CN113957880A - Construction method of steel-concrete underground continuous wall - Google Patents
Construction method of steel-concrete underground continuous wall Download PDFInfo
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- CN113957880A CN113957880A CN202111111292.2A CN202111111292A CN113957880A CN 113957880 A CN113957880 A CN 113957880A CN 202111111292 A CN202111111292 A CN 202111111292A CN 113957880 A CN113957880 A CN 113957880A
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- 239000004567 concrete Substances 0.000 title abstract description 69
- 238000010276 construction Methods 0.000 title abstract description 24
- 239000011150 reinforced concrete Substances 0.000 abstract description 25
- 230000002787 reinforcement Effects 0.000 abstract description 13
- 229910000831 Steel Inorganic materials 0.000 description 33
- 239000010959 steel Substances 0.000 description 33
- 238000009412 basement excavation Methods 0.000 description 14
- 239000002689 soil Substances 0.000 description 14
- 238000011084 recovery Methods 0.000 description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 9
- 238000000034 method Methods 0.000 description 7
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 239000011178 precast concrete Substances 0.000 description 3
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- 230000000694 effects Effects 0.000 description 2
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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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
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Abstract
The invention discloses a construction method of a steel-concrete underground continuous wall, which comprises the following steps: (1) digging a groove; (2) sinking the precast block into the groove; each precast block is provided with a pile hole, a connecting groove and a notch, the notches on two adjacent precast blocks form a connecting hole, and the two notches form a post-cast groove; (3) pouring first concrete in the connecting hole, pouring second concrete in the pile hole, and sinking the support pile to the ground along the pile hole; (4) excavating a foundation pit; (5) and arranging a post-pouring reinforcement cage in the post-pouring groove, and pouring third concrete to form the reinforced concrete underground continuous wall. In the application, the reinforced concrete underground continuous wall includes the concrete continuous wall that is formed by connecting the prefabricated section and the fender pile system that constitutes by a fender pile, can be according to different needs, and the pile length that sets up the prefabricated section and a fender pile in a flexible way, vertical constitution becomes rigidity supporting construction, adapts to different degree of depth atress and deformation requirement more economically, guarantees that reinforced concrete underground continuous wall satisfies the standard requirement.
Description
Technical Field
The invention relates to a construction method of a steel-concrete underground continuous wall.
Background
The underground continuous wall is mainly used as a supporting structure of a foundation pit for retaining soil and stopping water, and is also used as an outer wall of an underground structure in a partial structure to form a two-wall integrated structure, and the construction of the underground continuous wall mainly comprises two technologies of cast-in-place and prefabrication.
When the cast-in-place technology is adopted, the construction quality is greatly influenced by the stratum, and the quality problems of wall shrinkage, collapse, wall rib leakage, insufficient wall width thickness, wall body concave-convex and the like are easily caused; in addition, the steel reinforcement cage of the underground continuous wall still needs to adopt an intermittent structure, two adjacent steel reinforcement cages cannot be connected, the joint of the steel reinforcement cage is cracked, and leakage is caused.
When the prefabrication technology is adopted, the wall body is prefabricated on the ground and then sinks into the underground groove, but the connection of the wall body generally adopts a tenon buckling mode, the connection part of the wall body is still in a disconnected state actually, in the excavation process of a foundation pit, the phenomena of leakage, soil flowing, sand gushing and the like are easy to occur, and the problem of basement leakage is easy to occur in the later period. Although a preformed hole is formed between two adjacent walls in part of projects and wet cast-in-place reinforced concrete is adopted, the pouring space is limited due to underwater pouring, the pouring quality cannot be guaranteed, and the treatment is difficult when an obstacle exists in the preformed hole.
In addition, the continuous wall also plays a role of supporting piles, and the continuous wall needs to reach the design elevation of the supporting piles downwards, so that the manufacturing cost of the continuous wall is extremely high, and the application range of the continuous wall is limited.
