CN115859430A - Single-track railway tunnel reinforcement design and construction method suitable for water-rich soft rock - Google Patents
Single-track railway tunnel reinforcement design and construction method suitable for water-rich soft rock Download PDFInfo
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Abstract
The invention relates to the field of civil engineering, in particular to a water-rich soft rock single-track railway track reinforcement design and construction method, which comprises the steps of firstly carrying out prediction values on water inflow quantity, water inflow development trend and water pressure in front of a tunnel face through an intelligent water detection and prediction integrated algorithm, judging the risk condition in the front through weighted analysis, carrying out advanced drilling on a water drainage hole and collecting surrounding geological conditions during construction, and judging and carrying out corresponding construction according to the risk degree of the working condition in the front.
Description
Technical Field
The invention relates to the field of civil engineering, in particular to a single-track railway tunnel reinforcement design and construction method suitable for water-rich soft rock.
Background
At present, most of advanced support forms adopted at home and abroad for water-rich soft rock tunnels are advanced pipe shed supports, advanced curtain grouting, advanced small conduit supports and the like, in construction, the advanced support form of which form is specifically adopted is usually specified in advance by design, the design is conservative, the strain is lacked in the actual situation of the site, and the same advanced support form is adopted for the area with smaller water content, so that the construction waste and the cost are possibly caused.
Disclosure of Invention
The invention aims to: the method is suitable for reinforcing the water-rich soft rock single-track railway tunnel and solves the problems that the traditional advance support form design in the prior art is pre-specified, the design is conservative, the field practical situation lacks adaptability, the same advance support form is adopted for a region with smaller water content, and construction waste and cost are possibly caused.
In order to achieve the purpose, the invention adopts the technical scheme that:
a single-track railway tunnel reinforcement design method suitable for water-rich soft rock comprises the following steps:
s1, processing and calculating by adopting an intelligent water detection and prediction integrated algorithm to obtain data information of water conditions in front of a required tunnel face;
s2, obtaining a predicted value Q of water inflow in front of the tunnel face (2) through intelligent water detection and prediction integrated algorithm processing
Obtaining a formula: q = Q 1 +Q 2 +Q 3 ；
In the formula: q is the single-width total water inflow in the tunnel; q1, Q2 and Q3 are the branch single-width water inflow quantity at the two sides and the bottom of the tunnel;
s3, processing by an intelligent water detection and prediction integrated algorithm to obtain the water inrush development trend in front of the tunnel face (2);
s4, obtaining a predicted value of the water pressure in front of the tunnel face (2) through intelligent water detection and prediction integrated algorithm processing;
s5, calculating water burst grouting pressure P, grouting quantity Q and thickness B of grout stopping wall (5) under high-risk working condition
In the formula: p-grouting final pressure; q is grouting amount; b-grout stopping wall thickness;
the invention relates to a single track railway tunnel reinforcement design method suitable for water-rich soft rock, which is characterized in that an intelligent advanced water exploration prediction integrated algorithm is used for processing and calculating to obtain a water inflow prediction value, a water inflow development trend, a water pressure prediction value and the like in front of a tunnel face (2), the water inflow risk in front of the tunnel face is judged through weighting calculation, after risk judgment, if the high-risk working condition is met, the water inflow grouting pressure, the grouting amount and the thickness of a grout stop wall under the high-risk working condition are calculated through the intelligent advanced water exploration prediction integrated algorithm, a judgment method for quantitatively predicting the water-rich amount in front of the tunnel face of the tunnel is provided, and a judgment basis is provided for subsequently determining an advanced support form.
As a preferred scheme of the invention, the process of obtaining the water inflow prediction value Q in front of the tunnel face by processing through an intelligent water detection and prediction integrated algorithm in the step S2 is as follows;
Q＝Q 1 +Q 2 +Q 3
in the formula (I); q is the single width total water inflow in the tunnel; q1, Q2 and Q3 are the branch single-width water inflow quantity at the two sides and the bottom of the tunnel; k is the permeability coefficient obtained by drilling water pumping test and comprehensive well logging, screening and analyzing according to hydrogeological conditions; h1, H2-underground water head height at two sides of the tunnel; r1 and R2 are the width of the outer boundary of the groundwater on the two sides of the tunnel infiltrating into the tunnel; h is the depth when the underground water level in the tunnel is lowered to the top surface of the drainage side ditch; r-tunnel section radius (section width/2); m0 is the depth of the permeable crack development at the lower part of the tunnel.
As a preferred scheme of the present invention, the prediction of the water inrush development trend in front of the tunnel face (2) obtained by processing with the "intelligent water detection prediction integration algorithm" in the step S3 is performed by using a DFA analysis method, specifically as follows:
s31, setting a water inrush time sequence as follows: ξ (t), t =1, 2.
