CN115859430B - Reinforced design and construction method suitable for water-rich soft rock single-track railway tunnel - Google Patents
Reinforced design and construction method suitable for water-rich soft rock single-track railway tunnel Download PDFInfo
- Publication number
- CN115859430B CN115859430B CN202211531306.0A CN202211531306A CN115859430B CN 115859430 B CN115859430 B CN 115859430B CN 202211531306 A CN202211531306 A CN 202211531306A CN 115859430 B CN115859430 B CN 115859430B
- Authority
- CN
- China
- Prior art keywords
- water
- tunnel
- grouting
- advanced
- sequence
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 189
- 238000010276 construction Methods 0.000 title claims abstract description 31
- 239000011435 rock Substances 0.000 title claims abstract description 31
- 238000013461 design Methods 0.000 title abstract description 15
- 238000005553 drilling Methods 0.000 claims abstract description 31
- 238000011161 development Methods 0.000 claims abstract description 17
- 238000004458 analytical method Methods 0.000 claims abstract description 8
- 238000000034 method Methods 0.000 claims description 25
- 238000004364 calculation method Methods 0.000 claims description 23
- 238000012545 processing Methods 0.000 claims description 22
- 239000002002 slurry Substances 0.000 claims description 20
- 230000003014 reinforcing effect Effects 0.000 claims description 16
- 238000001514 detection method Methods 0.000 claims description 13
- 230000035699 permeability Effects 0.000 claims description 13
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 239000011440 grout Substances 0.000 claims description 11
- 238000002347 injection Methods 0.000 claims description 9
- 239000007924 injection Substances 0.000 claims description 9
- 239000003673 groundwater Substances 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 6
- 238000005507 spraying Methods 0.000 claims description 6
- 238000012360 testing method Methods 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 5
- 230000035515 penetration Effects 0.000 claims description 5
- 238000004873 anchoring Methods 0.000 claims description 4
- 238000003780 insertion Methods 0.000 claims description 4
- 230000037431 insertion Effects 0.000 claims description 4
- 238000005086 pumping Methods 0.000 claims description 4
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 230000002085 persistent effect Effects 0.000 claims description 3
- 238000003825 pressing Methods 0.000 claims description 3
- 230000008569 process Effects 0.000 claims description 3
- 238000012216 screening Methods 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 230000009191 jumping Effects 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 abstract description 4
- 239000003365 glass fiber Substances 0.000 description 6
- 239000007788 liquid Substances 0.000 description 3
- 101000955967 Deinagkistrodon acutus Thrombin-like enzyme acutin Proteins 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 101150014330 dfa2 gene Proteins 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000011152 fibreglass Substances 0.000 description 2
- 238000005194 fractionation Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to the field of civil engineering, in particular to a water-rich soft rock single-line railway track reinforcement design and construction method, which comprises the steps of firstly judging the water inflow quantity, water inflow development trend and water pressure predicted value in front of a face through an intelligent water exploration prediction integrated algorithm, judging the risk condition of the place through weighted analysis, performing advanced drilling on a water drainage hole and collecting surrounding geological conditions during construction, and performing corresponding construction according to the previous judgment of the risk degree of the ground working condition.
Description
Technical Field
The invention relates to the field of civil engineering, in particular to a reinforced design and construction method suitable for a water-rich soft rock single-track railway tunnel.
Background
The existing advanced support forms adopted for the water-rich soft rock tunnel at home and abroad are mainly advanced pipe shed support, advanced curtain grouting, advanced small conduit support and the like, in construction, the advanced support forms of which forms are adopted are often designated in advance by designs, the designs are conservative, the actual situation of the site is lack of variability, and the same advanced support forms are adopted for the area with smaller water content, so that construction waste and cost increase can be caused.
Disclosure of Invention
The invention aims at: aiming at the problems that the design of the traditional advance support form in the prior art is appointed in advance, the design is deviated from conservation, the actual condition on the site is lack of the strain, the same advance support form is adopted for the area with smaller water content, the construction waste and the cost improvement are possibly caused, and the method for reinforcing the water-rich soft rock single-track railway tunnel is provided.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
the design method is suitable for the reinforcement of the water-rich soft rock single-track railway tunnel, and comprises the following steps:
S1, processing and calculating by adopting an intelligent water exploration prediction integrated algorithm to obtain data information of the water condition in front of a needed tunnel face;
s2, obtaining a single-wide water inflow predicted value Q in the tunnel in front of the tunnel face through intelligent water exploration prediction integrated algorithm processing
The formula is obtained: q=q 1+Q2+Q3;
Wherein: q is a single wide water inflow predicted value in the tunnel; q1, Q2 and Q3, namely the water inflow quantity with single width at the two sides and the bottom of the tunnel;
S3, processing by an intelligent water exploration prediction integrated algorithm to obtain a water gushing development trend in front of the face;
S4, processing by an intelligent water exploration prediction integrated algorithm to obtain a predicted value of the water pressure in front of the face;
S5, calculating water-inrush grouting pressure P, grouting quantity E and grouting wall thickness B under a high-risk working condition;
the invention relates to a reinforcement design method suitable for a single-track railway tunnel with 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 predicted value, a water inflow development trend, a water pressure predicted value and the like in front of a tunnel face, the water inflow risk in front of the tunnel face is judged through weighted calculation, after the risk judgment, the water inflow grouting pressure, the grouting amount and the thickness of a grout stopping wall under the high-risk working condition are calculated through the intelligent advanced water exploration prediction integrated algorithm if the risk is judged, and a judgment method for quantitatively predicting the water inflow in front of the tunnel face of the tunnel is provided, so that judgment basis is provided for follow-up determination of advanced support forms.