Disclosure of Invention
In order to solve the problems, the invention provides a construction method of a steel-concrete underground continuous wall, which comprises the following steps:
(1) digging a trench underground;
(2) sinking a plurality of precast blocks into the groove;
each prefabricated block comprises a reinforced concrete block body, two sides of the reinforced concrete block body in the width direction are respectively provided with a protruding part, the two protruding parts are positioned on the outer sides of the reinforced concrete block body in the thickness direction, the protruding parts are as high as the reinforced concrete block body in height, each protruding part is provided with a connecting groove, and the connecting grooves extend in the vertical direction and penetrate through the top surface and the bottom surface of the protruding parts; a gap is formed between each protruding part and the reinforced concrete block body; the width direction of the reinforced concrete block body extends along the length direction of the groove; the steel concrete block body is provided with a pile hole which penetrates through the bottom surface and the top surface of the steel concrete block body;
the protruding part is as high as the steel concrete block body, that is, the top surface of the protruding part is flush with the top surface of the steel concrete block body, and the bottom surface of the protruding part is flush with the bottom surface of the steel concrete block body;
observing along the vertical direction, wherein the opening of the connecting groove faces to the width direction of the prefabricated blocks, the two adjacent prefabricated blocks are abutted together, so that the connecting grooves on the two adjacent prefabricated blocks are jointly formed into a connecting hole, and the notches on the two adjacent prefabricated blocks are jointly formed into a post-casting groove with an inward opening;
(3) pouring first concrete in the connecting hole, pouring second concrete in the pile hole, and sinking the support pile to the ground along the pile hole, wherein the bottom of the support pile is enabled to exceed the lower end surface of the precast block downwards or be flush with the lower end surface of the precast block;
(4) excavating a foundation pit until the set elevation of the bottom surface of the foundation pit is reached;
(5) and cleaning the inner wall of the post-pouring groove, arranging a post-pouring reinforcement cage in the post-pouring groove, and then pouring third concrete in the post-pouring groove to form the steel-concrete underground continuous wall.
The outer side surfaces of the adjacent precast blocks are kept flush, and the thickness of the protruding part is 12-20% of that of the steel concrete block body. The lateral surface of prefabricated section deviates from the surface of the inside direction of foundation ditch at the prefabricated section, and the thickness of protruding portion and the thickness of reinforced concrete piece body all are both along the ascending size in the inside and outside direction of foundation ditch.
The shape of the pile hole on the body of the steel concrete block can be circular, oval or rectangular, the specific number does not require, and the pile hole can be set according to different requirements, only one pile hole can be set, and 2-5 pile holes can also be set.
In this application, the reinforced concrete underground continuous wall includes the fender pile system that is formed by the concrete continuous wall that the prefabricated section is connected and constitutes by a fender pile, can be according to different surrounding environment, different soil property and different depths of excavation etc, the pile length that sets up precast concrete continuous wall and a fender pile in a flexible way, vertical component becomes rigidity supporting construction, adapt to different degree of depth atress and deformation requirement more economically, in order to guarantee the intensity of reinforced concrete underground continuous wall, the overall stability, antidumping stability, the stability of antidumping, seepage flow stability satisfies the standard requirement.
The concrete continuous wall formed by the interconnected precast blocks mainly plays roles in retaining soil and retaining water, and the support piles mainly play roles in retaining soil and resisting stability. The precast block is mainly connected with the third concrete by means of post-cast reinforcement cage, and pouring is carried out after excavation is completed in the foundation pit, so that the inner wall of the post-cast groove can be cleaned before pouring, in-situ pouring is adopted, and underwater pouring is not needed, so that the defects existing in the underwater pouring process can be avoided, the pouring quality is ensured, the connection strength and the water stopping effect are improved, and the safety in the underground structure construction process is ensured. The construction quality is guaranteed through the cast-in-place, the concrete diaphragm wall is good in integrity and has good bending resistance, shearing resistance and durability, and particularly when the two-in-one technology is adopted for construction, the steel concrete diaphragm wall can guarantee the quality when being used as an outer wall of an underground structure, cracks are prevented from being generated in the subsequent use process of the underground structure, and external water enters the underground structure to affect the normal use of the underground structure.
In order to guarantee the smooth excavation of foundation ditch, in this application, at first at the downthehole first concrete of pouring of connecting, seal the gap between the prefabricated section to for the prefabricated section provides the pre-connection function, and accomplish sinking of a fender pile, avoid in the foundation ditch excavation process, a large amount of outside water enters into the foundation ditch through the gap between the prefabricated section.
