CN215053219U - Water guide channel system of underground station - Google Patents
Water guide channel system of underground station Download PDFInfo
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- CN215053219U CN215053219U CN202120524348.6U CN202120524348U CN215053219U CN 215053219 U CN215053219 U CN 215053219U CN 202120524348 U CN202120524348 U CN 202120524348U CN 215053219 U CN215053219 U CN 215053219U
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Abstract
The utility model discloses a water guide channel system of an underground station, which comprises at least one or two combinations of a first water guide channel and a second water guide channel; the first water guide channel is communicated with water permeable layers positioned on two sides of the underground station; the first water guide channel comprises two vertical water guide channels and a horizontal water guide channel, the two vertical water guide channels are respectively arranged outside the two sides of the underground station, the horizontal water guide channel is arranged at the bottom of the underground station, and the two ends of the horizontal water guide channel are respectively communicated with the two vertical water guide channels; and the second water guide channel is communicated with a water permeable layer positioned below the underground station. The utility model has the advantages that: 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 utility model belongs to the technical field of the technique of subway station construction and specifically relates to a station water guide passageway system underground.
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.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a station water guide passageway system underground according to the not enough of above-mentioned prior art, combine together envelope design and water guide passageway structural design, eliminate setting up of station underground to the influence of the horizontal seepage flow of stratum that permeates water, both can guarantee foundation ditch envelope's safe handling, can compromise the formation of water guide passageway again, satisfy groundwater environmental protection requirement.
The utility model discloses the purpose is realized accomplishing by following technical scheme:
the utility model provides a subway station water guide channel system which characterized in that: the water distributor comprises at least one or two combinations of a first water guide channel and a second water guide channel; the first water guide channel is communicated with water permeable layers positioned on two sides of the underground station; the first water guide channel comprises two vertical water guide channels and a horizontal water guide channel, the two vertical water guide channels are respectively arranged outside the two sides of the underground station, the horizontal water guide channel is arranged at the bottom of the underground station, and the two ends of the horizontal water guide channel are respectively communicated with the two vertical water guide channels; and the second water guide channel is communicated with a water permeable layer positioned below the underground station.
Concrete cushions are arranged on the upper portion and the lower portion of the horizontal water guide channel in the first water guide channel, and a waterproof layer is arranged on the concrete cushion on the upper portion.
Concrete cushions are arranged on the upper portion and the lower portion of the second water guide channel, and a waterproof layer is arranged on the concrete cushion on the upper portion.
The water guide channel system comprises the first water guide channel and the second water guide channel, and the first water guide channel and the second water guide channel are isolated through a waterproof clay layer.
The first water guide channel and the second water guide channel are both composed of strong permeable gravel layers.
The utility model 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 of the enclosure structure of the underground station formed by the SWM construction method piles and the underground connecting wall;
fig. 2 is a schematic plan view of the enclosure structure of the underground station formed by the SWM construction method piles and the drilled row piles;
fig. 3 is a schematic plan view of a water guide channel of an enclosure structure of an underground station formed by the SWM construction method piles and the underground connecting wall;
fig. 4 is a schematic plan view of a water guide channel of an enclosure structure of an underground station formed by the SWM construction method piles and the drilled row piles;
fig. 5 is a schematic cross-sectional view of a water guide channel of the permeable layer of the present invention located within the depth range of the underground station;
fig. 6 is a schematic cross-sectional view of a water guide 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 the water guiding channel of the present invention with the permeable layer located within the depth range of the underground station and within the enclosure below the foundation pit of the underground station;
FIG. 8 shows a first construction step of the permeable layer of the present invention within the depth range of the underground station;
FIG. 9 shows the construction step (II) of the permeable layer of the present invention within the depth range of the underground station;
FIG. 10 shows the construction step (III) of the permeable layer of the present invention within the depth range of the underground station;
FIG. 11 shows the construction step (IV) of the permeable layer of the present invention within the depth range of the underground station;
FIG. 12 shows the construction step (V) of the permeable layer of the present invention within the depth range of the underground station;
FIG. 13 shows the construction step (VI) of the permeable layer of the present invention within the depth range of the underground station;
FIG. 14 shows a construction step (I) of the permeable layer of the present invention located at the bottom of a pit of an underground station;
FIG. 15 shows the construction step (II) of the permeable layer of the present invention at the bottom of the pit of the underground station;
FIG. 16 shows the construction step (III) of the permeable layer of the present invention at the bottom of the pit of the underground station;
