CN111173536A - Freezing construction method for tunnel connection channel - Google Patents
Freezing construction method for tunnel connection channel Download PDFInfo
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- CN111173536A CN111173536A CN201911366379.7A CN201911366379A CN111173536A CN 111173536 A CN111173536 A CN 111173536A CN 201911366379 A CN201911366379 A CN 201911366379A CN 111173536 A CN111173536 A CN 111173536A
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- 230000008014 freezing Effects 0.000 title claims abstract description 304
- 238000007710 freezing Methods 0.000 title claims abstract description 304
- 238000010276 construction Methods 0.000 title claims abstract description 38
- 239000002689 soil Substances 0.000 claims abstract description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 24
- 150000003839 salts Chemical class 0.000 claims abstract description 10
- 230000017525 heat dissipation Effects 0.000 claims abstract description 8
- 238000002360 preparation method Methods 0.000 claims abstract description 7
- 239000012267 brine Substances 0.000 claims description 60
- HPALAKNZSZLMCH-UHFFFAOYSA-M sodium;chloride;hydrate Chemical compound O.[Na+].[Cl-] HPALAKNZSZLMCH-UHFFFAOYSA-M 0.000 claims description 60
- 238000004891 communication Methods 0.000 claims description 45
- 238000013461 design Methods 0.000 claims description 42
- 229910000831 Steel Inorganic materials 0.000 claims description 18
- 239000010959 steel Substances 0.000 claims description 18
- RNFJDJUURJAICM-UHFFFAOYSA-N 2,2,4,4,6,6-hexaphenoxy-1,3,5-triaza-2$l^{5},4$l^{5},6$l^{5}-triphosphacyclohexa-1,3,5-triene Chemical compound N=1P(OC=2C=CC=CC=2)(OC=2C=CC=CC=2)=NP(OC=2C=CC=CC=2)(OC=2C=CC=CC=2)=NP=1(OC=1C=CC=CC=1)OC1=CC=CC=C1 RNFJDJUURJAICM-UHFFFAOYSA-N 0.000 claims description 6
- 238000005452 bending Methods 0.000 claims description 6
- 229910052799 carbon Inorganic materials 0.000 claims description 6
- 230000006835 compression Effects 0.000 claims description 6
- 238000007906 compression Methods 0.000 claims description 6
- 230000007613 environmental effect Effects 0.000 claims description 6
- 239000003063 flame retardant Substances 0.000 claims description 6
- 229920002457 flexible plastic Polymers 0.000 claims description 6
- 239000011810 insulating material Substances 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 6
- 239000002984 plastic foam Substances 0.000 claims description 6
- 238000001556 precipitation Methods 0.000 claims description 6
- 238000012545 processing Methods 0.000 claims description 6
- 238000010008 shearing Methods 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 5
- 238000009412 basement excavation Methods 0.000 abstract description 4
- 238000005553 drilling Methods 0.000 abstract description 2
- 238000009434 installation Methods 0.000 abstract description 2
- 238000009529 body temperature measurement Methods 0.000 description 5
- 238000000034 method Methods 0.000 description 5
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
Classifications
-
- 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
-
- 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- 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
- 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention provides a freezing construction method for a tunnel connection channel, which comprises the following steps: construction preparation; the freezing curtain is designed to ensure that the strength of the frozen soil meets the requirement; designing a freezing hole; the temperature measuring hole and the pressure relief hole are designed. Compared with the traditional freezing construction method of the tunnel connection channel, the freezing construction method has the advantages that the reasonable positive freezing time is set, the heat dissipation amount of each meter of freezing pipe including the freezing calandria is not less than 100kcal/h, the lower salt water temperature and the larger salt water flow are adopted to accelerate the freezing speed, the pressure relief holes are arranged at the proper positions, the influence of frost heaving on the tunnel is reduced, the reasonable number, distribution and installation parameters of the freezing holes are set on the connection channel, the requirements of the freezing holes on the connection channel are met, a large amount of muddy water is prevented from gushing out during drilling, the construction is safe, and the requirement of connection channel excavation is met.
Description
Technical Field
The invention relates to the technical field of tunnel engineering connection channel construction, in particular to a freezing construction method for a tunnel connection channel.
