CN114278319A - Shield construction method for small clear distance tunnel - Google Patents
Shield construction method for small clear distance tunnel Download PDFInfo
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- CN114278319A CN114278319A CN202111617034.1A CN202111617034A CN114278319A CN 114278319 A CN114278319 A CN 114278319A CN 202111617034 A CN202111617034 A CN 202111617034A CN 114278319 A CN114278319 A CN 114278319A
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- 238000010276 construction Methods 0.000 title claims abstract description 26
- 239000002689 soil Substances 0.000 claims abstract description 42
- 230000002787 reinforcement Effects 0.000 claims abstract description 31
- 230000005641 tunneling Effects 0.000 claims abstract description 22
- 238000002955 isolation Methods 0.000 claims abstract description 6
- 238000003756 stirring Methods 0.000 claims abstract description 5
- 230000007246 mechanism Effects 0.000 claims description 30
- 238000000034 method Methods 0.000 claims description 12
- 239000002002 slurry Substances 0.000 claims description 9
- 238000009434 installation Methods 0.000 claims description 6
- 230000002093 peripheral effect Effects 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 239000000440 bentonite Substances 0.000 description 3
- 229910000278 bentonite Inorganic materials 0.000 description 3
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 3
- 238000012937 correction Methods 0.000 description 3
- 239000011440 grout Substances 0.000 description 3
- 238000000691 measurement method Methods 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- AXCZMVOFGPJBDE-UHFFFAOYSA-L calcium dihydroxide Chemical compound [OH-].[OH-].[Ca+2] AXCZMVOFGPJBDE-UHFFFAOYSA-L 0.000 description 2
- 239000000920 calcium hydroxide Substances 0.000 description 2
- 229910001861 calcium hydroxide Inorganic materials 0.000 description 2
- 235000011116 calcium hydroxide Nutrition 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 239000010881 fly ash Substances 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 230000001360 synchronised effect Effects 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000005465 channeling Effects 0.000 description 1
- 239000000701 coagulant Substances 0.000 description 1
- 238000010908 decantation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 239000004519 grease Substances 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 230000001376 precipitating effect Effects 0.000 description 1
- 210000004911 serous fluid Anatomy 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000002627 tracheal intubation Methods 0.000 description 1
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Abstract
The invention discloses a shield construction method of a small clear distance tunnel, which comprises the following steps: firstly, determining a preceding tunnel and a succeeding tunnel; secondly, soil body reinforcement of the prior tunnel in a small clear distance range comprises ground soil body reinforcement and in-hole grouting reinforcement; when ground soil body reinforcement is carried out, the tunnel with the space position in an up-and-down relation is adopted, and soil bodies between the tunnel in the first row and the tunnel in the next row are reinforced by adopting stirring piles, jet grouting piles or grouting; for the tunnels with the spatial positions in parallel relation, soil between the tunnel in the first row and the tunnel in the later row is reinforced by adopting an isolation pile; step three, after the shield tunneling of the advanced tunnel is finished, installing a traveling type hydraulic support trolley in the advanced tunnel; and step four, when the shield of the backward tunnel is tunneled to the small clear distance range, moving the walking type hydraulic support trolley to the support range on the trolley track until the shield machine in the backward tunnel passes through the small clear distance range. The invention can effectively reduce the influence range and degree between the small clear distance tunnels, and has high work efficiency and low cost.
Description
Technical Field
The invention relates to a shield construction method of a small clear distance tunnel.
Background
As an important component of urban underground space development and public utilities, shield tunnel engineering construction in rail transit faces more and more small-clear-distance tunnel construction along with the increase of the density of rail transit networks and urban central building structures, including small-clear-distance tunnels among different lines due to network planning and small-clear-distance parallel tunnels on the same line. When the small clear distance tunnel is constructed in a shield mode, the construction of a backward tunnel can cause the structural deformation of a forward tunnel, so that the influence range and the influence degree can be reduced by adopting reasonable construction time sequence and technical measures.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a shield construction method of a small clear distance tunnel, which can effectively reduce the influence range and degree between the small clear distance tunnels and has high construction efficiency and low cost.