S32, establishing a new sequence:
in the formula:
is the average of the sequence ξ (t).
S33, dividing the new sequence Y (i) into N with the length s s = int (N/s) disjoint equal sub-intervals (i.e. N s Is the interval number of the sequence Y (i), s is the interval length), and the sequence length N is not necessarily divided by s to ensure that the water burst sequence information is not lost, a positive and negative division method is adopted: namely, the sequence is divided backwards from the front end of the sequence and then divided backwards and forwards from the tail end of the sequence once again to obtain 2N s A plurality of equal-length sub-intervals.
S34, performing polynomial regression fitting on data of each subinterval v (v =1,2, \8230;, 2 Ns) to obtain a local trend function y v (i)，y v (i) May be a first, second or higher order polynomial (generically DFA1, DFA2, \ 8230;, respectively), and then, eliminating trends within each subinterval,the mean of the variances are calculated, and the general quadratic fit is as follows:
s35, determining a fluctuation function F(s) of the full sequence:
s36, repeating the calculation for different lengths s, if the water inrush of the tunnel is related to the long-range power law, so that the method comprises the following steps:
F(s)∞s a
a is a scale index;
and drawing a double-logarithmic coordinate graph of the sum, wherein the slope of a straight line is a scale index.
S37, the following analysis can be carried out according to the value of a: a <0.5, indicating that the tunnel gush is anti-correlated; 0.5-a-1.0, which means that the water burst of the tunnel is in long-range positive correlation; a =0.5, a =1.0 tunnel gushing water shows randomness; a >1.0, the time series has a long-range correlation that is persistent, but not power-law correlation.
As a preferred scheme of the invention, the intelligent water detection and prediction integrated algorithm is used for processing in the step S4 to obtain the water pressure prediction in front of the tunnel face by using the following formula;
in the formula: p1-water pressure to which the lining is subjected; r0-lining inner radius; r1-lining outer radius; rg-outer radius of the grouting ring; k1-lining permeability coefficient; kg-the permeability coefficient of the grouting layer; kr-permeability coefficient of surrounding rock.
As a preferred embodiment of the present invention, the calculation formula of the water burst grouting pressure in the step S5 is as follows:
P＝(2～4)MPa+P 0 ；
in the formula: p-grouting final pressure; p0-water burst pressure;
the grouting amount calculation formula is as follows:
Q＝(n·π·D 2 /4)·L·a·η；
in the formula: q-grouting amount; d-grouting range; l-grouting section length; n-formation fracture rate; a is the filling coefficient of the slurry in the rock fracture, and a = 0.3-0.9 is taken; eta-slurry consumption rate;
the thickness of the grout stopping wall is as follows:
B＝P 0 r/[σ]+0.3r
in the formula: b-grout stopping wall thickness; p0-stop pulp final pressure; r-grouting face tunnel excavation radius; [ sigma ] -the compressive strength allowed by the concrete wall.
A construction method suitable for reinforcing a water-rich soft rock single-track railway tunnel is constructed according to the design method suitable for reinforcing the water-rich soft rock single-track railway tunnel, and the construction steps are as follows:
s1, constructing a tunnel main tunnel according to design, drilling a water drainage hole in advance, and collecting various geological data;
s2, judging the risk of the working condition according to the calculated numerical value, and conveniently taking corresponding cause-to-measure, wherein the judgment mode is as follows:
the discrimination classification of each component and the distribution of the calculation coefficient and the weight are calculated in a weighting way by an intelligent advanced water detection and prediction integrated algorithm as follows:
TABLE 1RSR water seepage grading table
TABLE 2DFA water inrush development trend coefficient distribution table
TABLE 3 Water-burst pressure coefficient distribution table
TABLE 4 weight distribution table for each component of intelligent advanced water detection and prediction integrated platform
The weighting calculation formula and the risk judgment by the intelligent advanced water detection and prediction integrated algorithm are as follows:
risk coefficient = coefficient of each component-weight of each component
TABLE 5 palm front Risk discrimination Table
S3, if the judgment result of each component discrimination classification is a high-risk working condition according to the weighting calculation, constructing the grout stop wall, performing advanced curtain grouting, erecting a pipe shed working chamber, constructing an advanced pipe shed and performing grouting;
s4, if the judgment result of each component discrimination classification is a low-risk working condition according to weighting calculation, reinforcing the tunnel face, carrying out upper step concrete spraying and sealing, then carrying out anchor rod anchoring, erecting the pipe shed working chamber, constructing the advanced pipe shed and the advanced small guide pipe, and then carrying out grouting;
the invention relates to a construction method for reinforcing a water-rich soft rock single-track railway tunnel, which is used for judging front water-containing conditions of a series of working faces such as a water inflow predicted value Q, a water inflow development trend, a water pressure predicted value and a water inflow grouting pressure P, a grouting amount Q and a grout stop wall thickness B under a high-risk working condition according to an intelligent water detection and prediction integrated algorithm and then carrying out regional differentiation construction, thereby greatly saving engineering resources, reducing construction cost and efficiently utilizing construction resources.
