CN114278319B - Shield construction method for small-clear-distance tunnel - Google Patents
Shield construction method for small-clear-distance tunnel Download PDFInfo
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- CN114278319B CN114278319B CN202111617034.1A CN202111617034A CN114278319B CN 114278319 B CN114278319 B CN 114278319B CN 202111617034 A CN202111617034 A CN 202111617034A CN 114278319 B CN114278319 B CN 114278319B
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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; step two, soil body reinforcement of the preceding tunnel in a small clear distance range comprises soil body reinforcement of the ground and grouting reinforcement in the tunnel; when the ground soil body is reinforced, the soil body between the preceding tunnel and the succeeding tunnel is reinforced by adopting stirring piles, jet grouting piles or grouting for the tunnels with vertical relation of the space positions; the soil body between the preceding tunnel and the following tunnel is reinforced by isolation piles; step three, after the shield tunneling of the preceding tunnel is completed, installing a traveling hydraulic support trolley in the preceding tunnel; and fourthly, when the shield tunneling of the backward tunnel reaches a small clear distance range, moving the traveling hydraulic support trolley to a support range on the trolley track until the shield tunneling machine in the backward tunnel passes through the small clear distance range. The invention can effectively reduce the influence range and degree between tunnels with small clear distance, 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 utility, along with the improvement of the density of track traffic network and urban center building structures, shield tunnel engineering construction in track traffic faces more and more small clear-distance tunnel construction, including small clear-distance tunnels between different lines appearing due to network planning and small clear-distance parallel tunnels on the same line. When the shield is constructed, the construction of the backward tunnel can cause the structural deformation of the forward tunnel, so that reasonable construction time sequence and technical measures are needed to reduce the influence range and degree.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a shield construction method of a small-clearance tunnel, which can effectively reduce the influence range and degree between the small-clearance tunnels, and has high construction efficiency and low cost.
The purpose of the invention is realized in the following way: the shield construction method of the small clear distance tunnel is suitable for the shield tunnel with the 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; if the space position is a tunnel in an up-down relationship, the preceding tunnel is a lower tunnel, and the succeeding tunnel is an upper tunnel; the space position is a tunnel with parallel relation, the preceding tunnel is a tunnel at the inner side of the curve, and the succeeding tunnel is a tunnel at the outer side of the curve;
step two, soil body reinforcement of the preceding tunnel in a small clear distance range comprises soil body reinforcement of the ground and grouting reinforcement in the tunnel;
when the ground soil body is reinforced, the method is carried out before the shield tunneling of the preceding tunnel to a small clear distance range, and the soil body between the preceding tunnel and the following tunnel is reinforced by adopting stirring piles, jet grouting piles or grouting for the tunnels with upper and lower spatial positions; the soil body between the preceding tunnel and the following tunnel is reinforced by isolation piles;
when grouting reinforcement in a hole is carried out, the grouting reinforcement is carried out in the period from shield tunneling of the preceding tunnel to a small clear distance range, namely, the peripheral soil body of the preceding tunnel is subjected to intubatting reinforcement through grouting holes in the duct pieces of the preceding tunnel, two-ring duct pieces are separated by grouting each time, and the interval time of grouting is not less than 48 hours; the grouting slurry adopts cement slurry, ten grouting holes are additionally arranged on the pipe piece of the grouting ring on the basis of six grouting holes and hoisting holes, 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 1m 3 The grouting pressure is controlled below 0.4 MPa; the grouting range is 2m outside the contour of the preceding tunnel;
