CN114922648A - Underwater out-of-hole receiving construction method for small-radius large-gradient ultra-shallow shield - Google Patents
Underwater out-of-hole receiving construction method for small-radius large-gradient ultra-shallow shield Download PDFInfo
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- CN114922648A CN114922648A CN202210606729.8A CN202210606729A CN114922648A CN 114922648 A CN114922648 A CN 114922648A CN 202210606729 A CN202210606729 A CN 202210606729A CN 114922648 A CN114922648 A CN 114922648A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
- E21D9/087—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
- E21D9/0873—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines the shield being provided with devices for lining the tunnel, e.g. shuttering
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Geochemistry & Mineralogy (AREA)
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- Environmental & Geological Engineering (AREA)
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Abstract
The invention relates to a small-radius large-gradient ultra-shallow shield underwater tunneling receiving construction method, which comprises the steps of reinforcing the end head of a receiving well; counter weight back pressure is carried out above the tunnel, and concrete support is used for carrying out back pressure in the range of a receiving site; pouring plain walls in the door ring of the tunnel and constructing water and soil retaining walls; pouring a mortar receiving base in the receiving well; backfilling slurry in the receiving well; when the shield enters a receiving range, controlling the tunneling of the shield arrival section; when the shield machine tunnels into a water tunnel of the receiving well, the tunnel portal ring is plugged; when the shield machine tunnels to a shutdown position, the ring pipe pieces at the tunnel opening are connected and tensioned by a tensioning device when the shield machine receives, muddy water cleaning is carried out on a receiving well, and then the tunnel door and the shield tail of the shield machine are fixed together by an arc-shaped steel plate.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a small-radius large-gradient ultra-shallow shield underwater hole-exiting receiving construction method.
Background
Shield route design often faces some complex situations, for example, when a shield tunnel has the characteristics of small radius, large gradient and ultra-shallow burying, the difficulty of shield launching and receiving is obviously increased. In addition, when the subway tunnel is built, the line may pass through a soft upper layer and a hard lower layer, and often passes through an earth surface road, a railway and a water-gas-electric pipeline, so that the shield receiving difficulty is further increased.
For a tunnel with a small radius, the attitude of the shield tunneling machine and the assembly control difficulty of the duct pieces are high; for a tunnel with a large slope, when the shield machine receives a tunnel, the top of the shield machine is close to the structural beam of the shield well, and if the shield machine exits the tunnel with a large slope, the shield machine is easy to impact the structural beam of the shield well; when the shield receiving end is buried shallowly, if the tunneling attitude and synchronous grouting are not controlled well, the shield machine head is easy to lift or sink, and the ground surface is excessively sunk or uplifted; in the process of receiving the upper soft and lower hard stratum, soil is cut above the shield tunneling machine, and a rock face is cut below the shield tunneling machine, so that the tunnel face of the shield tunneling machine is stressed unevenly and is easy to deviate from a preset axis.
The amplitude of disturbance to the earth surface caused by shield launching and receiving is large, so that large structural cracks and even capsizing can be generated on earth surface buildings. In order to reduce the surface subsidence and the soil displacement, when the working space of the shield well is smaller, a shield underwater receiving method of water or mud pouring in the shield receiving well is often adopted; when the shield receiving part is positioned in an iron-involved area, if the shield receiving part is received by the steel sleeve, the hoisting operation of the steel sleeve needs to be reported to relevant departments, the procedure is complicated, the construction period is delayed, the lease cost is high, the transportation is inconvenient, and the total cost is obviously higher than that of an underwater receiving construction method.
Disclosure of Invention
The purpose of the invention is: the underwater tunnel-out receiving construction method of the ultra-shallow shield with large radius and gradient is provided, can overcome the engineering difficulties of shallow tunnel-out receiving section, large bearing head, small curve radius, large gradient, and the like of the shield in the upper soft and lower hard stratum aiming at the underwater tunnel-out receiving situation of the shield with small radius, large gradient and ultra-shallow special working condition, and ensures the safety of the shield receiving process.
In order to achieve the purpose, the invention adopts the technical scheme that:
a small-radius large-gradient ultra-shallow shield underwater hole-exiting receiving construction method is characterized in that: the underwater exit receiving construction method for the small-radius large-gradient ultra-shallow shield comprises the following steps:
step one, reinforcing the end head of a receiving well;
secondly, counter weight back pressure is carried out above the tunnel, and concrete supports are used for carrying out back pressure in the range of a receiving site;
step three, pouring plain walls in the door ring of the tunnel and constructing water and soil retaining walls;
pouring a mortar receiving base in the receiving well;
step five, carrying out slurry backfill in the receiving well;
step six, when the shield enters a receiving range, controlling the tunneling of the shield arrival section;
seventhly, when the shield tunneling machine tunnels into the water tunnel of the receiving well, plugging the tunnel portal ring;
step eight, after the shield machine tunnels to a shutdown position, connecting and tensioning ring pipe pieces of the tunnel portal by using a tensioning device during shield receiving, cleaning muddy water of a receiving well, and fixing the tunnel portal and the shield tail of the shield together by using an arc-shaped steel plate;
and step nine, after the work is finished, hanging and detaching the shield.
The invention also comprises the following steps:
in the first step, triple-pipe jet grouting piles are used as reinforcing bodies of end heads of shield receiving wells, emergency precipitation wells are arranged inside and outside a soil body reinforcing area, emergency precipitation is started in time according to actual conditions, jet grouting pile construction is carried out by adopting an interval jumping and beating method, and the construction time interval of two adjacent piles is not less than 48 hours.
