CN113153322A - Shield horizontal freezing starting construction method under existing operation subway - Google Patents
Shield horizontal freezing starting construction method under existing operation subway Download PDFInfo
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- CN113153322A CN113153322A CN202110356066.4A CN202110356066A CN113153322A CN 113153322 A CN113153322 A CN 113153322A CN 202110356066 A CN202110356066 A CN 202110356066A CN 113153322 A CN113153322 A CN 113153322A
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- 238000010079 rubber tapping Methods 0.000 claims description 31
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Classifications
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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
-
- 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
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a shield horizontal freezing originating construction method under an existing operation subway, which specifically comprises the following steps: freezing and reinforcing the stratum by using a horizontal freezing hole, and meanwhile, laying a monitoring net and manufacturing an originating guide platform; completing configuration; the starting condition is checked and accepted, the tunnel portal is broken, and then the tunnel face is leveled; then, pulling out the freezing pipe in the shield propelling range to enable the shield to initially enter the tunnel portal to form a perfect tunnel portal sealing system; then, synchronously grouting the shield tail through the portal curtain cloth, and normally tunneling the shield to finish the starting of the shield; secondary grouting in the hole after starting; the invention adopts a horizontal freezing method to carry out shield starting construction under the existing operation subway, and can freeze and reinforce the stratum by using the horizontal freezing holes, so that the soil body in the range of the tunnel mouth of the shield machine is frozen into a water-tight plate with high strength, thereby providing conditions for breaking the tunnel door.
Description
Technical Field
The invention relates to the technical field of water shield construction, in particular to a shield horizontal freezing starting construction method under an existing operation subway.
Background
The shield tunneling method has become a common method for rail transit in cities.
According to the 3.1.2 regulation in the technical Specification for the safety protection of urban railway traffic structures (CJJ/T202-2013): a control protection area is arranged in 50m of the outer side line of the underground station and the tunnel structure, and the construction of the tunnel portal ring beam influences the existing operation subway station. In order to ensure the safety of the existing operation subway station, the influence of the shield construction on the existing operation subway station can be completely eliminated only when the shield tunneling length reaches 100 meters and the tunnel portal ring beam construction is completed.
Therefore, the shield initiation becomes a major key link in the shield construction technology and also serves as one of the main construction risks in the shield construction tunnel.
In order to ensure the smooth operation of shield horizontal freezing starting construction under the existing operation subway, technical preparation works such as drawing consultation, design bottom-meeting, measurement, test, construction scheme and technical bottom-meeting, safety bottom-meeting and the like are required to be carried out before construction. Meanwhile, construction site and construction preparation such as working, material and machine must be made in advance. In order to ensure safe, stable and smooth completion of shield tunnel portal horizontal freezing reinforcement construction under the existing operation subway, a special construction method is urgently needed to reduce stratum deformation and water and soil loss caused in the horizontal freezing construction process.
Disclosure of Invention
The invention aims to provide a shield horizontal freezing starting construction method under the existing operation subway aiming at the defects of the prior art; the method can effectively control the water and soil loss, the frost heaving and thawing sinking control and the freezing curtain reinforcement effect in the drilling and pipe drawing construction process, thereby reducing the stratum deformation and the water and soil loss caused in the horizontal freezing construction process.
The technical scheme of the invention is as follows: a shield horizontal freezing starting construction method under an existing operation subway specifically comprises the following steps:
the method comprises the following steps: horizontal freezing reinforcement for shield starting tunnel portal of shield starting front shield
Freezing and reinforcing the stratum by using the horizontal freezing holes;
step two: shield originating under existing operation subway
Horizontally freezing and reinforcing the starting tunnel portal, and meanwhile, laying a monitoring network and manufacturing a starting guide platform; the method comprises the following steps of carrying out matching and laying of a storage battery car track behind a station bottom plate, and then assembling and matching with a trailer; installing a portal curtain cloth pressing plate, and additionally welding a shield tail brush in a portal ring; then assembling the host machine of the shield machine, and simultaneously completing the matching connection with the host machine; debugging the shield and installing a reaction frame and a support; assembling negative ring pipe sheets, and performing air pushing on the shield until the distance between the shield and the tunnel portal is 1.5 m; the starting condition is checked and accepted, the tunnel portal is broken, and then the tunnel face is leveled; then, pulling out the freezing pipe in the shield propelling range to enable the shield to initially enter the tunnel portal to form a perfect tunnel portal sealing system; then, synchronously grouting the shield tail through the portal curtain cloth, and normally tunneling the shield to finish the starting of the shield;
step three: secondary grouting in hole after starting
After the shield tail enters the portal ring for sealing, synchronous grouting is started; after thawing, appropriate follow-up secondary grouting is performed in the tunnel.