As a preferable scheme of the present invention, the drainage holes drilled in advance in step S1 are four holes arranged on the tunnel face, and each hole is a horizontal hole and three outer plugs.
As a preferred scheme of the invention, before the advance curtain grouting in the step S3 is started, advance curtain grouting drilling needs to be carried out, the order of the advance curtain grouting and the advance curtain grouting drilling needs to be carried out according to four principles of jumping holes at intervals from a far water source to a near water source from bottom to top, from outside to inside, and the position of an orifice during grouting needs to be accurately positioned, the allowable deviation from a design position is +5cm, the deviation angle needs to meet the design requirement, and each drilling section is checked and timely corrected, and the deviation of the position of the bottom of the hole needs to be less than 30cm.
According to the preferable scheme of the invention, after the primary support of the section of the pipe shed working chamber built in the step S3 and the step S64 is finished according to the original design standard, the inner contour is excavated outwards by 0.4m, the length of the pipe shed working chamber is 5m, the primary support is reinforced by a section steel frame, the longitudinal distance between the section steel frames is 0.6 m/pin, the bottom of each steel frame is provided with a group of phi 42 locking anchor pipes with the length of 4 m/pin, the range of the arch working chamber is restored to be closed by the steel frame and the primary support after the pipe shed is finished, a second layer of steel frame and the primary support are applied according to the normal section, the overexcited part is backfilled by primary concrete spraying, the built pipe sheds are all made of hot rolled seamless steel pipes, the wall thickness of the pipe shed is 5mm, the pipe wall of the pipe shed needs to be drilled with grouting holes, the aperture of the grouting holes is 8-10 cm-20 cm, the hole spacing of the grouting holes is arranged in a quincunx, the front ends of the grouting holes are processed into a cone, the tail length is not less than 30cm, the wall of the grouting section as a non-drilled grouting pressure, and the concrete grouting pressure is determined by matching with the slurry in the field.
As a preferred scheme of the present invention, in step S4, an anchor rod drilling hole needs to be formed in the face, then the face is reinforced by the anchor rod, the face is reinforced by using a full-length bonded glass fiber anchor rod for grouting and filling to perform stratum anchoring, the glass fiber anchor rods are arranged at a distance of 1.2 × 1.2M (transverse × longitudinal) and are arranged in a quincunx shape, 8 glass fiber anchor rods are provided, each glass fiber anchor rod has a length of 12M and a lap joint length of 3M, a leading pipe shed and a leading small pipe in a low risk working condition need to be grouted, a cement single-liquid slurry is generally adopted, a water-cement ratio is 0.5-0.8, a ratio should be correspondingly adjusted according to a disclosure condition and a grouting test condition, when surrounding rock is broken and underground water is developed, a cement-water glass double-liquid slurry can be partially adopted for adjusting the setting requirement, and a slurry strength grade is required to be not less than M10.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. the invention relates to a strengthening construction method suitable for a water-rich soft rock single track railway tunnel, which is characterized in that a predicted value of water inflow quantity in front of a tunnel face, a development trend of water inflow, a predicted value of water pressure and the like are calculated through an intelligent water detection and prediction integrated algorithm, the risk of water inflow in front of the tunnel face is judged through weighted calculation, and after the risk is judged, the water inflow grouting pressure, the grouting quantity and the thickness of a grout stop wall under a high-risk working condition are calculated through an intelligent advanced water detection and prediction integrated algorithm, so that a basis can be more effectively provided for subsequent construction, and the construction efficiency is improved.
2. The invention relates to a strengthening construction method suitable for a water-rich soft rock single-track railway tunnel, which is characterized in that differentiated construction is carried out after judgment is carried out according to the water-containing condition in front of a tunnel face, so that the engineering resources can be greatly saved, the construction cost is reduced, and the construction resources are more efficiently utilized.