Because in this application, divide into concrete continuous wall and fender pile two parts with steel concrete underground continuous wall, integrated configuration can be according to every foundation ditch characteristics, and nimble precast concrete continuous wall and the fender pile length of setting up, both can be the same, also can be different. The short concrete continuous wall is adopted to meet the anti-seepage stability, the long supporting piles are adopted to meet the requirements of overall stability and anti-overturning stability, namely the short concrete continuous wall and the long supporting piles are designed to reduce the construction cost of the steel-concrete underground continuous wall, compared with the existing underground continuous wall adopting the full-length design scheme, the construction cost of the steel-concrete underground continuous wall can be reduced by 30-50%, and the excavation depth of the groove can be reduced due to the fact that the sinking depth of the precast block is reduced, namely the depth of the concrete continuous wall is reduced, so that the excavation depth of the groove can be reduced, the earthwork excavation amount is reduced, and the construction time is shortened.
In addition, because the support pile in the application is inserted in the pile hole and is formed into a whole with the precast block, the rigidity of the combined structure is high, and the deformation of the support structure is reduced.
According to the invention, the concrete continuous wall can be manufactured in a segmented manner by adopting precast blocks, can be precast in a factory, adopts a component hollow structure, and solves the problems of transportation and hoisting.
Further, the supporting piles are recovery piles or reserved piles; when the supporting pile is a recovery pile, the supporting pile is pulled out and recovered after the construction of the underground structure is completed; when the support pile is a retaining pile, the support pile is retained in place after the construction of the underground structure is completed.
Different support piles are selected according to different soil requirements to form the pile, when the soil is better or has a recovery condition, the support piles can be used as recovery piles, and specifically, steel piles such as H-shaped steel piles and steel pipe piles can be used as recovery piles. When the soil property is poor or the recovery condition is not met on site, the supporting piles can be used as retaining piles to improve the stability of the underground structure, and precast concrete piles such as prestressed pipe piles can be used as the retaining piles. When the supporting pile is a recovery pile, the pile top of the supporting pile upwards exceeds the upper end face of the precast block so as to be convenient for pulling out and recovering the supporting pile.
Further, in order to ensure stable connection between the supporting pile and the precast block, when the supporting pile is a retaining pile, the length of the supporting pile in the pile hole is (2-5) d in the height direction, the top of the second concrete upwards exceeds the top (0.5-2) d of the supporting pile, backfill soil is filled in the pile hole in the upper portion of the second concrete, and d is the equivalent pile diameter of the supporting pile. And only part of the second concrete is filled in the pile hole to ensure the stable connection between the support pile and the precast block, and the upper part of the second concrete is filled with backfill soil to consume part of excavated earthwork, so that the outward transportation amount of the earthwork is reduced, and the construction cost of a project is reduced.
Further, in order to ensure the safety in the excavation process of the foundation pit, in the step (2), after the prefabricated blocks are sunk, the stiffening steel piles are sunk in the post-cast groove and exceed the set bottom surface of the foundation pit downwards for 0.5-1.5h, h is the set depth of the foundation pit, the stiffening steel piles are abutted against the protruding parts of the two adjacent prefabricated blocks, after the excavation of the foundation pit is completed, the stiffening steel piles are extracted and recovered, a post-cast steel reinforcement cage is arranged in the post-cast groove, and third concrete is poured.
Because the protruding portion of prefabricated section's thickness is thinner, intensity is lower, in the foundation ditch excavation process, probably exist because the outside local pressure of foundation ditch is too big, lead to the protruding portion to warp or produce the crackle, influence the bulk strength and the waterproof performance of reinforced concrete underground continuous wall, utilize the stiffening steel pile to provide extra holding power, in order to guarantee the intensity of protruding portion, after accomplishing the foundation ditch excavation, because the deformation of the outside soil body of foundation ditch has tended to stabilize, pressure also tends to stabilize, extract the stiffening steel pile this moment and retrieve, can not cause the influence to the stability of prefabricated section.