The purpose of the invention is realized as follows: a shield construction method of a small clear distance tunnel is suitable for a shield tunnel with a space clear distance smaller than 0.7 times of the diameter of the outer contour of the tunnel, and comprises the following steps:
firstly, determining a preceding tunnel and a succeeding tunnel; the spatial position is a tunnel in an up-down relationship, the first tunnel is a lower tunnel, and the second tunnel is an upper tunnel; the space position is the tunnel of the parallel relation, the tunnel of going ahead is the tunnel of the inside of the curve, the tunnel of going behind is the tunnel of the outside of the curve;
secondly, soil body reinforcement of the prior tunnel in a small clear distance range comprises ground soil body reinforcement and in-hole grouting reinforcement;
when ground soil body reinforcement is carried out, the ground soil body reinforcement is carried out before the shield tunneling of the first-row tunnel is carried out to a small clear distance range, the tunnel with the space position in an up-and-down relation is formed, and the soil body between the first-row tunnel and the next-row tunnel is reinforced by adopting a stirring pile, a jet grouting pile or grouting; for the tunnels with the spatial positions in parallel relation, soil between the tunnel in the first row and the tunnel in the later row is reinforced by adopting an isolation pile;
when grouting reinforcement is carried out in the tunnel, the grouting reinforcement is carried out in the period that the shield of the advanced tunnel is tunneled to a small clear distance range, namely, the grouting holes on the segments of the advanced tunnel are used for inserting pipes to perform grouting reinforcement on the peripheral soil body of the advanced tunnel, two rings of segments are arranged at intervals during each grouting, and the interval time of the grouting is not less than 48 h; the grouting slurry adopts cement slurry, ten grouting holes are added on the segment of the grouting ring on the basis of six grouting holes and hoisting holes, the arrangement mode of the ten grouting holes is that one or two grouting holes are arranged between two adjacent grouting holes and hoisting holes, and the grouting amount of each grouting hole and hoisting hole is controlled to be 1m3The grouting pressure is controlled below 0.4 MPa; the grouting range is 2m outside the profile of the prior tunnel;
step three, after the shield tunneling of the advance tunnel is finished, a walking type hydraulic support trolley is installed in the advance tunnel, and the walking type hydraulic support trolley comprises a three-section trolley and a walking moving mechanism; each trolley comprises a frame, four groups of supporting mechanisms and a traveling mechanism; the frame comprises four portal frames, two waist longitudinal beams and two upper longitudinal beams which are arranged at equal intervals along the longitudinal direction; each portal comprises two upright posts arranged in parallel and an arched beam bridged between the top surfaces of the two upright posts; the two waist longitudinal beams are longitudinally connected between the upper parts of two upright posts of the four portal frames in a one-to-one correspondence manner; the two upper longitudinal beams are longitudinally connected between two side parts of the arched beams of the four portal frames in a one-to-one correspondence manner; four groups of supporting mechanisms are correspondingly arranged on four portal frames one by one, each group of supporting mechanism comprises five supporting oil cylinders and five supporting wheels which are correspondingly connected to the five supporting oil cylinders one by one, and the five supporting oil cylinders are correspondingly arranged on the outer side surfaces of the upper parts of the two upright posts, the outer side surfaces of two side parts of the arched beam and the top surface of the arched beam one by one; the walking mechanism comprises two wheel carrier beams longitudinally connected between the bottom surfaces of two upright posts of the four portal frames and two pairs of walking wheels which are correspondingly arranged on the bottom surfaces of two ends of the two wheel carrier beams one by one; the walking moving mechanism comprises two groups of walking oil cylinders connected between the two sections of trolleys, the number of each group of walking oil cylinders is four, and the four walking oil cylinders are correspondingly connected between two upper longitudinal beams of the two sections of trolleys and between two wheel frame beams;