Drawings
FIG. 1 is a flow chart of the operation of the intelligent advanced water detection and prediction integrated algorithm of the present invention;
FIG. 2 is a flow chart of the construction of the present invention;
FIG. 3 is a cross-sectional view of a borehole of the present invention;
FIG. 4 is a longitudinal cross-sectional view of a borehole of the present invention;
FIG. 5 is a plan view of a borehole according to the present invention;
FIG. 6 is a schematic front view of a grout stop wall according to the present invention;
FIG. 7 is a schematic side view of a grout stop wall of the present invention;
FIG. 8 is a schematic longitudinal section of the grouting of the present invention;
FIG. 9 is a front design view of the forepoling shed support of the present invention;
FIG. 10 is a longitudinal arrangement of the forepoling support of the present invention;
FIG. 11 is a front view of the front of the ductwork canopy and the small duct of the present invention;
FIG. 12 is a longitudinal arrangement of the lead frame and the small duct according to the present invention;
FIG. 13 is a cross-sectional view of a fiberglass bolt arrangement of the present invention;
fig. 14 is a longitudinal sectional view of the glass fiber anchor rod of the present invention.
An icon: 1-drilling a drain hole in advance; 2-a palm surface; 3-deformed steel bar; 4-grout stopping wall; 5-primary support concrete spraying; 6-advancing a pipe shed; 7-section steel frame; 8-advanced small catheter; 9-drilling an anchor rod; 10-anchor rod.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
For the purpose of making the objects, technical solutions and advantages of the present invention more apparent, the present invention will be further described in detail with reference to the accompanying drawings and embodiments, it being understood that the specific embodiments described herein are only for the purpose of explaining the present invention and are not intended to limit the present invention.
Example 1
The invention relates to a single-track railway tunnel reinforcement design method suitable for water-rich soft rock, which comprises the following steps of:
s1, processing and calculating the water condition in front of a tunnel face by adopting an intelligent water detection and prediction integrated algorithm;
s2, obtaining a water inflow prediction value Q in front of the tunnel face 2 through intelligent water exploration prediction integrated algorithm processing
Obtaining a formula: q = Q 1 +Q 2 +Q 3 ；
In the formula: q is the single-width total water inflow in the tunnel; q1, Q2 and Q3 are the branch single-width water inflow quantity at the two sides and the bottom of the tunnel;
s3, obtaining the water inrush development trend in front of the tunnel face 2 through intelligent water exploration and prediction integrated algorithm processing;
s4, obtaining a predicted value of the water pressure in front of the tunnel face 2 through intelligent water detection and prediction integrated algorithm processing;
s5, calculating water burst grouting pressure P, grouting quantity Q and thickness B of grout stopping wall 5 under high risk working condition
In the formula: p-grouting final pressure; q-grouting amount; b-grout stopping wall thickness;
the process of obtaining the water inflow prediction value Q in front of the tunnel face 2 through the processing of an intelligent water detection and prediction integrated algorithm in the step S2 is as follows;
Q＝Q 1 +Q 2 +Q 3
in the formula (I); q is the single width total water inflow in the tunnel; q1, Q2 and Q3 are the branch single-width water inflow quantity at the two sides and the bottom of the tunnel; k is the permeability coefficient obtained by drilling water pumping test and comprehensive well logging, screening and analyzing according to hydrogeological conditions; h1 and H2 are the height of underground water heads on two sides of the tunnel; r1 and R2 are the width of the outer boundary of the groundwater on the two sides of the tunnel infiltrating into the tunnel; h is the depth when the underground water level in the tunnel is lowered to the top surface of the drainage side ditch; r-tunnel section radius (section width/2); m0 is the depth of the permeable crack development at the lower part of the tunnel.
In the step S3, the intelligent water detection and prediction integrated algorithm is used to obtain the prediction of the water burst development trend in front of the tunnel face 2, and a DFA analysis method is adopted, specifically as follows:
s31, setting a water inrush time sequence as follows: ξ (t), t =1, 2.
S32, establishing a new sequence:
in the formula:
is the average of the sequence ξ (t).
S33, dividing the new sequence Y (i) into N with the length s s = int (N/s) disjoint equal sub-intervals (i.e. N s Is the interval number of the sequence Y (i), s is the interval length), and the sequence length N is not necessarily divided by s to ensure that the water burst sequence information is not lost, a positive and negative division method is adopted: namely, the sequence is divided backwards from the front end of the sequence and then divided backwards and forwards from the tail end of the sequence once again to obtain 2N s A plurality of equal-length sub-intervals.
S34, performing polynomial regression fitting on data of each subinterval v (v =1,2, \8230;, 2 Ns) to obtain a local trend function y v (i)，y v (i) Which may be a first, second or higher order polynomial (generically DFA1, DFA2, \8230;, respectively), then the trend within each subinterval is eliminated and the mean of variance is calculated, with a typical quadratic fit as follows:
s35, determining a fluctuation function F(s) of the full sequence:
s36, repeating the calculation for different lengths s, if the tunnel water burst is related to the long-range power law, so that the method comprises the following steps:
F(s)∞s a ；
a is a scale index;
and drawing a log-log graph of the sum, wherein the slope of a straight line is a scale index.