As a preferable scheme of the invention, the process of obtaining the predicted value Q of the water inflow in front of the tunnel face through the processing of the intelligent water detection prediction integrated algorithm in the step S2 is as follows;
Q＝Q1+Q2+Q3
Wherein; q is a single wide water inflow predicted value in the tunnel; q1, Q2 and Q3, namely the water inflow quantity with single width at the two sides and the bottom of the tunnel; k, screening and analyzing the obtained permeability coefficient according to hydrogeological conditions by drilling a pumping test and comprehensive logging; h1 and H2, namely the heights of underground water heads at two sides of the tunnel; r1 and R2 are the width of the outer boundary of the groundwater on two sides of the tunnel penetrating into the tunnel; h, when the underground water level in the tunnel is reduced to the depth of the top surface of the drainage side ditch; r-tunnel section radius (section width/2); m0-depth of tunnel lower water penetration crack development.
As a preferable scheme of the invention, in the step S3, the prediction of the water inflow development trend in front of the face is obtained through the processing of an intelligent water exploration prediction integrated algorithm by adopting a DFA analysis method, and the method comprises the following steps:
S31, setting a water burst time sequence as follows: ζ (t), t=1, 2,..n.
S32, establishing a new sequence:
Wherein: Is the average value of the sequence ζ (t).
S33, dividing the new sequence Y (i) into N s = int (N/s) disjoint equal-length subintervals with the length s (namely N s is the number of intervals of the sequence Y (i), s is the interval length), and adopting a positive and negative division method because the sequence length N is not necessarily divided by s to ensure that the water burst sequence information is not lost: i.e. a total of 2N s equal-length subintervals, starting with the front end of the sequence and dividing back and then dividing back again from the end of the sequence.
S34. polynomial regression fitting is performed on the data of each subinterval v (v=1, 2, …,2 Ns), to obtain a local trend function y v(i),yv (i) which may be a first order, a second order or a higher order polynomial (generally denoted as DFA1, DFA2, … respectively), then, the trend in each subinterval is eliminated, and the variance mean is calculated, and the general quadratic fitting method is as follows:
S35, determining a fluctuation function F(s) of the whole sequence:
S36, repeating the calculation for different lengths s, and if the tunnel water burst is related to the length Cheng Milv,:
F(s)∞sa
a is a scale index;
and the slope of the straight line of the drawn double-logarithmic graph is the scale index.
S37, according to the value of a, the following analysis can be carried out: a <0.5, indicating that the tunnel water burst is inversely related; 0.5< a <1.0, which indicates that the tunnel water burst is a long-range positive correlation; a=0.5, a=1.0 tunnel gushes exhibit randomness; a >1.0, the time series has a long-range correlation that is persistent, but not a power law correlation.
As a preferable scheme of the invention, in the step S4, the prediction of the water pressure in front of the face is obtained through processing of an intelligent water detection prediction integrated algorithm by adopting the following formula;
Wherein: p1, the water pressure born by the lining; r0-lining inner radius; r1-lining outer radius; rg, the outer radius of the grouting ring; k1-lining permeability coefficient; kg-slip casting permeability coefficient; kr-permeability coefficient of surrounding rock.
As a preferable scheme of the invention, the calculation formula of the water injection grouting pressure in the step S5 is as follows:
P＝(2～4)MPa+P0；
Wherein: p-water injection pressure; p0-water burst pressure;
The grouting amount calculation formula is as follows:
E＝(n·π·D2/4)·L·a·η；
Wherein: e, grouting amount; d, grouting range; l-grouting section length; n-formation fracture rate; a, the filling coefficient of slurry in the rock cracks is a=0.3 to 0.9; η -slurry consumption rate;
The thickness of the grout stop wall is as follows:
B＝P0r/[σ]+0.3r
Wherein: b, the thickness of the grout stopping wall; p0-stopping the slurry and pressing; r-grouting surface tunnel excavation radius; [ sigma ] -concrete wall allows compressive strength.
The construction method for reinforcing the water-rich soft rock single-track railway tunnel is characterized by comprising the following construction steps of:
S1, drilling a water drainage hole in advance according to a positive tunnel of a designed construction tunnel, and collecting various geological data;
s2, judging the risk of the working condition according to the calculated numerical value, and facilitating taking corresponding cause-pair measures, wherein the judging mode is as follows:
the discrimination classification, calculation coefficient and weight distribution of each component are calculated by weighting through an intelligent advanced water detection prediction integrated algorithm as follows:
TABLE 1RSR Water penetration fractionation Table
TABLE 2 distribution table of DFA water development trend coefficients
TABLE 3 distribution table of water burst pressure coefficient
Table 4 "Intelligent advanced water exploration prediction integral platform" weight distribution table for each component
The weighting calculation formula and the risk judgment basis of the intelligent advanced water detection prediction integrated algorithm are as follows:
risk coefficient = component coefficients × component weights
Table 5 face front risk discrimination table
S3, if the judgment result of the judgment and grading of each component is a high risk working condition according to the weighted calculation, the slurry stopping wall is constructed, advanced curtain grouting is carried out, a pipe shed working chamber is erected, an advanced pipe shed is constructed, and grouting is carried out;
S4, if the judgment and grading judgment result of each component 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 anchoring, erecting the pipe shed working chamber, performing construction of the advance pipe shed and the advance small guide pipe, and then performing grouting;
The invention relates to a method for reinforcing construction of a water-rich soft rock single-track railway tunnel, which is suitable for a series of situations of water content in front of a face of a tunnel, such as water injection pressure P, grouting quantity E, grouting wall thickness B and the like under high-risk working conditions, according to a single-wide water inflow predicted value Q, a water inflow development trend, a water pressure predicted value and a water inflow grouting pressure P, a water inflow grouting quantity E, a water inflow grouting wall thickness B in the tunnel, which are obtained by an intelligent water exploration prediction integrated algorithm, and is used for distinguishing construction after judging, so that engineering resources are greatly saved, construction cost is reduced, and construction resources are efficiently utilized.
