CN116537795A - Construction process for subway freezing engineering - Google Patents
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- CN116537795A CN116537795A CN202310489191.1A CN202310489191A CN116537795A CN 116537795 A CN116537795 A CN 116537795A CN 202310489191 A CN202310489191 A CN 202310489191A CN 116537795 A CN116537795 A CN 116537795A
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- 230000008014 freezing Effects 0.000 title claims abstract description 146
- 238000007710 freezing Methods 0.000 title claims abstract description 146
- 238000010276 construction Methods 0.000 title claims abstract description 44
- 238000000034 method Methods 0.000 title claims abstract description 36
- 230000008569 process Effects 0.000 title claims abstract description 22
- 238000005553 drilling Methods 0.000 claims abstract description 24
- 239000012267 brine Substances 0.000 claims abstract description 20
- HPALAKNZSZLMCH-UHFFFAOYSA-M sodium;chloride;hydrate Chemical compound O.[Na+].[Cl-] HPALAKNZSZLMCH-UHFFFAOYSA-M 0.000 claims abstract description 20
- 238000013461 design Methods 0.000 claims abstract description 15
- 238000002844 melting Methods 0.000 claims abstract description 7
- 230000008018 melting Effects 0.000 claims abstract description 7
- 238000009412 basement excavation Methods 0.000 claims description 17
- 238000004891 communication Methods 0.000 claims description 16
- 238000012360 testing method Methods 0.000 claims description 13
- 238000005057 refrigeration Methods 0.000 claims description 9
- 238000012544 monitoring process Methods 0.000 claims description 7
- 230000002787 reinforcement Effects 0.000 claims description 7
- YCKRFDGAMUMZLT-UHFFFAOYSA-N Fluorine atom Chemical compound [F] YCKRFDGAMUMZLT-UHFFFAOYSA-N 0.000 claims description 6
- 229910052731 fluorine Inorganic materials 0.000 claims description 6
- 239000011737 fluorine Substances 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 4
- 238000001816 cooling Methods 0.000 claims description 3
- 230000003203 everyday effect Effects 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 2
- 239000002689 soil Substances 0.000 description 10
- 230000000694 effects Effects 0.000 description 7
- 230000015572 biosynthetic process Effects 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 238000011160 research Methods 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 230000008859 change Effects 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 230000002035 prolonged effect Effects 0.000 description 2
- 241000682719 Adina Species 0.000 description 1
- 208000001034 Frostbite Diseases 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 239000008187 granular material Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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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
-
- 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
- Y02E10/10—Geothermal energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a construction process for subway freezing engineering, which comprises the following steps: s1: installing a freezing pipe; s2, mounting a freezing station: setting a freezing station and a freezing system; s3, actively freezing: digging when the freezing temperature of the brine reaches below the design temperature; s4, maintaining and freezing; s5, grouting to control melting and sinking. Through setting the skewness and the perforating angle of the freezing pipe and optimizing the design, the setting of the freezing pipe is in a radial mode, the freezing pipe is suitable for construction of round gravel layers and silt mud strata, in the engineering of the same kind, the drilling of the number of freezing holes is reduced, the phenomenon that the thickness of a later frozen intersection ring is insufficient due to the deviation of the drilling direction is prevented, the construction control work is performed in the aspects of drilling and the like, the freezing holes around a connecting channel are well frozen, the freezing thickness at a bell mouth is also ensured, the freezing curtain meets the design requirement, and the construction quality and the construction safety are ensured.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a construction process for subway freezing engineering.
Background
The subway is used as an important component of urban traffic, so that the great commute requirement in the city is met, and the resource utilization rate is greatly improved by virtue of the core hub function of the subway. The importance of the subway is led out to the requirement of safety, the subway is used as a temporary channel for communicating two tunnels of the subway, the communication channel is created, the important characteristics of safe evacuation crowd, tunnel drainage and fire prevention are determined, the construction method is necessarily the key point of research, the traditional communication channel reinforcement construction method comprises the construction methods such as an open excavation method, a hidden excavation method, a first open excavation method, a second hidden excavation method, a top pipe method and the like, the freezing method is to freeze water in the bottom layer by utilizing an artificial refrigeration technology, natural rock soil is changed into frozen soil, the strength and the stability of the natural rock soil are increased, the connection of underground water and underground engineering is isolated, and the excavation construction technology of the communication channel is conveniently carried out under the protection of a freezing wall. Compared with the traditional construction method, the freezing method has the characteristics of effectively blocking groundwater seepage, being environment-friendly in construction, being easy to excavate when complex stratum is frozen, and the like, and the application of the freezing method is wider and wider. The application range of the freezing refrigeration method is the biggest, and the advantages of being applicable to any soil layer, being economical in cost and the like of the brine refrigeration are commonly used for projects with long periods such as tunnels.