S37, the following analysis can be carried out according to the value of a: a <0.5, indicating that tunnel gushes are inversely correlated; 0.5-a-1.0, which means that the water burst of the tunnel is in long-range positive correlation; a =0.5, a =1.0 tunnel gushing water shows randomness; a >1.0, the time series has a long-range correlation that is persistent, but not power-law correlation.
In the step S4, the water pressure in front of the tunnel face (2) is predicted by an intelligent water detection and prediction integrated algorithm and the following formula is adopted;
in the formula: p1-water pressure to which the lining is subjected; r0-lining inner radius; r1-lining outer radius; rg-outer radius of the grouting ring; k1-lining permeability coefficient; kg-the permeability coefficient of the grouting layer; kr-permeability coefficient of surrounding rock.
The calculation formula of the water burst grouting pressure in the step S5 is as follows:
P＝(2～4)MPa+P 0 ；
in the formula: p-grouting final pressure; p0-water burst pressure;
the grouting amount calculation formula is as follows:
Q＝(n·π·D 2 /4)·L·a·η；
in the formula: q-grouting amount; d-grouting range; l-grouting section length; n is the fracture rate of the rock stratum; a is the filling coefficient of the slurry in the rock fracture, and a = 0.3-0.9 is taken; eta-slurry consumption rate;
the thickness of the grout stopping wall (5) is as follows:
B＝P 0 r/[σ]+0.3r；
in the formula: b-grout stopping wall thickness; p0-stop pulp final pressure; r-grouting face tunnel excavation radius; [ sigma ] -the compressive strength allowed by the concrete wall.
Example 2
The invention relates to a construction method suitable for reinforcing a water-rich soft rock single-track railway tunnel, which is constructed according to the design method suitable for reinforcing the water-rich soft rock single-track railway tunnel, and comprises the following construction steps as shown in figure 2:
s1, constructing a tunnel main tunnel according to design, drilling a drain hole 1 in advance, and collecting various geological data, as shown in figures 3-5;
s2, judging the risk of the working condition according to the calculated numerical value, so that corresponding cause-pair measures can be taken conveniently, and the judgment basis is as follows;
the discrimination classification of each component, the calculation coefficient and the weight distribution are calculated in a weighting way by an intelligent advanced water detection and prediction integrated algorithm as follows:
TABLE 1RSR water seepage grading table
TABLE 2DFA water inrush development trend coefficient distribution table
TABLE 3 Water-burst pressure coefficient distribution table
TABLE 4 weight distribution table for each component of intelligent advanced water detection and prediction integrated platform
The weighting calculation formula and the risk judgment by the intelligent advanced water detection and prediction integrated algorithm are as follows:
risk coefficient = coefficient of each component weight
TABLE 5 palm front Risk discrimination Table
S3, if the judgment result of each component discrimination classification is a high-risk working condition according to the weighting calculation, constructing the grout stop wall 4, performing advanced curtain grouting, erecting a pipe shed working chamber, constructing an advanced pipe shed 7 and performing grouting;
s4, if the judgment result of each component in the discrimination and classification is a low-risk working condition according to the weighted calculation, reinforcing the tunnel face, performing upper step concrete spraying and sealing, then performing anchor rod 12 anchoring, erecting the pipe shed working chamber, constructing the advanced pipe shed 7 and the advanced small guide pipe 9, and then performing grouting; .
The drainage hole 1 for advanced drilling in the step S1 is formed by arranging four holes, namely a horizontal hole and three outer insertion holes, on the tunnel face 2, wherein the diameter of the hole is phi 90, the length of the hole is 30m, and the end of each outer insertion hole is 8m outside the excavation outline every 20 m/circulation, as shown in fig. 3-5.
The advanced curtain grouting and the advanced curtain grouting drilling in the step S3 need to be carried out before starting, the sequence of the advanced curtain grouting and the advanced curtain grouting drilling needs to be carried out according to four principles of jumping holes at intervals from a far water source to a near water source from bottom to top and from outside to inside, the position of an orifice during grouting needs to be accurately positioned, the allowable deviation from the designed position is +5cm, the deviation angle needs to meet the design requirement, each section is drilled, a section is checked and timely corrected, the deviation of the position of the bottom of the hole needs to be less than 30cm, and the set grout stopping wall 4 is constructed by screw-thread steel 3, as shown in figures 6-8.