step three, after the shield tunneling of the preceding tunnel is completed, installing a traveling hydraulic support trolley in the preceding tunnel, wherein the traveling hydraulic support trolley comprises three sections of trolleys and a walking moving mechanism; each section of trolley comprises a frame, four groups of supporting mechanisms and a travelling mechanism; the frame comprises four door frames, two waist longitudinal beams and two upper longitudinal beams which are longitudinally and equidistantly arranged; each portal frame comprises two upright posts which are arranged in parallel and an arched beam which is bridged between the top surfaces of the two upright posts; the two waist longitudinal beams are longitudinally connected between the upper parts of the 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; the four groups of supporting mechanisms are correspondingly arranged on the 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 the two side parts of the arched beam and the top surface of the arched beam one by one; the travelling mechanism comprises two wheel carrier beams which are longitudinally connected between the bottom surfaces of two upright posts of the four portal frames and two pairs of travelling wheels which are arranged on the bottom surfaces of two ends of the two wheel carrier beams in a one-to-one correspondence manner; the walking moving mechanism comprises two groups of walking oil cylinders connected between two sections of trolleys, the number of each group of the walking oil cylinders is four, and the four walking oil cylinders are connected between two upper longitudinal beams and between two wheel carrier beams of the two sections of trolleys in a one-to-one correspondence manner;
when the walking type hydraulic support trolley is installed, the method comprises the following procedures:
the method comprises the following steps of firstly paving a trolley track on the bottom surface of a preceding tunnel, then assembling three trolley sections on the ground or a wellhead, installing the frame of each trolley section on a travelling mechanism through a gantry crane or a crane, and installing five groups of supporting mechanisms of each trolley section on the frame;
a transportation procedure, namely firstly hoisting the single-section trolley into a well, transporting the single-section trolley to a designated position through a flat trolley or a slag bucket battery truck, placing the single-section trolley on a trolley track through a jack, and continuing the subsequent down-hole transportation of the single-section trolley;
the installation procedure, the hydraulic pipelines and the components on each section of trolley and among the sections of trolley are installed in sequence, and finally all pipeline pipe terminals are connected to a valve group of a pump station control box, so that the control box realizes operation control;
step four, tunneling a backward tunnel shield, wherein when the backward tunnel shield is tunneling to a small clear distance range, a traveling hydraulic support trolley is moved to a support range on a trolley track, and the support range is from the front 5m of a shield machine in the backward tunnel to the rear 3m of a shield tail; the supporting cylinders of the four groups of supporting mechanisms on each section of trolley of the traveling hydraulic supporting trolley extend out completely until the supporting wheels act on the concrete segments on the inner wall of the assembled preceding tunnel, and the pressure of each supporting cylinder is 1.2 times of the pressure of the soil bin or the grouting pressure; every time a backward tunnel shield machine tunnels a ring, the traveling hydraulic support trolley moves forward by a ring until the shield machine in the backward tunnel passes through a small clear distance range.
The shield construction method of the small clear distance tunnel, wherein the connection strength between segments is reinforced during the shield tunneling of the preceding tunnel in the small clear distance range, and the following measures are adopted:
(1) The strength grade of the duct piece connecting bolt is improved;
(2) The duct piece connecting bolts are fastened for a plurality of times, namely the duct piece connecting bolts are fastened when the duct piece is installed, the next ring is driven in and the duct piece connecting bolts are separated from the shield;
(3) A longitudinal tensioning device is added between the segments.
The shield construction method of the small-clearance tunnel comprises the steps of performing shield construction on the backward tunnel in a small-clearance range, wherein the pressure of a soil bin of a shield machine is 1.0-1.15 times of the pressure of surrounding soil; the tunneling speed is 20-40 mm/min, and the rotating speed of the cutterhead 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 reinforcing a preceding tunnel and constructing a succeeding tunnel; firstly, the structural reinforcement of the preceding tunnel is finished, meanwhile, the grade of the segment bolts is reinforced, the connection capability between adjacent segments is effectively enhanced by improving the shearing resistance and the pulling resistance of the segment bolts, and the risk of segment staggering of the preceding tunnel is reduced;
2) Reinforcing soil around the preceding tunnel, and reinforcing soil between the preceding tunnel and the succeeding tunnel by adopting stirring piles, jet grouting piles or grouting; the tunnels with the space positions in parallel relation are reinforced by adopting the isolation piles, so that the soil around the preceding tunnel can be stabilized, and the influence of the stress when the shield machine of the succeeding tunnel passes through is reduced;
3) In the construction process of the backward tunnel, a hydraulic support trolley is arranged in the forward tunnel to support the pipe piece, and the support position of the hydraulic support trolley is adjusted in real time so as to reduce the influence between two small clear distance tunnels, and the construction efficiency is high and the cost is low.