In the excavation process of an actual communication channel, the actual excavation is difficult due to the conditions of poor geological structure, unstable stratum and the like, and the phenomena of soil body collapse, earth surface subsidence and formed tunnel damage are caused. Firstly, for the connection channel of geological structure for gravel stratum and silt mud stratum, have wide layer depth, the granule is coarser and distributed extremely inhomogeneous, the water permeability is strong, and stability and the injectivity of silt mud rock on its top are poor, consolidate the degree of difficulty more, and consequently the buried depth need increase, and the precision requirement to drilling is higher, with it is unobvious to prevent frostbite reinforcement effect, causes phenomenon such as warp to appear. The prior art often needs to drill more than 65 drilling holes, uses a large number of freezing pipes, increases the freezing refrigerating capacity to freeze and reinforce, the freezing method has higher freezing cost due to the fact that the number of the freezing pipes is increased, the consumption cost is increased due to the fact that the refrigerating capacity is increased, deviation of the drilling angle is increased due to the fact that the number of the freezing pipes is increased, the formation of the freezing walls is finally affected, the freezing bearing capacity of the freezing walls is insufficient, and the dangerous phenomena that stability of the freezing walls is reduced and serious deformation exists. Secondly, the horn mouth of the connecting channel (the vertical plane in the middle of the connecting line of the left tunnel and the right tunnel) is also often required to be additionally provided with a freezing pipe, so that the construction time of the horn mouth is prolonged, and the freezing thickness at the horn mouth is prevented from reaching the design requirement. Therefore, in order to ensure that the negative influence of a freezing method of a round gravel stratum and a silt mud stratum is reduced to the maximum extent and the economic cost consumption is reduced, the number, the position angle, the freezing effect and the like of the freezing pipes are fully researched, the change of freezing engineering properties can be correctly recognized, design parameters are reasonably selected, effective engineering measures are adopted to ensure the safety of the engineering and predict disaster phenomena, and references are provided for the freezing and reinforcement construction of the same type of engineering in the future, so that the method has important theoretical, economic and social values.
Disclosure of Invention
In view of the above, the invention provides a construction process for subway freezing engineering, which has the effects of reducing the cost consumption of the freezing engineering, improving the curtain formation at the horn opening and improving the freezing reinforcement.
The invention adopts the following technical means: the construction process for the subway freezing engineering comprises the following steps:
s1: and (3) mounting a freezing pipe: after construction preparation work, setting the skewness and the opening angle of a drilling machine opening, drilling a plurality of freezing holes, temperature measuring holes and pressure relief holes outside a connecting channel of a left line and a right line by using a drilling machine, and drilling and retesting a plurality of freezing pipes, temperature measuring pipes and pressure relief pipes in sequence from top to bottom;
s2, mounting a freezing station: setting a freezing station and a freezing system according to the working condition of the communication channel, and performing pressure test and fluorine filling test operation on the brine pipeline to obtain the freezing system;
s3, actively freezing; the left line and the right line connecting channels are actively frozen in a step-by-step refrigeration mode, and the refrigeration capacity is 1.50x10 5 ～2.0×10 5 kcal/h, when the freezing temperature of the brine reaches below the design temperature, excavating can be carried out;
s4, maintenance freezing: and selecting a freezing hole with larger deflection angle among holes as a monitoring basis of a freezing curtain intersection ring, properly adjusting the arrangement position of the temperature measuring holes, monitoring the temperature measuring hole data every day, judging the curtain intersection ring when monitoring all the temperature measuring holes for several consecutive days to reveal that the surrounding stratum temperature tends to be stable, and releasing pressure through a pressure release pipe in time when the curtain intersection ring.
S5, grouting control and melting and sinking: grouting reinforcement is carried out through grouting holes on the connecting channels, grouting is carried out sequentially from top to bottom, and grouting should be stopped when the connecting channels are raised by 1.8 mm.
Further, the distance between the freezing hole and the nearby temperature measuring hole is 0.6-0.8 m.
Further, the number of freezing holes provided around the outside of the left wire connecting passage is 38, and the number of freezing holes provided around the outside of the right wire connecting passage is 21.