In the first step, construction sequence is arranged according to site field conditions in the construction of the reinforcing body, the blocking construction of the jet grouting piles is carried out after the main structure of the station is completed, after the construction of the double-pipe jet grouting piles is completed, before the reinforcing construction is completed and the shield starts to receive, the reinforcing effect is detected, the reinforcing effect is ensured to meet the construction requirement of entering the tunnel, longitudinal horizontal exploring holes with the length not exceeding the range of the reinforcing body are arranged in the plane range of the tunnel portal, the number of each tunnel portal range is not less than 9, the quality of the reinforcing body is checked by observing the water seepage condition of the exploring holes, if the water seepage condition exists, grouting construction measures are immediately adopted, and a water seepage channel is cut off.
In the second step, concrete supports are used for carrying out back pressure on the range of the receiving site;
the counter-pressure counterweight measures are as follows: using steel plates and steel ingots for balancing at ring pipe piece positions 2-9 of the inner part of the shield body, the walking beam of the erector and the rear part of the shield tail, and installing a balancing trolley at the front section of the equipment bridge to increase the dead weight of the pipe piece after the pipe piece is separated from the shield tail;
in the third step, after the tunnel portal re-measurement is finished, before the shield tunneling machine reaches the shield receiving well, a plain concrete retaining wall is poured at the tunnel portal, a reinforced concrete blocking wall is poured on the other side of the shield receiving well before water and soil backfilling, and the cutting area of a shield cutter is lapped by adopting glass fiber ribs and common reinforcing steel bars;
the side wall of the receiving well is a structural wall of the double-shield receiving working well, and is cast by combining C35 reinforced concrete and frame columns, and is not disassembled subsequently.
In the fourth step, the mortar base is poured to the position 0.2m above the lower edge of the portal steel ring from the bottom plate, so that the mortar base can be cut to form effective support when the shield is out of the tunnel.
In the fifth step, after the end head of the shield receiving well is fully reinforced, the portal retaining wall, the water and soil blocking wall and the mortar base are poured and the strength meets the requirement, slurry backfilling operation is started;
and (3) injecting slurry prepared by mixing water with the muck transported out by the shield machine on the construction site into the shield receiving well. Grouting slurry until the height reaches the bottom of a structural beam of the shield receiving well;
during the backfilling operation, the earthwork required by the soil filling is silt clay or silty clay, and sand and soil are not used; and the earthwork cannot contain garbage such as stones with the diameter larger than 2 cm; in the filling process, a grab bucket machine or a telescopic arm excavator is used for grabbing earthwork to a distance of about 3 meters from the bottom of the working well and putting down the earthwork so as to avoid the damage to the retaining wall and the tunnel door caused by the impact of free falling bodies in the filling process.
In the sixth step, when the shield enters the receiving range, correcting the through posture of the shield machine according to the design central axis of the tunnel, wherein the correction is gradually completed, and the correction of one ring is not more than 4 mm;
when the shield machine enters 50-100 rings before entering the tunnel, performing recheck measurement on control points respectively, simultaneously performing measurement recheck on the center line of the tunnel portal at the tunnel entrance end, adjusting the posture of the shield machine according to the measurement result, performing multiple correction on the shield axis in the last 50-ring advancing process, and controlling the posture of the shield machine within +/-15 mm of the horizontal direction and + 20- +30mm of the vertical direction by adopting a principle of 'small amount and multiple times' of correction, wherein the change of the shield axis break angle caused by the deviation between the shield plane and the elevation is controlled not to exceed 0.4%, the axis accuracy is ensured, and the shield machine is ensured to safely enter the tunnel portal ring.
In the seventh step, when the shield tunneling machine tunnels into the water tunnel, tunnel portal plugging grouting construction is carried out, and double-liquid slurry is injected in the last 10 rings of the tunnel entering section in a pressing mode to prevent the duct piece from sinking and staggering; the injection position is the 3 rd ring position after the shield tail is pulled out; the double-liquid slurry is divided into a liquid A and a liquid B, wherein the liquid A is made of cement slurry or cement mortar, and the liquid B is water glass;
the plugging and grouting process specifically comprises the following steps:
stopping tunneling when the shield reaches a specified mileage, performing secondary supplementary grouting on 4 ring pipe pieces near a tunnel portal to block the tunnel portal, wherein the secondary grouting adopts cement-water glass double-liquid slurry as a grouting material, the slurry ratio is 1:1:1, the secondary reinforcing grouting adopts a self-prepared double-liquid grouting pump, the secondary grouting pressure is 0.3-0.5 Mpa, and the single-hole grouting amount is controlled to be 0.8-1 m 3 The single ring grouting amount is not more than 6m 3 The pressure control is adopted under the general condition of reinforcing grouting, and the water leakage condition is judged to be finished after the wall is checked through the hole opening of the segment grouting hole.
In the eighth step, after the shield tunneling machine tunnels to a machine halt position, in order to prevent the annular gap between the duct piece rings from being enlarged and water leakage caused by the annular gap after the jack jacking force is released, 1-10 annular duct pieces at the tunnel portal are connected and tensioned by a tensioning device when the shield is received;
and after the tensioning device is installed, performing soil and water cleaning work. 3 high-power water pumps and grab bucket machines are needed for pumping water and cleaning mud. When the water level in the shield receiving well is pumped to a certain degree. And grabbing the earthwork on the upper part of the shield tunneling machine to the ground by using a grab bucket machine. And (5) manually excavating soil around the shield tunneling machine. And (5) carrying out slope relief and cleaning during mud cleaning. Firstly, removing soil at the portal to ensure the timely welding of the arc-shaped steel plate and the shield tail;
and (3) welding the steel plate on the end face of the portal ring and the steel plate of the shield tail shell together by using an arc-shaped steel plate along with the muddy water cleaning to form an effective plug, and pre-installing 6 grouting ball valves on the annular plate of the portal ring and uniformly arranging the grouting ball valves along the portal ring. And grouting the portal by using 6 ball valves after welding. And (4) thoroughly plugging the tunnel portal, disassembling the shield machine and hoisting out. And opening holes on the duct piece after thawing to check the grouting plugging condition, and if the grouting is not compact , continuously filling the double-liquid slurry until no water leakage is detected by opening the holes at multiple positions.