when the walking type hydraulic support trolley is installed, the method comprises the following steps:
the method comprises the following steps of (1) an installation procedure, namely firstly, paving trolley rails on the bottom surface of a tunnel in advance, then assembling three sections of trolleys on the ground or a well mouth, installing a frame of each section of trolley on a traveling mechanism through a gantry crane or a crane, and then installing five groups of supporting mechanisms of each section of trolley on the frame;
the transportation process comprises the steps that firstly, the single-section trolley is hoisted into the well and transported to a specified position through a flat trolley or a slag bucket battery truck, the single-section trolley is placed on a trolley track through a jack, and the subsequent single-section trolley is transported into the well continuously;
the installation procedure is that hydraulic pipelines and components on each trolley and among the trolleys are sequentially installed, and finally all pipeline pipe terminals are connected to a valve bank of a pump station control box, and the control box realizes operation control;
fourthly, tunneling a backward tunnel shield, and when the backward tunnel shield tunnels to a small clear distance range, moving the traveling hydraulic support trolley to a support range on a trolley track, wherein the support range is from the front part 5m of the shield machine in the backward tunnel to the rear part 3m of the shield tail; then, the supporting oil cylinders of the four groups of supporting mechanisms on each trolley of the walking type hydraulic supporting trolley are all extended out until the supporting wheels act on the assembled concrete pipe sheets on the inner wall of the advanced tunnel, and the pressure of each supporting oil cylinder is 1.2 times of the pressure of a soil bin or the pressure of grouting; when the backward tunnel shield machine tunnels one ring, the walking type hydraulic support trolley moves forward one ring until the shield machine in the backward tunnel passes through a small clear distance range.
In the shield construction method of the small clear distance tunnel, the connection strength between the segments is enhanced during shield excavation of the preceding tunnel in the small clear distance range, and the following measures are taken:
(1) the strength grade of the segment connecting bolt is improved;
(2) the segment connecting bolts are fastened for multiple times, namely, the segment connecting bolts are fastened when the segment is installed, the next ring is tunneled and the shield is separated from the tunnel;
(3) longitudinal tension devices are added between the segments.
In the shield construction method of the small clear distance tunnel, during the driving of the backward tunnel in the small clear distance range, the soil cabin pressure of the shield machine is 1.0-1.15 times of the surrounding soil pressure; the tunneling speed is 20-40 mm/min, and the rotation speed of the cutter head is 0.6-0.8 rpm.
The shield construction method of the small clear distance tunnel has the following characteristics:
1) adopting a mode of firstly reinforcing the tunnel and then constructing the tunnel; firstly, the structural reinforcement of the advanced tunnel is completed, the grade of a segment bolt is reinforced, the connecting capacity between adjacent segments is effectively strengthened by improving the shearing resistance and the pulling resistance of the segment bolt, and the risk of segment dislocation of the advanced tunnel is reduced;
2) reinforcing the soil body around the advanced tunnel, and reinforcing the soil body between the advanced tunnel and the backward tunnel by adopting a stirring pile, a jet grouting pile or grouting; for the tunnels with the spatial positions in parallel relation, the soil body between the preceding tunnel and the following tunnel is reinforced by adopting the isolation piles, so that the soil body around the preceding tunnel can be stabilized, and the influence of stress when the following tunnel shield machine passes through is reduced;
3) in the construction process of the backward tunnel, the hydraulic support trolley is arranged in the forward tunnel to support the duct piece, and the support position of the hydraulic support trolley is adjusted in real time, so that the influence between two small clear distance tunnels is reduced, the construction efficiency is high, and the cost is low.