Further, after the third concrete is poured, pouring of a bottom plate of the foundation pit is carried out, then a middle plate and a top plate of the underground structure are gradually poured from bottom to top, and reinforcing steel bar meshes in the bottom plate, the middle plate and the top plate are connected to reinforcing steel bar meshes in the prefabricated blocks and post-poured reinforcing steel bar cages. The construction mode is particularly suitable for areas with poor soil quality, after excavation of the foundation pit is completed, pouring of third concrete is completed at first, all the precast blocks are connected into a whole to form the concrete continuous wall, and therefore the concrete continuous wall can resist external pressure and guarantee water stopping capacity.
Further, after excavation of the foundation pit is completed, firstly, the post-cast reinforcement cage is arranged in the post-cast groove, then, third concrete in the post-cast groove below the bottom plate and the middle plate at the Nth layer is firstly constructed, then, the third concrete in the post-cast groove below the middle plate at the Nth layer and the middle plate at the Nth-1 layer is poured, and then, the third concrete in the post-cast groove below the middle plate at the Nth-1 layer and the middle plate at the Nth-2 layer is poured until the third concrete in the post-cast groove below the middle plate at the first layer and the top plate is completed. I.e., the underground structure portion includes N +1 floors of basements. The construction mode is particularly suitable for being adopted in areas with good soil quality and low underground water level, and a large amount of underground water cannot enter a foundation pit during construction.
In order to improve the connection strength between the prefabricated blocks, reinforcing steel bar cages are arranged in the connection holes. After setting up the reinforcement steel reinforcement cage, can improve the shear strength of first concrete, also can avoid producing the crack between the first concrete, can avoid local external force when too big effectively, this external force can't be resisted to simple first concrete, makes the prefabricated section in the local area break away from each other to slope in to the foundation ditch, influence the safe construction of foundation ditch.
Specifically, the lower end surface of the precast block exceeds the set elevation (0.2-1) h of the bottom surface of the foundation pit downwards, and h is the set depth of the foundation pit. Because the main function of the precast block is to resist the external soil pressure within the depth range of the foundation pit and provide the water stopping function, the effect can be achieved when the lower end surface of the precast block exceeds the set elevation (0.2-1) h of the bottom surface downwards.
Furthermore, in order to improve the connection strength between the precast blocks, a steel bar joint is reserved on the inner wall of the notch, and the post-cast steel bar cage is connected to the steel bar joint.
Specifically, in order to ensure the stability of the steel-concrete underground continuous wall, the bottom of the support pile downwardly exceeds the lower end surface (0-1.5) h of the precast block, and h is the set depth of the foundation pit.
Drawings
FIG. 1 is a schematic flow chart diagram of an embodiment of the present invention.
Fig. 2 is a schematic structural view of a preform block.
Fig. 3 is a sectional view taken along line a-a in fig. 1.
FIG. 4 is a schematic structural view of another embodiment of the steel-concrete underground diaphragm wall.
Fig. 5 is a second shape of the preform block.
FIG. 6 is a third shape of the preform block.
Detailed Description
Example 1
In the present application, a direction toward the inside of the foundation pit is referred to as an inner side, and a direction opposite to the inner side is referred to as an outer side.
Referring to fig. 1 and 3, a construction method of a reinforced concrete underground diaphragm wall includes the steps of:
(1) referring to step (a) of fig. 1, a trench 10 is excavated in the ground, and an arrow S in fig. 1 indicates a length direction of the trench 10.
(2) Referring to step (b) of fig. 1, a plurality of prefabricated blocks 20 are sunk into the trench 10.
Referring to fig. 2, in the drawing, an arrow X indicates a width direction of the precast block 20, an arrow Y indicates a thickness direction of the precast block 20, that is, a thickness is a dimension in an inner and outer direction of the foundation pit, and reference numeral 200 in fig. 2 indicates a ground surface.
Each precast block 20 includes a reinforced concrete block body 21, two sides of the reinforced concrete block body 21 in the width direction are respectively provided with a protruding portion 23, the two protruding portions 23 are located at the outer sides of the reinforced concrete block body in the thickness direction, the protruding portions 23 are as high as the reinforced concrete block body 21, that is, the top surfaces of the protruding portions 23 are flush with the top surface of the reinforced concrete block body 21, and the bottom surfaces of the protruding portions 23 are flush with the bottom surface of the reinforced concrete block body 21.
