CN213538995U - Foundation pit reinforcing structure capable of reducing influence of bottom flow plastic soil body - Google Patents
Foundation pit reinforcing structure capable of reducing influence of bottom flow plastic soil body Download PDFInfo
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- CN213538995U CN213538995U CN202022349314.6U CN202022349314U CN213538995U CN 213538995 U CN213538995 U CN 213538995U CN 202022349314 U CN202022349314 U CN 202022349314U CN 213538995 U CN213538995 U CN 213538995U
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Abstract
A foundation pit reinforcing structure for reducing influence of a bottom flow plastic soil body. In the process of constructing the deep foundation pit, when a flow plastic soil layer exists at the bottom of one side outside the outline of the foundation pit or close to the bottom, the basic stability of the foundation pit cannot be ensured, potential safety hazards exist, the construction scheme needs to be modified again, and the consumption of manpower and material resources is large. The utility model discloses well top supporter level is established at the top of foundation ditch, the foundation ditch is with even the wall is vertical to be established on the inside wall of foundation ditch, the apron is established in the bottom of foundation ditch through bottom location system level, the top supporter links to each other with the ground for the foundation ditch through hat roof beam, the foundation ditch is with even being equipped with lateral part location system on the wall, every first stock passes the foundation ditch and links to each other the wall with the ground and establish in the foundation ditch lateral part soil body, the top at the flow plasticity soil body is established to the first stock of several, the below at the first stock of several is established to the several second stock, every second stock passes in proper order and establishes in the foundation ditch lateral part soil body after the foundation ditch links. The utility model is used for execute and do the deep basal pit.
Description
The technical field is as follows:
the utility model particularly relates to a reduce foundation ditch reinforced structure of bottom flow plasticity soil body influence.
Background art:
along with the speed increase of the urbanization process, the high-rise building field is also developed rapidly, multi-storey basements are emerging continuously, the development and utilization of other types of underground spaces are gradually paid more attention by people, the more and more kinds of underground structures such as subways, underground stations, underground parking lots and the like are complicated, the full utilization of the underground spaces also promotes the further development of deep foundation pits, the support design of the deep foundation pits becomes a key problem in the construction engineering of various domestic large cities, however, the conventional foundation pit construction and design still have certain defects and shortcomings, for example, when a deep foundation pit is constructed, a requirement is required to be provided for engineering geological investigation, the method is particularly important when a foundation pit is designed at the side slope, close to the side slope or near water. In practical engineering, the requirements for further mastering the soil properties and geological structures outside the construction site are often violated because it is difficult to obtain the permission for drilling operation outside the site. In a large city, the basic conditions of the soil property and the geological structure outside a construction site are solved by referring to the archival data of a geological information base, if the existing information is longer than the actual date interval, the deviation is not small when a deep foundation pit is actually constructed, when the foundation pit is supported by an underground continuous wall and the design enclosure only adopts a soil anchor rod, when the foundation pit is excavated to the elevation position of the lower-row anchor rod, if a flowing plastic soil layer exists on one side outside the outline bracket of the foundation pit, but the condition is not found during investigation, the root of the anchor rod is probably embedded and fixed in the soft soil layer at the moment, the bearing capacity of the anchor rod cannot be ensured, and when the remedial measures of the temporary modification scheme are found, the remedial measures are passive and large, and the construction period of the deep foundation pit is easy to delay.
The invention content is as follows:
for solving the problem mentioned in the above-mentioned background art, the utility model aims to provide a reduce foundation ditch reinforced structure of bottom flow plasticity soil body influence.