Drawings
FIG. 1 is a sectional view showing the arrangement of grouting holes of a preceding tunnel grouting segment when the shield construction method of a small clear distance tunnel according to the present invention is performed in step two;
FIG. 1a is a view taken along line A-A of FIG. 1;
FIG. 1B is a view from B-B in FIG. 1;
FIG. 2 is a cross-sectional view of the reinforcement range of the advanced tunnel during the second step of the shield construction method for a small clear distance tunnel according to the present invention;
FIG. 3 is a transverse elevation view of a traveling hydraulic support trolley used in the third step of the shield construction method for a small clear distance tunnel according to the present invention;
FIG. 4 is a longitudinal elevation view of a traveling hydraulic support trolley used in the third step of the shield construction method for a small clear distance tunnel according to the present invention;
fig. 5 is a schematic diagram of the support range of the hydraulic trolley in the preceding tunnel when the shield construction method of the small clear distance tunnel of the invention is carried out in the fourth step.
Detailed Description
The invention will be further explained with reference to the drawings.
The shield construction method of the small clear distance tunnel is suitable for the shield tunnel with the space clear distance less than 0.7 times of the diameter of the outer contour of the tunnel, and comprises the following steps:
firstly, determining a preceding tunnel and a succeeding tunnel; the spatial position is a tunnel in an up-down relationship, the first tunnel is a lower tunnel, and the second tunnel is an upper tunnel; the space position is the tunnel of the parallel relation, the tunnel of going ahead is the tunnel of the inside of the curve, the tunnel of going behind is the tunnel of the outside of the curve;
secondly, soil body reinforcement of the prior tunnel in a small clear distance range comprises ground soil body reinforcement and in-hole grouting reinforcement;
when ground soil body reinforcement is carried out, the ground soil body reinforcement is carried out before the shield tunneling of the first-row tunnel is carried out to a small clear distance range, the tunnel with the space position in an up-and-down relation is formed, and the soil body between the first-row tunnel and the next-row tunnel is reinforced by adopting a stirring pile, a jet grouting pile or grouting; for the tunnels with the spatial positions in parallel relation, soil between the tunnel in the first row and the tunnel in the later row is reinforced by adopting an isolation pile;
when grouting reinforcement is carried out in a hole, the grouting reinforcement is carried out in the period that the shield of the advanced tunnel is tunneled to a small clear distance range, namely, the soil body around the advanced tunnel is subjected to intubation grouting reinforcement through grouting holes in a segment of the advanced tunnel, 2 ring pipe pieces are arranged at intervals of each grouting, the interval time of grouting is not less than 48h, grouting slurry adopts cement slurry, ten grouting holes 10B are additionally arranged on the segment of the grouting ring on the basis of six grouting holes and hoisting holes 10A, the ten grouting holes 10B are arranged in a mode that one or two grouting holes are arranged between two adjacent grouting holes and hoisting holes 10A (see figures 1, 1a and 1B), the grouting positioning of the segment of the grouting ring is more, and the grouting amount of each grouting hole 10B and each grouting hole and hoisting hole 10A is controlled to be 1m3The grouting pressure is controlled below 0.4 MPa; the grouting range is 2m outside the outline of the advanced tunnel (see fig. 2);
carry out tunnel in advance and shield the tunnelling period at little clear distance scope, will strengthen the joint strength between the section of jurisdiction to improve the wholeness of tunnel section of jurisdiction, the measure of adoption is as follows:
(1) the strength grade of the segment connecting bolt is improved, so that the shearing resistance and the pulling resistance of the segment connecting bolt are improved;
(2) the segment connecting bolts are fastened for many times, namely, the segment connecting bolts are fastened repeatedly when the segment is installed, the next ring is tunneled and the shield is separated from the shield; the stress relaxation of the segment connecting bolt caused by segment joint deformation during shield tunneling can be reduced;
(3) adding a longitudinal tensioning device between the pipe pieces close to one side of the backward tunnel;
step three, after the shield tunneling of the advance tunnel is finished, installing a walking type hydraulic support trolley 200 in the advance tunnel, wherein the longitudinal length of the walking type hydraulic support trolley is 16.5m and the walking type hydraulic support trolley comprises a first trolley 201, a second trolley 202, a third trolley 203 and a walking moving mechanism which are sequentially connected from front to back; the longitudinal distance between the first trolley 201, the second trolley 202 and the third trolley 203 is 1.5 m; the first, second and third trolleys 201, 202 and 203 are identical in structure and 4.5m in length, and comprise a frame, four groups of support mechanisms and a traveling mechanism; wherein,