Compared with the prior art, the invention has the beneficial effects that: by adopting the technical method disclosed by the patent, the construction problem under the conditions of small radius, large gradient and ultra-shallow burying can be effectively solved; the adopted novel shield underwater receiving method is suitable for iron-involved intervals, and the cost is obviously lower than that of conventional receiving or steel sleeve receiving; the counter-pressure counter weight is adopted to counter weight and counter pressure above the tunnel, and concrete supports are used to counter pressure in the range of a receiving site, so that the end of the shield can be effectively prevented from floating upwards, and the settlement or uplift of the peripheral earth surface can be effectively reduced.
Drawings
Figure 1 is a plan view of a shield receiving well.
Figure 2 is a side cross-sectional view of a shield receiving well.
Fig. 3 is a plan view of shield receiving end reinforcement.
FIG. 4 is a structural diagram of the connection of the shield tunneling machine in and out of the tunnel.
Figure 5 is a side cross-sectional view of the receiving end plugging arrangement.
In the figure: 1. a tunnel portal retaining wall; 2. receiving a well side wall; 3. plugging the wall with water and soil; 4. a shield tunnel; 5. a shield receiving well; 6. shielding a hoisting hole; 7. a shield shaft structural beam; 8. a mortar base; 9. a door ring; 10. a building envelope; 11. a soil body reinforcement area; 12. a shield tail; 13. an arc-shaped steel plate; 14. slurry; 15. a dewatering well; 16. and (4) carrying out jet grouting pile.
Detailed Description
The present invention will be further explained with reference to fig. 1 to 5:
in order to overcome the technical defect that the shield underwater receiving method in the prior art has larger disturbance amplitude on the earth surface under the conditions of small radius, large gradient and ultra-shallow burying, the invention provides a novel shield underwater receiving method which can effectively overcome the engineering difficulties of shallow burying, large bearing water head, small curve radius, large gradient, hard stratum above and below and the like of a shield receiving section and ensure the safety of the shield receiving process.
The invention relates to a novel underwater shield receiving method which comprises the steps of receiving end soil body reinforcement → hole ring lofting → plain wall pouring in a hole gate ring, water and soil retaining wall construction → base mortar pouring → horizontal probing hole → arrival condition acceptance → hole gate concrete cutting → well water and soil backfilling, shield arrival → tunnel entry section grouting filling in a tunnel → in-well cleaning excavation → arc steel plate welding hole ring sealing.
The method specifically comprises the following steps:
the method comprises the following steps: receiving well end reinforcement
A triple-pipe rotary jet grouting pile 16 is used as a shield receiving well 5 end reinforcing body, an emergency precipitation well 15 is arranged inside and outside a soil body reinforcing area 11, and emergency precipitation is started in time according to actual conditions. The construction of the jet grouting piles is carried out by adopting a method of 1, 3, 2,5,4 and 7. and jumping at intervals, and the construction time interval of two adjacent piles is not less than 48 hours.
The construction sequence of the reinforcement body is arranged according to the site situation, but the construction of the caulking of the triple-pipe jet grouting pile 16 must be performed after the completion of the main structure of the station, and must be performed after the completion of the construction of the double-pipe jet grouting pile 16. And before the reinforcement construction is finished and the shield is started to receive, the reinforcement effect is detected, so that the reinforcement effect is ensured to meet the requirement of the tunnel entering construction. The vertical horizontal exploring hole with the length not exceeding the range of the reinforcing body is arranged in the plane range of the tunnel portal, the quantity of each tunnel portal range is not less than 9, the quality of the reinforcing body is checked by observing the water seepage condition of the exploring hole, and grouting construction measures are immediately adopted to cut off a water seepage channel if the water seepage condition is found.
In a specific example, the receiving end is reinforced by adopting a triple-pipe jet grouting pile 16 with the diameter of 800@600/500 outside the enclosure structure 10, a row of triple-pipe jet grouting piles 16 with the diameter of 800@500 outside the enclosure structure 10 (an occlusion pile with the thickness of 800 mm) is reinforced, and the reinforcing length is 1m below a shield tunnel door; and reinforcing the outer side of the first row by adopting a phi 800@600 triple-pipe jet grouting pile 16, overlapping the first row by 300mm, and reinforcing the length from the ground to the rock surface. The reinforcing range of the receiving end is that the longitudinal direction is 3m of the outer side of the enclosure structure 10 in the tunnel direction, and the transverse direction is 3m of the outer side of the tunnel portal structure.
Step two: a back pressure counterweight is arranged.
And (4) carrying out counter weight back pressure on the upper part of the tunnel, and carrying out back pressure in a receiving field range by using a concrete support.
The counter-pressure counterweight measures are specifically as follows: using steel plates and steel ingots for balancing at ring pipe piece positions 2-9 of the inner part of the shield body, the walking beam of the erector and the rear part of the shield tail, and installing a balancing trolley at the front section of the equipment bridge to increase the dead weight of the pipe piece after the pipe piece is separated from the shield tail;
step three: and pouring plain walls in the door ring, and constructing a water and soil retaining wall.
