CN111852483A - Inclined shaft freezing construction process and inclined shaft freezing system - Google Patents
Inclined shaft freezing construction process and inclined shaft freezing system Download PDFInfo
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- CN111852483A CN111852483A CN202010748054.1A CN202010748054A CN111852483A CN 111852483 A CN111852483 A CN 111852483A CN 202010748054 A CN202010748054 A CN 202010748054A CN 111852483 A CN111852483 A CN 111852483A
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- 238000007710 freezing Methods 0.000 title claims abstract description 311
- 230000008014 freezing Effects 0.000 title claims abstract description 310
- 238000010276 construction Methods 0.000 title claims abstract description 61
- 238000000034 method Methods 0.000 title claims abstract description 39
- 230000008569 process Effects 0.000 title claims abstract description 31
- 230000005641 tunneling Effects 0.000 claims description 31
- 238000007789 sealing Methods 0.000 claims description 17
- 238000009412 basement excavation Methods 0.000 abstract description 48
- 239000002689 soil Substances 0.000 description 10
- 238000005553 drilling Methods 0.000 description 7
- 230000002265 prevention Effects 0.000 description 4
- 230000008859 change Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 230000002035 prolonged effect Effects 0.000 description 2
- 238000004080 punching Methods 0.000 description 2
- 238000005057 refrigeration Methods 0.000 description 2
- 238000004904 shortening Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 241000234435 Lilium Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000003203 everyday effect Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
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- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/10—Preparation of the ground
- E21D1/12—Preparation of the ground by freezing
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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
- 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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- 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
- E21F17/18—Special adaptations of signalling or alarm devices
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- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Mechanical 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 relates to the technical field of inclined shaft freezing, and provides an inclined shaft freezing construction process and an inclined shaft freezing system, which comprise an open excavation mode and a subsurface excavation mode. Through the technical scheme, the problem that the construction period of the inclined shaft freezing open excavation-underground excavation in the prior art is long is solved.
Description
Technical Field
The invention relates to the technical field of inclined shaft freezing, in particular to an inclined shaft freezing construction process and an inclined shaft freezing system.
Background
At present, the construction of the inclined shaft freezing method generally adopts segmented freezing, namely, a freezing segment is divided into a plurality of segments, the first segment is firstly frozen, the time for starting the second segment to freeze is determined according to the freezing condition and the tunneling progress, and the time for starting the subsequent segments is analogized in turn, so that the refrigerating capacity is saved, and the requirement of continuous tunneling of a shaft is met.
The construction of the first freezing section of the inclined shaft comprises open excavation and underground excavation, the open excavation is equivalent to foundation pit excavation, the underground excavation is underground construction, the construction processes are different, particularly the joint of the open excavation and the underground excavation is necessary, and how to prevent the open excavation construction from overturning is a technical problem in the field.
Disclosure of Invention
The invention provides a slope freezing construction process and a slope freezing system, and solves the problem that in the prior art, when open excavation of a slope is changed into underground excavation, the freezing construction period is long.
The technical scheme of the invention is as follows:
the freezing construction process for inclined shaft includes open excavation and underground excavation, and the construction process includes the following steps
A: dividing an exposed groove section which is positioned in an area below the ground surface and close to the ground surface,
b: a plurality of inclined shaft freezing holes are arranged in the open channel section,
c: a plurality of open groove freezing holes are respectively arranged on two sides of the inclined shaft freezing holes in the open groove section and used for accelerating the freezing speed of the inclined shaft freezing holes arranged in the open groove section,
d: an end socket freezing hole is additionally arranged at the initial side of the open channel section along the tunneling direction and used for accelerating the freezing speed at the initial side along the tunneling direction,
e: additionally arranging a tail sealing freezing hole at the end side along the tunneling direction in the open groove section, wherein the tail sealing freezing hole is used for accelerating the freezing speed at the end side along the tunneling direction,
f: a temperature measuring hole is arranged in the open trough section,
g: the freezing pipe is put into the inclined shaft freezing hole, the open trough freezing hole, the seal head freezing hole and the seal tail freezing hole, the temperature measuring pipe is put into the temperature measuring hole, the whole open trough section is put into freezing,
h: and after freezing is finished, excavating the open groove section.