Further, step one, the horizontal freezing hole needs to implement protective measures in the drilling hole; the protective measures specifically comprise protective measures before drilling, protective measures in drilling and guarantee measures for the reinforcing effect of the frozen curtain.
Further, the protection measure before drilling is specifically to set up precipitation well: supplementary precipitation is carried out before drilling construction, gushes water and gushes husky construction risk when reducing drilling construction, and can in time carry out precipitation treatment if the emergence accident in the construction.
Further, the protective measures in the drilling hole are specifically as follows:
1) before drilling, accurately measuring and positioning the drilling position, arranging freezing holes according to a freezing hole construction drawing by positioning the holes and installing the orifice pipe according to a construction datum point, and positioning the holes on the tunnel portal according to hole positions of all the holes;
2) fixing a tapping machine according to the position of the hole site of the lofting frozen hole, tapping by a tapping device, adjusting the angle of the frozen hole during drilling by a drilling machine, and then tapping the diaphragm wall once, wherein the freezing tapping depth of the outer ring is 1300-1800 mm; after primary tapping is finished, timely installing an orifice pipe sealing and blowout preventing device, reinforcing the orifice pipe sealing and blowout preventing device by using a high-strength expansion wire, then installing a ball valve, then adopting a diamond drill bit to perform secondary tapping, tapping through a station enclosure structure, and stopping the ball valve in time after the tapping machine is withdrawn; and after the secondary opening, carefully checking the sealing of the orifice pipe and the existence of water leakage points of the ball valve, and if water leakage exists, adopting grouting plugging in time.
Furthermore, the installation method of the blowout preventer comprises the following steps: installing four expansion screws, winding a sealing object on a fish scale buckle of the orifice pipe, smashing the orifice pipe into the sealing object, connecting the sealing object with the expansion screws, installing a ball valve, forming a hole in the valve by using a diamond drill bit, penetrating the hole through the hole all the time, and closing the valve in time; can effectively ensure that the phenomena of water burst and sand burst can not occur, and can play the role of a blowout preventer.
Further, the measures for ensuring the reinforcement effect of the frozen curtain specifically include: laying a heat-insulating layer of 60-80 mm on the inner wall of the station bottom plate near the freezing wall; the heat-insulating layer is made of flame-retardant flexible plastic foam soft boards, the heat conductivity coefficient is less than or equal to 0.04W/MH, the water absorption rate is less than or equal to 02%, and the laying range is more than 0.5m outside the boundary of the frozen soil curtain; because concrete dispels the heat relative to the soil layer easily, can influence the freezing speed of soil layer to influence the overall stability and the water sealing nature of freezing the curtain, consequently carry out the setting of heat preservation and can avoid this problem effectively.
Further, the specific installation process of the hole door sealing system in the second step is as follows: the tunnel portal is sealed by adopting rubber curtain cloth and a circular ring plate with a turning plate, wherein the circular ring plate is fixed on an embedded tunnel portal steel ring through bolts, and the tunnel portal is sealed by the shield under the combined action of the rear turning plate and the rubber curtain cloth.
Further, the grouting in the tunnel in the third step is performed in the sequence of tunnel bottom plate → two sides of the tunnel → tunnel top plate.