After the tunnel portal re-measurement is completed, before the shield machine reaches the shield receiving well 5, a plain concrete retaining wall 1 is poured at the tunnel portal, a reinforced concrete blocking wall 3 is poured on the other side of the shield receiving well 5 before water and soil backfilling, and the cutting area of a shield cutter is lapped by adopting glass fiber ribs and common steel bars.
This patent receiving well side wall 2 for the structure wall of double shield structure receiving work well, adopt C35 reinforced concrete + frame post combination to pour, follow-up do not demolish.
In a specific example, C35 concrete is used for pouring a 30cm tunnel portal retaining wall 1 in the tunnel portal range, the reinforced concrete blocking wall 3 arranged on the other side of the shield receiving well 5 is made of C35 concrete, the vertical steel bars are phi 25@150 on the side close to the tunnel portal, phi 22@150 on the other side, the horizontal steel bars are phi 20@150, and the draw hooks are made of phi 10 round steel and arranged in a quincunx shape.
Step four: and pouring the mortar receiving base.
The mortar base 8 is poured to the position about 0.2m above the lower edge of the portal steel ring from the bottom plate, and the mortar base 8 can be cut to form effective support when the shield is out of the tunnel. Firstly, the central line of a receiving base is determined according to the designed axial lead of the shield, and the shield machine adopts straight line receiving. The mortar mixing proportion is determined before pouring, and the mortar receiving base 8 meets the strength requirement before the shield machine enters the shield receiving well 5.
In a specific example, an M5 base mortar base 8 with the size of 15x5x1.5m is arranged, and the base is poured from a bottom plate to the position about 0.5M above the lower edge of a portal steel ring.
Step five: and (6) backfilling the slurry.
And after the end of the shield receiving well 5 is fully reinforced, the portal retaining wall 1, the water and soil blocking wall 2 and the mortar base 8 are poured and the strength meets the requirement, slurry backfilling operation is started. And (4) grouting slurry 14 made of muck and water mixed from the shield tunneling machine at the construction site into the shield receiving well 5. The slurry 14 is poured until the height reaches the bottom of the structural beam 7 of the shield-receiving well 5.
The backfill operation requires attention: (1) the earthwork required for filling is silt clay or powder clay, so sandy soil cannot be used. And the earthwork cannot contain garbage such as stones with the diameter larger than 2 cm. (2) In the soil filling process, a grab bucket machine or a telescopic arm excavator is used for grabbing the earthwork to a position about 3 meters away from the bottom of the working well and putting down the earthwork so as to avoid damage to the retaining wall and the tunnel portal caused by impact of free falling bodies in the soil filling process.
When the shield enters a receiving range, correcting the through posture of the shield machine according to the design central axis of the tunnel, wherein the correction is completed step by step, and the correction in one loop is not more than 4 mm.
When the shield machine enters 50-100 rings before entering the tunnel, performing recheck measurement on control points respectively, simultaneously performing measurement recheck on the center line of the tunnel portal at the tunnel entrance end, adjusting the posture of the shield machine according to the measurement result, performing multiple correction on the shield axis in the last 50-ring advancing process, and controlling the posture of the shield machine within +/-15 mm of the horizontal direction and + 20- +30mm of the vertical direction by adopting a principle of 'small amount and multiple times' of correction, wherein the change of the shield axis break angle caused by the deviation between the shield plane and the elevation is controlled not to exceed 0.4%, the axis accuracy is ensured, and the shield machine is ensured to safely enter the tunnel portal ring 9.
The shield receiving section tunneling control needs attention: (1) before the shield enters a hole, a soil pressure meter is installed on a water retaining wall and used for observing the influence of the propulsion of the shield machine on the retaining wall, and when the warning value is reached, the propulsion is stopped; (2) in the propelling process of the shield tunneling machine, the screw machine performs proper unearthing, and the phenomenon that filling subsidence is caused by overlarge unearthing amount is avoided. (3) The low speed and the small thrust are kept in the tunneling process, the backfill water and soil loss in the water tunnel caused by the over-fast tunneling is avoided, and meanwhile, the impact of the interface of the hob and the rock soil is reduced to keep the shield attitude stable; (4) before shield receiving, whether soil layer reinforcement and water plugging conditions of an end well meet requirements or not is checked; (5) increasing the frequency of monitoring the surface subsidence, and timely adjusting the shield attitude according to the subsidence monitoring result; (6) using an ultra-digging cutter to perform ultra-digging on a lower rock stratum, and controlling the axis of the shield tunneling machine by matching with a hinged jack, wherein the allowable deviation of the axis of the shield tunneling machine is controlled to be +/-50 mm on the plane and +/-50 mm on the elevation; (7) the shield tail is ensured to be sealed while grouting is carried out, and slurry cannot leak out from the space between a shield machine and a duct piece; (8) according to the size of the rolling angle of the cutter, the turning (left turning or right turning) of the cutter head is adjusted in time to prevent the shield body from twisting; (10) and selecting a heavy rock breaking cutter in the upper soft and lower hard stratum.
When a double-line shield is driven into a hole under the conditions of small distance, large gradient and ultra-shallow burying, if the minimum line distance is smaller than the diameter of the shield, the method of firstly driving the shield and then driving a second tunnel is required, wherein one shield is driven by 100m firstly and is driven out of the hole at the end of the shield receiving well 5, and the second shield is driven out of the hole subsequently.