After the pipe shed working chambers of the pipe shed working chambers erected in the steps S3 and S4 are subjected to primary support according to the original design standard section, the inner contour is excavated outwards by 0.4m, the length of the pipe shed working chambers is 5m, the primary support is reinforced by a profile steel frame 8, the longitudinal distance is 0.6 m/pin, the bottom of each steel frame is provided with a group of phi 42 locking anchor pipes with the length of 4 m/pin, the range of the arch working chambers is restored to be closed after the pipe shed is constructed, a second layer of steel frame and the primary support are constructed according to the normal section, the overexcavation part is compacted by using C25 sprayed concrete for primary support pentong6, the erected advanced pipe sheds 7 are all made of hot-rolled seamless steel pipes, the wall thickness of the advanced pipe sheds 7 is 5mm, grouting holes need to be drilled on the pipe walls of the pipe sheds, the aperture of the grouting holes is 8-10 mm, the hole distance of the grouting holes is 10-20 cm, the super-excavated part is arranged in a quincunx shape, the front ends of the grouting holes are processed into cones, the tail length is not less than 30cm, the grouting section, the grouting pressure is 0.5-12 MPa, and the concrete grouting pressure is determined by matching with the field grouting pressure, and the grouting ratio is 12.9-12 MPa.
In the step S4, the sole surface 2 is reinforced by using anchor rods 12 for grouting and filling to perform stratum anchoring, the used anchor rods 12 are full-length bonded glass fiber anchor rods, the distance between the anchor rods 12 is 1.2 × 1.2M (transverse × longitudinal) and the anchor rods are arranged in a quincunx shape, the number of the anchor rods 12 is 8, each anchor rod 12 is 12M long and has a lap joint length of 3M, the leading pipe shed 7 and the leading small pipe 9 in the low-risk working condition need to be grouted, a cement single-liquid slurry is generally adopted, a water-cement ratio is 0.5.
Example 3
The practical application of the invention is as follows:
various address data are collected before the start of site construction, and the data to be collected comprise: recording the drilling speed, the surrounding rock hardness, the block falling in the hole, the drilling speed, the drilling blocking condition, the drilling wrapping condition and the drilling jacking condition and position in a segmented manner in real time; the position of the groundwater outlet point, the water quality, the water quantity and the water quality clear condition are measured in sections, the water pressure, the position where a drill hole suddenly enters, the drilling speed mutation point, the position where the groundwater turns turbid from clear or turbid from clear, the position where the water quantity suddenly changes and the change condition are measured, and the like.
When calculating water inflow, firstly, drilling water pumping test and comprehensive well logging are carried out, and permeability coefficient K =1 × 10 obtained by screening and analyzing according to hydrogeological conditions -6 M/s, then measuring to obtain the water head heights H1 and H2 of underground water at two sides of the tunnel to be 130M and 150M respectively, the widths R1 and R2 of the outer boundaries of the underground water permeating into the tunnel at the two sides of the tunnel to be 110M and 135M respectively, the depth H =0.15M when the underground water level in the tunnel is reduced to the top surface of the drainage side ditch, the section radius R =6M of the tunnel, the depth M0=1.2M of the permeable crack development at the lower part of the tunnel, and obtaining Q1=8023M according to the data 3 /dQ2＝5543m 3 /dQ3＝11237m 3 D, and calculating the water inflow quantity Q =8268m under the current working condition by adopting an intelligent water detection and prediction integrated algorithm 3 /d；
Then, adopting a DFA analysis method to analyze the water inrush development trend prediction;
obtaining the inner radius R0=4m of the lining, the outer radius R1=6m of the lining, the outer radius Rg =11m of the grouting ring and the permeability coefficient K1=1 × 10 of the lining before calculating the water pressure prediction -7 m/s, grouting layer permeability coefficient Kg =1 × 10 -8 m/s, permeability coefficient of surrounding rock Kr =1 × 10 -6 m/s, substituting the above values into the formula
In (2), the water pressure P1=2.4MPa received by the lining was obtained.
The components are weighted and calculated through an intelligent water detection and prediction integrated algorithm to judge and grade, and the working condition risk is judged through a weighted calculation formula and a risk judgment basis.
If the water quantity is large, adopting advanced curtain grouting and advanced pipe shed 6 reinforcement measures, firstly measuring and paying off, marking the drilling position, after the construction machinery and personnel are in place, determining the drilling mode according to the difficulty degree of hole forming, grouting until the grouting standard is met, then erecting a pipe shed working chamber, sealing the tunnel face of the upper step, constructing and grouting the advanced pipe shed 6, if the water quantity is small, erecting the pipe shed working chamber, constructing and grouting the advanced pipe shed 6 and the advanced small pipe 8, and simultaneously adopting a glass fiber anchor rod 10 to reinforce the tunnel face 2 after the concrete spraying of the upper step is sealed.