A foundation pit reinforcing structure for reducing the influence of a bottom flow plastic soil body comprises a top supporting body, a ground connection wall for a foundation pit, a crown beam, a side part positioning system, a bottom positioning system and a cover plate, wherein the top supporting body is horizontally arranged at the top of the foundation pit, the ground connection wall for the foundation pit is vertically arranged on the inner side wall of the foundation pit, the cover plate is horizontally arranged at the bottom of the foundation pit through the bottom positioning system, the top supporting body is connected with the ground connection wall for the foundation pit through the crown beam, the ground connection wall for the foundation pit is provided with the side part positioning system, the side part positioning system comprises a plurality of first anchor rods and a plurality of second anchor rods, the plurality of first anchor rods are arranged in parallel, each first anchor rod penetrates through the ground, the plurality of first anchor rods are arranged above the fluid plastic soil body, the plurality of second anchor rods are arranged below the plurality of first anchor rods in parallel, and each second anchor rod penetrates through the underground diaphragm wall for the foundation pit and the fluid plastic soil body in sequence and then is arranged in the soil body on the side part of the foundation pit.
As a preferable scheme: the bottom positioning system comprises a plurality of anchor rods for bottom, the anchor rods for bottom are arranged in parallel, and each first anchor rod penetrates through the cover plate and is arranged in the soil body at the bottom of the foundation pit.
As a preferable scheme: the cooperation of bottom positioning system is provided with multiseriate reinforcing pile, and every row of reinforcing pile includes two at least single piles, and every single pile is vertical to be set up in the below of apron, and the top of every single pile is connected with the apron, is formed with the clearance of inserting of cooperation bottom with the stock between the adjacent two rows of reinforcing piles.
As a preferable scheme: a first inclination angle A is formed between the length direction of each first anchor rod and the thickness direction of the underground connecting wall for the foundation pit, a second inclination angle B is formed between the length direction of each second anchor rod and the thickness direction of the underground connecting wall for the foundation pit, and the first inclination angle A is smaller than the second inclination angle B.
As a preferable scheme: the top supporter includes outer frame body and a plurality of enhancement rib, and outer frame body is the rectangle framework, and a plurality of enhancement ribs are arranged in the outer frame body, and the both ends of every enhancement rib are as an organic whole with the inside wall fixed connection system of outer frame body respectively.
As a preferable scheme: a plurality of rows of first connecting holes are processed on the ground connecting wall for the foundation pit, the plurality of rows of first connecting holes are vertically arranged in parallel, each row of first connecting holes comprises a plurality of first single holes, the first single holes are matched with the first anchor rods in a one-to-one correspondence mode, and each first anchor rod penetrates through the corresponding first single hole; the foundation pit is with processing on the even wall multiseriate second connecting hole, multiseriate second connecting hole is vertical to be set up side by side, and every row of second connecting hole includes a plurality of second haplopores, and the second haplopore cooperates with the second stock one-to-one, and every second stock passes its second haplopore that corresponds.
As a preferable scheme: the multiple columns of first connecting holes and the multiple columns of second connecting holes are arranged in a staggered mode.
As a preferable scheme: the cover plate is a reinforced concrete plate body.
Compared with the prior art, the beneficial effects of the utility model are that:
the utility model has the advantages of being scientific and reasonable in overall structure, be applicable to the flowing plasticity soil body around the foundation ditch. The utility model discloses it is good to answer the acutely, and the equipment is quick, need not to change the construction scheme temporarily, reduces the excessive waste that construction material caused because of suddenly meeting the flow plasticity soil body.
The arrangement of the plurality of first anchor rods in the embodiment can effectively control the trend that soil outside the pit moves into the pit, reduce active soil pressure borne by the underground diaphragm wall for the foundation pit, delay the speed of continuous development of the plastic zone of the ground surface and reduce the continuous development range of the plastic zone; set up through the several second stock and pass in the regional embedding of existence of the flow plastic soil body stabilizes the soil layer, with this ensure the utility model discloses a bearing capacity is up to standard to further performance soil hunch effect.
And thirdly, the bottom positioning system, the cover plate and the multiple columns of reinforcing piles are matched with one another to form a pit bottom reinforcing system, so that the effect of sealing and reinforcing the bottom of the foundation pit is achieved, and the uplift of a soil body at the bottom of the pit is reduced, so that the development of a plastic zone at the bottom of the foundation pit is limited.