As a further technical scheme, in the step A, the open channel section is defined by the depth of 3m entering the ground surface, and the position from the ground surface to the depth of 3 m.
As a further technical solution, in step C, there are several rows of the inclined shaft freezing holes in the open trough section, and the open trough freezing holes on the same side are also arranged in a row, and the number of the open trough freezing holes is the same as that of the inclined shaft freezing holes in the adjacent row.
As a further technical scheme, in the step D and the step E, 5 rows of the inclined shaft freezing holes are provided, and the seal head freezing holes and the seal tail freezing holes are arranged between the adjacent rows of the inclined shaft freezing holes.
As a further technical scheme, in the step F, the temperature measuring holes are located on two sides of the inclined shaft freezing hole.
As a further technical scheme, in the step F, the vertical distance between the temperature measuring hole and the straight line where the freezing holes of the open slots in the adjacent rows are located is 1.3 m.
As a further technical scheme, the depth of the open groove freezing hole exceeds the depth of the inclined shaft freezing hole at the same tunneling depth position.
In a further aspect, in step G, seamless pipes with a specification of phi 140 x 5mm are used as the freezing pipes and the temperature measuring pipes, and outer collars with a specification of phi 152 x 5mm are used as the freezing pipes and the temperature measuring pipes.
The inclined shaft freezing system is constructed by using the inclined shaft freezing construction process, is arranged in the open trough section, comprises a plurality of inclined shaft freezing holes and further comprises
A plurality of open groove freezing holes are respectively arranged on two sides of the inclined shaft freezing hole, the open groove freezing holes on the same side are arranged in rows,
a plurality of seal head freezing holes are arranged at the initial side of the open channel section along the tunneling direction, the seal head freezing holes are arranged between adjacent rows of the inclined shaft freezing holes,
a plurality of tail sealing freezing holes are arranged on one side of the exposed groove section along the end of the tunneling direction, and the tail sealing freezing holes are arranged between adjacent rows of inclined shaft freezing holes
The working principle and the beneficial effects of the invention are as follows:
in the prior art, the construction of the inclined shaft freezing method generally adopts segmented freezing, namely, a freezing section is divided into a plurality of sections, the first freezing section is firstly frozen, the time for starting freezing the second freezing section is determined according to the freezing condition and the tunneling progress, the time for starting freezing the subsequent sections is analogized in turn, and the tunneling construction is carried out after the freezing is finished. The excavating construction comprises an open excavation mode and a subsurface excavation mode, and the overtravel prevention of the open excavation construction is the key point, so when the first freezing section is frozen, the open excavation construction can be carried out after the thickness of the freezing wall meets the requirement of the overtravel prevention, at the moment, the thickness and the strength of the freezing wall exceed the requirements of the subsurface excavation construction, the time from the freezing to the excavation is prolonged, and the refrigeration cost is increased.
In the invention, an open trough section is further divided in an area of an original first freezing section close to the ground surface, the rest part is used as a new first freezing section, the new first freezing section is a hidden excavation section, inclined well freezing holes are arranged in the open trough section along the driving direction of an inclined well, a plurality of open trough freezing holes are respectively added on two sides of each inclined well freezing hole, the freezing speed of the inclined well freezing holes arranged in the open trough section can be accelerated, the freezing wall thickness and strength of two sides in the open trough section are improved, an end socket freezing hole is additionally arranged on the initial side in the driving direction in the open trough section, an end sealing freezing hole is additionally arranged on the ending side, the freezing speeds of the initial side and the ending side in the driving direction are accelerated, the freezing speed of the middle row of the inclined well freezing holes is accelerated, simultaneously, the cover soil of a shaft top plate is reinforced during open excavation and hidden excavation, the temperature is prevented from being measured, holes are arranged on the outermost side, freezing pipes are arranged to the inclined well freezing holes, The open groove freezing holes, the end socket freezing holes and the end socket freezing holes are formed, the temperature measuring pipes are placed into the temperature measuring holes, the whole open groove section is frozen, and after arrangement and construction, the open groove section can be frozen in a reinforced mode, so that the purpose of preventing two sides of the open groove from overturning is achieved, and the purposes of safe construction in advance and construction period shortening of a new first freezing section, namely a subsurface excavation section, are achieved.