Further, the skewness of left lines D1-3, D4-7, D8-11, D12-13, D14-15, D16-17, D18-19, D20-21, D22-23, D24-25, D26-33 and D34-38 is sequentially as follows: 68 °, 54 °, 42 °, 29.2 °, 15.1 °, 2.5 °, -7.5 °, -17.2 °, -30.5 °, -40 °, -65.3 °, -79.8 °; the opening angles are 28.9 degrees, 12.6 degrees, 7 degrees, 5.1 degrees, 3.5 degrees, 0 degrees, 4.6 degrees, 8 degrees, 12.5 degrees, 17.8 degrees, 26.5 degrees and 40.8 degrees in sequence;
the skewness of the right lines D39, D40-41, D42-43, D44-45, D46-47, D48-53, D54-59 are in turn: 70.5 °, 58.2 °, 48.4 °, 33 °, -38.2 °, -65.7 °, -78.1; the opening angle is: 45.2 °, -21 °, -27.6 °, -44.3 °.
Further, the number of temperature measuring holes of the left line connecting channel is 3, the skewness of C1-C3 is 25 degrees, and the opening angles are 4.2 degrees; the number of temperature measuring holes of the right line connecting channel is 6, the skewness of C4, C5 and C6-C9 is minus 45 degrees, 55 degrees and 25 degrees in sequence, and the opening angles are minus 18 degrees, 45 degrees and 12 degrees in sequence.
Further, the pressure of the test brine pipeline system is 1.5 times greater than the working pressure of the brine pump, and the pressure of the fluorine filling leakage test is 1.6-1.7 Mpa.
Further, the freezing is carried out in a step-by-step freezing mode, and the refrigerating capacity of the primary freezing system is 1.50
×10 5 ～2.0×10 5 kcal/h, using a cooling capacity of 2.2X10 5 kcal/h.
Further, the freezing time of the communication channel is designed to be 41-43 d, and the single-hole freezing flow is more than or equal to 7-9 m 3 And/h, the temperature of the brine is reduced to below minus 28 ℃ to carry out excavation, and the temperature difference of the brine and the loop is less than or equal to 2 ℃ during the excavation.
Further, grouting is carried out by adopting cement-water glass double-liquid slurry from top to bottom, grouting is stopped when the contact channel bulges 1.8mm, the settlement amount of each continuous half month and one day is less than 0.4mm, and the melting and settlement grouting can be ended.
The construction process for subway freezing engineering provided by the invention has the following beneficial effects: the method has the advantages that the construction control work is performed in the aspects of drilling and the like, the freezing holes around a communication channel are well frozen, the freezing thickness at a bell mouth is also ensured, the freezing curtain meets the design requirement, and the construction quality and the construction safety are ensured. Meanwhile, the main problem is to reduce the economic cost consumption in the freezing method, provide references for the freezing and reinforcing construction of the similar engineering in the future, and have important theoretical, economic and social values.
Drawings
FIG. 1 is a freeze hole layout of a left-hand tunnel and a right-hand tunnel along a tie channel direction;
FIG. 2 is a schematic diagram of the opening position of the left tunnel freezing hole;
FIG. 3 is a schematic diagram of the opening position of the right tunnel freezing hole;
fig. 4 is a graph of isotherm coil change frozen at-1 ℃, -10 ℃ for 10d, 20d, 30d, 40d at x= -6.5m cross section;
FIG. 5 is a schematic view of the thickness of a frozen soil curtain after 40d freezing;
fig. 6 is a diagram of a freezing system.
Detailed Description
The principles and features of the present invention are described below with examples given for the purpose of illustration only and are not intended to limit the scope of the invention.
Examples
A first communication channel between a Nanning rail transit No. 5 Xinxiu park station and a Guangxi university station is taken as a study object, the total length of the communication channel is 433.818m, the minimum thickness of a frozen soil curtain of the communication channel is designed to be 2.2m, and the average temperature design value of a frozen wall is not higher than-10 ℃.
The construction process for the subway freezing engineering comprises the following steps:
s1: and (3) mounting a freezing pipe: after geological and water level conditions of construction investigation communication channel engineering and installation construction system and operation platform thereof are set up and are ready for working, the skewness and the opening angle of the opening of the drilling machine are set up, a plurality of freezing holes, temperature measuring holes and pressure relief holes are drilled outside the communication channels of the left line and the right line by using the drilling machine, and a freezing pipe, a temperature measuring pipe and a pressure relief pipe are arranged, so that drilling is carried out in sequence from top to bottom, accuracy is improved, upper disturbance caused by lower freezing hole construction can be prevented, and accident rate of drilling construction is reduced.
