CN113006112B - Method for forming water guide channel around underground station - Google Patents
Method for forming water guide channel around underground station Download PDFInfo
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- CN113006112B CN113006112B CN202110271579.5A CN202110271579A CN113006112B CN 113006112 B CN113006112 B CN 113006112B CN 202110271579 A CN202110271579 A CN 202110271579A CN 113006112 B CN113006112 B CN 113006112B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
Abstract
The invention discloses a method for forming a water guide channel around an underground station, which is used for horizontal water guide of a stratum within the setting influence range of the underground station and comprises the following steps: constructing an enclosure structure around a foundation pit of an underground station to be excavated, and arranging a first support on a top crown beam of the enclosure structure; continuously excavating the foundation pit, and applying a support to the foundation pit until the foundation pit is excavated to the corresponding depth until the foundation pit is excavated to the designed elevation of the water guide channel; and constructing the water guide channel according to the position distribution of the permeable layer around and below the foundation pit. The invention has the advantages that: the design of the enclosure structure is combined with the design of the water guide channel structure, so that the influence of the arrangement of an underground station on the horizontal seepage of a permeable stratum is eliminated, the safe use of the foundation pit enclosure structure can be ensured, and the formation of the water guide channel can be considered; the method is suitable for the construction process of underground stations by an open cut method, and vertical and horizontal water guide channels are formed around the underground station structure, so that the horizontal seepage of underground water is not blocked.
Description
Technical Field
The invention relates to the technical field of construction of underground stations of subways, in particular to a method for forming a water guide channel around an underground station.
Background
The permeable layer is a rock-soil layer which can be penetrated by the moving water flow and has a permeability coefficient of more than 1 m/day. Along with the deepening of urban construction, the excavation depth of the underground station of the urban rail is generally larger, so that a permeable layer can exist in the excavation depth range, and the main structure of the underground part of the underground station and the enclosure structure of the foundation pit can separate the permeable layer, so that the horizontal seepage of underground water in the depth range of the underground station and the depth range of the enclosure structure is influenced, and therefore, technical personnel in the field need a method capable of solving the problem of the horizontal seepage of the permeable layer in the depth range of the underground station and the depth range of the enclosure structure.
Disclosure of Invention
The invention aims to provide a method for forming a water guide channel around an underground station according to the defects of the prior art, and the method combines the design of an enclosure structure with the design of a water guide channel structure, eliminates the influence of the arrangement of the underground station on the horizontal seepage of a permeable stratum, can ensure the safe use of the foundation pit enclosure structure, and can also consider the formation of the water guide channel.
The purpose of the invention is realized by the following technical scheme:
a method for forming a water guide channel around an underground station is used for horizontal water guide of a stratum within an influence range set by the underground station and is characterized in that: the method comprises the following steps: constructing an enclosure structure around a foundation pit of an underground station to be excavated, and arranging a first support on a top crown beam of the enclosure structure; continuously excavating the foundation pit, and performing support every time the foundation pit is excavated to the corresponding depth until the foundation pit is excavated to the designed elevation of the water guide channel; constructing the water guide channel according to the position distribution of the permeable layer around and below the foundation pit;
in the case 1, when the permeable layer is located within the depth range of the foundation pit, constructing a first water guide channel to communicate the permeable layer outside the enclosure structure, wherein the first water guide channel comprises a horizontal water guide channel located at the lower part of the foundation pit and a vertical water guide channel located outside the foundation pit;
2, when the permeable layer is positioned at the bottom of the foundation pit, constructing a second water guide channel to communicate the permeable layer under the foundation pit, wherein the second water guide channel is horizontally arranged along the bottom of the foundation pit;
and 3, when the permeable layer is distributed in the depth range of the foundation pit and the depth range of the enclosure structure below the foundation pit, respectively constructing the first water guide channel to communicate the permeable layer outside the foundation pit, and constructing the second water guide channel to communicate the permeable layer below the foundation pit.