As a preferable scheme of the invention, the advanced drilling drainage holes in the step S1 are four holes which are respectively a horizontal hole and three external insertion holes and are arranged on the face.
As a preferred scheme of the invention, before the advanced curtain grouting in the step S3 is started, advanced curtain grouting drilling is needed, the order of the advanced curtain grouting and the advanced curtain grouting drilling is that the advanced curtain grouting and the advanced curtain grouting drilling are needed to be carried out according to four principles from bottom to top, from outside to inside, from a far water source to a near water source and at intervals, the position of an orifice during grouting is accurately positioned, the allowable deviation between the orifice and the design position is +5cm, the deviation angle meets the design requirement, and each drilling section is inspected for one section, the deviation is corrected in time, and the position deviation of the bottom of the orifice is smaller than 30cm.
As a preferred scheme of the invention, after the primary support of the original design standard section is completed, the inner outline of the pipe shed working room erected in the step S3 and the step S64 is outwards expanded and dug for 0.4m, the length of the pipe shed working room is 5m, the primary support is reinforced by adopting profile steel frames, the longitudinal spacing of the profile steel frames is 0.6 m/truss, the bottom of each truss is provided with a group of phi 42 foot locking anchor pipes, the length is 4 m/truss, after the pipe shed is applied, the range of the arch working room is restored to be closed, the second layer of the steel frames and the primary support are applied according to the normal section, the super-dug part carries out primary support concrete backfill compaction, the erected pipe shed is made of hot rolled seamless steel pipes, the wall thickness of the pipe shed is 5mm, the pipe wall of the pipe shed is required to be provided with grouting holes, the hole diameters of the grouting holes are 8-10 mm, the hole spacing of the grouting holes are 10-20 cm, the front ends of the grouting holes are processed into cones, the tail lengths are not smaller than 30cm, the grouting pressure is generally 0.5-4.0 MPa, and the concrete pressure ratio is determined by the site grouting pressure ratio.
As a preferred scheme of the invention, in the step S4, anchor rod drilling is required to be firstly carried out on a tunnel face, then the tunnel face is reinforced by anchor rods, the tunnel face is reinforced by grouting filling of full-length bonding glass fiber anchors, stratum anchoring is carried out, the glass fiber anchors are arranged at intervals of 1.2 multiplied by 1.2M (transverse multiplied by longitudinal) and are distributed in a quincuncial shape, the glass fiber anchors are 8 in total, each glass fiber anchor has a length of 12M and a lap joint length of 3M, grouting is required to be carried out on an advance pipe shed and an advance small guide pipe in a low risk working condition, cement single-liquid slurry is generally adopted, the water-cement ratio is between 0.5:1 and 0.8:1, the proportion is correspondingly adjusted according to the disclosure condition and the grouting test condition, and when surrounding rock is broken and groundwater is developed, cement-water glass double-liquid slurry is partially adopted for regulating the coagulation requirement, and the slurry strength grade is required to be not less than M10.
In summary, due to the adoption of the technical scheme, the beneficial effects of the invention are as follows:
1. The invention provides a method for quantitatively predicting the water inflow quantity in front of a tunnel face, which is suitable for reinforcing a water-rich soft rock single-track railway tunnel, and provides a method for quantitatively predicting the water inflow quantity in front of the tunnel face, which can provide basis for subsequent construction more effectively and improve construction efficiency, by calculating the water inflow quantity predicted value, the water inflow development trend, the water pressure predicted value and the like in front of the tunnel face through an intelligent water exploration prediction integrated algorithm, judging the water inflow risk in front of the tunnel face through weighted calculation, and calculating the water inflow grouting pressure, the grouting quantity and the thickness of a grouting wall under high-risk working condition through the intelligent water exploration prediction integrated algorithm after risk judgment.
2. The method is suitable for reinforcing the water-rich soft rock single-track railway tunnel, and can greatly save engineering resources, reduce construction cost and more efficiently utilize construction resources by distinguishing construction after judging according to the water content condition in front of the face.
Drawings
FIG. 1 is a flow chart of the operation of the intelligent advanced water detection and prediction integrated algorithm of the invention;
FIG. 2 is a construction flow chart of the present invention;
FIG. 3 is a cross-sectional view of a borehole in accordance with the present invention;
FIG. 4 is a longitudinal section of a borehole according to 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 the grout stop wall of the present invention;
FIG. 7 is a schematic side view of a grout stop wall of the present invention;
FIG. 8 is a schematic view of a grouting longitudinal section of the present invention;
FIG. 9 is a front plan view of a foreline canopy support of the present invention;
FIG. 10 is a longitudinal layout of a foreline canopy stay of the present invention;
FIG. 11 is a front layout view of a foreline canopy and small duct according to the present invention;
FIG. 12 is a longitudinal layout of the foreline shed and small guide tube of the present invention;
FIG. 13 is a cross-sectional view of a fiberglass anchor of the present invention;
fig. 14 is a longitudinal cross-sectional view of a fiberglass anchor of the present invention.
