CN112523758A - Large-section shallow-buried underground excavation method for saturated soft clay stratum - Google Patents
Large-section shallow-buried underground excavation method for saturated soft clay stratum Download PDFInfo
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- CN112523758A CN112523758A CN202011235153.6A CN202011235153A CN112523758A CN 112523758 A CN112523758 A CN 112523758A CN 202011235153 A CN202011235153 A CN 202011235153A CN 112523758 A CN112523758 A CN 112523758A
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 54
- 238000000034 method Methods 0.000 title claims abstract description 28
- 239000004927 clay Substances 0.000 title claims abstract description 14
- 229920006395 saturated elastomer Polymers 0.000 title claims abstract description 14
- 230000008014 freezing Effects 0.000 claims abstract description 123
- 238000007710 freezing Methods 0.000 claims abstract description 123
- 230000002787 reinforcement Effects 0.000 claims abstract description 35
- 239000002689 soil Substances 0.000 claims abstract description 29
- 238000010276 construction Methods 0.000 claims abstract description 21
- 238000005728 strengthening Methods 0.000 claims abstract description 12
- 238000002347 injection Methods 0.000 claims description 12
- 239000007924 injection Substances 0.000 claims description 12
- 230000035699 permeability Effects 0.000 claims description 3
- 239000002131 composite material Substances 0.000 abstract description 6
- 230000002349 favourable effect Effects 0.000 abstract description 5
- 230000003014 reinforcing effect Effects 0.000 description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 238000010257 thawing Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009529 body temperature measurement Methods 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000008018 melting Effects 0.000 description 1
- 238000002844 melting Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000013316 zoning 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
- 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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a large-section shallow-buried underground excavation method for a saturated soft clay stratum, which comprises the following steps of: (1) carrying out omnibearing high-pressure jet strengthening on the periphery of the section to be excavated, and carrying out omnibearing high-pressure jet weak strengthening in the range of the section to be excavated; (2) applying a mouth-shaped frozen wall around the section to be excavated, applying a well-shaped frozen wall within the range of the section to be excavated, and separating the section to be excavated into an upper section and a lower section through the frozen wall; (3) firstly, carrying out excavation and primary support on the lower-layer section blocks, then carrying out excavation and primary support on the upper-layer section blocks, and carrying out construction of a secondary structure after excavation is finished. The invention has the advantages that: horizontal MJS reinforcement and freezing reinforcement are adopted to form a composite reinforcement body, so that the bearing capacity of the soil around the excavation outline is improved; the whole section is layered from top to bottom, and the sequence of excavation from bottom to top is favorable for reducing the influence of excavation on the ground environment.
Description
Technical Field
The invention belongs to the technical field of large-section underground excavation engineering, and particularly relates to a large-section shallow-buried underground excavation method for a saturated soft clay stratum.
Background
With the deepening of the networked construction of the rail transit, projects which need to adopt an underground excavation method or partially adopt the underground excavation method are continuously appeared and gradually increased under the influence of traffic, pipelines, environment and the like in central areas of cities. The underground excavation method has the advantages of no influence on ground traffic and pipelines, small occupied area and the like during construction, and the construction method for constructing the track traffic underground station by adopting the underground excavation method at home and abroad mainly comprises a shallow-buried underground excavation method, a pipe curtain method, a shield method and the like. The shallow-buried underground excavation method is applied to rock and composite strata of cities in the middle, the west and parts of the south of China, however, in saturated soft clay strata, a mature shallow-buried underground excavation method is still lacked at present.
Disclosure of Invention
The invention aims to provide a saturated soft clay stratum large-section shallow-buried underground excavation method according to the defects of the prior art, which respectively carries out strong reinforcement and weak reinforcement on the periphery and in the section range of a section to be excavated through an MJS omnibearing high-pressure injection process, carries out frozen wall construction on the periphery and in the range of the section to be excavated by adopting a freezing mode, divides the section to be excavated into an upper-layer section and a lower-layer section, and then carries out underground excavation according to the layering and unit-dividing sequence, thereby reducing the influence of excavation and construction on the ground to the maximum extent.
The purpose of the invention is realized by the following technical scheme:
a large-section shallow-buried underground excavation method for a saturated soft clay stratum is characterized by comprising the following steps:
(1) carrying out omnibearing high-pressure jet strengthening on the periphery of the section to be excavated, and carrying out omnibearing high-pressure jet weak strengthening in the range of the section to be excavated;
(2) applying a mouth-shaped freezing wall around the section to be excavated, applying a well-shaped freezing wall within the range of the section to be excavated, and separating the section to be excavated into an upper section and a lower section through the freezing wall;
(3) excavating the lower-layer section in blocks and carrying out primary support at the same time, and after the excavation of the lower-layer section is finished, carrying out secondary structure construction on the primary support foundation; and excavating the upper-layer section in blocks and carrying out primary support at the same time, and after the excavation of the upper-layer section is finished, carrying out construction of a secondary structure on the basis of the primary support.