In order to avoid the looseness of the duct piece at the opening, the duct piece at the position close to the line spacing is further reinforced. The 10-15 ring segments are longitudinally tensioned by multi-point position steel welding at the end of shield tunneling;
the segment tensioning device is longitudinally arranged in a shield small spacing range, and the channel steel is fixed on the segment by bolts along the circumferential direction for 6 channels (1 channel for each segment at the same row of bolts). Drilling a hole in the channel steel, sleeving the channel steel with the drilled hole on the bolt, and screwing and fixing the channel steel by using a washer and a nut. Preventing the segment from deforming.
Receiving the shield underwater under the conditions of small spacing, large gradient and ultra-shallow burying, and controlling the stratum loss rate to be less than or equal to 3 per thousand and the uneven settlement of nearby buildings to be not more than 1.5 per thousand L (L is the central distance of adjacent column bases); the uneven settlement of the nearby bridge and culvert foundation is not more than 2 per thousand; and the influence within the range of 50m outside the outer side line of the shield structure is considered when the shield structure safety checking calculation is carried out.
In a specific example, the starting time of the shield receiving is defined as the whole construction process from 50m before the shield machine reaches the receiving well of the next station to the time when the shield machine penetrates through the shield tunnel 4 to enter the shield receiving well 5 and is pushed onto the shield receiving base. During underwater receiving operation, the original operation speed of the surface railway is 105km/h, and the speed is limited to 45km/h during construction.
In a specific example, the weight of the shield tunneling machine is 574T, the maximum thrust is 4255T, the friction coefficient of steel and soil is 0.3, and the friction coefficient of wheels and steel rails isThe coefficient of friction between the two is 0.15; for the soil-rock combined stratum, the low rotating speed and the low penetration degree are kept in the tunneling process, the grouting pressure is controlled to be 0.7-1.2bar, and the grouting amount of each ring is controlled to be 4.9m 3 The above. For a full-section rock stratum, high rotating speed and low penetration are kept in the tunneling process, the grouting pressure is controlled to be 1-1.5bar, and the grouting amount of each ring is controlled to be more than 4.9 square.
In particular examples, the shield tunnel 4 relates to earth formations comprising silty sand, strongly weathered sandy mudstone, and moderately weathered sandy mudstone. The distance from the top of the shield at the receiving end to the ground surface is 3.6m, the radius of the shield curve is 300m, the outer diameter of the shield is 6.2m, the inner diameter is 5.5m, the ring width is 1.2m, the error control of the tunneling direction is not more than +/-50 mm, and the allowable subsidence value of the ground surface is plus or minus 30 mm; the main structure of the shield adopts a prefabricated reinforced concrete segment lining. 6 pieces are arranged on each ring pipe. The duct pieces are assembled in a staggered mode, a longitudinal joint contact surface is provided with a mortise, the thickness is 0.35M, the width is 1.2M, concrete is C50 impervious grade P10, the duct pieces are connected through 8.8 grade M30 bent bolts, and the width of a duct piece concrete crack is controlled to be not more than 0.2 mm.
In a specific example, the total thrust of the shield at the receiving end is controlled to be below 800T, the torque is controlled to be within 2000KN.m, the rotating speed of a cutter head is controlled to be 0.8-1 r/min, the deviation of a center line is controlled to be within +/-2 cm, the penetration degree is within 10mm/r, the foam mixing amount is 3%/20-40L, and the bentonite mixing amount is 1: 11/9-12 m through a thin film strip/ring. The tunneling speed in the pile grinding process is controlled to be 3-5mm/min, and the tunneling speed passing through the receiving end soil body reinforcing area 11 is controlled to be 10-20 mm/min.
In a specific example, the shield machine is used for digging a hole with a slope of 35 per thousand, the segment tension device is used for fixing 14b channel steel on a segment by using an M36 bolt, firstly, the 14b channel steel is drilled with a hole of 4cm, then, the channel steel drilled with the hole is sleeved on the bolt, and a washer and a nut are used for screwing and fixing. Preventing the segment from deforming.
Step seven: blocking the door ring of the opening;
when the shield machine tunnels into a water tunnel (when a shield tail is not separated from a pre-buried steel ring of a tunnel portal), tunnel portal plugging grouting construction is carried out, and double-liquid slurry is injected at the last 10 ring pressure of a tunnel entering section to prevent the segments from sinking and staggering. The injection position is the 3 rd ring position after the tail of the shield is dragged out. The double-liquid slurry is divided into a liquid A and a liquid B, wherein the liquid A is made of cement slurry or cement mortar, and the liquid B is water glass.
In a specific example, a double-slurry water-cement ratio of 1:1, a volume ratio of the solution A to the solution B of 1:1 and a slurry density of 1.44g/cm are adopted 3 The setting time is 40-60 s.
The plugging and grouting process specifically comprises the following steps:
stopping tunneling when the shield reaches a specified mileage, performing secondary supplementary grouting on 4-ring (0-3-ring) duct pieces near a tunnel portal to seal the tunnel portal, wherein the secondary grouting adopts cement-water glass double-liquid slurry as a grouting material, the slurry ratio is 1:1:1, the secondary reinforcing grouting adopts a self-prepared double-liquid grouting pump, the secondary grouting pressure is 0.3-0.5 Mpa, and the single-hole grouting amount is controlled to be 0.8-1 m 3 The single-ring grouting amount is not more than 6m 3 The pressure control is adopted under the general condition of reinforcing grouting, and the water leakage condition is judged to be finished after the wall is checked through the hole opening of the segment grouting hole.