Icon: 1-advanced drilling of a water discharge hole; 2-a face; 3-deformed steel bar; 4-a slurry stopping wall; 5-primary support concrete spraying; 6-leading pipe shed; 7-section steel frame; 8-leading small catheter; 9-anchor rod drilling; 10-anchor rod.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings.
For the purpose of making apparent the objects, technical solutions and advantages of the present invention, the present invention will be further described in detail with reference to the accompanying drawings and examples, it being understood that the specific examples described herein are for the purpose of illustration only and are not intended to limit the present invention.
Example 1
The invention relates to a method for reinforcing and designing a water-rich soft rock single-track railway tunnel, which is shown in figure 1 and comprises the following steps:
S1, processing and calculating the front Shui Kuang of the tunnel face by adopting an intelligent water exploration prediction integrated algorithm;
s2, processing by an intelligent water exploration prediction integrated algorithm to obtain a single-width water inflow predicted value Q in a tunnel in front of the tunnel face 2;
the formula is obtained: q=q 1+Q2+Q3;
Wherein: q is a single wide water inflow predicted value in the tunnel; q1, Q2 and Q3, namely the water inflow quantity with single width at the two sides and the bottom of the tunnel;
s3, processing by an intelligent water exploration prediction integrated algorithm to obtain a water gushing development trend in front of the tunnel face 2;
s4, processing by an intelligent water exploration prediction integrated algorithm to obtain a water pressure predicted value in front of the tunnel face 2;
S5, calculating water-inrush grouting pressure P, grouting quantity E and thickness B of the grouting wall 4 under a high-risk working condition;
in the step S2, the process of obtaining the single-width water inflow predicted value Q in the tunnel in front of the tunnel face 2 through processing by an intelligent water detection prediction integrated algorithm is as follows;
Q＝Q1+Q2+Q3
Wherein; q is a single wide water inflow predicted value in the tunnel; q1, Q2 and Q3, namely the water inflow quantity with single width at the two sides and the bottom of the tunnel; k, screening and analyzing the obtained permeability coefficient according to hydrogeological conditions by drilling a pumping test and comprehensive logging; h1 and H2, namely the heights of underground water heads at two sides of the tunnel; r1 and R2 are the width of the outer boundary of the groundwater on two sides of the tunnel penetrating into the tunnel; h, when the underground water level in the tunnel is reduced to the depth of the top surface of the drainage side ditch; r-tunnel section radius (section width/2); m0-depth of tunnel lower water penetration crack development.
In the step S3, the prediction of the water inflow development trend in front of the tunnel face 2 is obtained through processing by an intelligent water exploration prediction integrated algorithm, and a DFA analysis method is adopted, specifically as follows:
S31, setting a water burst time sequence as follows: ζ (t), t=1, 2,..n.
S32, establishing a new sequence:
Wherein: Is the average value of the sequence ζ (t).
S33, dividing the new sequence Y (i) into N s = int (N/s) disjoint equal-length subintervals with the length s (namely N s is the number of intervals of the sequence Y (i), s is the interval length), and adopting a positive and negative division method because the sequence length N is not necessarily divided by s to ensure that the water burst sequence information is not lost: i.e. a total of 2N s equal-length subintervals, starting with the front end of the sequence and dividing back and then dividing back again from the end of the sequence.
S34. polynomial regression fitting is performed on the data of each subinterval v (v=1, 2, …,2 Ns), to obtain a local trend function y v(i),yv (i) which may be a first order, a second order or a higher order polynomial (generally denoted as DFA1, DFA2, … respectively), then, the trend in each subinterval is eliminated, and the variance mean is calculated, and the general quadratic fitting method is as follows:
S35, determining a fluctuation function F(s) of the whole sequence:
S36, repeating the calculation for different lengths s, and if the tunnel water burst is related to the length Cheng Milv,:
F(s)∞sa；
a is a scale index;
and the slope of the straight line of the drawn double-logarithmic graph is the scale index.
S37, according to the value of a, the following analysis can be carried out: a <0.5, indicating that the tunnel water burst is inversely related; 0.5< a <1.0, which indicates that the tunnel water burst is a long-range positive correlation; a=0.5, a=1.0 tunnel gushes exhibit randomness; a >1.0, the time series has a long-range correlation that is persistent, but not a power law correlation.
In the step S4, the water pressure prediction in front of the tunnel face (2) is obtained through processing of an intelligent water detection prediction integrated algorithm, and the following formula is adopted;
Wherein: p1, the water pressure born by the lining; r0-lining inner radius; r1-lining outer radius; rg, the outer radius of the grouting ring; k1-lining permeability coefficient; kg-slip casting permeability coefficient; kr-permeability coefficient of surrounding rock.
The calculation formula of the water injection grouting pressure in the step S5 is as follows:
P＝(2～4)MPa+P0；
Wherein: p-water injection pressure; p0-water burst pressure;
The grouting amount calculation formula is as follows:
E＝(n·π·D2/4)·L·a·η；
Wherein: e, grouting amount; d, grouting range; l-grouting section length; n-formation fracture rate; a, the filling coefficient of slurry in the rock cracks is a=0.3 to 0.9; η -slurry consumption rate;
The thickness of the grout stop wall 4 is as follows:
B＝P0r/[σ]+0.3r；
Wherein: b, the thickness of the grout stopping wall; p0-stopping the slurry and pressing; r-grouting surface tunnel excavation radius; [ sigma ] -concrete wall allows compressive strength.