The method does not change the traditional drilling construction and freezing construction process, is convenient to operate, open groove freezing holes, end socket freezing holes, tail socket freezing holes and temperature measuring holes which are added in the open groove section are easy to construct, and because the punching positions are all positioned in the open groove section, the punching depth is shallow, the increased cold quantity is less, the difference of the open excavation construction process and the underground excavation construction process and the effect of a frozen wall are different, the freezing mode is adjusted, the aim of excavating in advance is achieved, the underground excavation section is entered in advance, and the construction period is shortened.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific implementation processes.
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is a top view of FIG. 1;
FIG. 3 is a schematic structural diagram of the inclined shaft freezing whole construction in the invention;
in the figure: 1-open groove section, 2-remaining first freezing section, 3-freezing holes, 4-open groove freezing holes, 5-end socket freezing holes, 6-end socket freezing holes, 7-temperature measuring holes, 8-terrace layer, 9-still water level layer, 10-pebble layer, 11-bedrock strong weathering zone, 12-bedrock weak weathering zone and 13-stable bedrock layer.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any inventive step, are intended to be within the scope of the present invention.
As shown in fig. 1 to 3, the present embodiment proposes
A freezing construction process for inclined shaft includes open cut and underground cut, and includes the following steps when open cut is changed into underground cut
A: dividing an exposed groove section 1, wherein the exposed groove section 1 is positioned in an area below the ground surface and close to the ground surface,
b: a plurality of inclined shaft freezing holes 3 are arranged in the open trough section 1,
c: a plurality of open trough freezing holes 4 are respectively arranged at two sides of the inclined shaft freezing holes 3 in the open trough section 1 and used for accelerating the freezing speed of the inclined shaft freezing holes 3 arranged in the open trough section 1,
d: an end socket freezing hole 5 is additionally arranged at the initial side of the open channel section 1 along the tunneling direction, the end socket freezing hole 5 is used for accelerating the freezing speed at the initial side along the tunneling direction,
e: a tail sealing freezing hole 6 is additionally arranged at the end side of the open slot section 1 along the tunneling direction, the tail sealing freezing hole 6 is used for accelerating the freezing speed at the end side along the tunneling direction,
f: a temperature measuring hole 7 is arranged in the open trough section 1,
g: the freezing pipe is put into the inclined shaft freezing hole 3, the open trough freezing hole 4, the end socket freezing hole 5 and the end socket freezing hole 6, the temperature measuring pipe is put into the temperature measuring hole 7, the whole open trough section 1 is put into freezing,
h: after the frozen wall is coiled, the frozen wall is frozen for 5-10 days, and the open groove section is excavated.
In the prior art, the construction of the inclined shaft freezing method generally adopts segmented freezing, namely, a freezing section is divided into a plurality of sections, the first freezing section is firstly frozen, the time for starting freezing the second freezing section is determined according to the freezing condition and the tunneling progress, the time for starting freezing the subsequent sections is analogized in turn, and the tunneling construction is carried out after the freezing is finished. The excavating construction comprises an open excavation mode and a subsurface excavation mode, and the overtravel prevention of the open excavation construction is the key point, so when the first freezing section is frozen, the open excavation construction can be carried out after the thickness of the freezing wall meets the requirement of the overtravel prevention, at the moment, the thickness and the strength of the freezing wall exceed the requirements of the subsurface excavation construction, the time from the freezing to the excavation is prolonged, and the refrigeration cost is increased.
In the embodiment, an open trough section 1 is further divided in an area of an original first freezing section close to the ground surface, the rest part is used as a residual first freezing section 2, namely an underground excavation section, besides inclined shaft freezing holes 3 are arranged in the open trough section 1 along the driving direction of an inclined shaft, a plurality of open trough freezing holes 4 are respectively added on two sides of each inclined shaft freezing hole 3, the freezing speed of the inclined shaft freezing holes 3 arranged in the open trough section 1 can be accelerated, the freezing wall thickness and the strength of two sides in the open trough section 1 are improved, a head sealing freezing hole 5 is additionally arranged on the initial side in the driving direction in the open trough section 1, a tail sealing freezing hole 6 is additionally arranged on the terminal side, the freezing speed of the initial side and the terminal side in the driving direction can be accelerated, the top plate of a shaft during open-excavation and underground excavation is reinforced, the freezing speed of the middle row of the inclined shaft freezing holes 3 is accelerated, and a temperature measuring hole 7 is arranged on the outermost side, the freezing pipe is placed in the inclined shaft freezing hole 3, the open groove freezing hole 4, the end socket freezing hole 5 and the end socket freezing hole 6, the temperature measuring pipe is placed in the temperature measuring hole 7, and the whole open groove section 1 is frozen.