Background
The communication channel is an emergency channel arranged between the two tunnels, so that one tunnel can be conveniently and directly communicated with the other tunnel to play roles of communication, drainage, fire prevention and the like, if one tunnel has a problem, pedestrians can be transferred to the other tunnel through the communication channel, the safety factor is greatly increased, and the communication channel is called as an escape channel; meanwhile, when a problem occurs in one tunnel, the rescue workers can reach the connection channel from the other tunnel and then enter the position needing rescue through the connection channel, so that the purpose of quick rescue is achieved, and the rapid escape and rescue are facilitated.
The design of the connection channel usually adopts a freezing method to reinforce the stratum and mine method underground excavation construction, wherein the freezing construction is a key process of tunnel connection channel construction. However, in the prior art, the influence of frost heaving on the tunnel is large and the design of the freezing hole is unreasonable when the prior art is used for freezing the tunnel connection channel, so that certain potential safety hazards exist in the construction, and the requirement of connection channel excavation cannot be met.
Disclosure of Invention
The invention aims to solve the defects of the prior art and provides a freezing construction method for a tunnel communication channel.
In order to achieve the purpose, the invention adopts the following technical scheme:
a freezing construction method for a tunnel connection channel is characterized by comprising the following steps:
(1) preparation for construction
Before the operation, processing a workpiece, wherein the workpiece comprises a drill bit combination, a freezing pipe, an orifice pipe, an extension bar for an upper plug, a brine main pipe, a liquid collecting and distributing pipe, a freezing pipe head, a clean water tank, a brine tank, a tunnel prestressed support, an end well lifting frame and a communication channel waterproof door;
(2) freezing curtain
(2.1) when the active freezing is carried out, no precipitation measure can be taken within the range of 200m near the freezing area, and no concentrated water flow can be obtained in the soil layer in the freezing area;
(2.2) laying an insulating layer on the inner side of the tunnel near the freezing curtain within a range of 2m from the boundary of the designed freezing wall, wherein the insulating layer is made of flame-retardant flexible plastic foam insulating materials;
(2.3) the active freezing time can be adjusted according to the actual freezing effect, and the single-hole flow of the freezing hole is required to be not less than 5m3Positively freezing the brine for 7 days until the temperature is reduced to below 18 ℃ below zero, positively freezing the brine for 15 days until the temperature is reduced to below 24 ℃ below zero, ensuring that the temperature difference of the brine in the return circuit is not more than 2 ℃, and when excavating, reducing the temperature of the brine to below 28 ℃ below zero, if the temperature and the flow of the brine cannot meet the design requirements, prolonging the positive freezing time, wherein the designed heat dissipation amount of each meter of freezing pipes including freezing calandria is not less than 100 kcal/h;
(2.4) the temperature of the joint of the frozen wall and the tunnel segment on the arrangement ring of the freezing holes on the periphery of the excavated area is not higher than-5 ℃, and the average temperature of the frozen wall is designed to be-10 ℃ at other parts;
(2.5) when the stratum and the environmental condition in the construction have great changes with the original design basis data, correspondingly modifying the design of the freezing curtain in time to ensure that the frozen soil strength meets the requirements;
(3) freezing hole
(3.1) the number of the freezing holes of the communication channel is 63, wherein 40 freezing holes are arranged in the right tunnel, 23 freezing holes are arranged in the left tunnel, the hole opening position error of the freezing holes is not more than 100mm, and the segment joints, bolts, main ribs and steel tube rib plates are avoided;
(3.2) the maximum allowable deflection of the freezing holes is 150mm, the distance between the hole forming track of the freezing holes and the design track is 1300mm, and the maximum allowable distance of the final holes of the freezing holes of the communication channel is 1300 mm;
(3.3) 4 pairs of through holes are arranged in the communication channel and are used for circulating the brine in the freezing hole on the opposite side;
(3.4) the effective depth of the freezing hole is the length of the circulating brine section of the freezing pipe below the surface of the pipe piece and is not less than the design depth of the freezing hole, the head of the freezing pipe touches the freezing hole of the opposite side tunnel pipe piece of the freezing station, and the length of the head which can not circulate the brine is not more than 150 mm;
(3.5) the pressure resistance of the freezing pipe is not lower than 0.8Mpa and not lower than 1.5 times of the salt water pressure of the freezing working surface;
(3.6) the freezing pipes are connected by screw threads and then welded, and the compressive strength of the joints is not lower than 75% of that of the main pipes;
(3.7) when the freezing hole is constructed, the soil mass loss is not more than the freezing hole volume, otherwise, grouting is carried out in time to control the stratum settlement;
(3.8) the positions of the reserved openings of the two tunnels are rechecked through the through holes, and if the relative position error of the reserved openings of the two tunnels is more than 100mm, the arrangement of the freezing holes is adjusted according to the principle of ensuring the design thickness of the freezing wall;
(4) temperature measuring hole and pressure relief hole
The number of the temperature measuring holes 8 are arranged in the communication channel and are respectively arranged inside and outside the channel and in the tunnels at two sides, wherein 2 freezing stations are arranged on the side, 6 freezing stations are arranged on the side opposite to the side tunnels, the depth is 2-5.5m, 4 pressure relief holes are arranged in the middle of the freezing curtain, 2 left lines and 2 right lines are arranged respectively, and the depth is 3 m.