Each protruding part 23 is provided with a connecting groove 24, and the connecting groove 24 extends along the vertical direction and penetrates through the top surface and the bottom surface of the protruding part; a gap 25 is formed between each protruding part 23 and the reinforced concrete block body 21, and a reinforced joint 26 is reserved on the inner wall of the gap. The width direction of the reinforced concrete block body 21 extends along the length direction of the groove; pile holes 22 are provided on the steel concrete block body 21, and penetrate through the bottom surface and the top surface of the steel concrete block body 21.
When viewed in the vertical direction, the opening of the connecting groove 24 faces the width direction of the prefabricated block, two adjacent prefabricated blocks 20 abut against each other, so that the connecting grooves 24 on the two adjacent prefabricated blocks 20 jointly form a connecting hole 31, and the notches 25 on the two adjacent prefabricated blocks 20 jointly form a post-cast groove 32 with an inward opening, namely, the opening of the post-cast groove 32 faces the direction inside the foundation pit.
In this embodiment, the outer side surfaces 201 of the adjacent precast blocks 20 are kept flush, and the second thickness W2 of the protruding portion 23 is 15% of the first thickness W1 of the steel concrete block body. The outer side surface of the precast block is the outer surface of the precast block facing away from the inner direction of the foundation pit, and in the step (b) of fig. 1, the direction facing the lower side is the inner direction of the foundation pit. In this embodiment, the thickness of the reinforced concrete underground continuous wall is 3.6 meters, that is, the first thickness W1 of the reinforced concrete block body is also 3.6 meters.
In this embodiment, the lower end surface of the precast block exceeds the set elevation of the bottom surface of the foundation pit by 0.3h, and h is the set depth of the foundation pit.
And sinking a stiffening steel pile 34 in the post-cast groove 32, wherein in the embodiment, the stiffening steel pile 34 adopts an H-shaped steel pile, and the flange of the H-shaped steel pile abuts against the protruding parts of the two adjacent precast blocks. The stiffening steel pile downwards exceeds the set elevation of the bottom surface of the foundation pit by 1 h.
(3) Referring to step (c) of fig. 1, a reinforcing cage 41 is placed in the connecting hole 31, and then a first concrete is poured. Second concrete 43 is poured into the pile hole 22, and the support pile 42 is sunk to the ground along the pile hole 22 with the bottom of the support pile 22 being lowered beyond the lower end face 1h of the precast block 20. The top of the support piles 42 is raised above the upper end face of the precast block. It is understood that in another embodiment, the bottom of the support piles 22 may also be flush with the lower end surface of the precast block 20.
In this embodiment, the support piles 42 are made of H-shaped steel, and the support piles 42 are pulled out and recovered after the construction of the underground structure is completed, and therefore, the support piles are referred to as recovery piles. It is understood that in another embodiment, the support pile may also be a steel pipe pile, and the steel pipe pile is used as a recovery pile.
(4) Referring to step (d) of fig. 1, the foundation pit 100 is excavated until the bottom surface 120 of the foundation pit has a predetermined elevation. The reinforcing steel piles 34 are pulled out and recovered.
(5) Referring to step (e) in fig. 1, the inner wall of the post-cast groove 32 is cleaned, a post-cast reinforcement cage 44 is arranged in the post-cast groove 32, the post-cast reinforcement cage 44 is connected to the reinforcement connectors 26, and then third concrete 45 is poured in the post-cast groove to form the steel-concrete underground continuous wall.
Referring to (f) of fig. 1, after the third concrete is poured, the top beam 150 is poured, the bottom plate 110 of the foundation pit is then poured, and the middle plate 130 and the top plate of the underground structure are then gradually poured from bottom to top, and the reinforcing meshes in the bottom plate, the middle plate and the top plate are connected to the reinforcing meshes in the prefabricated blocks and the post-poured reinforcing cage.
It will be appreciated that in another embodiment, after the post-cast reinforcement cage is positioned in the post-cast groove, the third concrete in the post-cast groove below the bottom plate and the nth layer middle plate may be first constructed, then the third concrete in the post-cast groove below the nth layer middle plate and the N-1 layer middle plate may be poured, and then the third concrete in the post-cast groove below the N-1 layer middle plate and the N-2 layer middle plate may be poured until the third concrete in the post-cast groove below the first layer middle plate and the top plate is completed.
Example 2
This embodiment is substantially the same as embodiment 1 except that the arrangement of the support piles is different.
Referring to fig. 4, in the present embodiment, the supporting pile is a prestressed pipe pile 61, and after sinking the prestressed pipe pile, a second concrete a62 is poured into the pile hole, and then the prestressed pipe pile 61 is sunk along the pile hole, so that the bottom of the prestressed pipe pile 61 extends downward beyond the lower end surface of the precast block 20 for 1.5 hours. And the top of the prestressed tubular pile 61 is wrapped by the second concrete A62, the second concrete A62 exceeds the top of the prestressed tubular pile 61 for 1.5d upwards, the length of the prestressed tubular pile 61 in the pile hole is 4d, and d is the equivalent pile diameter of the support pile.
And then the pile holes on the upper part of the second concrete A62 are filled with backfill 63. In fig. 4, reference numeral 60 indicates the range of the height of the second concrete a62 in the pile hole.
The pre-stressed pipe pile 61 in this embodiment is kept underground without being recovered, so the pre-stressed pipe pile 61 is referred to as a retaining pile. In order to facilitate sinking of the pre-stressed pipe pile 61, a pile shoe 611 is provided at the lower end of the pre-stressed pipe pile 61.
In the above two embodiments, the precast blocks have the same shape, and each precast block is provided with only one elliptical pile hole, it can be understood that in another embodiment, each precast block can be provided with only one circular pile hole or only one rectangular pile hole. Of course, the number of the pile holes may be different, for example, 2, 3, 4 or 5, the precast block a71 shown in fig. 5 is provided with four circular pile holes, and the precast block B72 shown in fig. 6 is provided with three rectangular pile holes.
Claims (10)
1. A construction method of a steel-concrete underground continuous wall is characterized by comprising the following steps:
(1) digging a trench underground;
(2) sinking a plurality of precast blocks into the groove;
each prefabricated block comprises a reinforced concrete block body, two sides of the reinforced concrete block body in the width direction are respectively provided with a protruding part, the two protruding parts are positioned on the outer sides of the reinforced concrete block body in the thickness direction, the protruding parts are as high as the reinforced concrete block body in height, each protruding part is provided with a connecting groove, and the connecting grooves extend in the vertical direction and penetrate through the top surface and the bottom surface of the protruding parts; a gap is formed between each protruding part and the reinforced concrete block body; the width direction of the reinforced concrete block body extends along the length direction of the groove; the steel concrete block body is provided with a pile hole which penetrates through the bottom surface and the top surface of the steel concrete block body;
observing along the vertical direction, wherein the opening of the connecting groove faces to the width direction of the prefabricated blocks, the two adjacent prefabricated blocks are abutted together, so that the connecting grooves on the two adjacent prefabricated blocks are jointly formed into a connecting hole, and the notches on the two adjacent prefabricated blocks are jointly formed into a post-casting groove with an inward opening;
(3) pouring first concrete in the connecting hole, pouring second concrete in the pile hole, and sinking the support pile to the ground along the pile hole, wherein the bottom of the support pile is enabled to exceed the lower end surface of the precast block downwards or be flush with the lower end surface of the precast block;
(4) excavating a foundation pit until the set elevation of the bottom surface of the foundation pit is reached;
(5) and cleaning the inner wall of the post-pouring groove, arranging a post-pouring reinforcement cage in the post-pouring groove, and then pouring third concrete in the post-pouring groove to form the steel-concrete underground continuous wall.
2. The construction method according to claim 1,
the supporting piles are recovery piles or reserved piles;
when the supporting pile is a recovery pile, the supporting pile is pulled out and recovered after the construction of the underground structure is completed;
when the support pile is a retaining pile, the support pile is retained in place after the construction of the underground structure is completed.
3. The construction method according to claim 2,
when the supporting pile is a retaining pile, the length of the supporting pile in the pile hole is (2-5) d in the height direction, the top of the second concrete upwards exceeds the top (0.5-2) d of the supporting pile, backfill soil is filled in the pile hole in the upper portion of the second concrete, and d is the equivalent pile diameter of the supporting pile.
4. The construction method according to claim 1,
and (2) after the prefabricated blocks are sunk, sinking stiffening steel piles in the post-cast groove, wherein the stiffening steel piles downwards exceed the set bottom surface of the foundation pit for 0.5-1.5h, h is the set depth of the foundation pit, the stiffening steel piles are abutted against the protruding parts of two adjacent prefabricated blocks, after the foundation pit is excavated, the stiffening steel piles are extracted and recovered, and a post-cast steel reinforcement cage is arranged in the post-cast groove and third concrete is cast.
5. The construction method according to claim 1,
and after the third concrete is poured, pouring the bottom plate of the foundation pit, and then gradually pouring the middle plate and the top plate of the underground structure from bottom to top, wherein the reinforcing steel bar meshes in the bottom plate, the middle plate and the top plate are connected to the reinforcing steel bar meshes in the prefabricated blocks and post-poured reinforcing steel bar cages.
6. The construction method according to claim 1,
after excavation of the foundation pit is completed, firstly, the post-cast reinforcement cage is arranged in the post-cast groove, then, third concrete in the post-cast groove below the bottom plate and the middle plate at the Nth layer is constructed firstly, then, the third concrete in the post-cast groove below the middle plate at the Nth layer and the middle plate at the Nth-1 layer is cast, and then, the third concrete in the post-cast groove below the middle plate at the Nth-1 layer and the middle plate at the Nth-2 layer is cast until the third concrete in the post-cast groove below the middle plate at the first layer and the top plate is completed.
7. The construction method according to claim 1, wherein a reinforcing cage is disposed in the coupling hole.
8. The construction method according to claim 1,
the lower end surface of the precast block exceeds the set elevation (0.2-1) h of the bottom surface of the foundation pit downwards, and h is the set depth of the foundation pit.
9. The construction method according to claim 1,
and a reinforcing steel bar joint is reserved on the inner wall of the notch, and the post-cast reinforcing steel bar cage is connected to the reinforcing steel bar joint.
10. The construction method according to claim 1,
the bottom of the support pile exceeds the lower end surface (0-1.5) h of the precast block downwards, and h is the set depth of the foundation pit.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111111292.2A CN113957880B (en) | 2021-09-23 | 2021-09-23 | Construction method of steel-concrete underground continuous wall |
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| CN202111111292.2A CN113957880B (en) | 2021-09-23 | 2021-09-23 | Construction method of steel-concrete underground continuous wall |
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| CN113957880A true CN113957880A (en) | 2022-01-21 |
| CN113957880B CN113957880B (en) | 2023-02-14 |
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| CN202111111292.2A Active CN113957880B (en) | 2021-09-23 | 2021-09-23 | Construction method of steel-concrete underground continuous wall |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115478561A (en) * | 2022-07-26 | 2022-12-16 | 浙大宁波理工学院 | Construction method of prefabricated underground diaphragm wall |
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| CN104018518A (en) * | 2014-05-30 | 2014-09-03 | 浙江大学宁波理工学院 | Prefabricated underground diaphragm wall and method for constructing outer basement wall and floor slabs |
| CN110453675A (en) * | 2019-08-27 | 2019-11-15 | 中煤第三建设（集团）有限责任公司 | A stacked underground diaphragm wall and its construction method |
| CN111705781A (en) * | 2020-06-24 | 2020-09-25 | 上海隧道工程有限公司 | Prefabricated underground continuous wall and construction method thereof |
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| JP2001311152A (en) * | 2000-04-26 | 2001-11-09 | Modern Material:Kk | Holding device for earth retaining wall support |
| JP2008057184A (en) * | 2006-08-30 | 2008-03-13 | Ps Mitsubishi Construction Co Ltd | Method of constructing underground wall by using h-shaped pc pile |
| CN104018518A (en) * | 2014-05-30 | 2014-09-03 | 浙江大学宁波理工学院 | Prefabricated underground diaphragm wall and method for constructing outer basement wall and floor slabs |
| CN110453675A (en) * | 2019-08-27 | 2019-11-15 | 中煤第三建设（集团）有限责任公司 | A stacked underground diaphragm wall and its construction method |
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| CN115478561A (en) * | 2022-07-26 | 2022-12-16 | 浙大宁波理工学院 | Construction method of prefabricated underground diaphragm wall |
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