If the water inrush grouting pressure, the grouting amount and the thickness of the grout stopping wall need to be calculated by an intelligent water detection and prediction integrated algorithm under the high-risk working condition of large water quantity,
the water burst pressure P0=0.4MPa is obtained by the formula P = (2-4) MPa + P 0 Obtaining the water burst grouting pressure P =2.4MPa;
the grouting range D =6m, the grouting section length L =10m, the rock formation fracture rate n =1.2%, the filling factor a =0.6 (a = 0.3-0.9) of the grout in the rock fracture, and the grout consumption rate eta =1.1% are obtained, and the formula Q = (n. Pi. D) is passed through according to the above data 2 L · a · η, giving a grouting quantity Q =2.24m 3 ；
The final pressure P0=0.5MPa of the grout stop, the tunnel excavation radius r =5.77m of the grouting surface and the allowable compressive strength [ sigma ] of the concrete wall are obtained]=1.2MPa, by formula B = P 0 r/[σ]+0.3r, the grout wall thickness B =4.5m in consideration of the actual situation.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A single-track railway tunnel reinforcement design method suitable for water-rich soft rock is characterized by comprising the following steps:
s1, processing and calculating by adopting an intelligent water detection prediction integrated algorithm;
s2, processing by an intelligent water detection and prediction integrated algorithm to obtain a water inflow prediction value Q in front of the tunnel face (2);
obtaining a formula: q = Q 1 +Q 2 +Q 3 ；
In the formula: q is the single-width total water inflow in the tunnel; q1, Q2 and Q3 are respectively the subsection single-width water inflow quantity at the two sides and the bottom of the tunnel;
s3, processing by an intelligent water detection and prediction integrated algorithm to obtain the water inrush development trend in front of the tunnel face (2);
s4, obtaining a predicted value of the water pressure in front of the tunnel face (2) through intelligent water detection and prediction integrated algorithm processing;
s5, calculating water burst grouting pressure P, grouting quantity Q and thickness B formula of a grout stopping wall (4) under high risk working condition: p-grouting final pressure; q-grouting amount; b-grout stopping wall thickness.
2. The method for the reinforcement design of the water-rich soft rock single-track railway tunnel according to claim 1, wherein the process of obtaining the water inflow prediction value Q in front of the tunnel face (2) through the processing of an intelligent water detection and prediction integrated algorithm in S2 is as follows;
Q＝Q 1 +Q 2 +Q 3
in the formula (I); q is the single width total water inflow in the tunnel; q1, Q2 and Q3 are respectively the subsection single-width water inflow quantity at the two sides and the bottom of the tunnel; k is the permeability coefficient obtained by drilling water pumping test and comprehensive well logging, screening and analyzing according to hydrogeological conditions; h1 and H2 are the height of underground water heads on two sides of the tunnel; r1 and R2 are the width of the outer boundary of the infiltration of the underground water on the two sides of the tunnel to the tunnel; h is the depth when the underground water level in the tunnel is lowered to the top surface of the drainage side ditch; r-tunnel section radius; m0 is the depth of the permeable crack development at the lower part of the tunnel.
3. The method for designing and reinforcing the single-track railway tunnel in the water-rich soft rock according to claim 1, wherein the prediction of the water burst development trend in front of the tunnel face (2) obtained by processing through the intelligent water detection and prediction integrated algorithm in the step S3 is performed by using a DFA analysis method, which is specifically as follows:
s31, setting a water inrush time sequence as follows: ξ (t), t =1,2, · n;
s32, establishing a new sequence:
in the formula:
is the average of the sequence ξ (t);
s33, dividing the new sequence Y (i) into N with the length s s = int (N/s) disjoint equal sub-intervals (i.e. N s The number of intervals of the sequence Y (i), and s is the length of the interval); because the sequence length N is not necessarily divided by s to ensure that the water burst sequence information is not lost, a positive and negative division method is adopted: namely, the sequence is divided backwards from the front end of the sequence and then divided backwards and forwards from the tail end of the sequence once again to obtain 2N s A plurality of equal-length sub-intervals;
s34, performing polynomial regression fitting on data of each subinterval v (v =1,2, \8230;, 2 Ns) to obtain a local trend function y v (i)，y v (i) Which may be a first, second or higher order polynomial (generically DFA1, DFA2, \ 8230;), then eliminating the trend within each subinterval and calculating the mean of the variance, a typical quadratic fit is as follows:
s35, determining a fluctuation function F(s) of the full sequence:
s36, repeating the calculation for different lengths s, if the water inrush of the tunnel is related to the long-range power law, so that the method comprises the following steps:
F(s)∞s a
a is a scale index;
drawing a logarithm coordinate graph of the sum, wherein the slope of a straight line of the logarithm coordinate graph is a scale index;
s37, carrying out the following analysis according to the value of a:
when a is less than 0.5, tunnel water burst is inversely related;
when the 0.5-woven fabric (a) is woven fabric (1.0), the tunnel water burst is in long-range positive correlation;
when a =0.5, a =1.0 tunnel water gushing shows randomness;
when a >1.0, the time series has a long-range correlation that is persistent, but not power-law correlation.