The method does not change the traditional drilling construction and freezing construction process, is convenient to operate, the open slot freezing holes 4, the end socket freezing holes 5, the tail seal freezing holes 6 and the temperature measuring holes 7 which are additionally arranged on the open slot section 1 are easy to construct, the drilling depth is shallow due to the fact that the drilling positions are all positioned in the open slot section 1, the increased cooling capacity is small, the difference of the open-cut construction process and the underground-cut construction process and the effect of a frozen wall are different, the freezing mode is adjusted, the purpose of excavating in advance is achieved, and the construction period is shortened.
Further, in step a, an open trough section 1 is defined between the ground surface and a position having a depth of 3m, with a depth of 3m into the ground surface as a boundary.
In the prior art, as the upper part of the shaft is thin in covering soil and easy to collapse, the excavation depth of open cut must be extended, the thickness of the covering soil on the upper part of the shaft is increased when the open cut is changed into the underground cut, and the thickness of the covering soil is generally 2-5 m.
Further, in the step C, a plurality of rows of inclined shaft freezing holes 3 are arranged in the open trough section 1, the open trough freezing holes 4 on the same side are also arranged in rows, and the number of the open trough freezing holes 4 is the same as that of the inclined shaft freezing holes 3 in the adjacent row.
In the embodiment, the open trough freezing holes 4 can accelerate the freezing speed of the inclined shaft freezing holes 3 arranged in the open trough section 1 and reinforce the strength of the two freezing walls during open trough excavation.
Further, in the step D and the step E, 5 rows of inclined shaft freezing holes 3 are formed, and the end socket freezing holes 5 and the end socket freezing holes 6 are arranged between the adjacent rows of inclined shaft freezing holes 3.
In the embodiment, the seal head freezing holes 5 and the seal tail freezing holes 6 are arranged between the inclined shaft freezing holes 3, so that the freezing speed is accelerated, and the cover soil of a top plate of a shaft can be reinforced when open excavation is changed into underground excavation.
Further, in step F, temperature measuring holes 7 are positioned on both sides of the inclined shaft freezing hole 3.
Further, in step F, the vertical distance between the temperature measuring hole 7 and the straight line where the freezing holes 4 of the adjacent rows of the open reading channels are located is 1.3 m.
Further, the depth of the open groove freezing hole 4 exceeds the depth of the inclined shaft freezing hole 3 at the same tunneling depth position.
Further, in step G, seamless pipes with a specification of phi 140 x 5mm were used for the freezing pipe and the temperature measuring pipe, and an outer collar with a specification of phi 152 x 5mm was used for the freezing pipe and the temperature measuring pipe.
A freezing system of inclined shaft is constructed by using the freezing construction process of the inclined shaft, is arranged in an exposed groove section 1, comprises a plurality of freezing holes 3 of the inclined shaft and also comprises
A plurality of open trough freezing holes 4 are respectively arranged at two sides of the open trough freezing hole 4 and the inclined shaft freezing hole 3, the open trough freezing holes 4 at the same side are arranged in rows,
the head freezing holes 5 are arranged on the initial side of the open channel section 1 along the tunneling direction, the head freezing holes 5 are arranged between the adjacent rows of inclined shaft freezing holes 3,
and a plurality of tail sealing freezing holes 6 are formed in the end side of the open channel section 1 along the tunneling direction, and the tail sealing freezing holes 6 are formed between the adjacent rows of inclined shaft freezing holes 3.