Preferably, in the step (2.2), the heat-insulating layer has a thickness of 50mm and a thermal conductivity of not more than 0.04W/MK.
Preferably, the active freezing time of the communication channel in step (2.3) is designed to be 40-45 days.
Preferably, the frozen soil strength in the step (2.5) is designed as follows: under the temperature of minus 10 ℃, the uniaxial compression resistance is 4.1Mpa, the bending resistance is 1.8Mpa and the shearing resistance is 1.5 Mpa.
Preferably, the freezing pipe in the step (3.5) is made of 20# Q235B steel
89X 8mm low-carbon seamless steel pipe.
The invention has the beneficial effects that: the invention has simple process, compared with the freezing construction method of the traditional tunnel connection channel, the reasonable positive freezing time is set, the heat dissipation capacity of each meter of freezing pipe including the freezing calandria is not less than 100kcal/h, the lower salt water temperature and the larger salt water flow are adopted to accelerate the freezing speed, the pressure relief holes are arranged at the proper positions to reduce the influence of frost heaving on the tunnel, the reasonable freezing hole number, distribution and installation parameters are set on the connection channel to meet the requirement of the freezing holes on the connection channel, prevent a large amount of muddy water from gushing out during drilling, ensure the construction safety and further meet the requirement of the excavation of the connection channel.
Detailed Description
The invention is further illustrated by the following examples:
a freezing construction method for a tunnel connection channel is characterized by comprising the following steps:
(1) preparation for construction
Before the operation, processing a workpiece, wherein the workpiece comprises a drill bit combination, a freezing pipe, an orifice pipe, an extension bar for an upper plug, a brine main pipe, a liquid collecting and distributing pipe, a freezing pipe head, a clean water tank, a brine tank, a tunnel prestressed support, an end well lifting frame and a communication channel waterproof door;
(2) freezing curtain
(2.1) when the active freezing is carried out, no precipitation measure can be taken within the range of 200m near the freezing area, and no concentrated water flow can be obtained in the soil layer in the freezing area;
(2.2) laying an insulating layer on the inner side of the tunnel near the freezing curtain within a range of 2m from the boundary of the designed freezing wall, wherein the insulating layer is made of flame-retardant flexible plastic foam insulating materials;
(2.3) the active freezing time can be adjusted according to the actual freezing effect, and the single-hole flow of the freezing hole is required to be not less than 5m3Positively freezing the brine for 7 days until the temperature is reduced to below 18 ℃ below zero, positively freezing the brine for 15 days until the temperature is reduced to below 24 ℃ below zero, ensuring that the temperature difference of the brine in the return circuit is not more than 2 ℃, and when excavating, reducing the temperature of the brine to below 28 ℃ below zero, if the temperature and the flow of the brine cannot meet the design requirements, prolonging the positive freezing time, wherein the designed heat dissipation amount of each meter of freezing pipes including freezing calandria is not less than 100 kcal/h;
(2.4) the temperature of the joint of the frozen wall and the tunnel segment on the arrangement ring of the freezing holes on the periphery of the excavated area is not higher than-5 ℃, and the average temperature of the frozen wall is designed to be-10 ℃ at other parts;
(2.5) when the stratum and the environmental condition in the construction have great changes with the original design basis data, correspondingly modifying the design of the freezing curtain in time to ensure that the frozen soil strength meets the requirements;
(3) freezing hole
(3.1) the number of the freezing holes of the communication channel is 63, wherein 40 freezing holes are arranged in the right tunnel, 23 freezing holes are arranged in the left tunnel, the hole opening position error of the freezing holes is not more than 100mm, and the segment joints, bolts, main ribs and steel tube rib plates are avoided;
(3.2) the maximum allowable deflection of the freezing holes is 150mm, the distance between the hole forming track of the freezing holes and the design track is 1300mm, and the maximum allowable distance of the final holes of the freezing holes of the communication channel is 1300 mm;
(3.3) 4 pairs of through holes are arranged in the communication channel and are used for circulating the brine in the freezing hole on the opposite side;
