CN115387347A - Deep foundation pit supporting method based on limited space - Google Patents
Deep foundation pit supporting method based on limited space Download PDFInfo
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- CN115387347A CN115387347A CN202210635472.9A CN202210635472A CN115387347A CN 115387347 A CN115387347 A CN 115387347A CN 202210635472 A CN202210635472 A CN 202210635472A CN 115387347 A CN115387347 A CN 115387347A
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- 230000008093 supporting effect Effects 0.000 title claims abstract description 75
- 238000000034 method Methods 0.000 title claims abstract description 32
- 239000004567 concrete Substances 0.000 claims abstract description 27
- 238000009412 basement excavation Methods 0.000 claims abstract description 22
- 238000009434 installation Methods 0.000 claims abstract description 5
- 239000004568 cement Substances 0.000 claims description 33
- 239000010410 layer Substances 0.000 claims description 31
- 239000000843 powder Substances 0.000 claims description 24
- 238000010276 construction Methods 0.000 claims description 20
- 239000002689 soil Substances 0.000 claims description 15
- 238000007789 sealing Methods 0.000 claims description 14
- 230000003014 reinforcing effect Effects 0.000 claims description 11
- 238000004078 waterproofing Methods 0.000 claims description 10
- 238000003860 storage Methods 0.000 claims description 9
- 239000002344 surface layer Substances 0.000 claims description 9
- 238000005507 spraying Methods 0.000 claims description 7
- 230000002093 peripheral effect Effects 0.000 claims description 6
- 230000008569 process Effects 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- 238000011065 in-situ storage Methods 0.000 claims description 5
- 238000005266 casting Methods 0.000 claims description 4
- 239000004744 fabric Substances 0.000 claims description 4
- 230000009471 action Effects 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 3
- 238000003756 stirring Methods 0.000 claims description 3
- 210000002105 tongue Anatomy 0.000 claims description 3
- 230000008901 benefit Effects 0.000 abstract description 3
- 239000000463 material Substances 0.000 abstract description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000012528 membrane Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
-
- 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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- 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
- E02D5/74—Means for anchoring structural elements or bulkheads
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to the technical field of deep foundation pit supporting, in particular to a deep foundation pit supporting method based on a limited space. The deep foundation pit supporting method based on the limited space ensures that the earthwork excavation of the limited space ultra-deep foundation pit is smoothly, efficiently and safely carried out, the size of the arc-shaped supporting plate is customized according to the size of the compact deep foundation pit, and as the arc-shaped supporting plate is prefabricated and formed in a factory and is directly spliced and formed in use, the installation efficiency is high, and the supporting effect is good; the bottom of the support main body is provided with a cast-in-place concrete back cover and a waterproof coiled material, so that the support main body forms an integral tubular structure which can be directly used as an outer wall and a bottom plate of a building in the future, the economic benefit is improved to a great extent, and the support main body has strong practicability and good application prospect.
Description
Technical Field
The invention relates to the technical field of deep foundation pit supporting, in particular to a deep foundation pit supporting method based on a limited space.
Background
The modern city center has short land use, high land development degree and expensive section price, which causes serious imbalance of supply and demand of parking berths, so that reasonable development and utilization of underground space for parking berths are necessary. In order to fully utilize the land, a basement of a high-rise building is usually constructed by clinging to a planned ground red line, the number of layers of the basement is increased, so that the depth of a foundation pit of the basement is increased, a limited space ultra-deep foundation pit is formed, the earthwork excavation of the limited space ultra-deep foundation pit is difficult and serious, especially, the slope soil collection is a difficult problem of being placed in front of a large number of construction units, the earthwork excavation sequence and method are improper, the efficiency is low, and safety accidents are easily caused; in addition, the deep foundation pit support is constructed on site, the time cost is high, the required construction area is large, and micro-disturbance is difficult to achieve under the conditions of being close to buildings and limited space. Therefore, a deep foundation pit supporting method based on a limited space is lacked at present.
Disclosure of Invention
In order to solve the problems, the invention provides a deep foundation pit supporting method based on a limited space.