Fourth, the utility model discloses be particularly useful for the flowing plastic soil body appear in the geological conditions around the foundation ditch bottom, prevent that the plastic zone from developing to the flowing plastic soil body within range, directly avoid the occurence of failure of the whole unstability that slides of foundation ditch structure.
Description of the drawings:
for ease of illustration, the invention is described in detail by the following detailed description and accompanying drawings.
Fig. 1 is a schematic side view of the present invention;
FIG. 2 is a schematic view of a connection relationship between a diaphragm wall and a crown beam for a foundation pit;
fig. 3 is a schematic top view of the present invention;
fig. 4 is an enlarged view at C in fig. 1.
In the figure, 1-top support; 1-1-outer frame body; 1-2-reinforcing ribs; 2-underground diaphragm wall for foundation pit; 3-a crown beam; 4-lateral positioning system; 4-1-a first anchor; 4-2-second anchor; 5-bottom positioning system; 5-1-anchor rod for bottom; 6-cover plate; 7-a fluid plastic soil body; 8-single pile; 11-a first single well; 12-second single well.
The specific implementation mode is as follows:
in order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described below with reference to specific embodiments shown in the accompanying drawings. It should be understood that the description is intended to be illustrative only and is not intended to limit the scope of the present invention. Moreover, in the following description, descriptions of well-known structures and techniques are omitted so as to not unnecessarily obscure the concepts of the present invention.
It should also be noted that, in order to avoid obscuring the invention with unnecessary details, only the structures and/or process steps that are closely related to the solution according to the invention are shown in the drawings, while other details that are not relevant to the invention are omitted.
The first embodiment is as follows: as shown in fig. 1, 2, 3 and 4, the present embodiment adopts the following technical solutions, the present embodiment includes a top support 1, a foundation pit diaphragm wall 2, a crown beam 3, a side positioning system 4, a bottom positioning system 5 and a cover plate 6, the top support 1 is horizontally disposed at the top of the foundation pit, the foundation pit diaphragm wall 2 is vertically disposed on the inner side wall of the foundation pit, the cover plate 6 is horizontally disposed at the bottom of the foundation pit through the bottom positioning system 5, the top support 1 is connected with the foundation pit diaphragm wall 2 through the crown beam 3, the foundation pit diaphragm wall 2 is provided with the side positioning system 4, the side positioning system 4 includes a plurality of first anchor rods 4-1 and a plurality of second anchor rods 4-2, the plurality of first anchor rods 4-1 are disposed in parallel, each first anchor rod 4-1 passes through the foundation pit diaphragm wall 2 and is disposed in the soil mass at the side of the foundation pit, the plurality of first anchor rods 4-1 are arranged above the fluid plastic soil 7, the plurality of second anchor rods 4-2 are arranged below the plurality of first anchor rods 4-1 in parallel, and each second anchor rod 4-2 penetrates through the underground diaphragm wall 2 for the foundation pit and the fluid plastic soil 7 in sequence and then is arranged in soil on the side part of the foundation pit.
Further, as shown in fig. 1, based on the positions of the top support 1 and the foundation pit diaphragm wall 2, an arc curve N in the drawing is a potential slip trace containing a flow plastic clay layer, and a region enclosed by the potential slip trace of the flow plastic clay layer and the foundation pit diaphragm wall 2 is a concentrated arrangement region of the side positioning system 4, that is, it is ensured that the setting length of the first anchor rod 4-1 can be concentrated arrangement in the region enclosed by the potential slip trace of the flow plastic clay layer and the foundation pit diaphragm wall 2. The arcuate curve M is a potential slip trace for the development of the normal plastic zone. The area enclosed by the potential slip trace developed in the normal plastic zone and the underground diaphragm wall 2 for the foundation pit is also a concentrated arrangement area of the side positioning system 4, namely, the arrangement lengths of the plurality of first anchor rods 4-1 and the plurality of second anchor rods 4-2 are ensured to be concentrated in the area enclosed by the potential slip trace developed in the normal plastic zone and the underground diaphragm wall 2 for the foundation pit.