Drawings
FIG. 1 is a cross-sectional view showing the arrangement of grouting holes of a grouting segment of a preceding tunnel when a shield construction method of a small clear-distance tunnel of the present invention proceeds to the second step;
FIG. 1a is an A-A view of FIG. 1;
FIG. 1B is a B-B view of FIG. 1;
FIG. 2 is a cross-sectional view of the reinforcement range of the preceding tunnel when the shield construction method of the small clear-distance tunnel of the present invention proceeds to step two;
FIG. 3 is a transverse elevation view of a traveling hydraulic support trolley used in the third step of the shield construction method of the small clear-distance tunnel of 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 of the small clear-distance tunnel of the present invention;
fig. 5 is a schematic diagram of the supporting range of the hydraulic trolley in the preceding tunnel when the shield construction method of the small clear distance tunnel of the present invention proceeds to step four.
Detailed Description
The invention will be further described with reference to the accompanying drawings.
The shield construction method of the small clear distance tunnel is suitable for the shield tunnel with the 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; if the space position is a tunnel in an up-down relationship, the preceding tunnel is a lower tunnel, and the succeeding tunnel is an upper tunnel; the space position is a tunnel with parallel relation, the preceding tunnel is a tunnel at the inner side of the curve, and the succeeding tunnel is a tunnel at the outer side of the curve;
step two, soil body reinforcement of the preceding tunnel in a small clear distance range comprises soil body reinforcement of the ground and grouting reinforcement in the tunnel;
when the ground soil body is reinforced, the method is carried out before the shield tunneling of the preceding tunnel to a small clear distance range, and the soil body between the preceding tunnel and the following tunnel is reinforced by adopting stirring piles, jet grouting piles or grouting for the tunnels with upper and lower spatial positions; the soil body between the preceding tunnel and the following tunnel is reinforced by isolation piles;
when the grouting reinforcement in the hole is carried out, the grouting reinforcement is carried out in the period from shield tunneling of the preceding tunnel to the small clear distance range, namely, the soil body around the preceding tunnel is subjected to intubatting reinforcement through grouting holes in the segment of the preceding tunnel, each grouting interval is 2 annular pipe segments, the grouting interval time is not less than 48 hours, grouting slurry adopts cement slurry, ten grouting holes 10B are added on the segment of the grouting ring on the basis of six grouting holes and hoisting holes 10A, and the ten grouting holes 10B are arranged in the mode of two adjacent grouting holes and hoisting holes 10AOne or two (see fig. 1, 1a and 1B) are arranged between the two grouting holes, so that grouting positioning of grouting ring segments is more, and grouting amount of each grouting hole 10B and each grouting hole and hoisting hole 10A is controlled to be 1m 3 The grouting pressure is controlled below 0.4 MPa; the grouting range is 2m outside the contour of the preceding tunnel (see fig. 2);
during the shield tunneling of the preceding tunnel in a small clear distance range, the connection strength between the segments is reinforced so as to improve the integrity of the tunnel segments, and the following measures are adopted:
(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 duct piece connecting bolts are fastened for a plurality of times, namely the duct piece connecting bolts are repeatedly fastened when the duct piece is installed, the next ring is driven in and the duct shield is pulled out; the stress relaxation of the segment connecting bolts caused by segment joint deformation during shield tunneling can be reduced;
(3) A longitudinal tensioning device is added between the segments at one side close to the backward tunnel;
step three, after the shield tunneling of the preceding tunnel is completed, installing a traveling hydraulic support trolley 200 in the preceding tunnel, wherein the longitudinal length of the traveling hydraulic support trolley is 16.5m, and the traveling hydraulic support trolley comprises a first section trolley 201, a second section trolley 202, a third section trolley 203 and a walking moving mechanism which are sequentially connected from front to back; the longitudinal spacing of the first trolley 201, the second trolley 202 and the third trolley 203 is 1.5m; the first section trolley 201, the second section trolley 202 and the third section trolley 203 have the same structure and the length of 4.5m, and comprise a frame, four groups of supporting mechanisms and a travelling mechanism; wherein, the liquid crystal display device comprises a liquid crystal display device,