In order to realize the purpose, the invention adopts the technical scheme that: a deep foundation pit supporting method based on a confined space comprises the following steps:
s1, carrying out foundation pit support pile construction and pile head excavation in time, and then carrying out crown beam reinforcement, template installation and concrete pouring construction;
s2, carrying out anchor rod drilling and grouting construction, then carrying out inter-pile net hanging and concrete spraying construction, installing a waist beam and an anchor head structure after the strength of anchor rod grouting body and surface layer concrete reaches the requirement, and carrying out prestress tensioning;
s3, excavating the lower-layer earthwork and spraying and protecting the anchor rods and the piles;
s4, after the earthwork excavation in the foundation pit is finished, collecting soil on a ramp in time; adopting a plurality of excavators to relay and turn soil upwards at steps at the ramp, and stacking the excavators at one side close to the foundation pit in a centralized manner, wherein the top of the foundation pit adopts the excavator to receive the soil;
s5, arc-shaped supporting and protecting plates are prefabricated according to the foundation pit and a reinforcing assembly is manufactured, the arc-shaped supporting and protecting plates are spliced together in the deep foundation pit to form a supporting and protecting main body, a first inserting strip of one arc-shaped supporting and protecting plate penetrates through a first inserting slot of the other arc-shaped supporting and protecting plate between every two adjacent arc-shaped supporting and protecting plates, reinforcing and waterproofing treatment is firstly carried out on the joints formed between the odd number of adjacent arc-shaped supporting and protecting plates, and then reinforcing and waterproofing treatment is carried out on the joints formed between the even number of adjacent arc-shaped supporting and protecting plates;
and S6, arranging a plurality of stirring piles aligned with the joints of the two adjacent arc-shaped supporting plates in a one-to-one correspondence manner in a soil body outside the supporting main body, and arranging a back cover on the ground inside the supporting main body.
Further, in step S2, after the anchor grouting body and the sprayed concrete surface layer reach the designed strength of 85%, the lower earthwork excavation can be performed, and the maintenance time should not be less than one week, and after the prestress is applied, the foundation pit can be excavated by using the prestressed anchor cable support.
Further, in step S4, when the arm length of the top excavator cannot reach the pile height in the foundation pit, a long arm excavator or a grab excavator is used to dig out the piled earthwork in the foundation pit until the ramp is retracted to the side of the foundation pit support pile.
The excavator is hoisted out of the foundation pit from the foundation pit in batches by adopting a hoisting device outside the foundation pit; and finally, excavating the residual earthwork in the foundation pit by using a long-arm excavator or a grab excavator.
Furthermore, before earth excavation, the remaining position of the unearthing ramp and an unearthing route in the foundation pit are planned, and the foundation pit earth excavation is carried out in a layering and segmenting mode from top to bottom along the contour lines.
Further, in step S5, the specific process of the reinforcement waterproofing treatment is: two locating plates pass through fastening bolt one-to-one and connect on two adjacent arc backplate, make the one end of screw thread bracing piece support on strutting the main part inner peripheral surface, rotate the screw thread bracing piece and make the internal screw thread seat remove with the one end of strutting the main part and being connected towards keeping away from the screw thread bracing piece, with sealing strip sealing connection simultaneously on the outer peripheral face of two adjacent arc backplate.
When the waterproof reinforcing treatment is carried out, the elastic sealing tongues are clamped by the adjacent arc-shaped supporting plates, and then the threaded supporting rod is rotated to enable the internal thread seat to move towards the end, far away from the threaded supporting rod, connected with the supporting main body.
Further, in step S6, the process of setting the back cover is: and pouring a concrete bottom layer, leveling the upper surface of the concrete bottom layer before the initial setting of the concrete bottom layer, paving an elastic waterproof cloth, casting a cement slurry layer with the thickness of 4-5 cm on the waterproof layer in situ after the final setting of the concrete bottom layer, and casting a concrete surface layer on the cement slurry layer in situ before the final setting of the cement slurry layer.
Wherein, after the bottom sealing construction is finished, cement powder is stored in the hole; the method for filling cement powder into the cement powder storage hole comprises the following steps: the inlet end of the pump is connected with the cement powder storage hole in a sealing and butt mode, then the pump is started, cement powder is led into the cement powder input hole, and the cement powder is pumped into the cement powder storage hole under the action of the pump.
The invention has the beneficial effects that: the method for supporting the deep foundation pit based on the limited space customizes the size of the arc-shaped supporting plate according to the size of the compact deep foundation pit, and the arc-shaped supporting plate is prefabricated and molded in a factory and is directly spliced and molded during use, so that the mounting efficiency is high, and the supporting effect is good; wherein, strut main part bottom and adopt cast in situ concrete back cover and set up waterproofing membrane, make and strut the main part and form a holistic tubular structure, can directly regard as building outer wall and bottom plate in the future, have to a great extent economic benefits's improvement, have stronger practicality and better application prospect.