Further, each first anchor rod 4-1 obliquely penetrates through the underground diaphragm wall 2 for the foundation pit and is arranged in soil on the side part of the foundation pit so as to enhance the bearing capacity of the first anchor rods 4-1.
Further, each second anchor rod 4-2 obliquely penetrates through the underground diaphragm wall 2 for the foundation pit and is arranged in soil on the side part of the foundation pit so as to enhance the bearing capacity of the second anchor rods 4-2.
The second embodiment is as follows: the first embodiment is further limited in that the bottom positioning system 5 in the first embodiment includes a plurality of bottom anchor rods 5-1, the plurality of bottom anchor rods 5-1 are arranged in parallel, and each first anchor rod 4-1 penetrates through the cover plate 6 and is arranged in the soil at the bottom of the foundation pit.
In the embodiment, the included angle formed between the length of the anchor rod 5-1 for the bottom and the position of the cover plate 6 is 90 degrees. Therefore, the cover plate 6 and the bottom anchor rods 5-1 are matched with each other to stably position soil below the foundation pit, and the insertion depth of the bottom anchor rods 5-1 is consistent with that of the first anchor rods 4-1, so that the soil at the bottom and the side of the foundation pit is stable and not easy to slide, and the interference of plastic soil to the foundation pit is reduced.
The third concrete implementation mode: in this embodiment, which is a further limitation of the first or second embodiment, the bottom positioning system 5 is cooperatively provided with a plurality of rows of reinforcing piles, each row of reinforcing piles comprises at least two single piles 8, each single pile 8 is vertically arranged below the cover plate 6, the top end of each single pile 8 is connected with the cover plate 6, and an insertion gap for matching with the anchor rod 5-1 for the bottom is formed between two adjacent rows of reinforcing piles.
In this embodiment the reinforcing piles in multiple columns comprise a plurality of reinforcing piles in a first column and a plurality of reinforcing piles in a second column, the reinforcing piles in the first column and the reinforcing piles in the second column are arranged alternately, each reinforcing pile in the first column comprises at least four single piles 8, and each reinforcing pile in the second column comprises at least two single piles 8.
As shown in fig. 3, when each of the first row of reinforcing piles includes four mono-piles 8 and each of the second row of reinforcing piles includes two mono-piles 8, a plurality of rows of reinforcing piles form a reinforcing matrix structure in which four-two alternately arranged bottom anchor rods 5-1 are arranged, so that the positioning effect of the plurality of bottom anchor rods 5-1 can be further enhanced by the arrangement of the plurality of rows of reinforcing piles.
The fourth concrete implementation mode: in this embodiment, as shown in fig. 1 and 4, a first inclination angle a is formed between the length direction of each first anchor rod 4-1 and the thickness direction of the foundation pit diaphragm 2, a second inclination angle B is formed between the length direction of each second anchor rod 4-2 and the thickness direction of the foundation pit diaphragm 2, and the first inclination angle a is smaller than the second inclination angle B.
Further, the second inclination angle B is three to five times the first inclination angle a. The arrangement relationship of the first inclination angle A and the second inclination angle B can ensure that the first anchor rod 4-1 and the second anchor rod 4-2 are matched with each other to carry out multidirectional control on the convective plastic soil body 7.
The fifth concrete implementation mode: in this embodiment, which is a further limitation of the fourth embodiment, the top support 1 includes an outer frame 1-1 and a plurality of reinforcing ribs 1-2, the outer frame 1-1 is a rectangular frame, the plurality of reinforcing ribs 1-2 are disposed in the outer frame 1-1, and both ends of each reinforcing rib 1-2 are respectively and fixedly connected with the inner side wall of the outer frame 1-1.