fig. 17 shows a construction step (four) of the permeable layer of the present invention at the bottom of the pit of the underground station;
FIG. 18 shows the construction step (V) of the permeable layer of the present invention at the bottom of the pit of the underground station;
fig. 19 shows the construction step (six) of the permeable layer of the present invention at the bottom of the basement of the underground station;
FIG. 20 shows a construction step (I) of the permeable layer of the present invention within the depth range of the underground station and within the enclosure structure below the foundation pit of the underground station;
FIG. 21 shows the construction step (II) of the permeable layer of the present invention within the depth range of the underground station and the enclosure structure below the foundation pit of the underground station;
FIG. 22 shows the construction step (III) 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. 23 shows the construction steps (IV) of the permeable layer of the present invention within the depth range of the underground station and the enclosure structure below the foundation pit of the underground station;
FIG. 24 shows the construction step (V) of the permeable layer of the present invention within the depth range of the underground station and the enclosure structure below the foundation pit of the underground station;
FIG. 25 shows the construction step (VI) of the permeable layer of the present invention within the depth range of the underground station and the enclosure structure below the foundation pit of the underground station;
FIG. 26 shows the construction steps (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 steps (eight) of the permeable layer of the present invention within the depth range of the underground station and the enclosure structure below the foundation pit of the underground station;
FIG. 28 shows the construction steps (nine) of the permeable layer of the present invention, which are located within the depth range of the underground station and within the range of the enclosure structure below the underground station foundation pit.
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 accompanying 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 method piles 1, crown beams 2, retaining walls 3, first supports 4, second supports 5, third supports 6, first concrete cushion layers 7, first strong permeable gravel layers 8, permeable layers 9, impermeable layers 10, second concrete cushion layers 12, reinforced concrete protection plates 13, second strong permeable gravel layers 14, second impermeable clay layers 15, third strong permeable gravel layers 16, third impermeable clay layers 17, covering soil 18, hole sites 19, miscellaneous filling soil 20, underground connecting walls 21, drilled row piles 22, horizontal water guide channels 23, vertical water guide channels 24, side walls 25, bottom plate structures 26, middle plate structures 27, top plate structures 28, water flow directions a and pile bottom lines b needing chiseling.
Example 1: as shown in fig. 3, 4 and 5, the present embodiment relates to a water guide channel system for an underground station, when there is only a permeable layer 9 blocked by the underground station, the present embodiment is only provided with a first water guide channel, the first water guide channel includes two vertical water guide channels 24 and one horizontal water guide channel 23, the vertical water guide channel 24 is composed of a second strongly permeable crushed stone layer 14, and a second impermeable clay layer 15 is further provided on the upper portion of the second strongly permeable crushed stone layer 14; the horizontal water guide channel 23 is composed of a first strong permeable gravel layer 8, the upper and lower parts of the first strong permeable gravel layer 8 are respectively provided with a second concrete cushion layer 12 and a first concrete cushion layer 7, and the second concrete cushion layer 12 is provided with a waterproof layer for waterproofing the underground station. An internal structure (of an underground station) is constructed on the second concrete cushion layer 12, a reinforced concrete protection plate 13 is arranged outside the side wall 25 of the internal structure, and the reinforced concrete protection plate 13 is higher than the internal structure.
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.
As shown in fig. 8 to 13, the present embodiment also has the following construction method:
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.
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. 3, 4 and 6, the present embodiment relates to an underground station water guide channel system, and when only existing in the water permeable layer 9 at the bottom of the underground station foundation pit, the present embodiment is only provided with a second water guide channel, which is a horizontal water guide channel 23. The second water guide channel is composed of three horizontal water guide channels 23 and comprises two second strong permeable gravel layers 14 and a first strong permeable gravel layer 8, a second impermeable clay layer 15 is arranged on the upper portion of each second strong permeable gravel layer 14, a second concrete cushion layer 12 is arranged on the upper portion of each first strong permeable gravel layer 8, and a waterproof layer is arranged on each second concrete cushion layer 12. In the above case, the water flow directions a of the permeable layer 9 that are not blocked by the underground station are all: 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.
As shown in fig. 14 to 19, the present embodiment also has the following construction method:
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 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 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, 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 second water guide channel (a pile bottom line b needs to be chiseled);
and (sixthly), as shown in fig. 19, backfilling strong permeable broken stones in the hole holes 19 of the SWM construction method pile 1, 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 until the ground elevation is reached, wherein the second strong permeable broken stone layer 14 is also a horizontal water guide channel 23 of the second water guide channel, and backfilling the impermeable clay to the ground elevation to form a second impermeable clay layer 15, and the surface layer of the ground is filled with miscellaneous fill 20.