Example of engineering
Taking the freezing of the main inclined shaft as an example, the inclined shaft freezing construction process adopts segmented freezing to divide a freezing section into a plurality of sections. The original first freezing section is frozen in a full section, the maximum slant distance of freezing holes of the first freezing section is 3.73m, the maximum side row distance is 2.4m, and the calculation method of the days required for starting freezing to excavation is as follows:
the development speed of the hole-arranging frozen soil in the full-section freezing section is about 31mm/d generally, the development speed of the side hole-arranging is about 21mm/d generally, the freezing and looping time is calculated according to the maximum hole spacing of each section and a formula tau which is L/2V,
in the formula, tau is freezing circle-crossing time/d, L is maximum hole distance/mm, and V is frozen soil development speed/mm/d.
The maximum hole spacing of the middle row is 4.353m, the freezing period is 70 days, the circle is changed into 4353 mm/31 mm/d/2 ÷ 66 days
The maximum hole spacing of the side row is 2.226m, and the frozen 53 days are alternated with 2226 mm/21 mm/d/2-53 days
After the frozen wall is coiled, the frozen wall needs to be frozen for about 7 to 10 days, the thickness and the strength of the frozen wall meet the design requirements for excavation,
the first freezing section adopts full-section freezing, and 77-80 days are needed for calculating the time from freezing to excavation.
After the freezing mode is adjusted, the method of embodiment 1 is adopted for freezing, the stratum is divided into a terrace layer 8, a still water level layer 9, a pebble layer 10, a bedrock strongly weathered zone 11, a bedrock weakly weathered zone 12 and a stable bedrock layer 13 from top to bottom, and the construction steps comprise:
a: in the area of the original first freezing section close to the ground surface and in the terrace layer 8, an exposed groove section 1 is further divided from the position with the depth of 3m to the ground surface, the rest part is used as a new first freezing section, the horizontal distance of the exposed groove section 1 is 16.006m, the inclined length is 16.651m,
b: a plurality of inclined shaft freezing holes 3 are arranged in the open trough section 1, the depth of each hole is 9.34-13.93 m, the bottom of each inclined shaft freezing hole 3 reaches the pebble layer 10,
c: a plurality of open groove freezing holes 4 are respectively arranged on two sides of an inclined well freezing hole 3 in an open groove section 1, each side of the open groove freezing holes 4 is arranged in a row, the number of the open groove freezing holes 4 is the same as that of the inclined well freezing holes 3 in the adjacent row, the number of the open groove freezing holes 4 is 11, the straight line distance between the open groove freezing holes and the adjacent row of the inclined well freezing holes is 1m, the hole distance between every two adjacent open groove freezing holes is 1.601m, the hole depth exceeds 9m of a well barrel bottom and is 13.34-17.93 m, the hole bottom reaches a pebble layer 10, 22 open groove freezing holes 4 are formed in total, the freezing speed of the inclined well freezing holes 3 in the row in,
d: an end socket freezing hole 5 is additionally arranged at the position, where the hole interval of the freezing holes of the original inclined shaft is larger, of the starting side in the open trough section 1 along the tunneling direction, the end socket freezing hole 5 is used for accelerating the freezing speed of the starting side in the tunneling direction,
e: in the open trough section 1, on the end side along the tunneling direction, namely, at the position 3m away from the ground surface, a tail sealing freezing hole 6 is additionally arranged at the position with larger hole distance of the original inclined shaft freezing holes, the tail sealing freezing hole 6 is used for accelerating the freezing speed on the end side along the tunneling direction,
f: temperature measuring holes 7 are arranged in the open trough section 1, the vertical distance between each temperature measuring hole 7 and a straight line where the freezing holes 4 of the adjacent rows of open trough are located is 1.3m, the hole depths of the temperature measuring holes 7 are 14.748m, the hole bottoms reach the pebble layer 10,
g: the freezing pipe is put into the inclined shaft freezing hole 3, the open trough freezing hole 4, the end socket freezing hole 5 and the end socket freezing hole 6, the temperature measuring pipe is put into the temperature measuring hole 7, the whole open trough section 1 is put into freezing,
h: after the frozen wall is coiled, the frozen wall is frozen for 7-10 days, and the open groove section is excavated.
In the area of the original first freezing section close to the ground surface, an open trough section 1 is further divided, the rest part is used as a new first freezing section, and 30 freezing holes and 2 temperature measuring holes are added in the newly divided open trough section 1, wherein the freezing hole engineering quantity is 439.970m, and the drilling hole engineering quantity is 469.466 m.