The strong reinforcement during the omnibearing high-pressure injection means that the reinforcement strength index of the soil body reaches: unconfined compressive strength is more than or equal to 0.8MPa, and permeability coefficient is less than or equal to 1 multiplied by 10-7(ii)/cm/s; the weak reinforcement during the omnibearing high-pressure injection means that the reinforcement strength index of the soil body reaches: the unconfined compressive strength is not less than 0.5MPa and not more than 0.8 MPa.
The strongly reinforced area during the omnibearing high-pressure injection comprises side walls positioned at two sides of a section to be excavated and a bottom plate positioned at the bottom; and the weakly reinforced area during the omnibearing high-pressure injection comprises an area except the frozen wall in the range of the section to be excavated.
The freezing wall in the shape of the Chinese character 'kou' comprises a top freezing wall, a bottom freezing wall and a side wall freezing wall, and the construction method of the top freezing wall comprises the following steps:
arranging a plurality of pipe sheds I at intervals in the horizontal direction in the area of the top frozen wall to be constructed, respectively arranging freezing pipes in the pipe sheds I and freezing soil to form the top frozen wall;
arranging a plurality of freezing holes I at intervals in the horizontal direction in the area of the bottom freezing wall to be constructed, respectively arranging freezing pipes in the freezing holes I, and freezing a soil body to form the bottom freezing wall;
arranging a row of pipe sheds II distributed at intervals along the vertical direction and a row of freezing holes II distributed at intervals along the vertical direction in an area of the side wall frozen wall to be constructed, arranging freezing pipes in every other pipe shed II in the row of the pipe sheds II, arranging freezing pipes in the freezing holes II, and freezing soil to form the side wall frozen wall.
The well-shaped freezing wall comprises a first horizontal freezing wall, a second horizontal freezing wall and two vertical freezing walls, the first horizontal freezing wall divides the section to be excavated into the upper section and the lower section, an upper row of pipe sheds and a lower row of pipe sheds are arranged in the first horizontal freezing wall, and freezing pipes are correspondingly arranged in each pipe shed in one row; the second horizontal freezing wall divides the lower section into an upper part and a lower part; the two vertical freezing walls divide the upper section into a left block, a middle block and a right block, and divide the lower section into a left block, a middle block and a right block at the upper part and a left block, a middle block and a right block at the lower part; freezing holes are respectively arranged in the second horizontal freezing wall and the two vertical freezing walls, and freezing pipes are placed in the freezing holes.
And the lower-layer section block excavation sequence is as follows: and firstly excavating an upper middle block and a lower middle block of the lower section, and then excavating an upper left block and an upper right block, a lower left block and a lower right block at two sides.
And the sequence of excavating the upper-layer section blocks is as follows: and firstly excavating a middle block of the upper section, and then excavating a left block and a right block at two sides.
Temperature measuring holes are arranged in the freezing wall.
And pressure relief holes are arranged in the weakly reinforced area adopting the omnibearing high-pressure injection.
The invention has the advantages that:
(1) for the problem of 'softness', horizontal MJS reinforcement is adopted, so that the bearing capacity of soil around the excavation outline is improved, the soil on the excavation tunnel face is stabilized, and meanwhile, a certain support is provided for longitudinal stress of the pipe shed;
(2) for the problem of 'water', horizontal freezing reinforcement is adopted to form a uniform closed frozen soil curtain with certain strength;
(3) the MJS reinforcement greatly reduces the harm caused by frost heaving and thawing sinking, the freezing reinforcement makes up the problem of non-uniformity of horizontal MJS reinforcement bodies, and the two are combined to form a composite reinforcement body with high strength, reliable water stop and small influence on the environment;
(4) for the problem of shallow soil covering, the pipe shed is adopted for supporting, and the pipe shed and the composite reinforcing body are combined together through freezing to form a combined bearing system, so that the influence of underground excavation construction on the environment is reduced to the maximum extent under the condition of limited soil covering thickness;
(5) the whole section is layered up and down, and the sequence of excavation from top to bottom is favorable for reducing the influence of excavation on the ground environment, and meanwhile, when an upper layer area is excavated, a lower part structure is completed, so that an upper part supporting structure has a reliable holding point; the sequence of the middle and the rear two sides is favorable for span reduction, a large-span stress system is avoided, and the stress and deformation of the reinforcement body are reduced; the reinforcing form is closely attached to the requirements of the excavation process, the pipe shed is arranged at the upper layering position and the lower layering position, the freezing reinforcement is arranged in the block area, the excavation area is layered and partitioned, and the influence of local block excavation on the whole is reduced.