the frame comprises four portal 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 which are arranged in parallel and an arched beam 212 which is bridged between the top surfaces of the two upright posts 211; the two waist stringers 22 are longitudinally connected between the upper parts of the two upright posts 211 of the 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 arranged on the four portal frames 21 in a one-to-one correspondence manner, each group of supporting mechanisms comprises five supporting oil cylinders 24 and five supporting wheels 240 which are connected to the five supporting oil cylinders 24 in a one-to-one correspondence manner, and the five supporting oil cylinders 24 are arranged on the outer side surfaces of the upper parts of the two upright posts 211, the outer side surfaces of the two side parts of the arched beam 212 and the top surface of the arched beam 212 in a one-to-one correspondence manner;
the travelling mechanism comprises two wheel carrier beams 25 longitudinally connected between the bottom surfaces of two upright posts 211 of the four portal frames 21 and two pairs of travelling wheels 250 which are arranged on the bottom surfaces of two ends of the two wheel carrier beams 25 in a one-to-one correspondence manner;
the walking mechanism comprises a group of front walking oil cylinders 26 connected between the first trolley 201 and the second trolley 202 and a group of rear walking oil cylinders 27 connected between the second trolley 202 and the third trolley 203, the number of the group of front walking oil cylinders 26 is four, and the four front walking oil cylinders 26 are connected between two upper longitudinal beams 23 of the first trolley 201 and two upper longitudinal beams 23 of the second trolley 202 and between two wheel frame beams 25 of the first trolley 201 and two wheel frame beams 25 of the second trolley 202 in a one-to-one correspondence manner; 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 stringers 23 of the second articulated trolley 202 and the two upper stringers 23 of the third articulated trolley 203 and between the two wheel carrier beams 25 of the second articulated trolley 202 and the two wheel carrier beams 25 of the third articulated trolley 203 in a one-to-one correspondence (see fig. 3 and 4);
when the walking type hydraulic support trolley is installed, the method comprises the following procedures:
the method comprises the following steps of firstly paving a trolley track on the bottom surface of a preceding tunnel, then assembling three trolley sections on the ground or a wellhead, installing the frame of each trolley section on a travelling mechanism through a gantry crane or a crane, and installing five groups of supporting mechanisms of each trolley section on the frame;
a transportation procedure, namely firstly hoisting the single-section trolley into a well, transporting the single-section trolley to a designated position through a flat trolley or a slag bucket battery truck, placing the single-section trolley on a trolley track through a jack, and continuing the subsequent down-hole transportation of the single-section trolley;
the installation procedure, the hydraulic pipelines and the components on each section of trolley and among the sections of trolley are installed in sequence, and finally all pipeline pipe terminals are connected to a valve group of a pump station control box, so that the control box realizes operation control;
step four, tunneling a backward tunnel shield, wherein when the backward tunnel shield is tunneling to a small clear distance range, a traveling hydraulic support trolley is moved to a support range on a trolley track, and the support range is from the front 5m of a shield machine in the backward tunnel to the rear 3m of a shield tail; the supporting cylinders 24 of the four groups of supporting mechanisms on each section of the traveling hydraulic supporting trolley extend out completely until the supporting wheels 240 act on the concrete segments 30 (see figure 5) on the inner wall of the assembled preceding tunnel, and the pressure of each supporting cylinder is 1.2 times of the pressure of a soil bin or the grouting pressure; every time a shield machine of the backward tunnel digs a ring, the traveling hydraulic support trolley 200 moves forward for one ring until the shield machine in the backward tunnel passes through a small clear distance range; when the traveling hydraulic support trolley 200 moves, the first trolley 201 is pushed to move forward by extending four front traveling cylinders 26 connected between the first trolley 201 and the second trolley 201, the second trolley 202 is pushed to move forward by extending four rear traveling cylinders 27 connected between the second trolley 202 and the third trolley 203, the four front traveling cylinders 26 are retracted, and the third trolley 207 is pulled to move forward by retracting four rear traveling cylinders 27 connected between the second trolley 202 and the third trolley 203.
