressure can be properly increased, preferably 4-6 MPa.
3. The geotechnical engineering sectional grouting construction parameter quantitative determination method according to claim 1, wherein the method comprises the following steps of: and determining the diffusion radius. The slurry diffusion radius is mainly influenced by factors such as crack development characteristics of the injected body, grouting pressure, slurry particle diameter and the like. The smaller the particle size, the larger the slurry diffusion radius at the same degree of crack development and grouting pressure of the injection body. The greater the grouting pressure, the greater the slurry diffusion radius at the same degree of crack development and particle size of the material. The greater the crack development of the injection body, the greater the slurry diffusion radius at the same slurry particle size and injection pressure. After the diffusion radius is determined, grouting hole arrangement can be reasonably performed.
Regarding the stratum of the injected body as a mean stratum, the slurry diffusion radius calculation formula of the stratum of the injected body by adopting different grouting pressures is as follows:
wherein r is the slurry diffusion radius under different grouting pressures;
k-permeability coefficient of the coal-injected rock mass;
t-the time required for slurry diffusion;
h, adopting the height of a water column to represent grouting pressure;
r 0 -grouting pipe radius;
beta-grouting slurry viscosity;
n-porosity of the coal-bearing rock mass.
4. The geotechnical engineering sectional grouting construction parameter quantitative determination method according to claim 1, wherein the method comprises the following steps of: and (5) determining the thickness of the tunnel guniting. The thickness of the sprayed concrete cannot meet the design requirement, and the sprayed layer can be cracked and peeled off, so that the slurry overflows along the cracks during grouting.
According to the shear damage theory, the bending moment value in the spray layer is very small, basically no tensile stress appears, the spray layer mainly shows a shear damage form, and the shear damage surface is 20 degrees relative to the axis of the roadway ° ～30 ° Is a moire plane of (a). The calculation formula is as follows:
wherein t is the thickness of the spray layer; sigma (sigma) r To exert radial stress on the sprayed layer, sigma t For the tensile strength of the sprayed concrete, R 0 Radius of semicircle, α=20 ° 。
5. The geotechnical engineering sectional grouting construction parameter quantitative determination method according to claim 1, wherein the method comprises the following steps of: and (5) determining the hole sealing length. Hole sealing is an important technology in drilling grouting construction, and the sealing performance of drilling directly influences grouting effect. In the outward osmosis process of the slurry, the slurry is prevented from leaking out due to the resistance of breaking the coal rock mass and the cohesive force generated by the coagulation of the slurry. Therefore, the hole sealing length of the drilled holes determines the external leakage length of the slurry, and the longer the hole sealing is, the better the grouting reinforcement effect is, but the greater the construction difficulty is. Comprehensively considering the mutual matching relationship of the two, and determining the hole sealing length of the orifice to be 1m.
6. The geotechnical engineering sectional grouting construction parameter quantitative determination method according to claim 1, wherein the method comprises the following steps of: and (5) determining the middle plugging length. The middle plugging device divides the grouting drilling hole into a deep section and a shallow section, so that the problem of slurry leakage can not occur under the condition of large deep grouting pressure, and the requirements of sectional grouting and grading grouting can be better met. In general, the larger the grouting diffusion radius is, the longer the required middle plugging length is, and the combination of construction difficulty and easiness is generally 1-2m.
7. The geotechnical engineering sectional grouting construction parameter quantitative determination method according to claim 1, wherein the method comprises the following steps of: determination of grouting rate. The shallow fissure develops, the slurry is injected at low pressure, the grouting speed is low, and intermittent grouting is adopted. The deep slurry is injected at high pressure, and the grouting speed is high. Setting a certain grouting pressure, after the grouting speed, automatically stopping grouting when the grouting speed reaches a set value, and restarting the grouting pump after a period of time until the grouting pressure reaches the set value, so as to realize re-grouting and full grouting.
8. The geotechnical engineering sectional grouting construction parameter quantitative determination method according to claim 1, wherein the method comprises the following steps of: and (5) determining grouting materials. The shallow part is filled with quick setting cement or chemical slurry, the slurry is quickly set and has high strength, the grouting period is shortened, and the shallow part is quickly sealed and then is filled with deep part; the deep grouting chemical slurry, nano cement and superfine cement are the bearing shells, and the deep surrounding rock is the important weight for grouting reinforcement, so that the strength of the surrounding rock can be better improved than that of conventional cement grouting. Compared with cement injection at the deep and shallow parts, quick setting cement or chemical slurry is used at the shallow parts, so that the sealing effect is good, the deep grouting effect is ensured, the grouting period is short, and a large amount of later maintenance cost is reduced.
9. The geotechnical engineering sectional grouting construction parameter quantitative determination method according to claim 1, wherein the method comprises the following steps of: and (5) determining the grouting sequence. According to the crack development condition, shallow grouting is firstly carried out on the crack development area. Grouting the deep part after the shallow part forms a sealing layer; in areas where the fracture is less developed, the deep portion may be grouted first and then the shallow portion may be grouted.
10. The geotechnical engineering sectional grouting construction parameter quantitative determination method according to claim 1, wherein the method comprises the following steps of: and (5) determining grouting positions. After the tunnel is excavated, the deformation of the surface layer of the tunnel is large, but the stress of surrounding rock is reduced, and the stress is transferred to the deep part. After the deep part is effectively grouting and reinforced, the deep part high ground stress propagation can be blocked, and the stability of surrounding rock of the roadway and the formation of the roadway are kept. Therefore, the grouting position needs to ensure deep grouting.
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