Drawings
FIG. 1 is a schematic view of MJS omni-directional high pressure injection reinforcement of a cross section in the present invention;
FIG. 2 is a schematic view of freezing and strengthening a cross section in the present invention;
FIG. 3 is a schematic diagram of the layering and zoning of a cross section in the present invention.
Detailed Description
The features of the present invention and other related features are described in further detail below by way of example in conjunction with the following drawings to facilitate understanding by those skilled in the art:
referring to FIGS. 1-3, reference numerals 1-are respectively: the device comprises a section 1, an upper reinforcement area 2, a weak reinforcement area 3, a freezing wall 4, a top freezing wall 4a, a side wall freezing wall 4b, a bottom freezing wall 4c, a freezing wall 5, a first horizontal freezing wall 5a, a second horizontal freezing wall 5b, a vertical freezing wall 5c, a pipe shed 6, a pipe shed 7a, a pipe shed 7b, a freezing hole 8, a freezing hole 9, a pipe shed 10a, a pipe shed 10b, a freezing hole 11, a pressure relief hole 12, a temperature measurement hole 13, an upper section 14, a left block 14a, a middle block 14b, a right block 14c, a lower section 15, a left block 15a, a middle block 15b and a right block 15 c.
Example (b): as shown in fig. 1, 2 and 3, the embodiment specifically relates to a large-section shallow-buried underground excavation method for a saturated soft clay stratum, which mainly comprises the following steps:
(1) carrying out MJS omnibearing high-pressure jet strengthening on the periphery of the section to be excavated 1 to form a strong strengthening region 2, wherein the strong strengthening region 2 comprises side walls on two sides of the section to be excavated 1 and a bottom plate positioned at the bottom; the side wall position is reinforced by 1 row of phi 2400 MJS semi-circle construction method piles, the vertical spacing is 950mm, the bottom plate position is reinforced by 2 rows of phi 2400 MJS construction method piles (180 degree semi-circle), the MJS construction method piles ∅ 2400 semi-circle horizontal spacing is 1600mm, and the vertical spacing is 950 mm; wherein, the reinforcing strength indexes of the strong reinforcing area are as follows: unconfined compressive strength qu is more than or equal to 0.8MPa, and permeability coefficient is less than or equal to 1 multiplied by 10-7The per cm/s, and simultaneously ensures the uniformity, the sealing property and the self-standing property of the reinforced soil body.
Carrying out omnibearing high-pressure jet weak reinforcement within the range of the section to be excavated 1 to form a weak reinforcement area 3, wherein the weak reinforcement area 3 comprises all areas within the range of the section to be excavated 1 except the subsequent frozen wall to be constructed; and 8 rows of MJS construction method piles are constructed, the MJS piles below the frozen wall are close to the lower edge of the frozen wall, and the lower edge of the MJS piles above the frozen wall is connected with the frozen wall. Reinforcement strength index of the weak reinforcement region 3: the unconfined compressive strength qu is more than or equal to 0.5MPa, and the self-standing property of the reinforced soil body is ensured.
(2) Constructing a 'square' shaped frozen wall 4 around the section 1 to be excavated, wherein the frozen wall 4 comprises a top frozen wall 4a, a bottom frozen wall 4c and side wall frozen walls 4b at two sides; the construction method comprises the following steps:
arranging a plurality of pipe sheds 6 in the area of a top frozen wall 4a to be constructed at intervals along the horizontal direction, arranging freezing pipes in each pipe shed 6 and filling cement mortar, so as to freeze a soil body to form the top frozen wall 4a, wherein the thickness of the top frozen wall 4a is 1m, and the average temperature of the top frozen soil is not higher than-8 ℃;
arranging a plurality of freezing holes 8 at intervals in the horizontal direction in the area of a bottom freezing wall 4c to be constructed, wherein the freezing holes are arranged in an upper row and a lower row, freezing pipes are respectively arranged in the freezing holes 8, and a soil body is frozen to form the bottom freezing wall 4c, the thickness of the bottom freezing wall 4c is 3m, and the average temperature of the bottom freezing soil is not higher than-10 ℃;
arranging a row of pipe sheds 7 which are distributed at intervals along the vertical direction and a row of freezing holes 9 which are distributed at intervals along the vertical direction in the area of the side wall freezing wall 4b to be constructed, and arranging freezing pipes in every other pipe shed 7 in the row of pipe sheds 7; arranging freezing pipes in each freezing hole 9 in the row of freezing holes 9, so as to freeze a soil body to form side wall freezing walls 4b, wherein the thickness of the side wall freezing walls 4b at two sides is 2.5 m; the average temperature of frozen soil of the side wall is not higher than-10 ℃.