a. sequentially constructing a pile, a crown beam and a retaining wall in an SWM construction method on the ground, excavating a foundation pit, and constructing a first support on the crown beam;
b. continuously excavating the foundation pit, and performing support every time the foundation pit is excavated to the corresponding depth until the foundation pit is excavated to the elevation of the bottom of the horizontal water guide channel of the first water guide channel;
c. sequentially paving a first concrete cushion layer and a first strong permeable gravel layer at the bottom of the foundation pit, wherein the top of the first strong permeable gravel layer is positioned at the elevation of the bottom of the foundation pit;
d. laying a second concrete cushion layer on the first strong permeable gravel layer, constructing a bottom plate structure and a reinforced concrete protection plate in the foundation pit, and removing a third support in the supports after the bottom plate structure reaches the design strength to construct a side wall and a middle plate structure; after the side wall and the middle plate structure reach the design strength, removing a second support in the supports, and constructing the reinforced concrete protection plate, the side wall and the top plate structure; after the side wall and the top plate structure reach the design strength, removing a first support in the supports;
e. removing the crown beam, backfilling and covering soil, pulling out the I-shaped pile steel of the SWM construction method, and chiseling the pile foundation of the SWM construction method to the elevation of the bottom of the vertical water guide channel of the first water guide channel;
f. and sequentially paving a second strong permeable gravel layer and a second impermeable clay layer in the hole site of the SWM construction method pile, wherein the top of the second strong permeable gravel layer is positioned at the elevation of the top of the vertical water guide channel of the first water guide channel, and the top of the second impermeable clay layer is positioned at the elevation of the ground.
The case 2 includes the following construction steps:
a. sequentially constructing a pile, a crown beam and a retaining wall in an SWM construction method on the ground, excavating a foundation pit, and constructing a first support on the crown beam;
b. continuously excavating the foundation pit, and performing support every time the foundation pit is excavated to the corresponding depth until the foundation pit is excavated to the elevation position at the bottom of the second water guide channel;
c. paving a first strong permeable gravel layer at the elevation of the bottom of the second water guide channel to the designed elevation;
d. paving a concrete cushion layer on the first strong permeable gravel layer, constructing a bottom plate structure and a reinforced concrete protection plate in the foundation pit, removing a third support in the supports after the bottom plate structure reaches the design strength, and constructing a side wall and a middle plate structure; after the side wall and the middle plate structure reach the design strength, removing a second support in the supports, and constructing the reinforced concrete protection plate, the side wall and the top plate structure; after the side wall and the top plate structure reach the design strength, a first support in the supports is dismantled;
e. removing the crown beam, backfilling and covering soil, pulling out the H-shaped steel of the SWM construction method pile, and chiseling off the pile foundation of the SWM construction method pile to the elevation of the bottom of the second water guide channel;
f. and sequentially paving a second strong permeable gravel layer and a second impermeable clay layer in the hole site of the SWM construction method pile, wherein the top of the second strong permeable gravel layer is positioned at the elevation of the top of the second water guide channel and communicated with the first strong permeable gravel layer, and the top of the second impermeable clay layer is positioned at the elevation of the ground.
a. sequentially constructing a pile, a crown beam and a retaining wall in an SWM construction method on the ground, excavating a foundation pit, and constructing a first support on the crown beam;
b. continuously excavating the foundation pit, and performing support every time the foundation pit is excavated to the corresponding depth until the foundation pit is excavated to the elevation of the bottom of the horizontal water guide channel of the first water guide channel;
c. sequentially paving a first concrete cushion layer and a first strong permeable gravel layer at the bottom of the foundation pit, wherein the top of the first strong permeable gravel layer is positioned at the elevation of the bottom of the foundation pit;
d. laying a second concrete cushion layer on the first strong permeable gravel layer, constructing a bottom plate structure and a reinforced concrete protection plate in the foundation pit, removing a third support in the supports after the bottom plate structure reaches the design strength, and constructing a side wall and a middle plate structure; after the side wall and the middle plate structure reach the design strength, removing a second support in the supports, and constructing the reinforced concrete protection plate, the side wall and the top plate structure; after the side wall and the top plate structure reach the design strength, a first support in the supports is dismantled;
e. removing the crown beam, backfilling and covering soil, pulling out the H-shaped steel of the SWM construction method pile, and chiseling off the pile foundation of the SWM construction method pile to the elevation of the bottom of the second water guide channel;
f. third rubble layer, the impervious clay layer of third, the impervious rubble layer of second that permeates water by force and the impervious clay layer of second are laid in proper order in the stake hole site of SWM worker method, wherein, the rubble layer top that permeates water by force of third is located the elevation department at second water guide passageway top, the impervious clay layer top of third is located the elevation department of the vertical water guide passageway bottom of first water guide passageway, the rubble layer top that permeates water by force of second is located the elevation department at second water guide passageway top, the impervious clay layer top of second is located ground elevation department.