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 7, the present embodiment relates to an underground station water guide channel system, and when a water permeable layer 9 blocked by an underground station and a water permeable layer 9 within a range of an enclosure structure below a foundation pit exist at the same time, the present embodiment is provided with a first water guide channel and a second water guide channel. Wherein, first water guide channel includes two vertical water guide channel 24 and a horizontal water guide channel 23, vertical water guide channel 24 comprises the second rubble layer 14 that permeates water by force, the second rubble layer 14 upper portion that permeates water by force still is equipped with the waterproof clay layer 15 of second, horizontal water guide channel 23 comprises the rubble layer 8 that permeates water by force, and the upper and lower part of the rubble layer 8 that permeates water by force is equipped with second concrete cushion 12 and first concrete cushion 7 respectively, be equipped with the waterproof layer on the second concrete cushion 12, a waterproof for the subway station, the rivers direction an of the permeable bed 9 that is blocked by the subway station is: the water-permeable layer 9 → the second strongly water-permeable crushed stone layer 14 → the first strongly water-permeable crushed stone layer 8 → the second strongly water-permeable crushed stone layer 14 → the water-permeable layer 9; the second water guide channel includes two horizontal water guide channels 23, and horizontal water guide channel 23 is third strong water-permeable rubble layer 16, and third strong water-permeable rubble layer 16 and second strong water-permeable rubble layer 14 are equipped with the impervious clay layer 17 of third within a definite time, and the rivers direction an of the permeable bed 9 in the envelope structure scope below the foundation ditch is: water permeable layer 9 → third strongly water permeable crushed stone layer 16 → water permeable layer 9. The internal structure of the (underground station) is described in embodiment 1, and therefore, the description thereof is omitted.
As shown in fig. 20 to 28, the present embodiment also has the following construction method:
firstly, as shown in fig. 20, a pile 1, a crown beam 2 and a retaining wall 3 of the SWM construction method are sequentially constructed on the ground, a foundation pit is excavated, and a first support 4 is constructed 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 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 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 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. The water flow direction a of the permeable layer 9 in the range of the enclosing structure below the 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.
According to the requirement of a permeable design section, the outer side of a vertical water guide channel of the enclosure structure of the foundation pit can be expanded in parallel to form a vertical drilled hole, permeable broken stones are filled in the depth range of the vertical drilled hole corresponding to the permeable layer and the horizontal strong permeable broken stone layer, and a impermeable clay layer is filled above the permeable broken stones to enlarge the vertical permeable section.
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, the description thereof is not repeated herein.
Claims (5)
1. The utility model provides a subway station water guide channel system which characterized in that: the water distributor comprises at least one or two combinations of a first water guide channel and a second water guide channel; the first water guide channel is communicated with water permeable layers positioned on two sides of the underground station; the first water guide channel comprises two vertical water guide channels and a horizontal water guide channel, the two vertical water guide channels are respectively arranged outside the two sides of the underground station, the horizontal water guide channel is arranged at the bottom of the underground station, and the two ends of the horizontal water guide channel are respectively communicated with the two vertical water guide channels; and the second water guide channel is communicated with a water permeable layer positioned below the underground station.
2. The underground station water guide channel system as claimed in claim 1, wherein: concrete cushions are arranged on the upper portion and the lower portion of the horizontal water guide channel in the first water guide channel, and a waterproof layer is arranged on the concrete cushion on the upper portion.
3. The underground station water guide channel system as claimed in claim 1, wherein: concrete cushions are arranged on the upper portion and the lower portion of the second water guide channel, and a waterproof layer is arranged on the concrete cushion on the upper portion.
4. The underground station water guide channel system as claimed in claim 1, wherein: the water guide channel system comprises the first water guide channel and the second water guide channel, and the first water guide channel and the second water guide channel are isolated through a waterproof clay layer.
5. The underground station water guide channel system as claimed in claim 1, wherein: the first water guide channel and the second water guide channel are both composed of strong permeable gravel layers.
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| CN202120524348.6U CN215053219U (en) | 2021-03-12 | 2021-03-12 | Water guide channel system of underground station |
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| CN202120524348.6U CN215053219U (en) | 2021-03-12 | 2021-03-12 | Water guide channel system of underground station |
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