Example 2
The invention relates to a construction method for reinforcing a water-rich soft rock single-track railway tunnel, which is constructed according to the construction method for reinforcing the water-rich soft rock single-track railway tunnel, as shown in fig. 2, and comprises the following construction steps:
S1, drilling a water drain hole 1 in advance according to a positive tunnel of a designed construction tunnel, 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, and conveniently taking corresponding cause-pair measures according to the following judgment basis;
the discrimination classification, calculation coefficient and weight distribution of each component are calculated by weighting through an intelligent advanced water detection prediction integrated algorithm as follows:
TABLE 1RSR Water penetration fractionation Table
TABLE 2 distribution table of DFA water development trend coefficients
TABLE 3 distribution table of water burst pressure coefficient
Table 4 "Intelligent advanced water exploration prediction integral platform" weight distribution table for each component
The weighting calculation formula and the risk judgment basis of the intelligent advanced water detection prediction integrated algorithm are as follows:
risk coefficient = component coefficients × component weights
Table 5 face front risk discrimination table
S3, if the judgment and grading judgment result of each component is a high risk working condition according to the weighted calculation, the grouting wall 4 is constructed, advanced curtain grouting is carried out, a pipe shed working chamber is erected, an advanced pipe shed 7 is constructed, and grouting is carried out;
S4, if the judgment and grading judgment result of each component is a low-risk working condition according to the weighted calculation, reinforcing the face, performing upper-step concrete spraying and sealing, then performing anchor rod 12 anchoring, erecting the pipe shed working chamber, performing construction on the advance pipe shed 7 and the advance small guide pipe 9, and then performing grouting; .
The advanced drilling of the drain hole 1 in the step S1 is to arrange four holes on the face 2, and the four holes are a horizontal hole and three external insertion holes respectively, and the diameter Φ90 of the hole is 30m, the length of the hole is 30m, and the end of the external insertion hole should be 8m outside the excavation contour every 20 m/cycle, as shown in fig. 3-5.
The step S3 of the foregoing step is that before the advance curtain grouting is started, advanced curtain grouting drilling is required, the order of advanced curtain grouting and advanced curtain grouting drilling should be according to four principles of from bottom to top, from outside to inside, from far water source to near water source, and hole jumping at intervals, the position of the hole should be accurately positioned, the allowable deviation between the position of the hole and the designed position should be +5cm, the deviation should meet the design requirement, each time a section is drilled, a section is inspected, deviation is corrected in time, the deviation of the position of the hole bottom should be less than 30cm, and the set grout stopping wall 4 is constructed by using the screw steel 3, as shown in fig. 6-8.
The pipe shed working room of the pipe shed working room erected in the step S3 and the step S4 is characterized in that after the primary support of the original design standard section is completed, the inner outline of the pipe shed working room is outwards expanded by 0.4m, the length of the pipe shed working room is 5m, the primary support is reinforced by adopting a profile steel frame 8, the longitudinal spacing is 0.6 m/truss, a group of phi 42 foot locking anchor pipes are arranged at the bottom of each truss frame, the length is 4 m/truss, the range of the arch working room 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 super-excavated part adopts C25 injection concrete to carry out primary support pentong m backfilling compaction, the erected leading pipe shed 7 is made of hot-rolled seamless steel pipes, the wall thickness of the leading pipe shed 7 mm, the pipe wall of the pipe shed is required to be drilled with grouting holes, the aperture of the grouting holes is 8-10 mm, the hole spacing of the grouting holes is 10-20 cm, the front ends of the grouting holes are arranged in a plum blossom shape, the tail length is not less than 30cm, the grouting pressure is not less than the grouting pressure and is generally 0.5MPa, the specific grouting pressure is determined by the experiment pressure and is shown in the field, and is shown by the experiment pressure to be between 0.0 and 9 MPa.
In the step S4, the tunnel face 2 is reinforced by grouting and filling with the anchor rods 12 to anchor the stratum, the anchor rods 12 are full-length bonded glass fiber anchor rods, the set distance between the anchor rods 12 is 1.2×1.2M (transverse×longitudinal) and are arranged in a quincuncial shape, 8 anchor rods 12 are arranged, each anchor rod is 12M long and has a lap joint length of 3M, grouting is required for the leading pipe shed 7 and the leading small guide pipe 9 in the low risk working condition, generally, cement single-liquid slurry is adopted, the water cement ratio is 0.5:1-0.8:1, the proportion is correspondingly adjusted according to the disclosure condition and grouting test condition, and when surrounding rock is broken and groundwater is developed, cement-water glass double slurry is partially adopted for setting, and the slurry strength level is required to be not less than M10 as shown in fig. 13-14.
Example 3
The practical application of the invention is as follows:
Various address data are collected before the field construction is started, and the data to be collected comprise: recording drilling speed, hardness degree of surrounding rock, block falling in a hole, slow drilling, drill sticking, drill wrapping and top drilling conditions and positions in a real-time sectional manner; the position of the underground water outlet point, the water quality, the water quantity and the clear water quality, the water pressure and the position of the drilling hole burst are measured in sections, and the position of the drilling speed burst point, the position of the underground water from clear to turbid or from turbid, the position and the change condition of the water quantity burst change, and the like.