The open groove section circle-crossing and excavation time are calculated as follows:
the development speed of frozen soil in the middle row of holes is about 31mm/d generally, the development speed of side row of holes is about 21mm/d generally, the freezing and coiling time is calculated according to the maximum hole spacing of each section and a formula tau to L/2V,
in the formula, tau is freezing circle-crossing time/d, L is maximum hole distance/mm, and V is frozen soil development speed/mm/d.
The maximum hole spacing of the middle row is 3.311m, the frozen 53 days are alternated with 3311 mm/31 mm/d/2-53 days
The maximum hole spacing of the side row is 1.960m, and the frozen 47 days cross the circle 1960 mm/21 mm/d/2 ÷ 47 days
After the frozen wall is coiled, the frozen wall needs to be frozen for about 7 to 10 days, the thickness and the strength of the frozen wall meet the design requirements for excavation,
and calculating the time from the freezing start to the excavation of the open trough section to 60-63 days.
The main inclined shaft of the Libi mine starts to freeze in 2019, 4 and 1 days, after the main inclined shaft is frozen for 55 days, the main inclined shaft is tried to be excavated in a 5 and 25 days in 2019, 5 and 25 days, the construction period is greatly advanced compared with the original design period, and through on-site actual detection and the trial excavation process, the strength and the thickness of a frozen wall meet requirements, and the frozen soil overturning phenomenon does not occur.
Taking the freezing of the main inclined shaft in the Lily as an example, the freezing mode is adopted, the total cost of the drilling construction, the liquid supply pipe and the like is 22.1 ten thousand yuan, the freezing machine is operated at full load in the active freezing period, the power consumption of 6 sets of units is 10800KWh every day, the unit price of the electric charge is calculated according to 0.7 yuan/KWh, the electric charge of the operation of the freezing machine in 20 days is about 90.7 ten thousand yuan, and the construction cost is greatly reduced.
The successful application of the freezing mode solves the problems of long freezing period and high open cut safety risk before the inclined shaft is frozen and excavated. The method has important significance in reducing the construction cost and shortening the construction period.
The method only adjusts and optimizes the freezing mode, does not change the drilling and freezing construction process, and has simple operation, thereby having good economic and social benefits.
The present invention is not limited to the above preferred embodiments, and any modifications, equivalent substitutions, improvements, etc. within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (9)
1. The freezing construction process for inclined shaft includes open cut and underground cut and features that the construction process includes the following steps
A: dividing an open trough section (1), wherein the open trough section (1) is positioned in an area which is below the ground surface and close to the ground surface,
b: a plurality of inclined shaft freezing holes (3) are arranged in the open groove section (1),
c: a plurality of open trough freezing holes (4) are respectively arranged on two sides of the inclined shaft freezing hole (3) in the open trough section (1) and used for accelerating the freezing speed of the inclined shaft freezing hole (3) arranged in the open trough section (1),
d: additionally arranging a head freezing hole (5) at the initial side along the tunneling direction in the open trough section (1), wherein the head freezing hole (5) is used for accelerating the freezing speed at the initial side along the tunneling direction,
e: additionally arranging a tail sealing freezing hole (6) on the end side along the tunneling direction in the open trough section (1), wherein the tail sealing freezing hole (6) is used for accelerating the freezing speed of the end side along the tunneling direction,
f: a temperature measuring hole (7) is arranged in the open trough section (1),
g: the freezing pipe is put into the inclined shaft freezing hole (3), the open trough freezing hole (4), the seal head freezing hole (5) and the seal tail freezing hole (6), the temperature measuring pipe is put into the temperature measuring hole (7), the whole open trough section (1) is frozen,
h: and after freezing is finished, excavating the open groove section.
2. The inclined shaft freezing construction process according to claim 1, wherein in step A, the clear trough section (1) is located between the ground surface and the position with the depth of 3m, wherein the depth of 3m is taken as a boundary.
3. The inclined shaft freezing construction process according to claim 2, wherein in step C, the inclined shaft freezing holes (3) in the open trough section (1) are arranged in a plurality of rows, the open trough freezing holes (4) on the same side are also arranged in a row, and the number of the open trough freezing holes (4) is the same as that of the inclined shaft freezing holes (3) in the adjacent row.