And the SWM construction method piles are connected with the ground through walls or drilled and arranged to form an enclosure structure of the underground station.
And in a field where the SWM-method pile cannot be constructed, drilling cement soil for grouting and inserting I-shaped steel to replace the SWM-method pile.
According to the design section requirement of water permeability, the outer side of a vertical water guide channel of the enclosure structure of the foundation pit is expanded in parallel to form a vertical drilling hole, water permeable broken stones are filled in the depth range of the vertical drilling hole corresponding to the water permeable layer and the horizontal strong water permeable broken stone layer, and a water impermeable clay layer is filled above the water permeable broken stones to enlarge the vertical water permeable section.
The invention has the advantages that: the design of the enclosure structure is combined with the design of the water guide channel structure, so that the influence of the arrangement of an underground station on the horizontal seepage of a permeable stratum is eliminated, the safe use of the foundation pit enclosure structure can be ensured, the formation of the water guide channel can be considered, and the requirement of underground water environment protection is met; the method is suitable for the construction process of underground stations by an open cut method, and vertical and horizontal water guide channels are formed around the underground station structure, so that the horizontal seepage of underground water is not blocked.
Drawings
Fig. 1 is a schematic plan view illustrating an enclosure structure of an underground station formed by connecting a SWM-method pile with a ground wall according to the present invention;
fig. 2 is a schematic plan view of an enclosure structure of an underground station formed by SWM-method piles and bored row piles according to the present invention;
fig. 3 is a schematic plan view of a water guide channel of an enclosure structure of an underground station formed by connecting a SWM-method pile with a ground wall according to the present invention;
fig. 4 is a schematic plan view of a water guide channel of an enclosure structure of an underground station formed by SWM-method piles and drilled row piles according to the present invention;
FIG. 5 is a schematic sectional view of a water guide passage of the water permeable layer of the present invention within a depth range of a subway station;
FIG. 6 is a schematic sectional view of a water guiding channel of the permeable layer of the present invention located at the bottom of a basement of an underground station;
FIG. 7 is a schematic cross-sectional view of a water conducting channel of the present invention with a permeable layer located within the depth range of an underground station and within the range of an enclosure below a foundation pit of the underground station;
FIG. 8 is a first construction step of the permeable layer of the present invention within the depth range of an underground station;
FIG. 9 shows a second construction step of the permeable layer of the present invention within the depth range of the underground station;
FIG. 10 shows a construction step (III) in which the permeable layer of the present invention is located within the depth range of a subway station;
FIG. 11 shows a construction step (IV) in which the permeable layer of the present invention is located within the depth range of the underground station;
FIG. 12 shows a fifth construction step of the permeable layer of the present invention within the depth range of the underground station;
FIG. 13 shows a construction step (VI) in which the permeable layer of the present invention is located within the depth range of an underground station;
FIG. 14 is a first construction step of the permeable layer of the present invention at the bottom of a basement of an underground station;
FIG. 15 shows a construction step (II) of the permeable layer of the present invention located at the bottom of a basement of an underground station;
FIG. 16 shows a construction step (III) in which a permeable layer of the present invention is located at the bottom of a basement of an underground station;
FIG. 17 shows a construction step (IV) in which a permeable layer of the present invention is located at the bottom of a basement of an underground station;
FIG. 18 shows a fifth construction step of the permeable layer of the present invention at the bottom of a basement of an underground station;
FIG. 19 shows a construction step (VI) in which a permeable layer of the present invention is located at the bottom of a basement of an underground station;
FIG. 20 shows a construction step (I) of the permeable layer of the present invention located within the depth range of the underground station and within the enclosure structure below the foundation pit of the underground station;
FIG. 21 shows a construction step (II) in which the permeable layer of the present invention is located within the depth range of the underground station and within the range of the enclosure structure below the foundation pit of the underground station;
FIG. 22 shows a construction step (III) in which the permeable layer of the present invention is located within the depth range of the underground station and within the range of the enclosure structure below the foundation pit of the underground station;
FIG. 23 shows a construction step (IV) in which the permeable layer of the present invention is located within the depth range of the underground station and within the range of the enclosure structure below the foundation pit of the underground station;
FIG. 24 shows a fifth construction step of the permeable layer of the present invention within the depth range of the underground station and within the range of the envelope below the foundation pit of the underground station;
FIG. 25 shows a sixth construction step of the permeable layer of the present invention within the depth range of the underground station and within the range of the enclosure structure below the foundation pit of the underground station;
FIG. 26 shows a construction step (VII) of the permeable layer of the present invention located within the depth range of the underground station and within the enclosure structure below the foundation pit of the underground station;
FIG. 27 shows the construction step (eight) of the permeable layer of the present invention within the depth range of the underground station and within the range of the enclosure structure below the foundation pit of the underground station;
fig. 28 shows a construction step (nine) in which the permeable layer of the present invention is located within the depth range of the underground station and within the enclosure structure below the foundation pit of the underground station.