When water inflow is calculated, firstly, a drilling pumping test and comprehensive logging are carried out, the obtained permeability coefficient K=1X10 -6 M/s is screened and analyzed according to hydrogeological conditions, then, the heights H1 and H2 of groundwater heads at two sides of a tunnel are respectively 130M and 150M, the widths R1 and R2 of the outer boundaries of groundwater at two sides of the tunnel, which penetrate into the tunnel, are respectively 110M and 135M, the depth h=0.15M when the groundwater level in the tunnel is reduced to the top surface of a drainage side ditch, the radius r=6m of the section of the tunnel, the depth M0=1.2M of water permeable crack development at the lower part of the tunnel is obtained according to the data, Q1=8023m 3/dQ2＝5543m3/dQ3＝11237m3/d is obtained according to the data, and the single-width water inflow predicted value Q=8268m 3/d in the tunnel under the current working condition is calculated by adopting an intelligent water detection prediction integrated algorithm;
Then adopting a DFA analysis method to analyze the water gushing development trend prediction;
Before calculating the water pressure size prediction, knowing the lining inner radius R0=4m, the lining outer radius R1=6m, the grouting ring outer radius Rg=11m, the lining permeability coefficient K1=1× -7 m/s, the grouting layer permeability coefficient Kg=1× -8 m/s and the surrounding rock permeability coefficient Kr=1× -6 m/s, and putting the values into a formula The water pressure p1=2.4 MPa to which the lining is subjected is obtained.
And (3) carrying out weighted calculation on each component discrimination classification through an intelligent water detection prediction integrated algorithm, and judging the working condition risk through a weighted calculation formula and a risk discrimination basis.
If the water quantity is large, adopting advanced curtain grouting and advanced pipe shed 6 reinforcement measures, firstly measuring pay-off, marking drilling positions, and the like, after construction machinery and personnel are in place, drilling modes are determined according to the difficulty level of hole forming, grouting is carried out until grouting standards are met, then a pipe shed working chamber is erected, a step-up tunnel face is closed, the advanced pipe shed 6 is constructed and grouting is carried out, if the water quantity is small, the pipe shed working chamber is erected, the advanced pipe shed 6 and the advanced small guide pipe 8 are constructed and grouting is carried out, and meanwhile, after the step-up concrete spraying is closed, the tunnel face 2 is reinforced by adopting glass fiber anchor rods 10.
If the water injection pressure, the grouting amount and the thickness of the grouting wall are calculated through an intelligent water detection prediction integrated algorithm under the high-risk working condition with large water quantity,
Knowing the water burst pressure P0=0.4 MPa, and obtaining the water burst grouting pressure P=2.4 MPa through a formula P= (2-4) MPa+P 0;
The grouting range d=6m, the grouting section length l=10m, the formation fracture rate n=1.2, the filling coefficient a of the slurry in the rock fracture a=0.6 (a=0.3-0.9), the slurry consumption rate η=1.1, and the grouting amount e=2.24 m 3 was obtained by the formula e= (n·pi·d 2/4) ·l·a·η according to the above data;
The final grouting pressure P0=0.5 MPa, the grouting surface tunnel excavation radius r=5.77 m and the allowable compressive strength [ sigma ] =1.2 MPa of the concrete wall are obtained, and the grouting wall thickness B=4.5 m is obtained by taking the actual condition into consideration through the formula B=P 0 r/[ sigma ] +0.3r.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (6)
1. The method is characterized by comprising the following steps of:
S1, processing and calculating by adopting an intelligent water exploration prediction integrated algorithm to obtain data information of the water condition in front of a needed tunnel face;
s11, obtaining a single-width water inflow predicted value Q in a tunnel in front of the tunnel face (2) through intelligent water exploration prediction integrated algorithm processing;
the formula is obtained: q=q 1+Q2+Q3;
wherein: q is a single wide water inflow predicted value in the tunnel; q 1、Q2、Q3 -the water inflow of the two sides and the bottom of the tunnel are respectively distributed in a single width;
S12, processing by an intelligent water exploration prediction integrated algorithm to obtain a water gushing development trend in front of the tunnel face (2);
S13, processing by an intelligent water exploration prediction integrated algorithm to obtain a water pressure predicted value in front of the tunnel face (2);
s14, calculating water-inrush grouting pressure P, grouting quantity E and thickness B of the grouting wall (4) under a high-risk working condition;
The process of obtaining the single-width total water inflow predicted value Q in the tunnel in front of the tunnel face (2) through intelligent water exploration prediction integrated algorithm processing in the S11 is as follows;
Q＝Q1+Q2+Q3
Wherein; q is a single wide water inflow predicted value in the tunnel; q 1、Q2、Q3 -the water inflow of the two sides and the bottom of the tunnel are respectively distributed in a single width; k, screening and analyzing the obtained permeability coefficient according to hydrogeological conditions by drilling a pumping test and comprehensive logging; h 1、H2, the height of underground water heads at two sides of the tunnel; r 1、R2, the width of the outer boundary of the groundwater on two sides of the tunnel penetrating into the tunnel; h, when the underground water level in the tunnel is reduced to the depth of the top surface of the drainage side ditch; r-tunnel section radius; m 0 -depth of tunnel lower water penetration crack development;
