CN111945743A - Multi-layer unbalanced foundation pit supporting method suitable for staged excavation - Google Patents
Multi-layer unbalanced foundation pit supporting method suitable for staged excavation Download PDFInfo
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- CN111945743A CN111945743A CN202010821591.4A CN202010821591A CN111945743A CN 111945743 A CN111945743 A CN 111945743A CN 202010821591 A CN202010821591 A CN 202010821591A CN 111945743 A CN111945743 A CN 111945743A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- 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
- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—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
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Abstract
A multilayer unbalanced supporting method suitable for stage excavation comprises the steps of firstly, arranging a catch basin on the outer side of the top of a foundation pit on a flat ground; constructing a fender post, a temporary upright post pile, a water stop jet grouting pile, a stage separation pile and a temporary steel pipe strut in the current stage, and anchoring reinforcing steel bars in a buttress beam on a top plate of a main structure in the previous stage; thirdly, digging a groove to construct a foundation pit crown beam, chiseling pile head concrete, removing residues, floating soil and accumulated water, and pouring a concrete crown beam and a first support; fourthly, excavating reserved soil in layers, and constructing a waterproof layer and a bottom plate after separating piles in stages along with excavation of the foundation pit; fifthly, pouring concrete waist beams and reaction piers, excavating residual soil to the bottom of the foundation pit, and constructing a waterproof layer and a residual bottom plate; sixthly, dismantling the inclined strut, the counterforce pier and the supporting concrete waist beam, constructing a residual side wall waterproof layer and a top plate in the current period, and dismantling the temporary steel pipe upright post and the first support; and seventhly, constructing a top plate and a waterproof layer of the main structure in the current stage, backfilling and covering soil, constructing an internal structure, and entering the next procedure.
Description
Technical Field
The invention relates to the technical field of constructional engineering, relates to a construction supporting method and a construction supporting structure for a multi-layer unbalanced foundation pit excavated in stages, and particularly relates to a multi-layer unbalanced supporting method suitable for excavation in stages.
Background
In the existing urban rail transit construction, the comprehensive development and utilization of urban underground space bring huge economic benefits to cities; the underground space around the station is developed by combining the track traffic construction without losing time, so that the regional function of the city is more perfect, the urban service quality of a track traffic system is further improved, and the urban environment is improved. With the continuous expansion of the construction scale and the increasing complexity of the construction environment, the common engineering foundation pit excavation and supporting method cannot meet the requirements of the construction scale of some large-scale complex bodies. Therefore, the multi-layer foundation pit staged and partitioned excavation support of the large-scale complex engineering needs to be researched, the multi-layer foundation pit which can adapt to the large-scale complex engineering is developed, unbalanced soil pressure caused by multiple layers and stages can be effectively resisted in the staged excavation process, and meanwhile the requirements in the aspects of technology, economy, construction period and environmental protection can be met.
Disclosure of Invention
The invention aims to provide a supporting method of a multilayer unbalanced foundation pit suitable for staged excavation aiming at the defects of the prior art, and the method can solve the problems of larger and larger construction scale and construction difficulty of urban underground space and unbalanced soil pressure during staged implementation of the multilayer deep foundation pit.
The technical scheme of the invention is as follows: a multi-layer unbalanced foundation pit supporting method suitable for staged excavation comprises staged separation piles, a current stage guard pile, temporary upright piles, a water-stop rotary spraying pile, a steel pipe temporary support, buttress beams, a first support, a current stage main structure top plate, a previous stage main structure side wall, a temporary upright lattice column, reserved soil bodies, waist beams, a current stage main structure bottom plate, a counter-force pier and inclined struts.
The stage (middle stage) separating pile 2, the temporary upright post pile 4 and the surrounding pile 3 in the stage are cast-in-place reinforced concrete cast-in-situ bored piles.
The early-stage main structure side wall 12, the current-stage main structure side wall 20, the early-stage main structure top plate 11 and the current-stage main structure bottom plate 17 are cast-in-place reinforced concrete.
The support pier beam 7 and the first support beam are cast-in-place reinforced concrete beams.
The top of interim stand stake 4 be provided with interim stand lattice column respectively, the outside of this period fender post 3 is provided with stagnant water jet grouting pile.
The inclined strut 19 is arranged on the main structure bottom plate 17, the wale 16 on the fender post 3 and the reaction pier on the main structure bottom plate 17.
The invention relates to a multilayer unbalanced supporting method suitable for staged excavation, which comprises the following steps:
the method comprises the following steps: and leveling the ground (ground), moving, modifying or clearing the barriers in the peripheral influence range of the foundation pit, and setting a catch basin outside the top of the foundation pit according to the peripheral condition of the foundation pit to prevent surface water from flowing into the foundation pit.
Step two: measuring and setting out, constructing the fender post, the temporary upright post, the stage separation post and the water stop jet grouting pile in the current stage; respectively drilling the guard post, the temporary upright post pile and the stage separation pile hole in the current stage to the designed elevation by using a drilling machine, respectively hoisting and placing a reinforcement cage into the guard post, the temporary upright post pile and the stage separation pile hole in the current stage after the steel reinforcement cage is checked and accepted to be qualified, and pouring underwater concrete to form the guard post, the temporary upright post pile and the stage separation pile in the current stage; mounting a temporary upright lattice column at the top end of the temporary upright column; meanwhile, an adjacent steel pipe support is arranged between the front main structure top plate on the right side of the stage separation pile and the front main structure side wall; the lower end of the temporary steel pipe strut is located on a steel plate at the top end of the side wall of the early-stage main body structure; and arranging a buttress beam on the early-stage main structure top plate at the top end of the temporary steel pipe strut, and respectively anchoring the reinforcing steel bars in the buttress beam.