Further, the concrete grouting process in the third step comprises the following steps: selecting a proper grouting hole position before grouting, drilling concrete at the hole position by using a hammer after wearing a grouting one-way check valve, and connecting a tee joint and a cement pipe; during grouting, directly injecting pure cement slurry, opening the grouting head after waiting for 5-10 minutes after grouting in one hole is finished, dredging and checking the injection effect, if the water amount is large, injecting again until less water flows out, finishing the hole, finally removing the grouting head, plugging the grouting hole with quick cement mortar, and carrying out the next grouting hole after a plastic cover is arranged; the secondary grouting is performed to fill the cavity on the back of the duct piece and the settlement amount of the frozen soil when the frozen soil is melted in time, so that the stratum has no space for deformation and water accumulation, and the coagulation of the grouting is synchronized, so that the ground subsidence can be effectively controlled, and the existing operation subway station is protected; meanwhile, the secondary grouting can reduce the influence of unset grout behind the tunnel on the tunneling and shield tail brush.
Compared with the prior art, the invention has the beneficial effects that:
1. the invention adopts a horizontal freezing method to carry out shield starting construction under the existing operation subway, and can freeze and reinforce the stratum by using the horizontal freezing holes, so that the soil body in the range of the tunnel mouth of the shield machine is frozen into a water-tight plate with high strength, thereby providing conditions for breaking the tunnel door;
2. the method can reduce stratum deformation and water and soil loss caused in the horizontal freezing construction process; the method can effectively control the loss of water and soil, the control of frost heaving and thawing sinking and the guarantee of the reinforcing effect of the freezing curtain in the drilling and pipe drawing construction process, thereby providing an effective means for protecting the existing operation subway in the horizontal freezing and reinforcing stage;
3. by utilizing various protective measures, safe, stable and smooth completion of the horizontal freezing reinforcement construction of the shield tunnel portal under the existing operation subway can be effectively ensured; is suitable for mass popularization.
Detailed Description
Example 1: a shield horizontal freezing starting construction method under an existing operation subway specifically comprises the following steps:
the method comprises the following steps: horizontal freezing reinforcement for shield starting tunnel portal of shield starting front shield
Freezing and reinforcing the stratum by using the horizontal freezing holes; wherein the horizontal freeze hole requires protective measures to be implemented in the borehole; the protective measures specifically comprise protective measures before drilling, protective measures in drilling and guarantee measures for the reinforcing effect of the frozen curtain; the protective measures before drilling are specifically to set a precipitation well: auxiliary precipitation is carried out before drilling construction, so that the construction risk of water burst and sand burst during drilling construction is reduced, and precipitation treatment can be carried out in time if an accident occurs during construction;
step two: shield originating under existing operation subway
Horizontally freezing and reinforcing the starting tunnel portal, and meanwhile, laying a monitoring network and manufacturing a starting guide platform; the method comprises the following steps of carrying out matching and laying of a storage battery car track behind a station bottom plate, and then assembling and matching with a trailer; installing a portal curtain cloth pressing plate, and additionally welding a shield tail brush in a portal ring; then assembling the host machine of the shield machine, and simultaneously completing the matching connection with the host machine; debugging the shield and installing a reaction frame and a support; assembling negative ring pipe sheets, and performing air pushing on the shield until the distance between the shield and the tunnel portal is 1.5 m; the starting condition is checked and accepted, the tunnel portal is broken, and then the tunnel face is leveled; then, pulling out the freezing pipe in the shield propelling range to enable the shield to initially enter the tunnel portal to form a perfect tunnel portal sealing system; then, synchronously grouting the shield tail through the portal curtain cloth, and normally tunneling the shield to finish the starting of the shield; the specific installation process of the tunnel door sealing system comprises the following steps: the tunnel portal is sealed by adopting rubber curtain cloth and a circular ring plate with a turning plate, wherein the circular ring plate is fixed on an embedded tunnel portal steel ring by a bolt;
step three: secondary grouting in hole after starting
After the shield tail enters the portal ring for sealing, synchronous grouting is started; after unfreezing, performing appropriate tracking secondary grouting in the tunnel; wherein, the sequence of grouting in the tunnel is tunnel bottom plate → two sides of the tunnel → tunnel top plate; the concrete grouting process comprises the following steps: selecting a proper grouting hole position before grouting, drilling concrete at the hole position by using a hammer after wearing a grouting one-way check valve, and connecting a tee joint and a cement pipe; during grouting, pure cement slurry is directly injected, the grouting head is opened to dredge and check the injection effect after the completion of grouting in one hole is waited for 8 minutes, if the water amount is large, the grouting head is injected again until less water flows out, the hole can be finished, finally the grouting head is dismantled, the grouting hole is plugged by using quick cement mortar, a plastic cover is arranged, and the next grouting hole is formed.