Fig. 1 to 3: the distance between the freezing holes and the nearby temperature measuring holes is 0.6-0.8 m, the number of the freezing holes arranged around the outer side of the left line connecting channel is 38, and the number of the freezing holes arranged around the outer side of the right line connecting channel is 21; the total number of the temperature measuring holes is 9 and is divided into C1-C9 so as to accurately judge whether the frozen curtain is crossed and measure the thickness of the frozen curtain. The total number of the pressure relief holes is 4 and is recorded as X1-X4, the pressure gauge is arranged in the holes, so that the pressure change condition in the frozen curtain can be intuitively detected, the frost heaving pressure can be directly released by judging the formation of the frozen curtain in time, and the influence of the frost heaving of a soil layer on a tunnel is reduced.
The skewness of left lines D1-3, D4-7, D8-11, D12-13, D14-15, D16-17, D18-19, D20-21, D22-23, D24-25, D26-33 and D34-38 is sequentially as follows: 68 °, 54 °, 42 °, 29.2 °, 15.1 °, 2.5 °, -7.5 °, -17.2 °, -30.5 °, -40 °, -65.3 °, -79.8 °; the opening angles are 28.9 degrees, 12.6 degrees, 7 degrees, 5.1 degrees, 3.5 degrees, 0 degrees, 4.6 degrees, 8 degrees, 12.5 degrees, 17.8 degrees, 26.5 degrees and 40.8 degrees in sequence;
the skewness of the right lines D39, D40-41, D42-43, D44-45, D46-47, D48-53, D54-59 are in turn: 70.5 °, 58.2 °, 48.4 °, 33 °, -38.2 °, -65.7 °, -78.1; the opening angle is: 45.2 °, -21 °, -27.6 °, -44.3 °.
The number of temperature measuring holes of the left line connecting channel is 3, the skewness of C1-C3 is 25 degrees, and the opening angles are 4.2 degrees; the number of temperature measuring holes of the right line connecting channel is 6, the skewness of C4, C5 and C6-C9 is minus 45 degrees, 55 degrees and 25 degrees in sequence, and the opening angles are minus 18 degrees, 45 degrees and 12 degrees in sequence.
Through research and optimization design of the skewness and the opening angle of the freezing holes, the holes are drilled strictly according to the skewness and the opening angle of the freezing holes, the error of the freezing holes is controlled within 100mm, the drilling error is avoided, meanwhile, the number of freezing pipes is reduced, the arrangement interval of the freezing pipes is improved, the cost consumption is reduced, the manual deviation is reduced, the labor force is saved, the freezing effect is ensured,
s2, mounting a freezing station: setting a freezing station and a freezing system according to the working condition of the communication channel, and performing pressure test and fluorine filling test operation on a brine pipeline to obtain a freezing system as shown in fig. 6; the pressure of the test brine pipeline system is 1.5 times higher than the working pressure of the brine pump, and the pressure of the fluorine filling leakage test is 1.6-1.7 Mpa.
S3, actively freezing; the left line and the right line connecting channels are actively frozen in a step-by-step refrigeration mode, and the refrigerating capacity of a first freezing system is 1.50 multiplied by 10 5 ～2.0×10 5 kcal/h, using a cooling capacity of 2.2X10 5 kcal/h. When the freezing temperature of the brine reaches below the design temperature of minus 28 ℃, excavation can be carried out, and the temperature difference of the brine removal and the loop is less than or equal to 2 ℃ during excavation. The freezing time of the communication channel is designed to be 41-43 d, and the single-hole freezing flow is more than or equal to 7-9 m 3 And/h. If the temperature of the brineAnd the brine refrigerating flow does not reach the design requirement, and the positive freezing time is prolonged.
S4, maintenance freezing: and selecting a freezing hole with larger deflection angle among holes as a monitoring basis of a freezing curtain intersection ring, properly adjusting the arrangement position of the temperature measuring holes, monitoring the temperature measuring hole data every day, judging the curtain intersection ring when monitoring all the temperature measuring holes for several consecutive days to reveal that the surrounding stratum temperature tends to be stable, and releasing pressure through a pressure release pipe in time when the curtain intersection ring.