Drawings
FIG. 1 is a flowchart of the method of the present embodiment.
Detailed Description
The present invention will be described in further detail with reference to the following detailed description and accompanying drawings. The present application may be embodied in many different forms and is not limited to the embodiments described in the present embodiment. The following detailed description is provided to facilitate a more thorough understanding of the present disclosure.
Referring to fig. 1, the present invention relates to a method for supporting a deep foundation pit based on a confined space, which comprises the following steps:
s1, carrying out foundation pit support pile construction and pile head excavation in time, and then carrying out crown beam reinforcement, template installation and concrete pouring construction;
s2, carrying out anchor rod drilling and grouting construction, then carrying out inter-pile net hanging and concrete spraying construction, mounting a waist rail and an anchor head structure after the strength of anchor rod grouting body and surface layer concrete meets the requirement, and carrying out prestress tensioning;
s3, excavating the lower-layer earthwork and spraying and protecting the anchor rods and the piles;
s4, after the earthwork excavation in the foundation pit is finished, collecting soil on the ramp in time; adopting a plurality of excavators to relay and turn soil upwards at steps at the ramp, and stacking the excavators at one side close to the foundation pit in a centralized manner, wherein the top of the foundation pit adopts the excavator to receive the soil;
s5, arc-shaped supporting and protecting plates are prefabricated according to a foundation pit and a reinforcing assembly is manufactured, the arc-shaped supporting and protecting plates are spliced together in the deep foundation pit to form a supporting and protecting main body, a first inserting strip of one arc-shaped supporting and protecting plate penetrates through a first inserting slot of the other arc-shaped supporting and protecting plate between adjacent arc-shaped supporting and protecting plates, reinforcing and waterproofing treatment is firstly carried out on the connecting parts formed between odd adjacent arc-shaped supporting and protecting plates, and then reinforcing and waterproofing treatment is carried out on the connecting parts formed between even adjacent arc-shaped supporting and protecting plates;
and S6, arranging a plurality of stirring piles aligned with the joints of the two adjacent arc-shaped supporting plates in a one-to-one correspondence manner in a soil body outside the supporting main body, and arranging a back cover on the ground inside the supporting main body.
In this embodiment, before the earthwork excavation, the remaining position of the unearthed ramp and the unearthed route in the foundation pit are planned, and the foundation pit earthwork excavation is performed by layering and segmenting from top to bottom along the contour line.
In the step S2, after the anchor rod grouting body and the sprayed concrete surface layer reach the designed strength of 85%, lower-layer earthwork excavation can be carried out, the maintenance time is not less than one week, and a foundation pit can be excavated after prestress is applied by adopting a prestressed anchor cable support; in step S4, when the arm length of the slope top excavator cannot reach the pile height in the foundation pit, excavating the piled earthwork in the foundation pit by using a long arm excavator or a grab excavator until the ramp is retracted to the side of the foundation pit support pile. In addition, the excavator is hoisted out of the foundation pit in batches from the foundation pit by adopting the hoisting device; and finally, excavating the residual earthwork in the foundation pit by using a long-arm excavator or a grab shovel excavator. For excavation construction with limited construction intervals, the excavation and soil collection method is used for alternately carrying out earth excavation and anchor rod and pile spraying protection, so that the construction is safely carried out, the time is saved, and the working efficiency is improved; the ramp earthwork is transported and collected and selected back-hoe excavator, long arm excavator or grab shovel excavator and hoisting accessory are used in a matched mode, so that the requirement of collecting the earthwork in the limited interval is well met, the excavating of the limited space ultra-deep foundation pit earthwork is guaranteed to be carried out smoothly, efficiently and safely, and the ramp earthwork transport vehicle has strong practicability and good application prospect.
In step S5, the specific process of the reinforcing and waterproofing treatment is: two locating plates pass through fastening bolt and connect on two adjacent arc backplate one-to-one, make the one end of screw thread bracing piece support on strutting the main part inner peripheral surface, rotate the screw thread bracing piece and make the internal thread seat towards keeping away from the screw thread bracing piece with strut the one end that the main part is connected and remove to make adjacent protection backup pad by the extrusion tightly with connect the reinforcement, with sealing strip sealing connection simultaneously on the outer peripheral face of two adjacent arc backplate. When the waterproof treatment is reinforced, the elastic sealing tongues are clamped by the adjacent arc-shaped supporting and protecting plates, and then the threaded supporting rod is rotated to enable the internal thread seat to move towards one end far away from the threaded supporting rod and connected with the supporting and protecting main body.