the frame comprises four door frames 21, two waist longitudinal beams 22 and two upper longitudinal beams 23 which are arranged at equal intervals of 1.5m along the longitudinal direction; each portal comprises two upright posts 211 arranged in parallel and an arched beam 212 bridged between the top surfaces of the two upright posts 211; the two waist longitudinal beams 22 are longitudinally connected between the upper parts of two upright posts 211 of four portal frames 21 in a one-to-one correspondence manner; the two upper longitudinal beams 23 are longitudinally connected between two side parts of the arched beams 212 of the four portal frames 21 in a one-to-one correspondence manner;
four groups of supporting mechanisms are correspondingly arranged on the four portal frames 21 one by one, each group of supporting mechanism comprises five supporting oil cylinders 24 and five supporting wheels 240 which are correspondingly connected to the five supporting oil cylinders 24 one by one, and the five supporting oil cylinders 24 are correspondingly arranged on the outer side surfaces of the upper parts of the two upright posts 211, the outer side surfaces of two side parts of the arched beam 212 and the top surface of the arched beam 212 one by one;
the traveling mechanism comprises two wheel frame beams 25 longitudinally connected between the bottom surfaces of two upright posts 211 of four portal frames 21 and two pairs of traveling wheels 250 correspondingly arranged on the bottom surfaces of two ends of the two wheel frame beams 25;
the walking moving mechanism comprises a group of front walking oil cylinders 26 connected between a first section of trolley 201 and a second section of trolley 202 and a group of rear walking oil cylinders 27 connected between the second section of trolley 202 and a third section of trolley 203, the number of the group of front walking oil cylinders 26 is four, and the four front walking oil cylinders 26 are correspondingly connected between two upper longitudinal beams 23 of the first section of trolley 201 and two upper longitudinal beams 23 of the second section of trolley 202 and between two wheel frame beams 25 of the first section of trolley 201 and two wheel frame beams 25 of the second section of trolley 202; the number of the group of rear traveling cylinders 27 is four, and the four rear traveling cylinders 27 are connected between the two upper longitudinal beams 23 of the second-section trolley 202 and the two upper longitudinal beams 23 of the third-section trolley 203 in a one-to-one correspondence manner, and between the two wheelmount beams 25 of the second-section trolley 202 and the two wheelmount beams 25 of the third-section trolley 203 (see fig. 3 and 4);
when the walking type hydraulic support trolley is installed, the method comprises the following steps:
the method comprises the following steps of (1) an installation procedure, namely firstly, paving trolley rails on the bottom surface of a tunnel in advance, then assembling three sections of trolleys on the ground or a well mouth, installing a frame of each section of trolley on a traveling mechanism through a gantry crane or a crane, and then installing five groups of supporting mechanisms of each section of trolley on the frame;
the transportation process comprises the steps that firstly, the single-section trolley is hoisted into the well and transported to a specified position through a flat trolley or a slag bucket battery truck, the single-section trolley is placed on a trolley track through a jack, and the subsequent single-section trolley is transported into the well continuously;
the installation procedure is that hydraulic pipelines and components on each trolley and among the trolleys are sequentially installed, and finally all pipeline pipe terminals are connected to a valve bank of a pump station control box, and the control box realizes operation control;
fourthly, tunneling a backward tunnel shield, and when the backward tunnel shield tunnels to a small clear distance range, moving the traveling hydraulic support trolley to a support range on a trolley track, wherein the support range is from the front part 5m of the shield machine in the backward tunnel to the rear part 3m of the shield tail; then, the supporting oil cylinders 24 of the four groups of supporting mechanisms on each trolley of the walking type hydraulic supporting trolley are all extended out until the supporting wheels 240 act on the concrete pipe pieces 30 (see figure 5) on the inner wall of the assembled advanced tunnel, and the pressure of each supporting oil cylinder is 1.2 times of the pressure of a soil bin or the pressure of grouting; when the backward tunnel shield machine tunnels one ring, the walking type hydraulic support trolley 200 moves forward one ring until the shield machine in the backward tunnel passes through a small clear distance range; when the walking type hydraulic support trolley 200 moves, the four front walking cylinders 26 connected between the first section trolley 201 and the second section trolley 201 extend out to push the first section trolley 201 to move forwards, the four rear walking cylinders 27 connected between the second section trolley 202 and the third section trolley 203 extend out to push the second section trolley 202 to move forwards, the four front walking cylinders 26 retract, and finally the four rear walking cylinders 27 connected between the second section trolley 202 and the third section trolley 203 retract to pull the third section trolley 207 to move forwards.