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:
as shown in fig. 1-28, the scoring points are respectively represented as: the construction method comprises the following steps of SWM construction pile 1, crown beam 2, retaining wall 3, first support 4, second support 5, third support 6, first concrete cushion layer 7, first strong permeable gravel layer 8, permeable layer 9, impermeable layer 10, second concrete cushion layer 12, reinforced concrete protective plate 13, second strong permeable gravel layer 14, second impermeable clay layer 15, third strong permeable gravel layer 16, third impermeable clay layer 17, soil 18, hole site 19, miscellaneous fill 20, ground connecting wall 21, drilled row piles 22, horizontal water guide channel 23, vertical water guide channel 24, side wall 25, bottom plate structure 26, middle plate structure 27, top plate structure 28, water flow direction a and pile bottom line b needing to be chiseled.
Example 1: as shown in fig. 1 to 5 and fig. 8 to 13, the present embodiment relates to a method for forming a water guide channel around an underground station, in which only a first water guide channel is provided when a water permeable layer is located within a range of the underground station (blocked by the underground station), and the method includes the steps of:
firstly, as shown in fig. 8, the SWM method piles 1, the crown beams 2 and the retaining walls 3 are sequentially constructed on the ground along the periphery of the foundation pit design, then the foundation pit is excavated, and the first support 4 is constructed on the crown beams 2.
And (II) as shown in fig. 3, 4 and 9, continuing to excavate the foundation pit, and applying a support to the corresponding depth every time the foundation pit is excavated, wherein in the embodiment, the subsequent supports are a second support 5 and a third support 6 respectively until the foundation pit is excavated to the elevation of the bottom of the horizontal water guide channel 23 of the first water guide channel.
And (III) as shown in fig. 10, paving a first concrete cushion layer 7 (a concrete cushion layer with the thickness of 200 mm) at the bottom of the foundation pit, backfilling the strong permeable broken stone on the first concrete cushion layer 7, and backfilling the strong permeable broken stone to the height of the bottom of the foundation pit to form a first strong permeable broken stone layer 8, wherein the first strong permeable broken stone layer 8 is a horizontal water guide channel 23 of the first water guide channel.
(IV) as shown in fig. 11, a second concrete cushion layer 12 (a concrete cushion layer with the thickness of 200 mm) is laid on the first strong and permeable gravel layer 8, and waterproof layers are arranged on the second concrete cushion layer 12; constructing a bottom plate structure 26 on the second concrete cushion layer 12, constructing a reinforced concrete protection plate 13 (200 mm thick) on the side surface of the foundation pit, dismantling the third support 6 after the bottom plate structure 26 reaches the design strength, constructing the lower half part of the side wall 25 on the side part of the reinforced concrete protection plate 13, and constructing a middle plate structure 27 on the side wall 25; after the side wall 25 and the middle plate structure 27 reach the design strength, the second support 5 is removed, the reinforced concrete protection plate 13 is constructed on the side surface of the foundation pit, the upper half part of the side wall 25 is constructed on the side part of the reinforced concrete protection plate 13, and the top plate structure 28 is constructed on the upper half part of the side wall 25; after the side wall 25 and the top plate structure 28 reach the design strength, the first support 4 is removed; the side wall 25 is also provided with a waterproof layer.
And (V) as shown in fig. 12, removing the top beam 2, backfilling the soil 18, pulling out the I-steel of the SWM construction method pile 1, cutting and forming a hole to form a hole site 19 of the SWM construction method pile 1, and chiseling the pile foundation of the SWM construction method pile 1 to the elevation of the bottom of the vertical water guide channel 24 of the first water guide channel (a pile bottom line b needs to be chiseled).
And (sixthly), as shown in fig. 13, backfilling strong permeable broken stones in the hole site 19 of the pile 1 of the SWM construction method, backfilling the strong permeable broken stones to the elevation position at the top of the permeable layer 9 to form a second strong permeable broken stone layer 14, backfilling impermeable clay to the ground elevation by using the second strong permeable broken stone layer 14 as a vertical water guide channel 24 of the first water guide channel, and backfilling the impermeable clay to the ground elevation to form a second impermeable clay layer 15, wherein the surface layer of the ground is filled with miscellaneous earth 20.