Further, in step S6, the process of setting the back cover is: pouring out a concrete bottom layer, leveling the upper surface of the concrete bottom layer before the concrete bottom layer is initially set, then paving an elastic waterproof cloth, wherein the waterproof cloth forms a waterproof layer, a cement paste layer with the thickness of 4-5 cm is cast on the waterproof layer after the concrete bottom layer is finally set, and a concrete surface layer is cast on the cement paste layer before the cement paste layer is initially set and is finally set. Wherein, after the bottom sealing construction is finished, cement powder is stored in the hole; the method for filling cement powder into the cement powder storage hole comprises the following steps: the inlet end of the pump is hermetically butted with the cement powder storage hole, then the pump is started, cement powder is introduced into the cement powder input hole, and the cement powder is pumped into the cement powder storage hole under the action of the pump.
Compared with the prior art, the embodiment ensures that the earthwork excavation of the ultra-deep foundation pit in the limited space is smoothly, efficiently and safely carried out, the size of the arc-shaped supporting plate is customized according to the size of the compact deep foundation pit, and the arc-shaped supporting plate is prefabricated and formed in a factory and is directly spliced and formed when in use, so that the installation efficiency is high, and the supporting effect is good; the bottom of the support main body is provided with a cast-in-place concrete back cover and a waterproof coiled material, so that the support main body forms an integral tubular structure which can be directly used as an outer wall and a bottom plate of a building in the future, the economic benefit is improved to a great extent, and the support main body has strong practicability and good application prospect.
It is further understood that the terms "connected," "secured," "disposed," and the like are to be construed broadly and their meanings in the context of the invention may be understood by those skilled in the art as appropriate, unless otherwise specifically defined or limited.
The above embodiments are merely illustrative of the preferred embodiments of the present invention, and not restrictive, and various changes and modifications to the technical solutions of the present invention may be made by those skilled in the art without departing from the spirit of the present invention, and the technical solutions of the present invention are intended to fall within the scope of the present invention defined by the appended claims.
Claims (9)
1. A deep foundation pit supporting method based on a confined space is characterized in that: the method comprises the following steps:
s1, carrying out foundation pit support pile construction and pile head excavation in time, and then carrying out crown beam reinforcement, template installation and concrete pouring construction;
s2, carrying out anchor rod drilling and grouting construction, then carrying out inter-pile net hanging and concrete spraying construction, installing a waist beam and an anchor head structure after the strength of anchor rod grouting body and surface layer concrete reaches the requirement, and carrying out prestress tensioning;
s3, excavating the lower-layer earthwork and spraying and protecting the anchor rods and the piles;
s4, after the earthwork excavation in the foundation pit is finished, collecting soil on a ramp in time; adopting a plurality of excavators to upwards relay and turn soil at steps at the positions of the ramps, and intensively stacking the soil at one side close to the foundation pit, wherein the top of the foundation pit adopts the excavator to connect the soil;
s5, arc-shaped supporting and protecting plates are prefabricated according to the foundation pit and a reinforcing assembly is manufactured, the arc-shaped supporting and protecting plates are spliced together in the deep foundation pit to form a supporting and protecting main body, a first inserting strip of one arc-shaped supporting and protecting plate penetrates through a first inserting slot of the other arc-shaped supporting and protecting plate between every two adjacent arc-shaped supporting and protecting plates, reinforcing and waterproofing treatment is firstly carried out on the joints formed between the odd number of adjacent arc-shaped supporting and protecting plates, and then reinforcing and waterproofing treatment is carried out on the joints formed between the even number of adjacent arc-shaped supporting and protecting plates;
and S6, arranging a plurality of stirring piles aligned with the joints of the two adjacent arc-shaped supporting plates in a one-to-one correspondence manner in the soil body outside the supporting main body, and arranging a back cover on the ground inside the supporting main body.
2. The confined space-based deep foundation pit supporting method according to claim 1, wherein: in step S2, after the anchor grouting body and the shotcrete surface layer reach the designed strength of 85%, lower-layer earthwork excavation can be performed, and the maintenance time should not be less than one week, and after prestress is applied, a foundation pit can be excavated by adopting a prestressed anchor cable support.