Before the backward tunnel shield machine starts in place, the initial position and the attitude of the shield machine are measured by using a manual measurement method, and the measured result of the guide system of the shield machine is consistent with the manual measurement result; the measurement content of the attitude of the shield tunneling machine comprises plane deviation, elevation deviation, pitch angle, azimuth angle, roll angle and incision mileage; after the shield machine starts, the posture of the shield machine is measured by a guide system of the shield machine or a manual measurement method, and the posture data of the shield machine measured by the guide system is checked and corrected by the manual measurement method at regular intervals;
during the shield tunneling of the backward tunnel, the posture of the shield machine is controlled at any time, and the posture correction in the vertical direction of the shield machine mainly adopts the single-side thrust of a jack; when the shield machine is downward, the thrust of the lower jack is increased, and when the shield machine is upward, the thrust of the upper jack is increased; the principle of the horizontal posture correction and the vertical posture correction of the shield machine is the same, when the shield machine is left biased, the propelling pressure of the left jack is increased, and when the shield machine is right biased, the propelling pressure of the right jack is increased;
when the backward tunnel is tunneled to the curve section, the turning capacity of the shield machine is increased through the hinging system of the shield machine, and the required space is created by the over-excavation cutting of soil body through the profiling cutter, so that the shield machine is ensured to realize curve propulsion, smooth turning and deviation correction under the conditions of less over-excavation and less interference on surrounding soil body;
during the tunneling of the backward tunnel in a small clear distance range, the pressure of the soil bin of the shield machine is 1.0-1.15 times of the surrounding soil pressure, so that the influence on the axis of the forward tunnel is reduced and the dislocation of the segment of the forward tunnel is avoided; the tunneling speed is 20-40 mm/min; the rotating speed of the cutterhead is 0.6-0.8 rpm, so that disturbance to peripheral soil is reduced, and stress applied to the peripheral soil by the cutterhead is reduced;
according to construction monitoring feedback in the backward tunneling process, bentonite is injected into the shield body through a grouting hole reserved in the shield body, gaps behind the shield body are temporarily filled, stability of stratum around the shield body can be effectively enhanced, an isolation ring between a certain shield tail and a cutter disc is formed, and impact caused by unstable stress of adjacent tunnels due to stratum loss of soil around the shield body or slurry channeling to the cutter disc can be effectively reduced.
The stress of the tail part of the shield machine mainly comes from synchronous grouting pressure of the tail part, in order to reduce the grouting pressure of the tail part, four paths of grouting pipes are required to be uniformly grouting in the synchronous grouting process of the tail part, the grouting pressure is controlled below 0.3MPa, the gap filling coefficient after the wall is controlled at 150%, meanwhile, the injection amount of grease at the tail part is 20 kg/ring more than that of normal propulsion, the loss of slurry through the tail part is prevented, and meanwhile, the grouting slurry meets the following performances:
(1) the gelation time is 6-8 h, and the gelation time is adjusted by adding a coagulant and changing the proportion through field test according to the stratum condition and the tunneling speed;
(2) the strength of the consolidated body is not less than 0.2MPa in one day and not less than 2.5MPa in 28 days;
(3) the serous fluid calculus rate is more than 95 percent, namely the consolidation shrinkage rate is less than 5 percent;
(4) the consistency of the slurry is 8-12 cm;
(5) slurry stability: decantation (ratio of volume of supernatant to total volume after settling) is less than 5%.
The slurry is formed by mixing cement, slaked lime, fly ash, sand, bentonite and water; the mixing ratio is cement 150:slaked lime 50:fly ash 250:sand 800:bentonite 60:water 320;
in order to avoid or reduce long-time stay of the shield machine, secondary grouting reinforcement is adopted, the slurry of the secondary grouting adopts double-liquid grouting, and water glass with the proportion of 1:1 are mixed; the grouting amount of each point position during secondary grouting is 0.5m 3 The grouting pressure is 0.2-0.4 mpa.
The above embodiments are provided for illustrating the present invention and not for limiting the present invention, and various changes and modifications may be made by one skilled in the relevant art without departing from the spirit and scope of the present invention, and thus all equivalent technical solutions should be defined by the claims.