Example 2: the difference from example 1 is: the protection measures in the drilling are specifically as follows:
1) before drilling, accurately measuring and positioning the drilling position, arranging freezing holes according to a freezing hole construction drawing by positioning the holes and installing the orifice pipe according to a construction datum point, and positioning the holes on the tunnel portal according to hole positions of all the holes;
2) fixing a tapping machine according to the position of the hole site of the lofting frozen hole, tapping by a tapping device, adjusting the angle of the frozen hole during drilling by a drilling machine, and then tapping the diaphragm wall once, wherein the freezing tapping depth of the outer ring is 1500 mm; after primary tapping is finished, timely installing an orifice pipe sealing and blowout preventing device, reinforcing the orifice pipe sealing and blowout preventing device by using a high-strength expansion wire, then installing a ball valve, then adopting a diamond drill bit to perform secondary tapping, tapping through a station enclosure structure, and stopping the ball valve in time after the tapping machine is withdrawn; and after the secondary opening, carefully checking the sealing of the orifice pipe and the existence of water leakage points of the ball valve, and if water leakage exists, adopting grouting plugging in time.
The installation method of the blowout preventer comprises the following steps: installing four expansion screws, winding a sealing object on a fish scale buckle of the orifice pipe, smashing the orifice pipe into the sealing object, connecting the sealing object with the expansion screws, installing a ball valve, forming a hole in the valve by using a diamond drill bit, penetrating the hole door all the time, and closing the valve in time.
Example 3: the difference from example 2 is: the guarantee measures for the reinforcing effect of the frozen curtain specifically comprise the following steps: laying a 60mm heat insulation layer on the inner wall of the station bottom plate near the freezing wall; the heat insulating layer is made of flame-retardant flexible plastic foam board, the heat conductivity coefficient is less than or equal to 0.04W/MH, the water absorption rate is less than or equal to 02%, and the laying range is more than 0.5m outside the boundary of the frozen soil curtain.
Application example: constructing the shield horizontal freezing initiation under No. 2 line of a certain city operation subway by using the implementation 3 method; before construction, technical preparation works such as drawing consultation, design bottom-meeting, measurement, test, construction scheme, technical bottom-meeting, safety bottom-meeting and the like must be carried out. Meanwhile, construction site and construction preparation such as working, material and machine must be made in advance.
The method comprises the following steps: specially designing the horizontal freezing reinforcement of the starting tunnel portal:
(1) the starting tunnel portal freezing reinforcement design adopts a cup-shaped freezing wall to carry out soil body reinforcement, the thickness of the cup wall is more than or equal to 1.5m, the thickness of the cup bottom is 3.0-3.562 m, and the cup length is 12 m. The average temperature of the freezing wall is not higher than-10 ℃; the reinforced soil body has no lateral compressive strength of 3.6MPa, tensile strength of not less than 2MPa, bending strength of not less than 1.8MPa and shearing strength of not less than 1.5 MPa.
(2) Arrangement of freeze holes: the horizontal freezing holes of the shield starting tunnel portal are annularly arranged in three layers, a central hole is positioned in the center of the freezing curtain, the distance between the layers of the central ring is 1.35m, and the distance between the layers of the outermost ring is 1.2 m. The central holes are N8, the inner layer is N1-N7, the middle layer is Z1-Z15, the outer layer is W1-W34, and the positions of frozen soil needing to be chiseled are supplemented with b1 frozen holes, and the total number is 58. The specific parameters are shown in the following table:
section left line starting tunnel portal freeze hole characteristic list
Section right line starting tunnel portal freeze hole characteristic list
(3) Arrangement of temperature measuring holes: 7 temperature measuring holes are arranged in the freezing curtain of the starting tunnel door of the interval shield (1 temperature measuring hole is additionally arranged at the position W31). The temperature measuring pipes are seamless steel pipes with the diameter of 89 multiplied by 8mm, and the front ends of the pipes are welded and sealed to ensure that water cannot seep in the pipes.