(3.4) the effective depth of the freezing hole is the length of the circulating brine section of the freezing pipe below the surface of the pipe piece and is not less than the design depth of the freezing hole, the head of the freezing pipe touches the freezing hole of the opposite side tunnel pipe piece of the freezing station, and the length of the head which can not circulate the brine is not more than 150 mm;
(3.5) the pressure resistance of the freezing pipe is not lower than 0.8Mpa and not lower than 1.5 times of the salt water pressure of the freezing working surface;
(3.6) the freezing pipes are connected by screw threads and then welded, and the compressive strength of the joints is not lower than 75% of that of the main pipes;
(3.7) when the freezing hole is constructed, the soil mass loss is not more than the freezing hole volume, otherwise, grouting is carried out in time to control the stratum settlement;
(3.8) the positions of the reserved openings of the two tunnels are rechecked through the through holes, and if the relative position error of the reserved openings of the two tunnels is more than 100mm, the arrangement of the freezing holes is adjusted according to the principle of ensuring the design thickness of the freezing wall;
(4) temperature measuring hole and pressure relief hole
The number of the temperature measuring holes 8 are arranged in the communication channel and are respectively arranged inside and outside the channel and in the tunnels at two sides, wherein 2 freezing stations are arranged on the side, 6 freezing stations are arranged on the side opposite to the side tunnels, the depth is 2-5.5m, 4 pressure relief holes are arranged in the middle of the freezing curtain, 2 left lines and 2 right lines are arranged respectively, and the depth is 3 m.
Preferably, in the step (2.2), the heat-insulating layer has a thickness of 50mm and a thermal conductivity of not more than 0.04W/MK.
Preferably, the active freezing time of the communication channel in step (2.3) is designed to be 40-45 days.
Preferably, the frozen soil strength in the step (2.5) is designed as follows: under the temperature of minus 10 ℃, the uniaxial compression resistance is 4.1Mpa, the bending resistance is 1.8Mpa and the shearing resistance is 1.5 Mpa.
Preferably, the freezing pipe in the step (3.5) is made of 20# Q235B steel
89X 8mm low-carbon seamless steel pipe.
Example 1
A freezing construction method for a tunnel connection channel comprises the following steps:
(1) preparation for construction
Before the operation, processing a workpiece, wherein the workpiece comprises a drill bit combination, a freezing pipe, an orifice pipe, an extension bar for an upper plug, a brine main pipe, a liquid collecting and distributing pipe, a freezing pipe head, a clean water tank, a brine tank, a tunnel prestressed support, an end well lifting frame and a communication channel waterproof door;
(2) freezing curtain
(2.1) when the active freezing is carried out, no precipitation measure can be taken within the range of 200m near the freezing area, and no concentrated water flow can be obtained in the soil layer in the freezing area;
(2.2) laying an insulating layer on the inner side of the tunnel near the freezing curtain within a range of 2m from the boundary of the designed freezing wall, wherein the insulating layer is made of flame-retardant flexible plastic foam insulating material, the thickness of the insulating layer is 50mm, and the heat conductivity coefficient of the insulating layer is 0.04W/MK;
(2.3) the active freezing time of the communication channel is designed to be 40 days, and the single-hole flow of the freezing hole is required to be 8m3Positively freezing the brine for 7 days until the temperature is reduced to below 18 ℃ below zero, positively freezing the brine for 15 days until the temperature is reduced to below 24 ℃ below zero, ensuring that the temperature difference of the brine in the return circuit is not more than 2 ℃, and when excavating, reducing the temperature of the brine to below 28 ℃ below zero, if the temperature and the flow of the brine cannot meet the design requirements, prolonging the positive freezing time, wherein the designed heat dissipation of each meter of freezing pipes including freezing calandria is 105 kcal/h;
(2.4) the temperature of the joint of the frozen wall and the tunnel segment on the arrangement ring of the freezing holes on the periphery of the excavated area is not higher than-5 ℃, and the average temperature of the frozen wall is designed to be-10 ℃ at other parts;