As shown in fig. 5, the water flow direction a of the permeable layer 9 blocked by the underground station is: water permeable layer 9 → second strongly water permeable crushed stone layer 14 → first strongly water permeable crushed stone layer 8 → second strongly water permeable crushed stone layer 14 → water permeable layer 9.
In addition, the maximum particle size of the strong permeable macadam is not larger than 2/3 of the paving thickness of each layer and not larger than 1m, large blocks are not concentrated during paving and filling, and backfilling cannot be carried out at the joint of the segments; the difference between the construction water content and the optimal water content of the waterproof clay needs to be controlled to be-4% to + 2%.
Example 2: as shown in fig. 1 to 4, 6 and 14 to 19, the present embodiment relates to a method for forming a water guide channel around an underground station, and in a case where a permeable layer is located at the bottom of a basement of the underground station, only a second water guide channel is provided, and the method includes the steps of:
firstly, as shown in fig. 14, the SWM method piles 1, the crown beams 2 and the retaining walls 3 are sequentially constructed on the ground, a foundation pit is excavated, and the first supports 4 are constructed on the crown beams 2.
And (ii) as shown in fig. 15, continuing to excavate the foundation pit, and applying a support to the corresponding depth of the foundation pit after excavation, in this embodiment, the subsequent supports are the second support 5 and the third support 6 respectively until the foundation pit is excavated to the elevation of the bottom of the second water guide channel.
And thirdly, as shown in fig. 16, the bottom of the second water guide channel is backfilled with the strong permeable broken stone, and the strong permeable broken stone is backfilled to the elevation position of the top of the second water guide channel to form a first strong permeable broken stone layer 8 which is a horizontal water guide channel 23 of the second water guide channel.
(IV) as shown in fig. 17, paving second concrete cushion layers 12 (concrete cushion layers with the thickness of 200 mm) on the first strong permeable gravel layer 8, wherein waterproof layers are arranged on the second concrete cushion layers 12; constructing a bottom plate structure 26 on the second concrete cushion layer 12, constructing a reinforced concrete protection plate 13 (200 mm thick) on the side surface of the foundation pit, dismantling the third support 6 after the bottom plate structure 26 reaches the design strength, constructing the lower half part of the side wall 25 on the side part of the reinforced concrete protection plate 13, and constructing a middle plate structure 27 on the side wall 25; after the side wall 25 and the middle plate structure 27 reach the design strength, the second support 5 is removed, the reinforced concrete protection plate 13 is constructed on the side surface of the foundation pit, the upper half part of the side wall 25 is constructed on the side part of the reinforced concrete protection plate 13, and the top plate structure 28 is constructed on the side wall 25; after the side wall 25 and the top plate structure reach the design strength, the first support 4 is dismantled; the side wall 25 is also provided with a waterproof layer;
fifthly, as shown in fig. 18, dismantling the top beam 2, backfilling the soil 18, pulling out the I-steel of the SWM construction method pile 1, grooving and forming a hole to form a hole site 19 of the SWM construction method pile 1, and chiseling the pile foundation of the SWM construction method pile 1 to the bottom elevation of the second water guide channel (a pile bottom line b needs to be chiseled);
and (VI) as shown in figure 19, backfilling the strong permeable broken stone in the hole site 19 of the SWM construction method pile 1, backfilling the strong permeable broken stone to the elevation position at the top of the permeable layer 9 to form a second strong permeable broken stone layer 14, communicating the second strong permeable broken stone layer 14 with the first strong permeable broken stone layer 8, backfilling impermeable clay to the ground elevation to form a second impermeable clay layer 15, and filling the surface layer of the ground with miscellaneous filling soil 20.
As shown in fig. 6, the water flow direction a of the permeable layer 9 at the bottom of the underground station foundation pit is: water-permeable layer 9 → second strongly water-permeable crushed stone layer 14 → first strongly water-permeable crushed stone layer 8+ water-permeable layer 9 → second strongly water-permeable crushed stone layer 14 → water-permeable layer 9.