The sixth specific implementation mode: the embodiment is further limited by the first, second, third, fourth or fifth embodiment, a plurality of rows of first connecting holes are processed on the foundation pit diaphragm wall 2, the plurality of rows of first connecting holes are vertically arranged in parallel, each row of first connecting holes comprises a plurality of first single holes 11, the first single holes 11 are matched with the first anchor rods 4-1 in a one-to-one correspondence manner, and each first anchor rod 4-1 penetrates through the corresponding first single hole 11; the underground diaphragm wall 2 for the foundation pit is provided with a plurality of rows of second connecting holes, the plurality of rows of second connecting holes are vertically arranged in parallel, each row of second connecting holes comprises a plurality of second single holes 12, the second single holes 12 are matched with the second anchor rods 4-2 in a one-to-one correspondence mode, and each second anchor rod 4-2 penetrates through the corresponding second single hole 12.
In the embodiment, the head of the first anchor rod 4-1 is arranged on the inner wall of the underground diaphragm wall 2 for the foundation pit, after the pull rod section of the first anchor rod 4-1 passes through the first single hole 11, the anchoring body of the first anchor rod 4-1 is arranged in the soil body on one side outside the outline bracket line of the foundation pit.
In the embodiment, the head of the second anchor rod 4-2 is arranged on the inner wall of the underground diaphragm wall 2 for the foundation pit, and after the pull rod section of the second anchor rod 4-2 passes through the second single hole 12, the anchoring body of the second anchor rod 4-2 sequentially penetrates through the soil body and the fluid plastic soil body 7 on the side part of the foundation pit.
The seventh embodiment: this embodiment is a further limitation of the sixth embodiment, wherein the plurality of columns of the first connection holes and the plurality of columns of the second connection holes are staggered.
The specific implementation mode is eight: the present embodiment is further limited to the first, second, third, fourth, fifth, sixth, or seventh embodiment, and the cover plate 6 is a reinforced concrete plate. The reinforced concrete plate body is formed in the prior art, a reinforced frame is arranged firstly, then the reinforced frame is enclosed by a template, and finally concrete is poured to form a final reinforced concrete plate body structure.
In this embodiment, the bottom positioning system 5 and the cover plate 6 are matched with each other to treat the bottom of the foundation pit as follows:
firstly, the pit bottom soil body is improved through high-pressure rotary spraying grouting, so that the original loose state is changed into a cylinder, the strength and the shear resistance of the soil body are improved, and the development of a pit bottom plastic region is reduced; then, performing pit bottom concrete cover plate construction on the pit bottom, and further sealing and reinforcing the pit bottom; and finally, constructing an anchor rod 5-1 for the vertical bottom on a cover plate 6 at the pit bottom, and further reducing the uplift phenomenon of the soil body at the pit bottom through the flow operation, thereby further limiting the development trend of the plastic zone at the pit bottom.
As shown in fig. 2, the first anchor rod 4-1 and the second anchor rod 4-2 in the lateral positioning system 4 are both oblique anchor rods, the first anchor rod 4-1 is a small-inclination anchor rod, the second anchor rod 4-2 is a large-inclination anchor rod, the first single hole 11 is a bearing plate reserved hole, each first anchor rod 4-1 passes through the corresponding bearing plate reserved hole to be inserted into the soil body, the second single hole 12 is a pedestal reserved hole, each second anchor rod 4-2 passes through the corresponding pedestal reserved hole to be inserted into the soil body, a plurality of reserved holes are processed on the cover plate 6, and each bottom anchor rod 5-1 passes through the corresponding reserved hole to be inserted into the soil body. Every type stock inlays admittedly in the corresponding degree of depth department in stratum, wherein adopts different distribution forms according to the position difference that the thermoplasticity soil body 7 located, the utility model discloses specially to the reinforcement processing structure that the thermoplasticity soil body 7 is located the foundation ditch bottom, should arrange the stock of little inclination at top, the middle part of foundation ditch with even wall 2, and with the intensive bottom of arranging at foundation ditch with even wall 2 of big inclination stock, through wearing the thermoplasticity soil body 7 and obtain effectively to inlay admittedly and promote whole bearing capacity.