(2.5) when the stratum and the environmental condition in the construction have great changes with the original design basis data, correspondingly modifying the design of the freezing curtain in time to ensure that the frozen soil strength meets the requirements, wherein the design requirements of the frozen soil strength at the temperature of minus 10 ℃ are as follows: uniaxial compression resistance of 4.1Mpa, bending resistance of 1.8Mpa and shearing resistance of 1.5 Mpa;
(3) freezing hole
(3.1) the number of the freezing holes of the communication channel is 63, wherein 40 freezing holes are arranged in the right tunnel, 23 freezing holes are arranged in the left tunnel, the hole opening position error of the freezing holes is not more than 100mm, and the segment joints, bolts, main ribs and steel tube rib plates are avoided;
(3.2) the maximum allowable deflection of the freezing holes is 150mm, the distance between the hole forming track of the freezing holes and the design track is 1300mm, and the maximum allowable distance of the final holes of the freezing holes of the communication channel is 1300 mm;
(3.3) 4 pairs of through holes are arranged in the communication channel and are used for circulating the brine in the freezing hole on the opposite side;
(3.4) the effective depth of the freezing hole is the length of the circulating brine section of the freezing pipe below the surface of the pipe piece and is not less than the design depth of the freezing hole, the head of the freezing pipe touches the freezing hole of the opposite side tunnel pipe piece of the freezing station, and the length of the head which can not circulate the brine is not more than 150 mm;
(3.5) the freezing pipe is made of 20# Q235B steel
89 x 8mm low-carbon seamless steel pipe, the pressure resistance of the freezing pipe is not lower than 0.8Mpa, and is not lower than 1.5 times of the salt water pressure of the freezing working surface;
(3.6) the freezing pipes are connected by screw threads and then welded, and the compressive strength of the joints is not lower than 75% of that of the main pipes;
(3.7) when the freezing hole is constructed, the soil mass loss is not more than the freezing hole volume, otherwise, grouting is carried out in time to control the stratum settlement;
(3.8) the positions of the reserved openings of the two tunnels are rechecked through the through holes, and if the relative position error of the reserved openings of the two tunnels is more than 100mm, the arrangement of the freezing holes is adjusted according to the principle of ensuring the design thickness of the freezing wall;
(4) temperature measuring hole and pressure relief hole
8 temperature measurement holes are arranged in the communication channel, the temperature measurement holes are respectively arranged inside and outside the channel and in tunnels at two sides, 2 temperature measurement holes are arranged on the side of the freezing station, 6 temperature measurement holes are arranged on the side of the freezing station, the depth of each temperature measurement hole is 2m, 4 pressure relief holes are arranged in the middle of the freezing curtain, and the left line and the right line are 2 and 3m in depth.
Example 2
A freezing construction method for a tunnel connection channel comprises the following steps:
(1) preparation for construction
Before the operation, processing a workpiece, wherein the workpiece comprises a drill bit combination, a freezing pipe, an orifice pipe, an extension bar for an upper plug, a brine main pipe, a liquid collecting and distributing pipe, a freezing pipe head, a clean water tank, a brine tank, a tunnel prestressed support, an end well lifting frame and a communication channel waterproof door;
(2) freezing curtain
(2.1) when the active freezing is carried out, no precipitation measure can be taken within the range of 200m near the freezing area, and no concentrated water flow can be obtained in the soil layer in the freezing area;
(2.2) laying an insulating layer on the inner side of the tunnel near the freezing curtain within a range of 2m from the boundary of the designed freezing wall, wherein the insulating layer is made of flame-retardant flexible plastic foam insulating material, the thickness of the insulating layer is 50mm, and the heat conductivity coefficient of the insulating layer is 0.02W/MK;
(2.3) the active freezing time can be adjusted according to the actual freezing effect, the active freezing time of the communication channel is designed to be 43 days, and the single-hole flow of the freezing hole is required to be 10m3Positively freezing the brine for 7 days until the temperature is reduced to below 18 ℃ below zero, positively freezing the brine for 15 days until the temperature is reduced to below 24 ℃ below zero, ensuring that the temperature difference of the brine in the return circuit is not more than 2 ℃, and when excavating, reducing the temperature of the brine to below 28 ℃ below zero, if the temperature and the flow of the brine cannot meet the design requirements, prolonging the positive freezing time, wherein the designed heat dissipation of each meter of freezing pipes including freezing calandria is 150 kcal/h;