The freezing wall 5 in a shape like a Chinese character 'jing' is constructed in the range of the section 1 to be excavated, and comprises a first horizontal freezing wall 5a, a second horizontal freezing wall 5b and two vertical freezing walls 5c, wherein:
an upper row of pipe sheds and a lower row of pipe sheds, namely a pipe shed 10a and a pipe shed 10b, are arranged in the area of the first horizontal freezing wall 5a, freezing pipes are arranged in the pipe sheds 10a positioned on the upper row so as to freeze to form the first horizontal freezing wall 5a with the thickness of 1.6m, and the range of the section 1 is divided into an upper section 14 and a lower section 15 by the first horizontal freezing wall 5 a; the pipe shed 10a and the pipe shed 10b can bear all the loads on the upper part;
the second horizontal freezing wall 5b divides the lower section 15 into an upper part and a lower part; the two vertical freezing walls 5c divide the upper section 14 into a left block, a middle block and a right block (a left block 14a, a middle block 14b and a right block 14 c), and divide the lower section into a left block, a middle block and a right block (a left block 15a, a middle block 15b and a right block 15 c) at the upper part and a left block, a middle block 15b and a right block (a left block 15a, a middle block 15b and a right block 15 c) at the lower part; freezing holes 11 are respectively arranged in the second horizontal freezing wall 5b and the two vertical freezing walls 5c, and freezing pipes are placed in the freezing holes 11.
In addition, temperature measuring holes 13 are arranged in the freezing walls 4 and 5, and pressure relief holes 12 are arranged in the weak reinforcing area 3 adopting MJS omnibearing high-pressure injection, so that the development conditions of the freezing walls 4 and 5 are monitored and the internal frost heaving pressure is controlled.
The specification of each pipe shed adopts a seamless steel pipe with the diameter of 273 multiplied by 10mm, and the distances between the holes of the transverse and vertical pipe sheds are respectively 450mm and 500 mm.
(3) Firstly excavating a lower-layer section 15, and carrying out primary support while excavating, wherein the excavation sequence is that a middle block 15b at the upper part and the lower part is firstly carried out, then a left block 15a and a right block 15c at the upper part and the lower part at two sides are carried out, and after the excavation is finished, secondary structure construction is carried out on the basis of the primary support;
then excavating the upper-layer section 14, and performing primary support while excavating, wherein the excavating sequence is that a middle block 14b is firstly performed, and then a left block 14a and a right block 14c are arranged on two sides; after the excavation is finished, performing secondary structure construction on the basis of primary support;
after the structures of the lower section 15 and the upper section 14 are completely finished, the freezing is stopped, and the melting and depositing grouting is performed.
The beneficial effect of this embodiment lies in:
(1) for the problem of 'softness', horizontal MJS reinforcement is adopted, so that the bearing capacity of soil around the excavation outline is improved, the soil on the excavation tunnel face is stabilized, and meanwhile, a certain support is provided for longitudinal stress of the pipe shed;
(2) for the problem of 'water', horizontal freezing reinforcement is adopted to form a uniform closed frozen soil curtain with certain strength;
(3) the MJS reinforcement greatly reduces the harm caused by frost heaving and thawing sinking, the freezing reinforcement makes up the problem of non-uniformity of horizontal MJS reinforcement bodies, and the two are combined to form a composite reinforcement body with high strength, reliable water stop and small influence on the environment;
(4) for the problem of shallow soil covering, the pipe shed is adopted for supporting, and the pipe shed and the composite reinforcing body are combined together through freezing to form a combined bearing system, so that the influence of underground excavation construction on the environment is reduced to the maximum extent under the condition of limited soil covering thickness;
(5) the whole section is layered up and down, and the sequence of excavation from top to bottom is favorable for reducing the influence of excavation on the ground environment, and meanwhile, when an upper layer area is excavated, a lower part structure is completed, so that an upper part supporting structure has a reliable holding point; the sequence of the middle and the rear two sides is favorable for span reduction, a large-span stress system is avoided, and the stress and deformation of the reinforcement body are reduced; the reinforcing form is closely attached to the requirements of the excavation process, the pipe shed is arranged at the upper layering position and the lower layering position, the freezing reinforcement is arranged in the block area, the excavation area is layered and partitioned, and the influence of local block excavation on the whole is reduced.