A pit bottom reinforcing system is formed among the bottom positioning system 5, the cover plate 6 and the multiple rows of reinforcing piles, a single pile 8 in the pit bottom reinforcing system is specifically a high-pressure rotary jet grouting reinforcing soil pile, the high-pressure rotary jet grouting reinforcing soil pile is distributed along the pit bottom in a grid mode, a plurality of bottom anchor rods 5-1 are vertically arranged at the bottom, and the plurality of bottom anchor rods 5-1 are distributed among grid type gaps of the high-pressure rotary jet grouting reinforcing soil pile 6.
The utility model discloses an implementation as follows:
during operation, firstly, the side positioning system 4 is constructed on the underground diaphragm wall 2 for the foundation pit, namely, the arrangement of the plurality of first anchor rods 4-1 and the plurality of second anchor rods 4-2 is carried out on the underground diaphragm wall 2 for the foundation pit, so that a small-angle anchor rod system structure formed by the plurality of first anchor rods 4-1 and a large-angle anchor rod system structure formed by the plurality of second anchor rods 4-2 are completed.
Firstly, determining a hole forming position of a foundation pit diaphragm wall 2, marking, drilling in place by a drilling machine and leaving a drill rod, inserting a steel strand into the drill rod, injecting slurry and slowly pulling out the drill rod, sequentially installing a plurality of second anchor rods 4-2 on the foundation pit diaphragm wall 2, finally forming a large-angle anchor rod system structure formed by the plurality of second anchor rods 4-2, and then performing the construction process of a small-angle anchor rod system formed by the plurality of first anchor rods 4-1 according to the same construction flow; finally, completing and constructing a pit bottom reinforcement system, namely leveling, compacting and preparing a relevant site on the ground at the bottom of a foundation pit, then measuring and lofting by adopting a total station instrument and marking a small wooden pile on a pile position mark point, then grouting and stirring soil by using a grouting pipe after a drilling machine positions and drills a through hole, grouting and rotating and spraying to lift the soil to finally form a plurality of rows of reinforcement piles, and then performing a construction process of a cover plate 6 on the basis of the reinforcement piles, namely performing a series of processes of site leveling, constructing a cushion layer, arranging cover reinforcing steel bars, erecting lateral formworks, performing concrete pouring, maintaining and removing a formwork and the like on the bottom of the foundation pit to finally form the cover plate 6; at last, the construction of the pit bottom anti-floating anchor rod system is carried out at the top of the cover plate 6, the pit bottom anti-floating anchor rod system is the bottom positioning system 5, the bottom positioning system 5 consists of a plurality of bottom anchors 5-1, the field test of the bearing capacity of the anchor rod is carried out, and then the procedures of hole measurement, hole drilling by a drilling machine, hole cleaning, hole depth inspection, anchor rod installation, primary grouting, secondary grouting and the like are sequentially completed, namely, the construction process of the plurality of bottom anchors 5-1 is completed, thereby completing the whole operation process of the utility model.
The basic principles and the main features of the invention and the advantages of the invention have been shown and described above. It will be understood by those skilled in the art that the present invention is not limited to the above embodiments, and that the foregoing embodiments and descriptions are provided only to illustrate the principles of the present invention without departing from the spirit and scope of the present invention. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (8)
1. The utility model provides a reduce foundation ditch reinforced structure of bottom plastic flow soil body influence which characterized in that: the foundation pit underground wall comprises a top support body (1), an underground diaphragm wall (2) for the foundation pit, a crown beam (3), a lateral part positioning system (4), a bottom positioning system (5) and a cover plate (6), wherein the top support body (1) is horizontally arranged at the top of the foundation pit, the underground diaphragm wall (2) for the foundation pit is vertically arranged on the inner side wall of the foundation pit, the cover plate (6) is horizontally arranged at the bottom of the foundation pit through the bottom positioning system (5), the top support body (1) is connected with the underground diaphragm wall (2) for the foundation pit through the crown beam (3), the lateral part positioning system (4) is arranged on the underground diaphragm wall (2) for the foundation pit, the lateral part positioning system (4) comprises a plurality of first anchor rods (4-1) and a plurality of second anchor rods (4-2), the plurality of first anchor rods (4-1) are arranged in parallel, each first anchor rod (4-1) penetrates through the underground diaphragm wall (, the plurality of first anchor rods (4-1) are arranged above the fluid plastic soil body (7), the plurality of second anchor rods (4-2) are arranged below the plurality of first anchor rods (4-1) in parallel, and each second anchor rod (4-2) penetrates through the underground diaphragm wall (2) for the foundation pit and the fluid plastic soil body (7) in sequence and then is arranged in the soil body on the side part of the foundation pit.