When 9 foundation ditch below retaining structure on permeable layer within range (refer to fig. 7), the horizontal water guide passageway 23 of second water guide passageway includes two third rubble layers 16 that permeate water by force, and 16 tops of third rubble layers that permeate water by force are located the elevation department at 9 tops on permeable layer, and 16 upper portions of third rubble layers that permeate water by force are the impermeable clay layer 17 of third to the impermeable clay layer 17 top of third is located ground elevation department. The water flow direction a of the permeable layer 9 is: water permeable layer 9 → third strongly water permeable crushed stone layer 16 → water permeable layer 9.
In addition, the maximum particle size of the strong permeable macadam is not larger than 2/3 of the paving thickness of each layer and not larger than 1m, large blocks are not concentrated during paving and filling, and backfilling cannot be carried out at the joint of the segments; the difference between the construction water content and the optimal water content of the waterproof clay needs to be controlled to be-4% to + 2%.
Example 3: as shown in fig. 3, 4, and 20-28, the present embodiment relates to a method for forming a water guide channel around an underground station, in which a first water guide channel and a second water guide channel are simultaneously provided for a case where a water permeable layer is located within a depth range of the underground station (blocked by the underground station) and within a range of an enclosure structure below a foundation pit, and the method includes the steps of:
firstly, as shown in fig. 20, constructing a SWM construction method pile 1, a crown beam 2 and a retaining wall 3 on the ground in sequence, excavating a foundation pit, and constructing a first support 4 on the crown beam 2;
(II) as shown in fig. 21, continuing to excavate the foundation pit, and performing a support every time the foundation pit is excavated to a corresponding depth, wherein in the embodiment, the subsequent supports are a second support 5 and a third support 6 respectively until the foundation pit is excavated to the elevation position of the bottom of the horizontal water guide channel 23 of the first water guide channel;
thirdly, as shown in fig. 22, a first concrete cushion layer 7 (a concrete cushion layer with the thickness of 200 mm) is laid at the bottom of the foundation pit, and the first concrete cushion layer 7 is backfilled with the strong permeable macadam to the height of the bottom of the foundation pit, so as to form a first strong permeable gravel layer 8, wherein the first strong permeable gravel layer 8 is a horizontal water guide channel 23 of the water guide channel;
(IV) as shown in fig. 23, a second concrete cushion layer 12 (a concrete cushion layer with the thickness of 200 mm) is laid on the first strong and permeable gravel layer 8, and waterproof layers are arranged on the second concrete cushion layer 12; constructing a bottom plate structure 26 on the second concrete cushion layer 12, constructing a reinforced concrete protection plate 13 (200 mm thick) on the side surface of the foundation pit, dismantling the third support 6 after the bottom plate structure 26 reaches the design strength, constructing the lower half part of the side wall 25 on the side part of the reinforced concrete protection plate 13, and constructing a middle plate structure 27 on the side wall 25; after the side wall 25 and the middle plate structure 27 reach the designed strength, the second support 5 is removed, the reinforced concrete protective plate 13 is constructed on the side surface of the foundation pit, the upper half part of the side wall 25 is constructed on the side part of the reinforced concrete protective plate 13, and the top plate structure 28 is constructed on the side wall 25; after the upper half part of the side wall 25 and the top plate structure 28 reach the design strength, the first support 4 is removed; the side wall 25 is also provided with a waterproof layer;
fifthly, as shown in figure 24, removing the top beam 2, backfilling the soil 18, pulling out the I-steel of the SWM construction method pile 1, cutting and forming a hole to form a hole site 19 of the SWM construction method pile 1, and chiseling the pile foundation of the SWM construction method pile 1 to the bottom elevation of the permeable layer 9 below the bottom of the foundation pit (a pile bottom line b needs to be chiseled);
sixthly, as shown in fig. 25, backfilling strong permeable broken stone in the hole site 19 of the pile 1 in the SWM construction method, and backfilling the strong permeable broken stone to the elevation of the top of the permeable layer 9 below the bottom of the foundation pit to form a third strong permeable broken stone layer 16, wherein the third strong permeable broken stone layer 16 is a horizontal water guide channel 23 of the second water guide channel;
seventhly, as shown in fig. 26, filling impermeable clay, and filling the impermeable clay to the elevation at the bottom of the vertical water guide channel 24 of the first water guide channel to form a third impermeable clay layer 17;
(eighth) as shown in fig. 27, backfilling the strong permeable broken stone to the elevation of the top of the permeable layer 9 above the bottom of the foundation pit to form a second strong permeable broken stone layer 14, wherein the second strong permeable broken stone layer 14 is the vertical water guide channel 24 of the first water guide channel;
and (ninthly) as shown in fig. 28, backfilling the impermeable clay to the ground level to form a second impermeable clay layer 15, wherein the surface layer of the ground is the miscellaneous fill 20.