Claims (3)
1. The shield construction method of the small clear distance tunnel is suitable for the shield tunnel with the 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; if the space position is a tunnel in an up-down relationship, the preceding tunnel is a lower tunnel, and the succeeding tunnel is an upper tunnel; the space position is a tunnel with parallel relation, the preceding tunnel is a tunnel at the inner side of the curve, and the succeeding tunnel is a tunnel at the outer side of the curve;
step two, soil body reinforcement of the preceding tunnel in a small clear distance range comprises soil body reinforcement of the ground and grouting reinforcement in the tunnel;
when the ground soil body is reinforced, the method is carried out before the shield tunneling of the preceding tunnel to a small clear distance range, and the soil body between the preceding tunnel and the following tunnel is reinforced by adopting stirring piles, jet grouting piles or grouting for the tunnels with upper and lower spatial positions; the soil body between the preceding tunnel and the following tunnel is reinforced by isolation piles;
when the grouting reinforcement in the hole is carried out, the grouting reinforcement is carried out in the period from shield tunneling of the preceding tunnel to the small clear distance range, namely, the peripheral soil body of the preceding tunnel is subjected to intubatton grouting reinforcement through grouting holes in the segment of the preceding tunnel, two rings of segments are separated by each grouting, the interval time of grouting is not less than 48 hours, 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, 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 1m 3 The grouting pressure is controlled below 0.4 MPa; the grouting range is 2m outside the contour of the preceding tunnel;
step three, after the shield tunneling of the preceding tunnel is completed, installing a traveling hydraulic support trolley in the preceding tunnel, wherein the traveling hydraulic support trolley comprises three sections of trolleys and a walking moving mechanism; each section of trolley comprises a frame, four groups of supporting mechanisms and a travelling mechanism; the frame comprises four door frames, two waist longitudinal beams and two upper longitudinal beams which are longitudinally and equidistantly arranged; each portal frame comprises two upright posts which are arranged in parallel and an arched beam which is bridged between the top surfaces of the two upright posts; the two waist longitudinal beams are longitudinally connected between the upper parts of the 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; the four groups of supporting mechanisms are correspondingly arranged on the 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 the two side parts of the arched beam and the top surface of the arched beam one by one; the travelling mechanism comprises two wheel carrier beams which are longitudinally connected between the bottom surfaces of two upright posts of the four portal frames and two pairs of travelling wheels which are arranged on the bottom surfaces of two ends of the two wheel carrier beams in a one-to-one correspondence manner; the walking moving mechanism comprises two groups of walking oil cylinders connected between two sections of trolleys, the number of each group of the walking oil cylinders is four, and the four walking oil cylinders are connected between two upper longitudinal beams and between two wheel carrier beams of the two sections of trolleys in a one-to-one correspondence manner;
when the walking type hydraulic support trolley is installed, the method comprises the following procedures:
the method comprises the following steps of firstly paving a trolley track on the bottom surface of a preceding tunnel, then assembling three trolley sections on the ground or a wellhead, installing the frame of each trolley section on a travelling mechanism through a gantry crane or a crane, and installing five groups of supporting mechanisms of each trolley section on the frame;
a transportation procedure, namely firstly hoisting the single-section trolley into a well, transporting the single-section trolley to a designated position through a flat trolley or a slag bucket battery truck, placing the single-section trolley on a trolley track through a jack, and continuing the subsequent down-hole transportation of the single-section trolley;
the installation procedure, the hydraulic pipelines and the components on each section of trolley and among the sections of trolley are installed in sequence, and finally all pipeline pipe terminals are connected to a valve group of a pump station control box, so that the control box realizes operation control;
step four, tunneling a backward tunnel shield, wherein when the backward tunnel shield is tunneling to a small clear distance range, a traveling hydraulic support trolley is moved to a support range on a trolley track, and the support range is from the front 5m of a shield machine in the backward tunnel to the rear 3m of a shield tail; the supporting cylinders of the four groups of supporting mechanisms on each section of trolley of the traveling hydraulic supporting trolley extend out completely until the supporting wheels act on the concrete segments on the inner wall of the assembled preceding tunnel, and the pressure of each supporting cylinder is 1.2 times of the pressure of the soil bin or the grouting pressure; every time a backward tunnel shield machine tunnels a ring, the traveling hydraulic support trolley moves forward by a 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 following measures are taken to strengthen the connection strength between segments during shield tunneling of a preceding tunnel in a small clear distance range:
(1) The strength grade of the duct piece connecting bolt is improved;
(2) The duct piece connecting bolts are fastened for a plurality of times, namely the duct piece connecting bolts are fastened when the duct piece is installed, the next ring is driven in and the duct piece connecting bolts are separated from the shield;
(3) A longitudinal tensioning device is added between the segments.
3. The shield construction method of the small clear distance tunnel according to claim 1, wherein the earth bin pressure of the shield machine is 1.0-1.15 times of the surrounding earth pressure during the tunneling of the backward tunnel in the small clear distance range; the tunneling speed is 20-40 mm/min, and the rotating speed of the cutterhead is 0.6-0.8 rpm.
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