The temperature tubes are shown in the following table:
section left line starting tunnel portal temperature measurement hole characteristic list
| Numbering | Quantity (root) | Length of single hole (m) | Deflection angle (°) | Specification of | Remarks for note |
| C1 | 1 | 15.100 | 0 | Φ89*8 | |
| C2 | 1 | 15.100 | 0 | Φ89*8 | |
| C3 | 1 | 15.100 | 0 | Φ89*8 | |
| C4 | 1 | 15.100 | 0 | Φ89*8 | |
| C5 | 1 | 5.000 | 0 | Φ89*8 | The shield is required to be pulled out when starting |
| C6 | 1 | 5.000 | 0 | Φ89*8 | The shield is required to be pulled out when starting |
| C7 | 1 | 5.000 | 0 | Φ89*8 | The shield is required to be pulled out when starting |
| Total up to | 7 | 75.4 |
Section right line starting tunnel portal temperature measurement hole characteristic list
| Numbering | Quantity (root) | Length of single hole (m) | Deflection angle (°) | Specification of | Remarks for note |
| C1 | 1 | 15.300 | 0 | Φ89*8 | |
| C2 | 1 | 15.300 | 0 | Φ89*8 | |
| C3 | 1 | 15.300 | 0 | Φ89*8 | |
| C4 | 1 | 15.300 | 0 | Φ89*8 | |
| C5 | 1 | 5.200 | 0 | Φ89*8 | The shield is required to be pulled out when starting |
| C6 | 1 | 5.200 | 0 | Φ89*8 | The shield is required to be pulled out when starting |
| C7 | 1 | 5.200 | 0 | Φ89*8 | The shield is required to be pulled out when starting |
| Total up to | 7 | 76.8 |
(4) Design of a freezing wall: the main parameters are as follows:
main technical parameter table for starting tunnel portal frozen wall freezing
Carrying out specific construction:
the method comprises the following steps: horizontal freezing reinforcement for shield starting tunnel portal of shield starting front shield
Freezing and reinforcing the stratum by using the horizontal freezing holes;
the protective measures before drilling are specifically to set a precipitation well: supplementary precipitation is carried out before drilling construction, gushes water and gushes husky construction risk when reducing drilling construction, and can in time carry out precipitation treatment if the emergence accident in the construction.
The following protective measures are taken in the horizontal freeze hole drilling:
(1) before drilling, the drilling position is accurately measured and positioned, the positioning hole opening and the installation of the orifice pipe are arranged according to the construction datum point and the freezing holes are arranged according to the freezing hole construction drawing. The holes are positioned on the portal according to the hole positions, so that water gushing and sand gushing caused by hole position deviation hole patching are avoided.
(2) Secondary hole opening: a J-200 type diamond drilling machine is selected for primary drilling, and a diamond core bit with the diameter of 140mm is used for drilling. Fixing a tapping machine according to the position of the hole site of the lofting frozen hole, carefully correcting the angle of the frozen hole during tapping of the tapper and adjusting drilling of the drilling machine, and then tapping the diaphragm wall once, wherein the frozen tapping depth of the outer ring is 1500mm (the side wall of the main structure of the station needs to be punched through by 900mm first, and then the outer ring needs to be drilled into the surrounding structure of the station by 600 mm); after primary opening is finished, installing an orifice pipe seal and a blowout preventer in time, reinforcing the orifice pipe seal and the blowout preventer by using a high-strength expansion wire, then installing a phi 125mm ball valve, and before installing the ball valve, checking the integrity of the ball valve, including the opening and closing, sealing, appearance damage and the like of the ball valve; and then, adopting a diamond drill bit with the diameter of 110mm to carry out secondary hole opening, penetrating the station enclosure structure, and closing the ball valve in time after exiting the hole opening machine. And after the secondary opening, carefully checking the sealing of the orifice pipe and the existence of water leakage points of the ball valve, and if water leakage exists, adopting grouting plugging in time.
(3) The specific method for installing the blowout preventer comprises the following steps: installing four expansion screws, winding hemp or cotton and other sealing objects on the scale buttons of the orifice pipe, smashing the orifice pipe into the expansion screws, connecting the orifice pipe with the expansion screws, installing a DN125 ball valve, opening a hole in the valve by using a phi 98mm diamond drill bit, and always penetrating the orifice, wherein if the water and sand flow in the stratum is large, the valve can be closed in time, so that the phenomena of water burst and sand burst are avoided, and the function of a blowout preventer can be realized.