4. The method for designing and reinforcing the single-track railway tunnel in the water-rich soft rock according to claim 1, wherein the water pressure in front of the tunnel face is predicted by processing through an intelligent water detection and prediction integrated algorithm in the step S4 by adopting the following formula;
in the formula: p1-water pressure to which the lining is subjected; r0-lining inner radius; r1-lining outer radius; rg-outer radius of the grouting ring; k1-lining permeability coefficient; kg-the permeability coefficient of the grouting layer; kr-permeability coefficient of surrounding rock.
5. The method for reinforcing and constructing the single-track railway tunnel through the water-rich soft rock according to claim 1, wherein a calculation formula of water burst grouting pressure in the step S5 is as follows:
P＝(2～4)MPa+P 0
in the formula: p-grouting final pressure; p0-water burst pressure;
the grouting amount calculation formula is as follows:
Q＝(n·π·D 2 /4)·L·a·η
in the formula: q-grouting amount; d-grouting range; l-grouting section length; n-formation fracture rate; a is the filling coefficient of the slurry in the rock fracture, and a = 0.3-0.9 is taken; eta-slurry consumption rate;
the thickness of the grout stopping wall (4) is as follows:
B＝P 0 r/[σ]+0.3r
in the formula: b, the grout stopping wall (4) is thick; p0-stop pulp final pressure; r-grouting face tunnel excavation radius; [ sigma ] -the compressive strength allowed by the concrete wall.
6. A single-track railway tunnel reinforcement construction method suitable for water-rich soft rock is characterized by comprising the construction method according to any one of claims 1 to 5, wherein the construction method comprises the following steps:
s61, conducting advanced drilling of the drain hole (1) and collecting geological conditions;
s62, judging the working condition risk;
s63, if the judgment result of each component is a high-risk working condition according to the weighted calculation, constructing the grout stop wall (4), performing advanced curtain grouting, erecting a pipe shed working chamber, constructing an advanced pipe shed (6) and performing grouting;
s64, if the judgment result of each component in the discrimination classification is a low-risk working condition according to the weighting calculation, reinforcing the tunnel face (2), spraying concrete on an upper step to seal, anchoring an anchor rod (10), erecting the pipe shed working chamber, constructing the advanced pipe shed (6) and the advanced small guide pipe (12), and then grouting.
7. The single-track railway tunnel reinforcement construction method applicable to the water-rich soft rock is characterized in that in the step S61, the arrangement of the advanced drilling drainage holes (1) is that 4 holes are distributed on the tunnel face (2), wherein the 4 holes are respectively 1 horizontal hole and 3 outer plug holes.
8. The method for reinforcing and constructing the single-track railway tunnel of water-rich soft rock according to claim 6, wherein the advanced curtain grouting in step S63 is performed by advanced curtain grouting drilling, and the sequence of the advanced curtain grouting drilling and the advanced curtain grouting is as follows: the method comprises four methods of jumping holes from bottom to top, from outside to inside, from a far water source to a near water source and at intervals.
9. The method for reinforcing the water-rich soft rock single-track railway tunnel according to claim 6, wherein the tube shed working chamber in the steps S63 and S64 is formed by outwardly digging at least 0.4m from the inner contour of the built primary support, and performing concrete spraying (5) on the primary support, the tube of the advanced tube shed (6) is made of hot-rolled seamless steel tubes, grouting holes are drilled in the tube wall of the steel tubes, the hole diameter is 8-10 mm, the hole pitch is 10-20 cm, the tail length is not less than 30cm, the pipe serves as a grout stop section without drilling, and the grouting pressure is 0.5-4.0 MPa.
10. The single-track railway tunnel reinforcement construction method applicable to the water-rich soft rock is characterized in that in the step S64, anchor rod drilling holes (9) are formed in the tunnel face (2), then the tunnel face (2) is reinforced through anchor rods (10), the advance pipe shed (6) and the advance small guide pipes (8) are both grouted by adopting cement single grout, and the mass ratio of water to cement is (0.5-0.8): 1.
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