3. The confined space-based deep foundation pit supporting method according to claim 1, wherein: in step S4, when the arm length of the slope top excavator cannot reach the pile height in the foundation pit, excavating the piled earthwork in the foundation pit by using a long arm excavator or a grab excavator until the ramp is retracted to the side of the foundation pit support pile.
4. The confined space-based deep foundation pit supporting method according to claim 3, wherein: hoisting the excavator out of the foundation pit in batches from the foundation pit by adopting a hoisting device; and finally, excavating the residual earthwork in the foundation pit by using a long-arm excavator or a grab excavator.
5. The confined space-based deep foundation pit supporting method according to claim 1, wherein: before the earthwork excavation, the remaining position of the unearthing ramp and an unearthing route in the foundation pit are planned, and the foundation pit earthwork excavation is carried out by layering and segmenting from top to bottom along the contour line.
6. The confined space-based deep foundation pit supporting method according to claim 1, wherein: in step S5, the specific process of the reinforcement waterproofing treatment is: two locating plates pass through fastening bolt one-to-one and connect on two adjacent arc backplate, make the one end of screw thread bracing piece support on strutting the main part inner peripheral surface, rotate the screw thread bracing piece and make the internal screw thread seat remove with the one end of strutting the main part and being connected towards keeping away from the screw thread bracing piece, with sealing strip sealing connection simultaneously on the outer peripheral face of two adjacent arc backplate.
7. The confined space-based deep foundation pit supporting method according to claim 6, wherein: when the waterproof treatment is reinforced, the elastic sealing tongues are clamped by the adjacent arc-shaped supporting and protecting plates, and then the threaded supporting rod is rotated to enable the internal thread seat to move towards the end far away from the threaded supporting rod and connected with the supporting and protecting main body.
8. The confined space-based deep foundation pit supporting method according to claim 1, wherein: in step S6, the process of setting the back cover is: and pouring a concrete bottom layer, leveling the upper surface of the concrete bottom layer before the initial setting of the concrete bottom layer, paving an elastic waterproof cloth, casting a cement slurry layer with the thickness of 4-5 cm on the waterproof layer in situ after the final setting of the concrete bottom layer, and casting a concrete surface layer on the cement slurry layer in situ before the final setting of the cement slurry layer.
9. The confined space-based deep foundation pit supporting method according to claim 1, wherein: after the bottom sealing construction is finished, storing cement powder in the hole; the method for filling cement powder into the cement powder storage hole comprises the following steps: the inlet end of the pump is connected with the cement powder storage hole in a sealing and butt mode, then the pump is started, cement powder is led into the cement powder input hole, and the cement powder is pumped into the cement powder storage hole under the action of the pump.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210635472.9A CN115387347A (en) | 2022-06-06 | 2022-06-06 | Deep foundation pit supporting method based on limited space |
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| Application Number | Priority Date | Filing Date | Title |
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| CN111648376A (en) * | 2020-06-10 | 2020-09-11 | 深圳市市政工程总公司 | Construction method adopting deep foundation pit supporting and anchoring structure for supporting |
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| CN214738110U (en) * | 2021-03-16 | 2021-11-16 | 浙江理工大学 | Prefabricated assembled underground structure |
| WO2022016720A1 (en) * | 2020-07-22 | 2022-01-27 | 深圳市工勘岩土集团有限公司 | Temporary passage construction method employing support structure in deep foundation pit |
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|---|---|---|---|---|
| CN101793032A (en) * | 2010-04-21 | 2010-08-04 | 邵辉 | Construction method of deep foundation ditch on small place |
| CN105804089A (en) * | 2016-03-30 | 2016-07-27 | 广东华固工程有限公司 | Locally-deepened supporting and protecting system used after original deep foundation pit is constructed and construction method of system |
| CN106049505A (en) * | 2016-07-06 | 2016-10-26 | 江苏江中集团有限公司 | Construction method for deep foundation pit supporting and protecting system |
| US20180044907A1 (en) * | 2016-08-12 | 2018-02-15 | Wuhan Zhihe Geotechnical Engineering Co., Ltd | Inverse construction method for deep, large and long pit assembling structure of suspension-type envelope enclosure |
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| CN214738110U (en) * | 2021-03-16 | 2021-11-16 | 浙江理工大学 | Prefabricated assembled underground structure |
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