Before the backward tunnel shield machine is in place and starts, the initial position and the attitude of the shield machine are measured by using a manual measurement method, and the result measured by a guide system of the shield machine is consistent with the result of manual measurement; the measurement contents of the shield machine attitude comprise plane deviation, elevation deviation, pitch angle, azimuth angle, roll angle and incision mileage; after the shield machine is started, the attitude of the shield machine is measured by using a self-guiding system of the shield machine or a manual measurement method in time, and the attitude data of the shield machine measured by the guiding system is checked and corrected by periodically adopting the manual measurement method;
during the shield tunneling of the backward tunnel, the posture of the shield tunneling machine is controlled at any time, and the posture correction of the shield tunneling machine in the vertical direction mainly adopts the unilateral thrust of a jack; when the shield machine bends downwards, the thrust of the jack at the lower side is increased, and when the shield machine bends upwards, the thrust of the jack at the upper side is increased; the principle of posture correction in the horizontal direction of the shield machine is the same as that in the vertical direction, when the shield machine deviates to the left, the propelling pressure of a left jack is increased, and when the shield machine deviates to the right, the propelling pressure of a right jack is increased;
when the backward tunnel is tunneled to a curve section, the turning capability of the shield tunneling machine is increased through a hinge system of the shield tunneling machine, and a required space is created by overexcavating and cutting a soil body through the profiling cutter, so that curve propulsion, smooth turning and deviation correction are realized under the conditions that the overexcavation is less and the interference to the surrounding soil body is small;
during the driving of the backward tunnel in a small clear distance range, the soil cabin pressure of the shield machine is 1.0-1.15 times of the surrounding soil pressure, so that the influence on the axis of the preceding tunnel is reduced and the dislocation of the duct pieces of the preceding tunnel is avoided; the tunneling speed is 20-40 mm/min; the rotating speed of the cutter head is 0.6-0.8 rpm, so that the disturbance to the peripheral soil body is reduced, and the stress applied to the peripheral soil body by the cutter head is reduced;
in the process of tunneling the backward tunnel, according to construction monitoring feedback, bentonite is injected into the shield body through a grouting hole reserved in the shield body, a rear gap of the shield body is temporarily filled, the stability of the peripheral stratum of the shield body can be effectively enhanced, a certain isolation ring between the shield tail and the cutter head is formed, and the impact on the adjacent tunnel caused by unstable stress due to the fact that the peripheral soil body stratum of the shield body is lost or slurry flows to the cutter head in a channeling mode can be effectively reduced.