As shown in fig. 7, the water flow direction a of the permeable layer 9 within the depth range of the underground station is: water permeable layer 9 → second strongly water permeable crushed stone layer 14 → first strongly water permeable crushed stone layer 8 → second strongly water permeable crushed stone layer 14 → water permeable layer 9. The water flow direction a of the permeable layer 9 below the underground station foundation pit is as follows: water permeable layer 9 → third strongly water permeable crushed stone layer 16 → water permeable layer 9.
In addition, the maximum particle size of the strong permeable macadam is not larger than 2/3 of the paving thickness of each layer and not larger than 1m, large blocks are not concentrated during paving and filling, and backfilling cannot be carried out at the joint of the segments; the difference between the construction water content and the optimal water content of the waterproof clay needs to be controlled to be-4% to + 2%.
Example 4: as shown in fig. 1-2, the SWM method piles 1 may form an enclosure structure of an underground station with a ground wall 21, or may form an enclosure structure of an underground station with drilled row piles 22, wherein the SWM method piles 1 are phi 1000@600SMW method piles, the drilled row piles 22 are phi 1000@1200SMW drilled row piles, and are matched with phi 800@450SMW high-pressure jet grouting piles.
In the field, a stratum in which the piles are difficult to implement by the SWM method exists, and drilling cement soil grouting can be adopted to insert I-shaped steel instead.
Although the conception and the embodiments of the present invention have been described in detail with reference to the drawings, those skilled in the art will recognize that various changes and modifications can be made therein without departing from the scope of the appended claims, and therefore, they are not to be considered repeated herein.
Claims (4)
1. A method for forming a water guide channel around an underground station is used for horizontal water guide of a stratum within an influence range of the underground station, and is characterized in that: the method comprises the following steps: constructing an enclosure structure around a foundation pit of an underground station to be excavated, and arranging a first support on a top crown beam of the enclosure structure; continuously excavating the foundation pit, and performing support every time the foundation pit is excavated to the corresponding depth until the foundation pit is excavated to the designed elevation of the water guide channel; constructing the water guide channel according to the position distribution of the permeable layer around and below the foundation pit;
in the case 1, when the permeable layer is located within the depth range of the foundation pit, constructing a first water guide channel to communicate the permeable layer outside the enclosure structure, wherein the first water guide channel comprises a horizontal water guide channel located at the lower part of the foundation pit and a vertical water guide channel located outside the foundation pit;
2, when the permeable layer is positioned at the bottom of the foundation pit, constructing a second water guide channel to communicate the permeable layer under the foundation pit, wherein the second water guide channel is horizontally arranged along the bottom of the foundation pit;
case 3, when the permeable layer is distributed in the depth range of the foundation pit and the depth range of the enclosure structure below the foundation pit, respectively constructing the first water guide channel to communicate the permeable layer outside the foundation pit, and constructing the second water guide channel to communicate the permeable layer below the foundation pit;
case 1 includes the following construction steps:
a. sequentially constructing a pile, a crown beam and a retaining wall in an SWM construction method on the ground, excavating a foundation pit, and constructing a first support on the crown beam;
b. continuously excavating the foundation pit, and performing support every time the foundation pit is excavated to the corresponding depth until the foundation pit is excavated to the elevation of the bottom of the horizontal water guide channel of the first water guide channel;
c. sequentially paving a first concrete cushion layer and a first strong permeable gravel layer at the bottom of the foundation pit, wherein the top of the first strong permeable gravel layer is positioned at the elevation of the bottom of the foundation pit;
d. laying a second concrete cushion layer on the first strong permeable gravel layer, constructing a bottom plate structure and a reinforced concrete protection plate in the foundation pit, and removing a third support in the supports after the bottom plate structure reaches the design strength to construct a side wall and a middle plate structure; after the side wall and the middle plate structure reach the design strength, removing a second support in the supports, and constructing the reinforced concrete protection plate, the side wall and the top plate structure; after the side wall and the top plate structure reach the design strength, removing a first support in the supports;
e. removing the crown beam, backfilling and earthing, pulling out the H-shaped steel of the SWM construction method pile, and chiseling the height from the pile foundation of the SWM construction method pile to the bottom elevation of the vertical water guide channel of the first water guide channel;