2. A foundation pit reinforcing structure for reducing the influence of a bottom flowing plastic soil body according to claim 1, wherein: the bottom positioning system (5) comprises a plurality of anchor rods (5-1) for bottoms, the anchor rods (5-1) for bottoms are arranged in parallel, and each first anchor rod (4-1) penetrates through the cover plate (6) to be arranged in soil at the bottom of the foundation pit.
3. A foundation pit reinforcing structure for reducing the influence of a bottom flowing plastic soil body according to claim 2, wherein: the bottom positioning system (5) is provided with a plurality of columns of reinforcing piles in a matched mode, each column of reinforcing piles comprises at least two single piles (8), each single pile (8) is vertically arranged below the cover plate (6), the top end of each single pile (8) is connected with the cover plate (6), and an insertion gap matched with an anchor rod (5-1) for the bottom is formed between every two adjacent columns of reinforcing piles.
4. A foundation pit strengthening structure for reducing the effect of bottom flowing plastic soil mass according to claim 1, 2 or 3, wherein: a first inclination angle A is formed between the length direction of each first anchor rod (4-1) and the thickness direction of the underground diaphragm wall (2) for the foundation pit, a second inclination angle B is formed between the length direction of each second anchor rod (4-2) and the thickness direction of the underground diaphragm wall (2) for the foundation pit, and the first inclination angle A is smaller than the second inclination angle B.
5. A foundation pit reinforcing structure for reducing the influence of a bottom flowing plastic soil body according to claim 1, wherein: the top support body (1) comprises an outer frame body (1-1) and a plurality of reinforcing ribs (1-2), the outer frame body (1-1) is a rectangular frame body, the reinforcing ribs (1-2) are arranged in the outer frame body (1-1), and two ends of each reinforcing rib (1-2) are respectively and fixedly connected with the inner side wall of the outer frame body (1-1) into a whole.
6. A foundation pit reinforcing structure for reducing the influence of a bottom flowing plastic soil body according to claim 1, wherein: a plurality of rows of first connecting holes are processed in the foundation pit diaphragm wall (2), the plurality of rows of first connecting holes are vertically arranged in parallel, each row of first connecting holes comprises a plurality of first single holes (11), the first single holes (11) are matched with the first anchor rods (4-1) in a one-to-one correspondence mode, and each first anchor rod (4-1) penetrates through the corresponding first single hole (11); the foundation ditch is with processing on the ground even wall (2) have multiseriate second connecting hole, multiseriate second connecting hole is vertical to be set up side by side, and every row of second connecting hole includes a plurality of second haplopores (12), and second haplopore (12) and second stock (4-2) one-to-one are the cooperation, and every second stock (4-2) pass its second haplopore (12) that correspond.
7. A foundation pit strengthening structure for reducing the influence of a bottom flowing plastic soil body according to claim 6, wherein: the multiple columns of first connecting holes and the multiple columns of second connecting holes are arranged in a staggered mode.
8. A foundation pit reinforcing structure for reducing the influence of a bottom flowing plastic soil body according to claim 1, wherein: the cover plate (6) is a reinforced concrete plate body.
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| CN202022349314.6U CN213538995U (en) | 2020-10-20 | 2020-10-20 | Foundation pit reinforcing structure capable of reducing influence of bottom flow plastic soil body |
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| CN202022349314.6U CN213538995U (en) | 2020-10-20 | 2020-10-20 | Foundation pit reinforcing structure capable of reducing influence of bottom flow plastic soil body |
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