in the step S12, the water inflow development trend prediction in front of the tunnel face (2) is obtained through intelligent water exploration prediction integrated algorithm processing by adopting a DFA analysis method, and the method specifically comprises the following steps:
s31, setting a water burst time sequence as follows: ζ (t), t=1, 2, n;
s32, establishing a new sequence:
Wherein: Is the average value of the sequence xi (t);
s33, dividing the new sequence Y (i) into N s = int (N/s) disjoint equal-length subintervals with the length of s; wherein: n s is the number of intervals of the sequence Y (i), s is the interval length;
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: firstly, dividing backwards from the front end of a sequence, and then dividing reversely and forwards from the tail end of the sequence again to obtain 2N s equal-length subintervals;
S34, performing polynomial regression fitting on the data of each subinterval v to obtain a local trend function y v(i),yv (i) as a primary polynomial, a secondary polynomial and a higher polynomial, then eliminating the trend in each subinterval, and calculating the variance mean value of the trend, wherein the secondary fitting mode is as follows:
S35, determining a fluctuation function F(s) of the whole sequence:
S36, repeating the calculation for different lengths s, and if the tunnel water burst is related to the length Cheng Milv,:
F(s)∞sa
a is a scale index;
drawing a sum double logarithmic graph, wherein the slope of a straight line of the sum double logarithmic graph is a scale index;
s37, carrying out the following analysis according to the value of a:
when a <0.5, it indicates that the tunnel water burst is inversely related;
When 0.5< a <1.0, the tunnel water burst is in long-range positive correlation;
When a=0.5, a=1.0 tunnel gushes show randomness;
When a >1.0, the time series has a long-range correlation that is persistent, but not a power law correlation;
in the step S13, the water pressure prediction in front of the face is obtained through processing of an intelligent water detection prediction integrated algorithm, and the following formula is adopted;
Wherein: p 1, the water pressure born by the lining; r 0 -lining inner radius; r w -lining outer radius; r g -the outer radius of the grouting ring; k 1 -lining permeability coefficient; k g -grouting layer permeability coefficient; k r -permeability coefficient of surrounding rock;
The calculation formula of the water injection pressure in the step S14 is as follows:
P＝(2～4)MPa+P3
wherein: p-water injection pressure; p 3 -gushing water pressure;
The grouting amount calculation formula is as follows:
E＝(n×π×D2/4)×L×a1×η
Wherein: e, grouting amount; d, grouting range; l-grouting section length; n-formation fracture rate; a 1, namely taking a 1 =0.3-0.9, which is the filling coefficient of the slurry in the rock cracks; η -slurry consumption rate;
The thickness of the grout stop wall (4) is as follows:
B＝P0r1/[σ]+0.3r1
Wherein: b, the thickness of the grout stopping wall (4); p 0 -stopping the slurry and pressing; r 1 -grouting surface tunnel excavation radius; [ sigma ] -concrete wall allows compressive strength.
2. The construction method is suitable for reinforcing the water-rich soft rock single-track railway tunnel, and is characterized by comprising the steps of:
S61, performing advanced drilling on a water drain hole (1) to collect geological conditions;
s62, judging working condition risks;
S63, if the judgment and grading judgment result is a high-risk working condition according to the weight calculation of each component, namely, performing grouting by using the grout stop wall (4), performing grouting by using the advanced curtain, erecting a pipe shed working chamber, performing grouting by using the advanced pipe shed (6);
s64, if the judgment and grading judgment result is a low-risk working condition according to the weight calculation of each component, reinforcing the tunnel face (2), performing upper step concrete spraying and sealing, then performing anchor rod (10) anchoring, erecting the pipe shed working chamber, performing advance pipe shed (6) and advance small guide pipe (8), and then performing grouting.
3. The method for reinforcing and constructing the single-track railway tunnel suitable for the water-rich soft rock according to claim 2, wherein in the step S61, 4 holes are distributed on the face (2) of the advanced drilling drainage hole (1), and the holes are respectively 1 horizontal hole and 3 external insertion holes.
4. The method for reinforcing and constructing the single-track railway tunnel with the soft rock rich in water according to claim 2, wherein in the step S63, the advanced curtain grouting is performed with an advanced curtain grouting drilling, and the advanced curtain grouting drilling and the advanced curtain grouting are performed in the following order: four methods of from bottom to top, from outside to inside, from a far water source to a near water source and hole jumping at intervals are performed.
5. The method for reinforcing the water-rich soft rock single-track railway tunnel according to claim 2, wherein the inner contour of the primary support formed in the step S63 and the inner contour of the pipe shed working chamber formed in the step S64 are outwards dug by at least 0.4m and are subjected to primary support concrete spraying (5), the pipes of the advanced pipe shed (6) are all made of hot rolled seamless steel pipes, the pipe walls of the steel pipes are drilled with grouting holes, the hole diameters are 8-10 mm, the hole distances are 10-20 cm, the tail length is not less than 30cm, and the grouting pressure is 0.5-4.0 Mpa as a non-drilling grouting section.