4. The inclined shaft freezing construction process according to claim 3, wherein in the steps D and E, 5 rows of the inclined shaft freezing holes (3) are formed, and the seal head freezing holes (5) and the seal tail freezing holes (6) are arranged between the adjacent rows of the inclined shaft freezing holes (3).
5. The inclined shaft freezing construction process according to claim 3, wherein in step F, the temperature measuring holes (7) are positioned at both sides of the inclined shaft freezing hole (3).
6. The inclined shaft freezing construction process according to claim 5, wherein in the step F, the vertical distance between the temperature measuring hole (7) and the straight line where the adjacent row of the open trough freezing holes (4) is located is 1.3 m.
7. The inclined shaft freezing construction process according to claim 1, wherein the depth of the open groove freezing hole (4) exceeds the depth of the inclined shaft freezing hole (3) at the same tunneling depth position.
8. The inclined shaft freezing construction process according to any one of claims 1 to 7, wherein in the step G, seamless pipes with the specification of phi 140 x 5mm are adopted as the freezing pipes and the temperature measuring pipes, and external collars with the specification of phi 152 x 5mm are adopted as the freezing pipes and the temperature measuring pipes.
9. A slant freezing system constructed by using the slant freezing construction process according to claim 1, arranged in the open trough section (1), and comprising a plurality of the slant freezing holes (3), characterized by further comprising
A plurality of open groove freezing holes (4) are respectively arranged at two sides of the inclined shaft freezing hole (3), the open groove freezing holes (4) at the same side are arranged in rows,
the end socket freezing holes (5) are arranged on the initial side of the open slot section (1) along the tunneling direction, the end socket freezing holes (5) are arranged between adjacent rows of the inclined shaft freezing holes (3),
and the tail sealing freezing holes (6) are arranged on one end side of the open trough section (1) along the tunneling direction, and the tail sealing freezing holes (6) are arranged between adjacent rows of the inclined shaft freezing holes (3).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010748054.1A CN111852483A (en) | 2020-07-30 | 2020-07-30 | Inclined shaft freezing construction process and inclined shaft freezing system |
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| CN202010748054.1A CN111852483A (en) | 2020-07-30 | 2020-07-30 | Inclined shaft freezing construction process and inclined shaft freezing system |
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| CN202010748054.1A Pending CN111852483A (en) | 2020-07-30 | 2020-07-30 | Inclined shaft freezing construction process and inclined shaft freezing system |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113175327A (en) * | 2021-04-28 | 2021-07-27 | 安徽理工大学 | Freezing pipe of inclined shaft under condition of fast tunneling of fully-mechanized excavating machine and arrangement method of freezing pipe |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102182463A (en) * | 2011-04-12 | 2011-09-14 | 中煤邯郸特殊凿井有限公司 | Inclined shaft freezing heat insulation method |
| CN102758631A (en) * | 2012-08-02 | 2012-10-31 | 兖矿集团有限公司 | Freezing method of frozen wall of inclined shaft |
| CN102777185A (en) * | 2012-05-15 | 2012-11-14 | 张晓岩 | Inclined well shaft construction technology |
| CN110130380A (en) * | 2019-04-03 | 2019-08-16 | 中煤第一建设有限公司 | A kind of shallow water locating depth foundation pit ramp trench excavation method |
-
2020
- 2020-07-30 CN CN202010748054.1A patent/CN111852483A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102182463A (en) * | 2011-04-12 | 2011-09-14 | 中煤邯郸特殊凿井有限公司 | Inclined shaft freezing heat insulation method |
| CN102777185A (en) * | 2012-05-15 | 2012-11-14 | 张晓岩 | Inclined well shaft construction technology |
| CN102758631A (en) * | 2012-08-02 | 2012-10-31 | 兖矿集团有限公司 | Freezing method of frozen wall of inclined shaft |
| CN110130380A (en) * | 2019-04-03 | 2019-08-16 | 中煤第一建设有限公司 | A kind of shallow water locating depth foundation pit ramp trench excavation method |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113175327A (en) * | 2021-04-28 | 2021-07-27 | 安徽理工大学 | Freezing pipe of inclined shaft under condition of fast tunneling of fully-mechanized excavating machine and arrangement method of freezing pipe |
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