(2.4) the temperature of the joint of the frozen wall and the tunnel segment on the arrangement ring of the freezing holes on the periphery of the excavated area is not higher than-5 ℃, and the average temperature of the frozen wall is designed to be-10 ℃ at other parts;
(2.5) when the stratum and the environmental condition in the construction have great changes with the original design basis data, correspondingly modifying the design of the freezing curtain in time to ensure that the frozen soil strength meets the requirements, wherein the design requirements of the frozen soil strength at the temperature of minus 10 ℃ are as follows: uniaxial compression resistance of 4.1Mpa, bending resistance of 1.8Mpa and shearing resistance of 1.5 Mpa;
(3) freezing hole
(3.1) the number of the freezing holes of the communication channel is 63, wherein 40 freezing holes are arranged in the right tunnel, 23 freezing holes are arranged in the left tunnel, the hole opening position error of the freezing holes is not more than 100mm, and the segment joints, bolts, main ribs and steel tube rib plates are avoided;
(3.2) the maximum allowable deflection of the freezing holes is 150mm, the distance between the hole forming track of the freezing holes and the design track is 1300mm, and the maximum allowable distance of the final holes of the freezing holes of the communication channel is 1300 mm;
(3.3) 4 pairs of through holes are arranged in the communication channel and are used for circulating the brine in the freezing hole on the opposite side;
(3.4) the effective depth of the freezing hole is the length of the circulating brine section of the freezing pipe below the surface of the pipe piece and is not less than the design depth of the freezing hole, the head of the freezing pipe touches the freezing hole of the opposite side tunnel pipe piece of the freezing station, and the length of the head which can not circulate the brine is not more than 150 mm;
(3.5) the freezing pipe is made of 20# Q235B steel
89 x 8mm low-carbon seamless steel pipe, the pressure resistance of the freezing pipe is not lower than 0.8Mpa, and is not lower than 1.5 times of the salt water pressure of the freezing working surface;
(3.6) the freezing pipes are connected by screw threads and then welded, and the compressive strength of the joints is not lower than 75% of that of the main pipes;
(3.7) when the freezing hole is constructed, the soil mass loss is not more than the freezing hole volume, otherwise, grouting is carried out in time to control the stratum settlement;
(3.8) the positions of the reserved openings of the two tunnels are rechecked through the through holes, and if the relative position error of the reserved openings of the two tunnels is more than 100mm, the arrangement of the freezing holes is adjusted according to the principle of ensuring the design thickness of the freezing wall;
(4) temperature measuring hole and pressure relief hole
8 temperature measuring holes are arranged in the communication channel and are respectively arranged inside and outside the channel and in tunnels at two sides, wherein 2 freezing stations are arranged on the side, 6 freezing stations are arranged on the side opposite to the side tunnels, the depth is 4.5m, 4 pressure relief holes are arranged in the middle of the freezing curtain, 2 left and right lines are arranged, and the depth is 3 m.
Example 3
A freezing construction method for a tunnel connection channel comprises the following steps:
(1) preparation for construction
Before the operation, processing a workpiece, wherein the workpiece comprises a drill bit combination, a freezing pipe, an orifice pipe, an extension bar for an upper plug, a brine main pipe, a liquid collecting and distributing pipe, a freezing pipe head, a clean water tank, a brine tank, a tunnel prestressed support, an end well lifting frame and a communication channel waterproof door;
(2) freezing curtain
(2.1) when the active freezing is carried out, no precipitation measure can be taken within the range of 200m near the freezing area, and no concentrated water flow can be obtained in the soil layer in the freezing area;
(2.2) laying an insulating layer on the inner side of the tunnel near the freezing curtain within a range of 2m from the boundary of the designed freezing wall, wherein the insulating layer is made of flame-retardant flexible plastic foam insulating material, the thickness of the insulating layer is 50mm, and the heat conductivity coefficient of the insulating layer is 0.01W/MK;