f. sequentially paving a second strong permeable gravel layer and a second impermeable clay layer in the SWM construction method pile hole site, wherein the top of the second strong permeable gravel layer is positioned at the elevation of the top of the vertical water guide channel of the first water guide channel, and the top of the second impermeable clay layer is positioned at the elevation of the ground;
the case 2 includes the following construction steps:
a. sequentially constructing a pile, a crown beam and a retaining wall in an SWM construction method on the ground, excavating a foundation pit, and constructing a first support on the crown beam;
b. continuously excavating the foundation pit, and performing support every time the foundation pit is excavated to the corresponding depth until the foundation pit is excavated to the elevation position at the bottom of the second water guide channel;
c. paving a first strong permeable gravel layer at the elevation of the bottom of the second water guide channel to the designed elevation; d. paving a concrete cushion layer on the first strong permeable gravel layer, constructing a bottom plate structure and a reinforced concrete protection plate in the foundation pit, removing a third support in the supports after the bottom plate structure reaches the design strength, and constructing a side wall and a middle plate structure; after the side wall and the middle plate structure reach the design strength, removing a second support in the supports, and constructing the reinforced concrete protection plate, the side wall and the top plate structure; after the side wall and the top plate structure reach the design strength, a first support in the supports is dismantled;
e. removing the crown beam, backfilling and covering soil, pulling out the H-shaped steel of the SWM construction method pile, and chiseling off the pile foundation of the SWM construction method pile to the elevation of the bottom of the second water guide channel;
f. sequentially paving a second strong permeable gravel layer and a second impermeable clay layer in the SWM construction method pile hole site, wherein the top of the second strong permeable gravel layer is positioned at the elevation of the top of the second water guide channel and is communicated with the first strong permeable gravel layer, and the top of the second impermeable clay layer is positioned at the elevation of the ground;
the case 3 includes the following construction steps:
a. constructing a pile, a crown beam and a retaining wall in an SWM construction method on the ground in sequence, excavating a foundation pit, and constructing a first support on the crown beam;
b. continuously excavating the foundation pit, and performing support every time the foundation pit is excavated to the corresponding depth until the foundation pit is excavated to the elevation of the bottom of the horizontal water guide channel of the first water guide channel;
c. sequentially paving a first concrete cushion layer and a first strong permeable gravel layer at the bottom of the foundation pit, wherein the top of the first strong permeable gravel layer is positioned at the elevation of the bottom of the foundation pit;
d. laying a second concrete cushion layer on the first strong permeable gravel layer, constructing a bottom plate structure and a reinforced concrete protection plate in the foundation pit, removing a third support in the supports after the bottom plate structure reaches the design strength, and constructing a side wall and a middle plate structure; after the side wall and the middle plate structure reach the design strength, removing a second support in the supports, and constructing the reinforced concrete protection plate, the side wall and the top plate structure; after the side wall and the top plate structure reach the design strength, a first support in the supports is dismantled;
e. removing the crown beam, backfilling and covering soil, pulling out the H-shaped steel of the SWM construction method pile, and chiseling off the pile foundation of the SWM construction method pile to the elevation of the bottom of the second water guide channel;
f. third rubble layer, the impervious clay layer of third, the impervious rubble layer of second that permeates water by force and the impervious clay layer of second are laid in proper order in the stake hole site of SWM worker method, wherein, the rubble layer top that permeates water by force of third is located the elevation department at second water guide passageway top, the impervious clay layer top of third is located the elevation department of the vertical water guide passageway bottom of first water guide passageway, the rubble layer top that permeates water by force of second is located the elevation department at second water guide passageway top, the impervious clay layer top of second is located ground elevation department.
2. The method of forming a water guide passage around an underground station as claimed in claim 1, wherein: and the SWM construction method piles are connected with the ground through walls or drilled and arranged to form an enclosure structure of the underground station.
3. The method of forming a water guide passage around an underground station as claimed in claim 1, wherein: and constructing a vertical drilling hole on the outer side of the enclosure structure of the foundation pit, filling permeable broken stones in the depth range corresponding to the permeable layer in the vertical drilling hole, and filling a impermeable clay layer above the permeable broken stones to enlarge the vertical permeable section.
4. The method of forming a water guide passage around an underground station as claimed in claim 1, wherein: and in a field where the SWM-method pile cannot be constructed, drilling cement soil for grouting and inserting I-shaped steel to replace the SWM-method pile.
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