S5, grouting control and melting and sinking: grouting reinforcement is carried out through grouting holes on the connecting channels, grouting is carried out by adopting cement-water glass double-liquid grouting from top to bottom, grouting is firstly carried out on the bottom, then grouting is carried out on the side wall, the bell mouth, the channel and the pump station for a small amount of times to prevent deformation, grouting is stopped when the connecting channels are raised by 1.8mm, grouting can be ended until the settlement amount of each continuous half month and each day is less than 0.4mm, and grouting by melting and settling can be ended, and when the settlement of the connecting channels is greater than 0.4mm or the accumulated settlement amount is greater than 1.0mm in one day, grouting compensation by single-liquid cement slurry is adopted.
The test results of the construction process are as follows:
the development rule of the temperature field is simulated by ADINA finite element software in the prior art to carry out numerical simulation research on freezing engineering, a full-scale three-dimensional model is established to carry out numerical analysis, the same-position point with actual measurement is selected on the model to serve as isothermal line diagram characteristics on an observation path point research model, and the formation rule of freezing walls of the freezing engineering is analyzed. The X-axis section (X= -6.5 m) is selected as the vertical plane of the middle part of the connecting line of the left tunnel and the right tunnel and is positioned at the opening of the horn mouth, and the freezing effect is relatively poor in theory, so that isothermal coil intersection with the least adverse condition is researched, and the formation condition of the freezing curtain is analyzed. When the X=6.5m, the isotherms (T= -1 ℃ and T= -10 ℃) of the 10d, 20d, 30d and 40d are frozen, as shown in figure 4, the whole frozen wall with uniform thickness is formed on the section of the X=6.5m at-1 ℃ and-10 ℃ after the freezing of the 40d, the whole frozen soil curtain is complete, smooth and closed, the expected design goal is reached, and the safe excavation can be carried out. The utility model shows that the use of the freezing pipe is reduced by improving the skewness and the opening angle of the freezing hole, the economic cost is reduced, and meanwhile, the complete and good freezing curtain can be obtained, thereby meeting the excavation condition.
And after being frozen for 40d in FIG. 5, the thickness of the frozen curtain is less than 2.2m, the design value of the thickness of the whole profile of the frozen curtain meets the excavation thickness (at least 2.2 m.), and a smoother and closed curve is formed after the frozen curtain is finally frozen for 40 days, which shows that the freezing effect is good, the temperature field is well developed, and the temperature of soil around the frozen pipe is reduced to below-10 ℃ to form a stable frozen wall. The invention shows that the whole curtain has good freezing effect and has no influence on the subsequent excavation by adjusting the drilling skewness, the opening angle and the freezing process of step-by-step refrigeration.
In summary, by adopting the construction process for the subway freezing engineering provided by the invention, through setting the skewness and the perforating angle of the freezing pipe and optimizing the design, the setting of the freezing pipe is in a radial mode, and the construction process is suitable for the construction of round gravel layers and silt mud strata, and in the same kind of engineering, the drilling of the number of freezing holes is reduced, the phenomenon of insufficient thickness of later frozen intersecting rings caused by the deviation of the drilling directions is prevented, and the construction control work is performed in the aspects of drilling and the like.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather to enable any modification, equivalent replacement, improvement or the like to be made within the spirit and principles of the invention.
Claims (9)
1. The construction process for the subway freezing engineering is characterized by comprising the following steps of:
s1: and (3) mounting a freezing pipe: after construction preparation work, setting the skewness and the opening angle of a drilling machine opening, drilling a plurality of freezing holes, temperature measuring holes and pressure relief holes outside a connecting channel of a left line and a right line by using a drilling machine, and drilling and retesting a plurality of freezing pipes, temperature measuring pipes and pressure relief pipes in sequence from top to bottom;
s2, mounting a freezing station: setting a freezing station and a freezing system according to the working condition of the communication channel, and performing pressure test and fluorine filling test operation on the brine pipeline to obtain the freezing system;
s3, actively freezing; the left line and the right line connecting channels are actively frozen in a step-by-step refrigeration mode, and the refrigeration capacity is 1.50x10 5 ～2.0×10 5 kcal/h, when the freezing temperature of the brine reaches below the design temperature, excavating can be carried out;
s4, maintenance freezing: the freezing holes with larger deflection angles among holes are selected as the monitoring basis of the freezing curtain intersection ring, the arrangement positions of the temperature measuring holes are properly adjusted, the temperature measuring hole data are monitored every day, when all the temperature measuring holes are monitored for several consecutive days to reveal that the surrounding stratum temperature tends to be stable, the curtain intersection ring can be judged, and the pressure is released through the pressure release pipe in time when the curtain intersection ring is crossed;
s5, grouting control and melting and sinking: grouting reinforcement is carried out through grouting holes on the connecting channels, grouting is carried out sequentially from top to bottom, and grouting should be stopped when the connecting channels are raised by 1.8 mm.