Claims (9)
1. A large-section shallow-buried underground excavation method for a saturated soft clay stratum is characterized by comprising the following steps:
(1) carrying out omnibearing high-pressure jet strengthening on the periphery of the section to be excavated, and carrying out omnibearing high-pressure jet weak strengthening in the range of the section to be excavated;
(2) applying a mouth-shaped freezing wall around the section to be excavated, applying a well-shaped freezing wall within the range of the section to be excavated, and separating the section to be excavated into an upper section and a lower section through the freezing wall;
(3) excavating the lower-layer section in blocks and carrying out primary support at the same time, and after the excavation of the lower-layer section is finished, carrying out secondary structure construction on the primary support foundation; and excavating the upper-layer section in blocks and carrying out primary support at the same time, and after the excavation of the upper-layer section is finished, carrying out construction of a secondary structure on the basis of the primary support.
2. The method of claim 1, wherein the strengthening during the omnibearing high-pressure injection is to achieve a strengthening strength index of a soil body: unconfined compressive strength is more than or equal to 0.8MPa, and permeability coefficient is less than or equal to 1 multiplied by 10-7(ii)/cm/s; the weak reinforcement during the omnibearing high-pressure injection means that the reinforcement strength index of the soil body reaches: the unconfined compressive strength is not less than 0.5MPa and not more than 0.8 MPa.
3. The method for shallow excavation of a large section of a saturated soft clay stratum according to claim 1, wherein the strongly reinforced area during omnibearing high-pressure injection comprises side walls at two sides of the section to be excavated and a bottom plate at the bottom; and the weakly reinforced area during the omnibearing high-pressure injection comprises an area except the frozen wall in the range of the section to be excavated.
4. The large-section shallow-buried underground excavation method for the saturated soft clay stratum according to claim 1, characterized in that the frozen walls in the shape of the Chinese character kou comprise a top frozen wall, a bottom frozen wall and a side wall frozen wall, and the construction method of the top frozen wall comprises the following steps:
arranging a plurality of pipe sheds I at intervals in the horizontal direction in the area of the top frozen wall to be constructed, respectively arranging freezing pipes in the pipe sheds I and freezing soil to form the top frozen wall;
arranging a plurality of freezing holes I at intervals in the horizontal direction in the area of the bottom freezing wall to be constructed, respectively arranging freezing pipes in the freezing holes I, and freezing a soil body to form the bottom freezing wall;
arranging a row of pipe sheds II distributed at intervals along the vertical direction and a row of freezing holes II distributed at intervals along the vertical direction in an area of the side wall frozen wall to be constructed, arranging freezing pipes in every other pipe shed II in the row of the pipe sheds II, arranging freezing pipes in the freezing holes II, and freezing soil to form the side wall frozen wall.
5. The method for shallow-buried excavation of the large section of the saturated soft clay stratum according to claim 1, wherein the freezing walls in the shape of the Chinese character jing comprise a first horizontal freezing wall, a second horizontal freezing wall and two vertical freezing walls, the first horizontal freezing wall divides the section to be excavated into the upper section and the lower section, an upper row of pipe sheds and a lower row of pipe sheds are arranged in the first horizontal freezing wall, and freezing pipes are correspondingly arranged in each pipe shed of one row; the second horizontal freezing wall divides the lower section into an upper part and a lower part; the two vertical freezing walls divide the upper section into a left block, a middle block and a right block, and divide the lower section into a left block, a middle block and a right block at the upper part and a left block, a middle block and a right block at the lower part; freezing holes are respectively arranged in the second horizontal freezing wall and the two vertical freezing walls, and freezing pipes are placed in the freezing holes.
6. The method for the shallow excavation of the large section of the saturated soft clay stratum according to the claim 5, wherein the excavation sequence of the lower section blocks is as follows: and firstly excavating an upper middle block and a lower middle block of the lower section, and then excavating an upper left block and an upper right block, a lower left block and a lower right block at two sides.
7. The method for the shallow excavation of the large section of the saturated soft clay stratum according to the claim 5, wherein the sequence of excavating the upper section in blocks is as follows: and firstly excavating a middle block of the upper section, and then excavating a left block and a right block at two sides.
8. The method of claim 1, wherein the frost wall is provided with temperature measuring holes.
9. The method of claim 3, wherein the weakly consolidated area injected with the omnibearing high pressure jet is provided with a pressure relief hole.
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| CN114855874A (en) * | 2022-04-29 | 2022-08-05 | 南京林业大学 | Open excavation and freezing underground excavation combined construction method for underground communication passage access close to existing structure through pipe gallery |
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Application publication date: 20210319 |