In order to ensure that the shield machine enters the tunnel safely, the soil body at the tunnel entrance has good self-supporting performance and compactness, and in order to ensure that the soil body does not collapse when the shield machine enters the tunnel, underground water does not burst out, and the starting is completed smoothly, the tunnel portal is blocked. And after the +11 ring is installed, stopping tunneling and starting double-slurry plugging of the tunnel portal by a secondary grouting measure. And injecting 4m bentonite at the tail of the shield through a synchronous grouting system during the promotion of the +11 ring to prevent double grout from wrapping the tail of the shield, performing secondary supplementary grouting on 4-ring (0-3-ring) segments near the portal after the promotion is completed, plugging the portal, and judging the grouting end according to the water leakage condition after the segment grouting hole is bored (a ball valve above a steel sleeve is opened) to check the wall.
Step eight: and (4) cleaning muddy water, and welding a tension device and an arc-shaped steel plate.
After the shield machine tunnels to a stop position, in order to prevent the increase of gaps among segment rings due to the release of jack jacking force and the water leakage of the ring gaps, 1-10 ring segments of the tunnel portal are connected and tensioned by a tensioning device when the shield machine receives the shield.
After the tension device is installed, the soil and water cleaning work is carried out, and 3 high-power water pumps and grab bucket machines are matched for water pumping and mud cleaning work. When the water level in the shield receiving well 5 is pumped to a certain degree. And grabbing the earthwork on the upper part of the shield tunneling machine to the ground by using a grab bucket machine. And (5) manually excavating soil around the shield tunneling machine. And (5) carrying out slope relief and cleaning during mud cleaning. Soil at the portal is firstly removed, and the arc-shaped steel plate 13 and the shield tail 12 are ensured to be welded in time.
And (3) welding the steel plate on the end surface of the portal ring 9 and the steel plate of the shell of the shield tail 12 together by using an arc-shaped steel plate 13 along with the cleaning of muddy water to form an effective plug, and pre-installing 6 grouting ball valves on the annular plate of the portal ring 9 and uniformly arranging the grouting ball valves along the portal ring 9. And grouting the portal by utilizing 6 ball valves after welding. And (4) thoroughly plugging the tunnel portal, disassembling the shield machine and hoisting out. And opening holes on the duct piece after thawing to check the grouting plugging condition, and continuously filling double-liquid slurry if the grouting is not compact until no water leakage exists through the holes.
Step nine: and (5) hanging and disassembling the shield.
The shield machine starts to disassemble after reaching the shield receiving well 5, and the assembly is lifted out from the shield hoisting hole 6. According to the structural size of each part of the shield tunneling machine and the actual conditions of the site, the hoisting and dismounting process of the shield tunneling machine comprises the following steps:
scheme batch application → acceptance of site conditions → arrival of shield → assembly of crane approach → disassembly of shield → hoisting of cutterhead → separation of anterior and middle shields → hoisting of middle shield → hoisting of anterior shield → hoisting of trajectory → hoisting of trailer for rear assembly → hoisting of crane approach → site recovery → completion of dismantling machine.
Before the cutter head is lifted out in the flow, a lifting lug of the main machine, a front shield and a middle shield are welded to push and move brackets, and pipelines are dismantled.
The shield disintegration technology in the flow comprises the following steps: and (3) pushing the cutter head out of the tunnel portal, dismantling the rotation center, welding the lifting lugs and detecting the flaws, tightening the lifting lugs by using a steel wire rope connected with the cutter head by using a crane after the lifting lugs are qualified, dismantling the cutter head connecting bolt by using a special tool, and hoisting the cutter head out of the well by using the crane after the dismantling is finished.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present specification describes embodiments, not every embodiment includes only a single embodiment, and such description is for clarity purposes only, and it is to be understood that all embodiments may be combined as appropriate by one of ordinary skill in the art to form other embodiments as will be apparent to those of skill in the art from the description herein.
Claims (10)
1. A small-radius large-gradient ultra-shallow shield underwater hole-exiting receiving construction method is characterized in that: the method comprises the following steps:
step one, reinforcing the end head of a receiving well;
secondly, counter weight back pressure is carried out above the tunnel, and concrete supports are used for carrying out back pressure in the range of a receiving site;
step three, pouring plain walls in the door ring of the tunnel and constructing water and soil retaining walls;
pouring a mortar receiving base in the receiving well;
step five, backfilling slurry in the receiving well;
step six, when the shield enters a receiving range, controlling the tunneling of the shield arrival section;
seventhly, when the shield tunneling machine tunnels into a water tunnel of the receiving well, plugging the tunnel portal ring;
step eight, after the shield machine tunnels to a shutdown position, connecting and tensioning ring pipe pieces of the tunnel portal by using a tensioning device during shield receiving, cleaning muddy water of a receiving well, and fixing the tunnel portal and the shield tail of the shield together by using an arc-shaped steel plate;
and step nine, after the work is finished, hoisting and detaching the shield.
2. The underwater tunneling receiving construction method for the small-radius large-gradient ultra-shallow buried shield according to claim 1, characterized in that: in the first step, triple-pipe jet grouting piles are used as reinforcing bodies of the end heads of the shield receiving wells, emergency precipitation wells are arranged inside and outside a soil body reinforcing area, emergency precipitation is started in time according to actual conditions, jet grouting pile construction is conducted by adopting an interval jumping method, and the construction time interval between every two adjacent piles is not less than 48 hours.
3. The underwater tunneling and receiving construction method for the small-radius large-gradient ultra-shallow shield according to claim 2, characterized in that: in the first step, construction sequence is arranged according to site field conditions in the construction of the reinforcing body, the plug seam construction of the jet grouting piles is carried out after the main structure of the station is completed, after the construction of the double-pipe jet grouting piles is completed, before the reinforcing construction is completed and the shield starts to receive, the reinforcing effect is detected, the reinforcing effect is ensured to meet the requirement of tunnel entrance construction, longitudinal horizontal detecting holes with the length not exceeding the range of the reinforcing body are drilled in the plane range of the tunnel portal, the number of each tunnel portal range is not less than 9, the quality of the reinforcing body is checked by observing the water seepage condition of the detecting holes, if the water seepage condition exists, grouting construction measures are taken, and a water seepage channel is cut off.