2. The construction process for subway freezing engineering according to claim 1, wherein the distance between the freezing hole and the nearby temperature measuring hole is 0.6-0.8 m.
3. The construction process for a subway freezing engineering according to claim 1, wherein the number of freezing holes provided around the outside of the left line connecting passage is 38, and the number of freezing holes provided around the outside of the right line connecting passage is 21.
4. The construction process for subway freezing engineering according to claim 3, wherein the skewness of left lines D1-3, D4-7, D8-11, D12-13, D14-15, D16-17, D18-19, D20-21, D22-23, D24-25, D26-33, and D34-38 is sequentially: 68 °, 54 °, 42 °, 29.2 °, 15.1 °, 2.5 °, -7.5 °, -17.2 °, -30.5 °, -40 °, -65.3 °, -79.8 °; the opening angles are 28.9 degrees, 12.6 degrees, 7 degrees, 5.1 degrees, 3.5 degrees, 0 degrees, 4.6 degrees, 8 degrees, 12.5 degrees, 17.8 degrees, 26.5 degrees and 40.8 degrees in sequence;
the skewness of the right lines D39, D40-41, D42-43, D44-45, D46-47, D48-53, D54-59 are in turn: 70.5 °, 58.2 °, 48.4 °, 33 °, -38.2 °, -65.7 °, -78.1; the opening angle is: 45.2 °, -21 °, -27.6 °, -44.3 °.
5. The construction process for subway freezing engineering according to claim 1, wherein the number of temperature measuring holes of the left line connecting channel is 3, the skewness of C1-C3 is 25 degrees, and the opening angles are 4.2 degrees; the number of temperature measuring holes of the right line connecting channel is 6, the skewness of C4, C5 and C6-C9 is minus 45 degrees, 55 degrees and 25 degrees in sequence, and the opening angles are minus 18 degrees, 45 degrees and 12 degrees in sequence.
6. The construction process for subway freezing engineering according to claim 1, wherein the pressure of the test brine pipeline system is 1.5 times greater than the working pressure of the brine pump, and the pressure of the fluorine filling leakage test is 1.6-1.7 Mpa.
7. The construction process for subway freezing engineering according to claim 1, wherein the freezing is performed in a stepwise freezing manner, and the refrigerating capacity of the primary freezing system is 1.50x10 5 ～2.0×10 5 kcal/h, using a cooling capacity of 2.2X10 5 kcal/h.
8. The construction process for subway freezing engineering according to claim 1, wherein the freezing time of the communication channel is designed to be 41-43 d, and the single-hole freezing flow is 7-9 m or more 3 And/h, the temperature of the brine is reduced to below minus 28 ℃ to carry out excavation, and the temperature difference of the brine and the loop is less than or equal to 2 ℃ during the excavation.
9. The construction process for subway freezing engineering according to claim 1, wherein cement-water glass double-liquid slurry is adopted to sequentially perform grouting from top to bottom, grouting is stopped when the connecting channel bulges by 1.8mm, the settlement amount of each continuous half month and one day is less than 0.4mm, and the melting and settlement grouting can be ended.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310489191.1A CN116537795A (en) | 2023-04-28 | 2023-04-28 | Construction process for subway freezing engineering |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310489191.1A CN116537795A (en) | 2023-04-28 | 2023-04-28 | Construction process for subway freezing engineering |
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| CN202310489191.1A Pending CN116537795A (en) | 2023-04-28 | 2023-04-28 | Construction process for subway freezing engineering |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117035243A (en) * | 2023-10-10 | 2023-11-10 | 中国铁塔股份有限公司吉林省分公司 | Base station planning-oriented service demand investigation report analysis method and system |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117035243A (en) * | 2023-10-10 | 2023-11-10 | 中国铁塔股份有限公司吉林省分公司 | Base station planning-oriented service demand investigation report analysis method and system |
| CN117035243B (en) * | 2023-10-10 | 2024-01-30 | 中国铁塔股份有限公司吉林省分公司 | Base station planning-oriented service demand investigation report analysis method and system |
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