The stress of the tail part of the shield tunneling machine mainly comes from the synchronous grouting pressure of the shield tail, in order to reduce the grouting pressure of the shield tail, the four grouting pipes need to keep uniform grouting in the synchronous grouting process of the shield tail, the grouting pressure is controlled below 0.3MPa, the filling coefficient of a gap behind the wall is controlled at 150%, the injection quantity of grease of the shield tail is more than that of normal propelling and grouting by 20 kg/ring, the loss of grout through the shield tail is prevented, and the grouting grout can meet the following performances:
the gelling time is 6-8 hours, and the gelling time is adjusted by adding a coagulant and changing the mixture ratio through a field test according to the stratum condition and the tunneling speed;
secondly, the strength of the consolidation body is not less than 0.2MPa in one day and not less than 2.5MPa in 28 days;
③ the concretion rate of the serous fluid is more than 95 percent, namely the consolidation shrinkage is less than 5 percent;
the consistency of the pulp is 8-12 cm;
fifthly, the slurry stability is that the decantation rate (the ratio of the volume of the floating water to the total volume after standing and precipitating) is less than 5 percent.
The slurry is prepared by mixing cement, slaked lime, fly ash, sand, bentonite and water; the mixing ratio of cement 150: slaked lime 50: fly ash 250: sand 800: bentonite 60: water 320;
in order to avoid or reduce the long-time stay of the shield machine, secondary grouting reinforcement is adopted, double-liquid grouting is adopted for the grout of the secondary grouting, and water glass in the proportion of 1:1 are mixed; the grouting amount of each point position in the secondary grouting is 0.5m3The grouting pressure is 0.2-0.4 mpa.
The above embodiments are provided only for illustrating the present invention and not for limiting the present invention, and those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and therefore all equivalent technical solutions should also fall within the scope of the present invention, and should be defined by the claims.
Claims (3)
1. A shield construction method of a small clear distance tunnel is suitable for a shield tunnel with a space clear distance smaller than 0.7 times of the diameter of the outer contour of the tunnel, and is characterized by comprising the following steps:
firstly, determining a preceding tunnel and a succeeding tunnel; the spatial position is a tunnel in an up-down relationship, the first tunnel is a lower tunnel, and the second tunnel is an upper tunnel; the space position is the tunnel of the parallel relation, the tunnel of going ahead is the tunnel of the inside of the curve, the tunnel of going behind is the tunnel of the outside of the curve;
secondly, soil body reinforcement of the prior tunnel in a small clear distance range comprises ground soil body reinforcement and in-hole grouting reinforcement;
when ground soil body reinforcement is carried out, the ground soil body reinforcement is carried out before the shield tunneling of the first-row tunnel is carried out to a small clear distance range, the tunnel with the space position in an up-and-down relation is formed, and the soil body between the first-row tunnel and the next-row tunnel is reinforced by adopting a stirring pile, a jet grouting pile or grouting; for the tunnels with the spatial positions in parallel relation, soil between the tunnel in the first row and the tunnel in the later row is reinforced by adopting an isolation pile;
when grouting reinforcement is carried out in the tunnel, the grouting reinforcement is carried out in the period that the shield of the advanced tunnel is tunneled to a small clear distance range, namely, the grouting holes on the segments of the advanced tunnel are used for inserting pipes to perform grouting reinforcement on the peripheral soil body of the advanced tunnel, two rings of segments are arranged at intervals during each grouting, and the interval time of the grouting is not less than 48 h; the grouting slurry adopts cement slurry, ten grouting holes are added on the segment of the grouting ring on the basis of six grouting holes and hoisting holes, the arrangement mode of the ten grouting holes is that one or two grouting holes are arranged between two adjacent grouting holes and hoisting holes, and the grouting amount of each grouting hole and hoisting hole is controlled to be 1m3The grouting pressure is controlled below 0.4 MPa; the grouting range is 2m outside the profile of the prior tunnel;