4. The underwater cave-out and receiving construction method of the small-radius large-gradient ultra-shallow shield according to claim 1, characterized in that:
in the second step, concrete supports are used for carrying out back pressure on the range of the receiving site;
the counter-pressure counterweight measures are specifically as follows: the steel plates and steel ingots are used for balancing at the positions of 2-9 ring pipe pieces behind a walking beam and a shield tail of the assembling machine in the shield body, and a balancing trolley is mounted at the front section of the equipment bridge to increase the dead weight of the pipe pieces after the pipe pieces are separated from the shield tail.
5. The underwater cave-out and receiving construction method of the small-radius large-gradient ultra-shallow shield according to claim 1, characterized in that:
in the third step, after the tunnel portal re-measurement is finished, before the shield machine reaches the shield receiving well, a plain concrete retaining wall is poured at the tunnel portal, a reinforced concrete blocking wall is poured on the other side of the shield receiving well before water and soil backfilling, and the cutting area of the shield cutter is lapped by adopting glass fiber ribs and common steel bars;
the side wall of the receiving well is a structural wall of the double-shield receiving working well, and is cast by combining C35 reinforced concrete and frame columns, and is not disassembled subsequently.
6. The underwater cave-out and receiving construction method of the small-radius large-gradient ultra-shallow shield according to claim 1, characterized in that:
in the fourth step, the mortar base is poured to the position 0.2m above the lower edge of the portal steel ring from the bottom plate, so that the mortar base can be cut to form effective support when the shield is out of the tunnel.
7. The underwater tunneling receiving construction method for the small-radius large-gradient ultra-shallow buried shield according to claim 1, characterized in that:
in the fifth step, after the end head of the shield receiving well is fully reinforced, the portal retaining wall, the water and soil blocking wall and the mortar base are poured and the strength meets the requirement, slurry backfilling operation is started;
grouting slurry prepared by mixing water with muck transported out by a shield machine on a construction site into a shield receiving well;
grouting slurry until the height reaches the bottom of a structural beam of the shield receiving well;
during the backfilling operation, the earthwork required by the soil filling is silt clay or powder clay, and sand and soil are not used; and the earthwork cannot contain garbage such as stones with the diameter larger than 2 cm; in the soil filling process, a grab bucket machine or a telescopic arm excavator is used for grabbing the earthwork to a position about 3 meters away from the bottom of the working well and putting down the earthwork so as to avoid damage to the retaining wall and the tunnel portal caused by impact of free falling bodies in the soil filling process.
8. The underwater cave-out and receiving construction method of the small-radius large-gradient ultra-shallow shield according to claim 1, characterized in that: in the sixth step, when the shield enters the receiving range, correcting the through posture of the shield machine according to the design central axis of the tunnel, wherein the correction is gradually completed, and the correction of one ring is not more than 4 mm;
when the shield machine enters 50-100 rings before the tunnel, performing one-time recheck measurement on control points, simultaneously performing measurement recheck on the center line of the tunnel portal at the tunnel entrance end, adjusting the attitude of the shield machine according to the measurement result, performing multiple deviation correction on the shield axis in the last 50-ring propelling process, controlling the attitude of the shield machine to be +/-15 mm horizontally and +/-20- +30mm vertically, controlling the shield axis break angle change caused by the shield plane and elevation deviation not to exceed 0.4%, ensuring the axis accuracy and ensuring the shield machine to safely enter the tunnel portal circle.
9. The underwater cave-out and receiving construction method of the small-radius large-gradient ultra-shallow shield according to claim 1, characterized in that:
in the seventh step, when the shield tunneling machine tunnels into the water tunnel, tunnel portal plugging grouting construction is carried out, and double-liquid slurry is injected in the last 10 rings of the tunnel entering section in a pressing mode to prevent the duct piece from sinking and staggering; the injection position is the 3 rd ring position after the shield tail is pulled out; the double-liquid slurry is divided into a liquid A and a liquid B, wherein the liquid A is made of cement slurry or cement mortar, and the liquid B is water glass;
the plugging and grouting process specifically comprises the following steps:
stopping tunneling when the shield reaches a specified mileage, performing secondary supplementary grouting on 4 ring pipe pieces near the tunnel portal to block the tunnel portal, wherein the secondary grouting adopts cement and water glass double-liquid slurry as a grouting material, the slurry ratio is 1:1:1, a self-prepared double-liquid grouting pump is adopted for secondary reinforcing grouting, the secondary grouting pressure is 0.3-0.5 Mpa, and the single-hole grouting amount is controlled to be 0.8-1 m 3 The single ring grouting amount is not more than 6m 3 And the reinforcing grouting is controlled by pressure, and the grouting is judged to be finished by checking the water leakage situation after the wall is checked by opening the grouting hole of the segment.