(2.3) the active freezing time can be adjusted according to the actual freezing effect, the active freezing time of the communication channel is designed to be 45 days, and the single-hole flow of the freezing hole is required to be 18m3Positively freezing the brine for 7 days until the temperature is reduced to below 18 ℃ below zero, positively freezing the brine for 15 days until the temperature is reduced to below 24 ℃ below zero, ensuring that the temperature difference of the brine in the return circuit is not more than 2 ℃, and when excavating, reducing the temperature of the brine to below 28 ℃ below zero, if the temperature and the flow of the brine cannot meet the design requirements, prolonging the positive freezing time, wherein the designed heat dissipation amount of each meter of freezing pipes including freezing calandria is 220 kcal/h;
(2.4) the temperature of the joint of the frozen wall and the tunnel segment on the arrangement ring of the freezing holes on the periphery of the excavated area is not higher than-5 ℃, and the average temperature of the frozen wall is designed to be-10 ℃ at other parts;
(2.5) when the stratum and the environmental condition in the construction have great changes with the original design basis data, correspondingly modifying the design of the freezing curtain in time to ensure that the frozen soil strength meets the requirements, wherein the design requirements of the frozen soil strength at the temperature of minus 10 ℃ are as follows: uniaxial compression resistance of 4.1Mpa, bending resistance of 1.8Mpa and shearing resistance of 1.5 Mpa;
(3) freezing hole
(3.1) the number of the freezing holes of the communication channel is 63, wherein 40 freezing holes are arranged in the right tunnel, 23 freezing holes are arranged in the left tunnel, the hole opening position error of the freezing holes is not more than 100mm, and the segment joints, bolts, main ribs and steel tube rib plates are avoided;
(3.2) the maximum allowable deflection of the freezing holes is 150mm, the distance between the hole forming track of the freezing holes and the design track is 1300mm, and the maximum allowable distance of the final holes of the freezing holes of the communication channel is 1300 mm;
(3.3) 4 pairs of through holes are arranged in the communication channel and are used for circulating the brine in the freezing hole on the opposite side;
(3.4) the effective depth of the freezing hole is the length of the circulating brine section of the freezing pipe below the surface of the pipe piece and is not less than the design depth of the freezing hole, the head of the freezing pipe touches the freezing hole of the opposite side tunnel pipe piece of the freezing station, and the length of the head which can not circulate the brine is not more than 150 mm;
(3.5) the freezing pipe is made of 20# Q235B steel
89 x 8mm low-carbon seamless steel pipe, the pressure resistance of the freezing pipe is not lower than 0.8Mpa, and is not lower than 1.5 times of the salt water pressure of the freezing working surface;
(3.6) the freezing pipes are connected by screw threads and then welded, and the compressive strength of the joints is not lower than 75% of that of the main pipes;
(3.7) when the freezing hole is constructed, the soil mass loss is not more than the freezing hole volume, otherwise, grouting is carried out in time to control the stratum settlement;
(3.8) the positions of the reserved openings of the two tunnels are rechecked through the through holes, and if the relative position error of the reserved openings of the two tunnels is more than 100mm, the arrangement of the freezing holes is adjusted according to the principle of ensuring the design thickness of the freezing wall;
(4) temperature measuring hole and pressure relief hole
8 temperature measuring holes are arranged in the communication channel and are respectively arranged inside and outside the channel and in tunnels at two sides, wherein 2 freezing stations are arranged on the side, 6 freezing stations are arranged on the side opposite to the side tunnels, the depth is 5.5m, 4 pressure relief holes are arranged in the middle of the freezing curtain, 2 left and right lines are arranged, and the depth is 3 m.
The invention has been described in an illustrative manner, and it is to be understood that the invention is not limited to the specific embodiments described above, but is intended to cover various modifications, which may be made by the methods and technical solutions of the invention, or may be applied to other applications without modification.