step three, after the shield tunneling of the advance tunnel is finished, a walking type hydraulic support trolley is installed in the advance tunnel, and the walking type hydraulic support trolley comprises a three-section trolley and a walking moving mechanism; each trolley comprises a frame, four groups of supporting mechanisms and a traveling mechanism; the frame comprises four portal frames, two waist longitudinal beams and two upper longitudinal beams which are arranged at equal intervals along the longitudinal direction; each portal comprises two upright posts arranged in parallel and an arched beam bridged between the top surfaces of the two upright posts; the two waist longitudinal beams are longitudinally connected between the upper parts of two upright posts of the four portal frames in a one-to-one correspondence manner; the two upper longitudinal beams are longitudinally connected between two side parts of the arched beams of the four portal frames in a one-to-one correspondence manner; four groups of supporting mechanisms are correspondingly arranged on four portal frames one by one, each group of supporting mechanism comprises five supporting oil cylinders and five supporting wheels which are correspondingly connected to the five supporting oil cylinders one by one, and the five supporting oil cylinders are correspondingly arranged on the outer side surfaces of the upper parts of the two upright posts, the outer side surfaces of two side parts of the arched beam and the top surface of the arched beam one by one; the walking mechanism comprises two wheel carrier beams longitudinally connected between the bottom surfaces of two upright posts of the four portal frames and two pairs of walking wheels which are correspondingly arranged on the bottom surfaces of two ends of the two wheel carrier beams one by one; the walking moving mechanism comprises two groups of walking oil cylinders connected between the two sections of trolleys, the number of each group of walking oil cylinders is four, and the four walking oil cylinders are correspondingly connected between two upper longitudinal beams of the two sections of trolleys and between two wheel frame beams;
when the walking type hydraulic support trolley is installed, the method comprises the following steps:
the method comprises the following steps of (1) an installation procedure, namely firstly, paving trolley rails on the bottom surface of a tunnel in advance, then assembling three sections of trolleys on the ground or a well mouth, installing a frame of each section of trolley on a traveling mechanism through a gantry crane or a crane, and then installing five groups of supporting mechanisms of each section of trolley on the frame;
the transportation process comprises the steps that firstly, the single-section trolley is hoisted into the well and transported to a specified position through a flat trolley or a slag bucket battery truck, the single-section trolley is placed on a trolley track through a jack, and the subsequent single-section trolley is transported into the well continuously;
the installation procedure is that hydraulic pipelines and components on each trolley and among the trolleys are sequentially installed, and finally all pipeline pipe terminals are connected to a valve bank of a pump station control box, and the control box realizes operation control;
fourthly, tunneling a backward tunnel shield, and when the backward tunnel shield tunnels to a small clear distance range, moving the traveling hydraulic support trolley to a support range on a trolley track, wherein the support range is from the front part 5m of the shield machine in the backward tunnel to the rear part 3m of the shield tail; then, the supporting oil cylinders of the four groups of supporting mechanisms on each trolley of the walking type hydraulic supporting trolley are all extended out until the supporting wheels act on the assembled concrete pipe sheets on the inner wall of the advanced tunnel, and the pressure of each supporting oil cylinder is 1.2 times of the pressure of a soil bin or the pressure of grouting; when the backward tunnel shield machine tunnels one ring, the walking type hydraulic support trolley moves forward one ring until the shield machine in the backward tunnel passes through a small clear distance range.
2. The shield construction method of a small clear distance tunnel according to claim 1, wherein the leading tunnel is shield-driven in a small clear distance range, and the connection strength between segments is enhanced by the following measures:
(1) the strength grade of the segment connecting bolt is improved;
(2) the segment connecting bolts are fastened for multiple times, namely, the segment connecting bolts are fastened when the segment is installed, the next ring is tunneled and the shield is separated from the tunnel;
(3) longitudinal tension devices are added between the segments.
3. The shield construction method of the small clear distance tunnel according to claim 1, wherein during the driving of the backward tunnel in the small clear distance range, the earth pressure of the shield machine is 1.0-1.15 times of the surrounding earth pressure; the tunneling speed is 20-40 mm/min, and the rotation speed of the cutter head is 0.6-0.8 rpm.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115773137A (en) * | 2023-01-29 | 2023-03-10 | 北京建工土木工程有限公司 | Tunnel stress compensation device for small-clear-distance shield tunnel construction and construction method |
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