(4) The freezing pipe is arranged before being put into the drill hole, the concentric axes of the freezing pipe are overlapped, during welding, a welding line is full, the freezing pipe is guaranteed to have enough strength, the freezing pipe is prevented from being drilled and broken during drilling, and water burst and sand burst caused by hole repairing are avoided.
(5) When the drill bit is normally drilled, the one-way valve processed on site is adopted for inlaying the drill bit, and the waterless drilling is preferentially adopted, so that the loss of water and soil can be reduced, and the control method is very favorable for controlling the settlement of the ground and the tunnel. If the drilling is difficult, the water drilling is adopted. And flushing the one-way valve after the freezing pipe reaches the designed depth, and sealing the end part of the freezing pipe.
(6) In the drilling process, if water and soil loss occurs, soil can be timely subjected to grouting by a bypass valve arranged at the position of a hole pipe according to the daily monitoring conditions of the ground and an existing No. 2 line station, single-fluid grouting is mainly used (grouting treatment is carried out on an outer ring hole, conditions are created for cutting out a later-stage outer side freezing hole), and the influence of a drilling hole on the surrounding environment is controlled.
(7) Ground monitoring is enhanced, and once single settlement is larger than 3mm, grouting is carried out from the ground immediately.
(8) Emergency materials such as wood plugs, cotton yarns and polyurethane are prepared, plugging is carried out at any time, and a large amount of water and sand gushes are avoided.
(9) Three dewatering wells are additionally arranged at the middle positions of the left and right lines and avoid the underground pipeline. Supplementary precipitation is carried out before drilling construction, gushes water and gushes husky construction risk when reducing drilling construction, and can in time carry out precipitation treatment if the emergence accident in the construction.
The guarantee measures for the reinforcing effect of the freezing curtain specifically comprise the following steps:
(1) freezing hole sites are reasonably arranged, the best freezing effect is realized, and the freezing speed is accelerated. And (4) confirming that the thickness and the average temperature of the frozen wall meet the design requirements through detection, and then performing tunnel portal breaking and shield starting construction.
(2) During the formation of the frozen wall, no precipitation measures must be taken in the permeable sand layer in the region 200m outside the frozen wall and no concentrated water flows must be present in the soil layer in the frozen region. And in the positive freezing process, the auxiliary ground inspection personnel are additionally arranged to mainly check whether precipitation operation exists or not. Even if the area is outside the range, different construction sites can cause corresponding groundwater flow if precipitation operation is carried out simultaneously, and if the groundwater loss in the freezing range exceeds 5m/d, countermeasures need to be considered. Relevant investigations should be done before active freezing.
At present, 3 dewatering wells are arranged in a south end well of a station and are all near a north shield hoisting well of the station, the unit is in strengthened contact with related units, and dewatering is stopped when freezing is carried out.
(3) Because concrete is easy to radiate heat relative to the soil layer, the freezing speed of the soil layer can be influenced, and therefore the overall stability and the water sealing performance of the freezing curtain are influenced. An insulating layer is laid on the inner wall of the station bottom plate near the frozen wall, the insulating layer is made of a flame-retardant flexible plastic foam board, the thickness of the insulating layer is 60mm, the heat conductivity coefficient is not more than 0.04W/MH, and the water absorption rate is not more than 2%. The laying range is not less than 0.5m outside the boundary of the frozen soil curtain, when the heat insulation plates are adopted, the heat insulation plates are closely attached to the inner wall by adopting special glue, and no gap is formed between the plates. And the evaporator and the low-temperature pipeline of the refrigerating unit are insulated by cotton wool, and the brine tank and the brine main pipe are insulated by an insulation board or cotton wool with the thickness of 40 mm.
(4) The flow rate of the single-hole brine in the freezing hole is determined according to the series length of the freezing holes and is not less than 5m3Preferably,/h; the active freezing time is designed to be 30 days, the temperature of the saline water is reduced to be below 18 ℃ below zero after 7 days of active freezing, the temperature of the saline water is reduced to be below 24 ℃ below zero after 15 days of active freezing, the temperature of the saline water is reduced to be below 28 ℃ below zero before the freezing pipe is pulled out, and the temperature difference of the saline water in the return circuit is not more than 2 ℃. If the brine temperature and the brine flow rate do not meet the design requirements, the active freezing time is prolonged to ensure that the designed thickness and temperature of the freezing wall are achieved. The liquid collecting and distributing ring is connected with the freezing pipes through high-pressure rubber pipes, and valves are respectively arranged at the inlet and the outlet of each group of freezing pipes so as to control the flow of brine.
(5) Monitoring should be strengthened in the tunnel door construction process, when the average temperature at the interface of the soil layer and the diaphragm wall is not higher than-5 ℃. When the average temperature of the frozen wall is designed to be-10 ℃ at other parts, the frozen wall meets the requirement of reinforcing effect.
(6) And (4) measuring the temperature, judging that the freezing curtain is crossed and coiled, reaching the designed thickness, and entering a maintenance freezing stage after the freezing curtain is completely cemented with the diaphragm wall. And maintaining the temperature in the freezing period below-28 ℃, wherein the freezing time runs through the shield machine and is started to manufacture the tunnel portal ring beam. The freezing and reinforcing effect during the period from the starting of the shield to the manufacture of the tunnel portal ring beam is ensured.
Step two: shield originating under existing operation subway
Horizontally freezing and reinforcing the starting tunnel portal, and meanwhile, laying a monitoring network and manufacturing a starting guide platform; the method comprises the following steps of carrying out matching and laying of a storage battery car track behind a station bottom plate, and then assembling and matching with a trailer; installing a portal curtain cloth pressing plate, and additionally welding a shield tail brush in a portal ring; then assembling the host machine of the shield machine, and simultaneously completing the matching connection with the host machine; debugging the shield and installing a reaction frame and a support; assembling negative ring pipe sheets, and performing air pushing on the shield until the distance between the shield and the tunnel portal is 1.5 m; the starting condition is checked and accepted, the tunnel portal is broken, and then the tunnel face is leveled; then, pulling out the freezing pipe in the shield propelling range to enable the shield to initially enter the tunnel portal to form a perfect tunnel portal sealing system; then, synchronously grouting the shield tail through the portal curtain cloth, and normally tunneling the shield to finish the starting of the shield;
step three: secondary grouting in hole after starting
After the shield tail enters the portal ring for sealing, synchronous grouting is started; after unfreezing, performing appropriate tracking secondary grouting in the tunnel; wherein, the grouting material mainly uses single grout as main grouting material and uses double grout as auxiliary grouting material. The cement-water glass solution is prepared by mixing cement slurry and water glass solution in a volume ratio of 1:1, wherein the water cement ratio is 1:1, and the water glass solution is diluted by adding 2 times of water glass in the volume of B35-B40.
Claims (10)
1. A shield horizontal freezing starting construction method under an existing operation subway is characterized by specifically comprising the following steps:
the method comprises the following steps: horizontal freezing reinforcement for shield starting tunnel portal of shield starting front shield
Freezing and reinforcing the stratum by using the horizontal freezing holes;
step two: shield originating under existing operation subway
Horizontally freezing and reinforcing the starting tunnel portal, and meanwhile, laying a monitoring network and manufacturing a starting guide platform; the method comprises the following steps of carrying out matching and laying of a storage battery car track behind a station bottom plate, and then assembling and matching with a trailer; installing a portal curtain cloth pressing plate, and additionally welding a shield tail brush in a portal ring; then assembling the host machine of the shield machine, and simultaneously completing the matching connection with the host machine; debugging the shield and installing a reaction frame and a support; assembling negative ring pipe sheets, and performing air pushing on the shield until the distance between the shield and the tunnel portal is 1.5 m; the starting condition is checked and accepted, the tunnel portal is broken, and then the tunnel face is leveled; then, pulling out the freezing pipe in the shield propelling range to enable the shield to initially enter the tunnel portal to form a perfect tunnel portal sealing system; then, synchronously grouting the shield tail through the portal curtain cloth, and normally tunneling the shield to finish the starting of the shield;
step three: secondary grouting in hole after starting
After the shield tail enters the portal ring for sealing, synchronous grouting is started; after thawing, appropriate follow-up secondary grouting is performed in the tunnel.