Claims (5)
1. A freezing construction method for a tunnel connection channel is characterized by comprising the following steps:
(1) preparation for construction
Before the operation, processing a workpiece, wherein the workpiece comprises a drill bit combination, a freezing pipe, an orifice pipe, an extension bar for an upper plug, a brine main pipe, a liquid collecting and distributing pipe, a freezing pipe head, a clean water tank, a brine tank, a tunnel prestressed support, an end well lifting frame and a communication channel waterproof door;
(2) freezing curtain
(2.1) when the active freezing is carried out, no precipitation measure can be taken within the range of 200m near the freezing area, and no concentrated water flow can be obtained in the soil layer in the freezing area;
(2.2) laying an insulating layer on the inner side of the tunnel near the freezing curtain within a range of 2m from the boundary of the designed freezing wall, wherein the insulating layer is made of flame-retardant flexible plastic foam insulating materials;
(2.3) the active freezing time can be adjusted according to the actual freezing effect, and the single-hole flow of the freezing hole is required to be not less than 5m3Positively freezing the brine for 7 days until the temperature is reduced to below 18 ℃ below zero, positively freezing the brine for 15 days until the temperature is reduced to below 24 ℃ below zero, ensuring that the temperature difference of the brine in the return circuit is not more than 2 ℃, and when excavating, reducing the temperature of the brine to below 28 ℃ below zero, if the temperature and the flow of the brine cannot meet the design requirements, prolonging the positive freezing time, wherein the designed heat dissipation amount of each meter of freezing pipes including freezing calandria is not less than 100 kcal/h;
(2.4) the temperature of the joint of the frozen wall and the tunnel segment on the arrangement ring of the freezing holes on the periphery of the excavated area is not higher than-5 ℃, and the average temperature of the frozen wall is designed to be-10 ℃ at other parts;
(2.5) when the stratum and the environmental condition in the construction have great changes with the original design basis data, correspondingly modifying the design of the freezing curtain in time to ensure that the frozen soil strength meets the requirements;
(3) freezing hole
(3.1) the number of the freezing holes of the communication channel is 63, wherein 40 freezing holes are arranged in the right tunnel, 23 freezing holes are arranged in the left tunnel, the hole opening position error of the freezing holes is not more than 100mm, and the segment joints, bolts, main ribs and steel tube rib plates are avoided;
(3.2) the maximum allowable deflection of the freezing holes is 150mm, the distance between the hole forming track of the freezing holes and the design track is 1300mm, and the maximum allowable distance of the final holes of the freezing holes of the communication channel is 1300 mm;
(3.3) 4 pairs of through holes are arranged in the communication channel and are used for circulating the brine in the freezing hole on the opposite side;
(3.4) the effective depth of the freezing hole is the length of the circulating brine section of the freezing pipe below the surface of the pipe piece and is not less than the design depth of the freezing hole, the head of the freezing pipe touches the freezing hole of the opposite side tunnel pipe piece of the freezing station, and the length of the head which can not circulate the brine is not more than 150 mm;
(3.5) the pressure resistance of the freezing pipe is not lower than 0.8Mpa and not lower than 1.5 times of the salt water pressure of the freezing working surface;
(3.6) the freezing pipes are connected by screw threads and then welded, and the compressive strength of the joints is not lower than 75% of that of the main pipes;
(3.7) when the freezing hole is constructed, the soil mass loss is not more than the freezing hole volume, otherwise, grouting is carried out in time to control the stratum settlement;
(3.8) the positions of the reserved openings of the two tunnels are rechecked through the through holes, and if the relative position error of the reserved openings of the two tunnels is more than 100mm, the arrangement of the freezing holes is adjusted according to the principle of ensuring the design thickness of the freezing wall;
(4) temperature measuring hole and pressure relief hole
The number of the temperature measuring holes 8 are arranged in the communication channel and are respectively arranged inside and outside the channel and in the tunnels at two sides, wherein 2 freezing stations are arranged on the side, 6 freezing stations are arranged on the side opposite to the side tunnels, the depth is 2-5.5m, 4 pressure relief holes are arranged in the middle of the freezing curtain, 2 left lines and 2 right lines are arranged respectively, and the depth is 3 m.
2. The freezing construction method for the tunnel communication channel according to claim 1, wherein the thickness of the heat-insulating layer in the step (2.2) is 50mm, and the thermal conductivity is not more than 0.04W/MK.
3. The freezing construction method for the tunnel communication channel according to claim 1, wherein the active freezing time of the communication channel in the step (2.3) is designed to be 40-45 days.
4. The freezing construction method for the tunnel communication channel according to claim 1, wherein the design requirement of the frozen soil strength in the step (2.5) is as follows: under the temperature of minus 10 ℃, the uniaxial compression resistance is 4.1Mpa, the bending resistance is 1.8Mpa and the shearing resistance is 1.5 Mpa.
5. The freezing construction method for the tunnel communication channel according to claim 1, wherein the freezing pipe in the step (3.5) is made of 20# Q235B steel
The low-carbon seamless steel pipe.
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| CN201911366379.7A CN111173536A (en) | 2019-12-26 | 2019-12-26 | Freezing construction method for tunnel connection channel |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113153312A (en) * | 2021-03-30 | 2021-07-23 | 广东华隧建设集团股份有限公司 | Construction and monitoring method for freezing soft and hard strata of subway communication channel |
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