10. The underwater cave-out and receiving construction method of the small-radius large-gradient ultra-shallow shield according to claim 1, characterized in that:
in the eighth step, after the shield tunneling machine tunnels to a machine halt position, in order to prevent the annular gap between the duct piece rings from being enlarged and water leakage caused by the annular gap after the jack jacking force is released, 1-10 annular duct pieces at the tunnel portal are connected and tensioned by a tensioning device when the shield is received;
after the tensioning device is installed, performing water and soil cleaning work, wherein the water pumping and mud cleaning work needs 3 high-power water pumps and grab bucket machines to be matched, when the water level in the shield receiving well is pumped to a certain degree, grabbing earthwork on the upper part of the shield machine to the ground by using the grab bucket machines, manually excavating soil on the peripheral part of the shield machine, performing slope cleaning during mud cleaning, firstly removing the soil on a portal, and ensuring the timely welding of an arc-shaped steel plate and a shield tail;
along with the going on of muddy water clearance, use the arc steel sheet to weld the steel sheet of portal circle terminal surface and shield tail casing steel sheet together, form an effectual shutoff, install 6 slip casting ball valves in advance on the crown plate of portal circle, evenly arrange along the portal circle, utilize 6 ball valves to carry out portal grouting after the welding is accomplished, thoroughly shutoff portal, disintegration shield constructs the machine and hangs out, the trompil inspection slip casting shutoff circumstances on the section of jurisdiction after unfreezing, if the continuous filling biliquid thick liquid of slip casting incompact , until the no percolating water of many places trompil inspection.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116607976A (en) * | 2023-06-02 | 2023-08-18 | 佛山轨道交通设计研究院有限公司 | Combined structure for shield reception and receiving method |
| CN116624217A (en) * | 2023-05-23 | 2023-08-22 | 中交四航局第一工程有限公司 | A subway tunnel mortar cleaning system and cleaning method, and a connecting ring removal method |
| CN117515273A (en) * | 2023-12-15 | 2024-02-06 | 大同泰瑞集团建设有限公司 | A method for conveying and blocking large-diameter pipes in concrete jacking pipes |
| CN118187897A (en) * | 2024-05-16 | 2024-06-14 | 中铁五局集团第一工程有限责任公司 | Subway shield construction equipment and method for preventing water seepage |
| CN120798354A (en) * | 2025-09-16 | 2025-10-17 | 中铁隧道集团二处有限公司 | River-approaching ultra-shallow earthing ultra-large diameter slurry shield rapid receiving construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804758A (en) * | 2016-04-22 | 2016-07-27 | 中国电建集团铁路建设有限公司 | Shallow-earthing, large-section and small-distance construction method for rectangular pipe jacking overpass subway tunnel |
| CN108678756A (en) * | 2018-04-27 | 2018-10-19 | 青岛新华友建工集团股份有限公司 | It closes on rivers highly permeable stratum major diameter slurry shield and originates construction safely |
| CN111734420A (en) * | 2020-06-16 | 2020-10-02 | 中建三局基础设施建设投资有限公司 | A kind of underwater receiving method of shield tunneling in water-rich strata with mortar retaining wall set up |
| WO2021120991A1 (en) * | 2019-12-16 | 2021-06-24 | 中铁一局集团有限公司 | Method for reconstructing shield tunnel for mining construction |
| CN113107501A (en) * | 2021-04-13 | 2021-07-13 | 中铁六局集团有限公司交通工程分公司 | Initial tunneling construction method for portal extension steel ring |
| CN113833480A (en) * | 2021-09-29 | 2021-12-24 | 成都建工第九建筑工程有限公司 | Shield initial tunneling and arrival construction method |
-
2022
- 2022-05-31 CN CN202210606729.8A patent/CN114922648B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804758A (en) * | 2016-04-22 | 2016-07-27 | 中国电建集团铁路建设有限公司 | Shallow-earthing, large-section and small-distance construction method for rectangular pipe jacking overpass subway tunnel |
| CN108678756A (en) * | 2018-04-27 | 2018-10-19 | 青岛新华友建工集团股份有限公司 | It closes on rivers highly permeable stratum major diameter slurry shield and originates construction safely |
| WO2021120991A1 (en) * | 2019-12-16 | 2021-06-24 | 中铁一局集团有限公司 | Method for reconstructing shield tunnel for mining construction |
| CN111734420A (en) * | 2020-06-16 | 2020-10-02 | 中建三局基础设施建设投资有限公司 | A kind of underwater receiving method of shield tunneling in water-rich strata with mortar retaining wall set up |
| CN113107501A (en) * | 2021-04-13 | 2021-07-13 | 中铁六局集团有限公司交通工程分公司 | Initial tunneling construction method for portal extension steel ring |
| CN113833480A (en) * | 2021-09-29 | 2021-12-24 | 成都建工第九建筑工程有限公司 | Shield initial tunneling and arrival construction method |
Non-Patent Citations (1)
| Title |
|---|
| 张书丰等: "大范围覆土严重卸载条件下的盾构隧道保护技术研究", 中国安全生产科学技术, vol. 13, no. 12, 30 December 2017 (2017-12-30), pages 169 - 175 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116624217A (en) * | 2023-05-23 | 2023-08-22 | 中交四航局第一工程有限公司 | A subway tunnel mortar cleaning system and cleaning method, and a connecting ring removal method |
| CN116607976A (en) * | 2023-06-02 | 2023-08-18 | 佛山轨道交通设计研究院有限公司 | Combined structure for shield reception and receiving method |
| CN116607976B (en) * | 2023-06-02 | 2025-11-14 | 佛山轨道交通设计研究院有限公司 | A combined structure and receiving method for shield tunneling receivers |
| CN117515273A (en) * | 2023-12-15 | 2024-02-06 | 大同泰瑞集团建设有限公司 | A method for conveying and blocking large-diameter pipes in concrete jacking pipes |
| CN118187897A (en) * | 2024-05-16 | 2024-06-14 | 中铁五局集团第一工程有限责任公司 | Subway shield construction equipment and method for preventing water seepage |
| CN120798354A (en) * | 2025-09-16 | 2025-10-17 | 中铁隧道集团二处有限公司 | River-approaching ultra-shallow earthing ultra-large diameter slurry shield rapid receiving construction method |
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