6. The method for reinforcing the water-rich soft rock single-track railway tunnel according to claim 2, wherein in the step S64, anchor rod drilling holes (9) are formed in a tunnel face (2) firstly, then the tunnel face (2) is reinforced through anchor rods (10), grouting is conducted on a leading pipe shed (6) and the leading small guide pipe (8), cement single slurry is adopted, and the water-cement mass ratio is (0.5-0.8): 1.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211531306.0A CN115859430B (en) | 2022-12-01 | 2022-12-01 | Reinforced design and construction method suitable for water-rich soft rock single-track railway tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211531306.0A CN115859430B (en) | 2022-12-01 | 2022-12-01 | Reinforced design and construction method suitable for water-rich soft rock single-track railway tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115859430A CN115859430A (en) | 2023-03-28 |
| CN115859430B true CN115859430B (en) | 2024-05-07 |
Family
ID=85668979
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211531306.0A Active CN115859430B (en) | 2022-12-01 | 2022-12-01 | Reinforced design and construction method suitable for water-rich soft rock single-track railway tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115859430B (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111206933A (en) * | 2020-01-20 | 2020-05-29 | 西南交通大学 | Tunnel construction method for traversing karst water-rich section |
| CN112627860A (en) * | 2021-03-08 | 2021-04-09 | 中铁五局集团第一工程有限责任公司 | Advanced grouting method for tunnel face of cement-rich rock stratum |
| CN113153307A (en) * | 2020-11-26 | 2021-07-23 | 西南交通大学 | Tunnel construction method suitable for water-rich fractured rock mass |
| CN113374484A (en) * | 2021-07-21 | 2021-09-10 | 中铁二院昆明勘察设计研究院有限责任公司 | Construction method for controlling tunnel face stability of high-water-pressure water-rich stratum tunnel |
| CN114483109A (en) * | 2022-03-31 | 2022-05-13 | 中交第一航务工程局有限公司 | Curtain grouting advanced large pipe shed penetrating construction method for penetrating tunnel fault fracture zone |
| WO2022122052A1 (en) * | 2021-05-06 | 2022-06-16 | 中铁九局集团第七工程有限公司 | Comprehensive construction method for shallow buried section of tunnel using urban railway mine tunneling method |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110485470B (en) * | 2019-08-08 | 2021-05-04 | 郑州安源工程技术有限公司 | Rectangular working well with pre-arranged jacking pipe door opening and sliding type rear wall in water-rich stratum and construction method of rectangular working well |
| CN111594229B (en) * | 2020-05-28 | 2021-08-20 | 中建七局交通建设有限公司 | Construction method for multi-arch tunnel entrance under shallow-buried water-rich geological condition |
-
2022
- 2022-12-01 CN CN202211531306.0A patent/CN115859430B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111206933A (en) * | 2020-01-20 | 2020-05-29 | 西南交通大学 | Tunnel construction method for traversing karst water-rich section |
| CN113153307A (en) * | 2020-11-26 | 2021-07-23 | 西南交通大学 | Tunnel construction method suitable for water-rich fractured rock mass |
| CN112627860A (en) * | 2021-03-08 | 2021-04-09 | 中铁五局集团第一工程有限责任公司 | Advanced grouting method for tunnel face of cement-rich rock stratum |
| WO2022122052A1 (en) * | 2021-05-06 | 2022-06-16 | 中铁九局集团第七工程有限公司 | Comprehensive construction method for shallow buried section of tunnel using urban railway mine tunneling method |
| CN113374484A (en) * | 2021-07-21 | 2021-09-10 | 中铁二院昆明勘察设计研究院有限责任公司 | Construction method for controlling tunnel face stability of high-water-pressure water-rich stratum tunnel |
| CN114483109A (en) * | 2022-03-31 | 2022-05-13 | 中交第一航务工程局有限公司 | Curtain grouting advanced large pipe shed penetrating construction method for penetrating tunnel fault fracture zone |
Non-Patent Citations (2)
| Title |
|---|
| 帷幕注浆加固法在高含水率黄土隧道中的应用;刘鹏飞;梁树文;郑亮亮;;地下空间与工程学报(第04期);全文 * |
| 隧道穿越富水泥岩断层破碎带超前帷幕注浆技术;彭学军;刘德安;汤宇;林三国;阳军生;;铁道建筑技术(第04期);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115859430A (en) | 2023-03-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101994513B (en) | Method for constructing tunnel by finishing full section curtain grouting from upper-half section | |
| CN110617067B (en) | Low-risk construction method for full-section boundary advanced pipe shed of extremely-soft surrounding rock tunnel | |
| CN104727828B (en) | Tunnel pre-support management method based on deformation control | |
| CN110924976B (en) | Surrounding rock outer ring grouting reinforcement method | |
| CN109506614B (en) | Method for judging large deformation of layered surrounding rock | |
| CN101280568A (en) | Station pit construction method forming protection for neighboring operated subway interval tunnel | |
| CN104179514A (en) | Method for water inrush prediction and seepage control for underwater-tunnel broken surrounding rocks | |
| CN112127909A (en) | Accurate grouting repairing and reinforcing method for broken surrounding rock of tunnel | |
| CN103741963A (en) | Industrial plant foundation strengthening method | |
| CN109577319A (en) | A kind of dry type spiral-digging pore bored pile construction method | |
| CN101864779A (en) | Building deep soil excavating rectification method | |
| CN114233385A (en) | Treatment method for mud burst and water burst of inclined shaft | |
| CN112576265A (en) | Sedimentation control method for old villages penetrated by shield | |
| Ledyaev et al. | An assessment of the sewer tunnel stress-strain behavior during the reconstruction of an object of cultural heritage | |
| CN116822033B (en) | Method for discriminating tunnel lining destruction mechanism in expansive rock area | |
| CN103615012B (en) | Steel construction self-drilling hollow anchor bars reinforces the most wired gear safeguard structure | |
| CN115859430B (en) | Reinforced design and construction method suitable for water-rich soft rock single-track railway tunnel | |
| CN116756807A (en) | Linear underground engineering water inflow numerical prediction method in coupling construction process | |
| CN105350520B (en) | Deep sand-gravel foundation reinforcing and the construction method of antiseepage | |
| CN210216392U (en) | Underground wall surrounding well structure | |
| CN210216391U (en) | Enclosed type diaphragm wall surrounding well structure extending into bedrock | |
| CN210658410U (en) | Inverted wall hanging surrounding well structure | |
| CN112307606A (en) | Method for determining construction time of secondary lining of shallow-buried highway tunnel | |
| CN110130317A (en) | Goaf Treatment Methods are lied prostrate on a kind of freeway tunnel | |
| CN114417645B (en) | Method for calculating settlement of soft rock tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |