CN214573995U

CN214573995U - Ultra-deep foundation pit supporting structure

Info

Publication number: CN214573995U
Application number: CN202120311533.7U
Authority: CN
Inventors: 李维娜; 王飞萍; 管云恺
Original assignee: Zhejiang Tongzhou Project Management Co ltd
Current assignee: Zhejiang Tongzhou Project Management Co ltd
Priority date: 2021-02-03
Filing date: 2021-02-03
Publication date: 2021-11-02
Anticipated expiration: 2031-02-03

Abstract

The utility model belongs to the technical field of foundation ditch support's technique and specifically relates to a super dark foundation ditch supporting construction is related to, it includes underground continuous wall and is used for supporting the inboard breast beam in underground continuous wall upper portion, still includes straining beam, sleeve pipe, first connecting portion, anchor pile and stand, the sleeve pipe cover is located the straining beam and wears to locate underground continuous wall with the straining beam syntropy, first connecting portion are located the one end that the straining beam is located underground continuous wall inboard, the straining beam is through first connecting portion fixed connection in breast beam, the anchor pile is vertical wears to locate the straining beam and the sleeve pipe is located the outside one end of underground continuous wall, the stand is vertical wears to locate the one end that first connecting portion were kept away from to the breast beam. The capability of resisting soil lateral extrusion of the underground continuous wall can be improved through the tie beams and the anchor piles, and the overall performance of the underground continuous wall, the support beams, the stand columns, the anchor piles and the tie beams can be improved through the first connecting parts. This application has and improves current supporting construction and satisfies the effect of extra-deep foundation ditch operation requirement.

Description

Ultra-deep foundation pit supporting structure

Technical Field

The application relates to the technical field of foundation pit support, especially, relate to an ultra-deep foundation pit supporting construction.

Background

The deep foundation pit refers to an engineering with excavation depth of more than 5 meters (including 5 meters) or more than three layers (including three layers) of a basement, or a construction with excavation depth of less than 5 meters, but particularly complex geological conditions, surrounding environment and underground pipelines. The foundation pit support is a supporting, blocking, reinforcing and protecting measure adopted for the side wall of the foundation pit and the surrounding environment in order to ensure the safety of the construction of an underground structure and the surrounding environment of the foundation pit.

Along with the development of economic construction, super high-rise buildings are more and more. The super high-rise building has large height of the overground part and large depth of the underground part, the super high-rise building is generally located in a busy section of a city, the surrounding environment is complex, and the construction of underground engineering is greatly influenced, so that a super deep foundation pit needs to be designed to meet the use requirement of the super high-rise building. The ultra-deep foundation pit refers to a foundation pit with greater construction difficulty than a deep foundation pit, and the supporting deep foundation pit supporting technology is difficult to meet the protection requirement of the ultra-deep foundation pit.

SUMMERY OF THE UTILITY MODEL

In order to improve the operation requirement that current supporting construction satisfies the ultra-deep foundation ditch, this application provides an ultra-deep foundation ditch supporting construction.

The application provides a pair of ultra-deep foundation pit supporting construction adopts following technical scheme:

the utility model provides an ultra-deep foundation pit supporting construction, its includes underground continuous wall and is used for supporting the inboard roof beam that props in underground continuous wall upper portion, still includes straining beam, sleeve pipe, first connecting portion, anchor pile and stand, the sleeve pipe cover is located the straining beam and is worn to locate underground continuous wall with the straining beam syntropy, first connecting portion are located the one end that the straining beam is located underground continuous wall inboard, the straining beam is through first connecting portion fixed connection in propping the roof beam, the anchor pile is vertical to be worn to locate straining beam and sleeve pipe and is located the outside one end of underground continuous wall, the stand is vertical to be worn to locate to prop the one end that the roof beam kept away from first connecting portion.

By adopting the technical scheme, the construction groove of the underground diaphragm wall, the construction hole of the anchor pile, the construction groove of the tie beam, the construction hole of the upright post and the construction groove of the supporting beam are excavated in sequence, and the inner wall of the construction groove of the tie beam is supported by the sleeve so as to prevent the collapse of the inner wall of the construction groove of the tie beam. And after the installation of the reinforcement cages of the underground continuous wall and the anchor pile, the reinforcement cages of the tie beam, the reinforcement cages of the stand columns and the reinforcement cages of the supporting beam is completed, concrete is poured, and after the structural strength of the underground continuous wall, the anchor pile, the tie beam, the stand columns and the supporting beam meets the requirement, the ultra-deep foundation pit begins to be excavated. After the excavation of super deep foundation ditch finishes, the construction is accomplished first connecting portion and is fixed connection underground continuous wall respectively, straining beam and stand, through set up straining beam and anchor pile in underground continuous wall outside, can improve underground continuous wall and resist the extruded ability of soil side direction, and utilize first connecting portion, will prop the roof beam, underground continuous wall and straining beam three fixed connection, with improve underground continuous wall, prop the roof beam, the stand, the wholeness ability of anchor pile and straining beam, thereby make this scheme have the advantage that improves current supporting construction and satisfy super deep foundation ditch operation requirement.

Optionally, the first connecting portion includes first horizontal muscle, second horizontal muscle and first cast-in-place district, first cast-in-place district is fixed connection in underground continuous wall and stand respectively, first horizontal muscle penetrates first cast-in-place district and can dismantle and connect in second horizontal muscle after the self-supporting roof beam is worn out, the one end that first horizontal muscle was kept away from to second horizontal muscle is located in the underground continuous wall.

By adopting the technical scheme, the construction of the underground diaphragm wall and the tie beam is firstly completed, the upper foundation pit is dug, then the first horizontal rib and the second horizontal rib are connected, then concrete is poured, and a first cast-in-place area is formed to fixedly connect the bracing beam and the tie beam, so that the capability of the underground diaphragm wall for resisting the lateral soil pressure of the foundation pit is improved.

Optionally, the end of the second horizontal rib is provided with a first mechanical sleeve, and one end of the first mechanical sleeve, which is far away from the first horizontal rib, is connected to the second horizontal rib in a threaded manner.

Through adopting above-mentioned technical scheme, utilize first mechanical sleeve, can realize first horizontal muscle of easy to assemble connection and second horizontal muscle, and can improve the connection performance of first horizontal muscle and second horizontal muscle.

Optionally, the first connecting portion further includes a cladding area, one end of the cladding area is fixedly connected to the first cast-in-place area, and the other end of the cladding area is fixedly connected to the inner side of the underground continuous wall after being sleeved with the tie beam.

By adopting the technical scheme, the coating area can strengthen the connection performance of the tension beam and the connection part, so that the connection performance of the connection part of the underground continuous wall, the tension beam and the support beam is improved.

Optionally, the bottom of the anchor pile is provided with a first anti-pulling part, and the bottom of the upright post is provided with a second anti-pulling part.

Through adopting above-mentioned technical scheme, first resistance to plucking portion can improve the anti ability of floating of anchor pile, and then makes the anchor pile can transmit the load that the anchor pile was given to the straining beam steadily for the ground, and the second resistance to plucking portion makes the stand insert easily and establishes into the soil layer.

Optionally, the underground continuous wall further comprises a second connecting part, one end of the second connecting part is fixedly connected to the lower portion of the upright post, and the other end of the second connecting part is fixedly connected to the underground continuous wall.

Through adopting above-mentioned technical scheme, along with the increase of soil layer degree of depth, the side direction soil pressure that underground continuous wall bore constantly increases, and the ability that the second connecting portion can improve underground continuous wall lower part lateral wall and resist soil pressure.

Optionally, the second connecting portion includes a third horizontal rib, a fourth horizontal rib, a second mechanical sleeve and a second cast-in-place region, one end of the third horizontal rib is arranged in the column, the other end of the third horizontal rib is arranged in the second cast-in-place region and is in threaded connection with the fourth horizontal rib through the second mechanical sleeve, and the fourth horizontal rib penetrates out of the second cast-in-place region and is arranged in the underground diaphragm wall.

Through adopting above-mentioned technical scheme, utilize second mechanical sleeve can conveniently connect third horizontal muscle and fourth horizontal muscle, and then pour cast-in-place district of second that forms and can fixed connection stand lower part and underground continuous wall to improve the support performance to underground continuous wall lower part.

Optionally, the tension beams are provided with a plurality of tension beams, and a connecting beam is arranged between every two adjacent tension beams.

Through adopting above-mentioned technical scheme, the connection beam can improve the connection performance between the straining beam to improve the structural integrity between the straining beam.

In summary, the present application includes at least one of the following beneficial technical effects:

1. the capability of resisting the lateral extrusion of soil of the underground continuous wall can be improved through the tie beams and the anchor piles, and the overall performance of the underground continuous wall, the support beams, the stand columns, the anchor piles and the tie beams can be improved through the first connecting parts;

2. the cladding area can enhance the connection performance of the tension beam and the connection part;

3. the tie beam may improve the connection between the tension beams and thus the structural integrity between the tension beams.

Drawings

FIG. 1 is a schematic diagram of the overall structure of an embodiment of the present application;

fig. 2 is an enlarged schematic view of the structure of fig. 1 at line a.

Description of reference numerals: 1. an underground diaphragm wall; 2. supporting a beam; 3. drawing a beam; 4. a sleeve; 5. a first connection portion; 51. a first horizontal rib; 52. a second horizontal rib; 53. a first mechanical sleeve; 54. a first cast-in-place zone; 55. a cladding region; 6. a second connecting portion; 61. a third horizontal rib; 62. a fourth horizontal rib; 63. a second mechanical sleeve; 64. a second cast-in-place area; 7. anchoring piles; 71. a first anti-pulling part; 8. a column; 81. a second anti-extraction part; 9. the beam is connected.

Detailed Description

The present application is described in further detail below with reference to figures 1-2.

The embodiment of the application discloses ultra-deep foundation pit supporting structure, refer to fig. 1, fig. 2, it includes underground continuous wall 1, props roof beam 2, straining beam 3, sleeve pipe 4, first connecting portion 5, second connecting portion 6, anchor pile 7, stand 8 and linking roof beam 9, and underground continuous wall 1 is the square ring form. The supporting beams 2 are three, the first connecting portions 5 are six, the end portions of the two supporting beams 2 are fixedly connected to the inner wall of the upper portion of the underground continuous wall 1 through the first connecting portions 5 respectively, the other supporting beam 2 sequentially penetrates through the tops of the other two supporting beams 2 vertically, and the end portion of the other supporting beam 2 is fixedly connected to the inner wall of the upper portion of the underground continuous wall 1 through the first connecting portions 5 respectively. The sleeve pipe 4 is the square ring form, and there are six sleeve pipe 4 corresponding 2 tip of arbitrary supporting beam, and arbitrary sleeve pipe 4 one end is located underground continuous wall 1, and arbitrary sleeve pipe 4 other end all is perpendicular and fixed to pass underground continuous wall 1.

Six straining beams 3 correspond to the sleeve 4, any straining beam 3 is poured and formed in the sleeve 4, and the six straining beams 3 are sequentially arrayed outside the underground continuous wall 1 in a rectangular shape. The anchor pile 7 corresponds straining beam 3 and has six, and arbitrary anchor pile 7 is worn to locate the straining beam 3 and is located the outside one end of underground continuous wall 1 from the vertical fixed one end of straining beam 3 in the top of straining beam 3, and arbitrary anchor pile 7 bottom fixedly connected with first resistance to plucking portion 71, and first resistance to plucking portion 71 can improve the anti ability of floating of anchor pile 7 to make anchor pile 7 be difficult to the off normal. Simultaneously, three strutbeam 2 have two nodes, and there are two stand 8 to correspond arbitrary node, and 8 tops of stand are fixed connection in two node bottoms respectively, and 8 vertical downward arrangements in stand bottom and fixedly connected with second resistance to plucking portion 81, and second resistance to plucking portion 81 can improve 8 anti floating ability of stand.

The connecting beam 9 has six, and six connecting beam 9 is the rectangle form end to end in proper order, and arbitrary connecting beam 9 is fixed connection respectively in two adjacent straining beam 3 lie in the one end in underground continuous wall 1 outside. The connecting beam 9 can improve the overall performance among the anchor piles 7, and further improve the soil pressure extrusion resistance of the underground continuous wall 1.

Any first connecting portion 5 comprises four first horizontal ribs 51, four second horizontal ribs 52, four first mechanical sleeves 53, a first cast-in-place area 54 and a cladding area 55, and the four first horizontal ribs 51, the four second horizontal ribs 52 and the four first mechanical sleeves 53 are all arranged in a rectangular shape. Any one end of the first horizontal rib 51 is fixedly penetrated through the corresponding supporting beam 2, the other end of the first horizontal rib 51 is in threaded connection with the corresponding first mechanical sleeve 53, one end, far away from the first horizontal rib 51, of the first mechanical sleeve 53 is sleeved on the corresponding second horizontal rib 52, and one end, far away from the first mechanical sleeve 4, of the second horizontal rib 52 is embedded in the inner wall of the upper portion of the underground diaphragm wall 1. Four first horizontal bars 51, four second horizontal bars 52 and four first mechanical sleeves 53 are located in the first cast-in-place zone 54. One end of the first cast-in-place area 54 is fixedly connected to the inner wall of the upper part of the underground continuous wall 1, and the other end of the first cast-in-place area 54 is fixedly connected to the upper part of the corresponding upright post 8, so that the supporting capacity for the inner wall of the upper part of the underground continuous wall 1 is improved.

Cladding district 55 is the reinforced concrete ring, and cladding district 55 inner wall fixed connection is located the outer wall of underground continuous wall 1 inwards in corresponding sleeve pipe 4, and cladding district 55 can improve the connection performance of straining beam 3 and the 5 handing-over departments of first connecting portion. Be equipped with in the cladding area 55 a plurality of vertical muscle (not shown) and a plurality of vertical muscle (not shown), arbitrary vertical muscle one end all welded connection is in the 4 outer walls of sleeve pipe, and arbitrary vertical muscle is inserted in proper order and is located 1 inner walls of underground continuous wall, and a plurality of vertical muscle and vertical muscle are at the inside reinforcing bar skeleton that forms of cladding area 55 to improve cladding area 55's wholeness ability.

The second connecting parts 6 are provided with six positions, and the end parts of any second connecting part 6 are respectively and fixedly connected to the inner wall of the lower part of the underground continuous wall 1 and the lower part of the upright post 8. Any one second connecting part 6 comprises four third horizontal ribs 61, four fourth horizontal ribs 62, four second mechanical sleeves 63 and a second cast-in-place area 64, wherein the four third horizontal ribs 61, the four fourth horizontal ribs 62 and the four second mechanical sleeves 63 are arranged in a rectangular shape at intervals; four third horizontal bars 61, four fourth horizontal bars 62 and four second mechanical sleeves 63 are located in a second cast-in-place zone 64. And one end of the second cast-in-place area 64 is fixedly connected to the inner wall of the lower part of the underground continuous wall 1, and the other end of the second cast-in-place area 64 is fixedly connected to the lower part of the upright post 8.

One end of any third horizontal rib 61 is fixedly embedded in the lower part of the upright post 8, the other end of any third horizontal rib 61 is in threaded connection with a second mechanical sleeve 63, one end, far away from the third horizontal rib 61, of the second mechanical sleeve 63 is in threaded connection with a corresponding fourth horizontal rib 62, and one end, far away from the second mechanical sleeve 63, of the fourth horizontal rib 62 is fixedly embedded in the inner wall of the lower part of the underground continuous wall 1.

The implementation principle of the embodiment of the application is as follows:

firstly, excavating a construction hole of the underground continuous wall 1 by using a rotary excavating machine, then excavating a foundation trench outside the construction hole of the underground continuous wall 1, excavating a construction trench of the tie beam 3 in the horizontal direction of the side wall of the foundation trench, and supporting the inner wall of the construction trench of the tie beam 3 by using the sleeve 4.

Step two, a space for installing the steel reinforcement cage of the tie beam 3 is provided in the sleeve 4, the steel reinforcement cage of the anchor pile 7 is vertically reserved in the sleeve 4, the steel reinforcement cage of the tie beam 3 and the steel reinforcement cage of the anchor pile 7 are sequentially installed, the node positions of the steel reinforcement cage of the tie beam 3 and the steel reinforcement cage of the anchor pile 7 are completely processed, and concrete is poured at the same time to form the underground continuous wall 1, the tie beam 3 and the anchor pile 7 respectively;

thirdly, excavating a construction hole of the upright post 8 by using a rotary excavator, excavating a construction groove of the support beam 2 by using the excavator, installing an upright post 8 reinforcement cage and a support beam 2 reinforcement cage, processing and perfecting the node positions of the upright post 8 reinforcement cage and the anchor pile 7 reinforcement cage, and then sequentially pouring concrete of the upright post 8 and the support beam 2, so that the reinforcement cage of the support beam 2 extends out of the end part of the support beam 2 to form a first horizontal rib 51;

after the concrete structure strength of the upright post 8 and the supporting beam 2 meets the requirement, a second horizontal rib 52 is inserted into the underground continuous wall 1 corresponding to any one of the first horizontal ribs 51, and then the first horizontal rib 51 and the second horizontal rib 52 are sequentially and respectively connected through threads by utilizing the first mechanical sleeve 4 and then poured to form a first cast-in-place area 54;

fourthly, sequentially welding and connecting vertical ribs on the outer wall of the inward sleeve 4 of the underground continuous wall 1, sequentially inserting the longitudinal ribs into the underground continuous wall 1, enabling the vertical ribs and the longitudinal ribs to form a steel rib framework, and then pouring to form a coating area 55;

fifthly, after the structural strength of the first connecting part 5 and the cladding area 55 meets the requirement, continuously excavating downwards to form an ultra-deep foundation pit, and then sequentially utilizing a third horizontal rib 61, a fourth horizontal rib 62 and a second mechanical sleeve 63 to further connect the lower part of the stand column 8 and the inner wall of the lower part of the underground continuous wall 1;

and finally, sequentially pouring a second cast-in-place area 64, thereby completing the protection of the ultra-deep foundation pit.

The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.

Claims

1. The utility model provides an ultra-deep foundation pit supporting construction, includes underground continuous wall (1) and is used for supporting inboard brace beam (2) in underground continuous wall (1) upper portion, its characterized in that: still include straining beam (3), sleeve pipe (4), first connecting portion (5), anchor pile (7) and stand (8), straining beam (3) and with straining beam (3) syntropy wear to locate underground continuous wall (1) are located to sleeve pipe (4) cover, straining beam (3) are located the one end that underground continuous wall (1) is inboard in first connecting portion (5), straining beam (3) are through first connecting portion (5) fixed connection in bracing beam (2), anchor pile (7) are vertical to be worn to locate straining beam (3) and sleeve pipe (4) and are located the outside one end of underground continuous wall (1), the one end that first connecting portion (5) were kept away from in bracing beam (2) is vertical to be worn to locate in stand (8).

2. The ultra-deep foundation pit supporting structure according to claim 1, wherein: first connecting portion (5) include first horizontal muscle (51), second horizontal muscle (52) and first cast-in-place district (54), first cast-in-place district (54) fixed connection respectively in underground continuous wall (1) and stand (8), first horizontal muscle (51) penetrate first cast-in-place district (54) and can dismantle and connect in second horizontal muscle (52) after wearing out from strutbeam (2), the one end that first horizontal muscle (51) was kept away from in underground continuous wall (1) is located in second horizontal muscle (52).

3. The ultra-deep foundation pit supporting structure according to claim 2, wherein: the end part of the second horizontal rib (52) is provided with a first mechanical sleeve (53), and one end, far away from the first horizontal rib (51), of the first mechanical sleeve (53) is connected to the second horizontal rib (52) in a threaded mode.

4. The ultra-deep foundation pit supporting structure according to claim 2, wherein: the first connecting portion (5) further comprises a coating area (55), one end of the coating area (55) is fixedly connected to the first cast-in-place area (54), and the other end of the coating area (55) is fixedly connected to the inner side of the underground continuous wall (1) after the tension beam (3) is sleeved on the other end of the coating area.

5. The ultra-deep foundation pit supporting structure according to claim 1, wherein: the anchor pile is characterized in that a first anti-pulling portion (71) is arranged at the bottom of the anchor pile (7), and a second anti-pulling portion (81) is arranged at the bottom of the upright post (8).

6. The ultra-deep foundation pit supporting structure according to claim 1, wherein: the underground continuous wall is characterized by further comprising a second connecting portion (6), one end of the second connecting portion (6) is fixedly connected to the lower portion of the upright post (8), and the other end of the second connecting portion (6) is fixedly connected to the underground continuous wall (1).

7. An ultra-deep foundation pit supporting structure according to claim 6, wherein: the second connecting portion (6) comprises a third horizontal rib (61), a fourth horizontal rib (62), a second mechanical sleeve (63) and a second cast-in-place area (64), one end of the third horizontal rib (61) is arranged in the upright post (8), the other end of the third horizontal rib (61) is arranged in the second cast-in-place area (64) and is connected to the fourth horizontal rib (62) through the second mechanical sleeve (63) in a threaded mode, and the fourth horizontal rib (62) penetrates out of the second cast-in-place area (64) and is arranged in the underground diaphragm wall (1).

8. The ultra-deep foundation pit supporting structure according to claim 1, wherein: the drawing beams (3) are provided with a plurality of drawing beams, and a connecting beam (9) is arranged between every two adjacent drawing beams (3).