2. The shield horizontal freezing starting construction method under the existing operation subway is characterized in that in the step one, protective measures are required to be implemented in a drilled hole by the horizontal freezing hole; the protective measures specifically comprise protective measures before drilling, protective measures in drilling and guarantee measures for the reinforcing effect of the frozen curtain.
3. The shield horizontal freezing starting construction method under the existing operation subway is characterized in that a protective measure before drilling is specifically to arrange a dewatering well.
4. The shield horizontal freezing starting construction method under the existing operation subway as claimed in claim 2, wherein the protection measures in the drilling are specifically:
1) before drilling, accurately measuring and positioning the drilling position, arranging freezing holes according to a freezing hole construction drawing by positioning the holes and installing the orifice pipe according to a construction datum point, and positioning the holes on the tunnel portal according to hole positions of all the holes;
2) fixing a tapping machine according to the position of the hole site of the lofting frozen hole, tapping by a tapping device, adjusting the angle of the frozen hole during drilling by a drilling machine, and then tapping the diaphragm wall once, wherein the freezing tapping depth of the outer ring is 1300-1800 mm; after primary tapping is finished, timely installing an orifice pipe sealing and blowout preventing device, reinforcing the orifice pipe sealing and blowout preventing device by using a high-strength expansion wire, then installing a ball valve, then adopting a diamond drill bit to perform secondary tapping, tapping through a station enclosure structure, and stopping the ball valve in time after the tapping machine is withdrawn; and after the secondary opening, carefully checking the sealing of the orifice pipe and the existence of water leakage points of the ball valve, and if water leakage exists, adopting grouting plugging in time.
5. The shield horizontal freezing starting construction method under the existing operation subway is characterized in that the installation method of the blowout preventer comprises the following steps: installing four expansion screws, winding a sealing object on a fish scale buckle of the orifice pipe, smashing the orifice pipe into the sealing object, connecting the sealing object with the expansion screws, installing a ball valve, forming a hole in the valve by using a diamond drill bit, penetrating the hole door all the time, and closing the valve in time.
6. The shield horizontal freezing starting construction method under the existing operation subway is characterized in that the guarantee measure of the freezing curtain reinforcement effect specifically comprises the following steps: laying a heat-insulating layer of 60-80 mm on the inner wall of the station bottom plate near the freezing wall; the heat insulating layer is made of flame-retardant flexible plastic foam board, the heat conductivity coefficient is less than or equal to 0.04W/MH, the water absorption rate is less than or equal to 02%, and the laying range is more than 0.5m outside the boundary of the frozen soil curtain.
7. The shield horizontal freezing starting construction method under the existing operation subway is characterized in that the concrete installation process of the tunnel portal sealing system in the step two is as follows: the tunnel portal is sealed by adopting rubber curtain cloth and a circular ring plate with a turning plate, wherein the circular ring plate is fixed on an embedded tunnel portal steel ring through bolts, and the tunnel portal is sealed by the shield under the combined action of the rear turning plate and the rubber curtain cloth.
8. The shield horizontal freezing starting construction method under the existing operation subway is characterized in that the grouting in the third step is performed in the sequence of tunnel bottom plate → two sides of tunnel → tunnel top plate.
9. The shield horizontal freezing starting construction method under the existing operation subway is characterized in that the concrete process of grouting in the third step is as follows: selecting a proper grouting hole position before grouting, drilling concrete at the hole position by using a hammer after wearing a grouting one-way check valve, and connecting a tee joint and a cement pipe; during grouting, pure cement slurry is directly injected, after the completion of grouting in one hole, the grouting head is opened for dredging and checking the injection effect after waiting for 5-10 minutes, if the water amount is large, the grouting head is injected again, the hole can be finished when less water flows out, finally the grouting head is dismantled, the grouting hole is plugged by using quick cement mortar, a plastic cover is arranged, and the next grouting hole is formed.
10. The shield horizontal freezing starting construction method under the existing operation subway is characterized in that the stratum in the step one is reinforced by freezing of horizontal freezing holes.
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