Step three: after the fender piles and the temporary stand columns are inspected to be qualified in the current period, the foundation pit crown beams are cut and constructed; when the elevation of the bottom of the crown beam is excavated, chiseling pile head concrete of the fender post at the current stage to a newly poured concrete surface, removing residues, floating soil and accumulated water, binding reinforcing steel bars, and anchoring the reinforcing steel bars of the fender post at the current stage into the crown beam during binding to meet the anchoring length; and finally, pouring the crown beam and the first support.
Step four: excavating foundation pit earthwork in layers to the position below a supporting waist beam (concrete), excavating reserved soil bodies in layers within a range (the gradient b is inclined according to a ratio of 1: 2.25-2.32) of 14m close to one side of the fender post in the current period, separating the piles in the period of excavating the foundation pit until the elevation of the main structure bottom plate in the current period is reached, laying a cushion layer in time, and constructing a waterproof layer and the structure bottom plate in the current period.
Step five: pouring the counterforce piers on the concrete waist beam and the bottom plate, erecting an inclined strut after the concrete waist beam reaches the design strength, excavating the residual soil body to the bottom of the foundation pit, laying a cushion layer, and constructing a waterproof layer and a residual main structure bottom plate in the current period; and the excavation surface is required to be positioned below the supporting center line and is not more than 0.8m, and the inclined strut needs to be subjected to axial force in advance and then is excavated next time.
Step six: constructing a side wall waterproof layer and a side wall below a supporting concrete waist rail, removing the inclined strut, the reaction pier and the supporting concrete waist rail after the main structure bottom plate and the side wall concrete in the current period reach the design strength, constructing the main structure side wall, the waterproof layer, the main structure stand column in the current period and the main structure top plate in the current period, removing the steel pipe temporary stand column below the main structure top plate in the early period, and removing the first support after the concrete reaches the design strength.
Step seven: and constructing a waterproof layer of a top plate of the main structure in the current period, backfilling and covering soil after the temporary upright column lattice column, the steel pipe temporary support column and the buttress beam are removed, sealing the water drainage hole, the dewatering well and the like, and entering the next procedure.
The invention has the beneficial effects that: a multilayer unbalanced foundation pit supporting method suitable for stage excavation is provided, measures such as stage (middle stage) separation piles, temporary upright piles, guard piles, buttress beams, mound and the like are arranged; the safety risk caused by unbalanced soil pressure of multiple layers of deep foundation pits implemented in stages can be effectively reduced; construction procedures are reduced, and the reinforcing cost caused by the influence of foundation pit excavation on surrounding buildings is reduced; meanwhile, by implementing a staged and partitioned excavation mode on the multilayer deep foundation pit, unbalanced soil pressure caused by multiple layers and stages is effectively resisted, mechanical equipment is reasonably configured, and the excavation efficiency of the foundation pit can be effectively improved; the construction progress and the economic benefits of enterprises are improved.
Drawings
The invention is explained in detail below with reference to the drawings and examples;
FIG. 1 is a schematic view of a supporting section of a multi-layer unbalanced foundation pit excavated by stages according to the invention;
FIG. 2 is a schematic cross-sectional view of step two construction;
FIG. 3 is a schematic cross-sectional view of a step three construction;
FIG. 4 is a cross-sectional view of the construction at step four;
FIG. 5 is a schematic cross-sectional view of the construction of step five;
FIG. 6 is a schematic cross-sectional view of a sixth construction step;
FIG. 7 is a schematic cross-sectional view of a seventh construction;
in the figure, 1, the ground, 2, a stage separation pile, 3, a current stage guard pile, 4, a temporary upright post pile, 5, a water stop rotary spraying pile, 6, a temporary steel pipe strut, 7, a buttress beam, 8, a first support, 9, a current stage main structure top plate, 11, a previous stage main structure top plate, 12, a previous stage main structure side wall, 13, a crown beam, 14, a temporary upright post lattice column, 15, a reserved soil body, 16, a waist beam, 17, a current stage main structure bottom plate, 18, a counter-force pier, 19, an inclined strut, 20, a current stage main structure side wall, 21, a current stage main structure upright post, 22, backfill soil, a waterproof layer and b, the gradient is 1: 2.25-2.32.
Detailed Description
Reference will now be made in detail to the embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to the same or similar elements or elements having the same or similar functions throughout.
In the description of the present invention, it should be noted that, for the terms of orientation, such as "central", "lateral (X)", "longitudinal (Y)", "vertical (Z)", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", etc., indicate that the orientation and positional relationship are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and should not be construed as limiting the specific scope of the present invention.
Furthermore, if the terms "first" and "second" are used for descriptive purposes only, they are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features. Thus, a definition of "a first" or "a second" feature may explicitly or implicitly include one or more of the features, and throughout this description, the definition of "present," "previous," or "layered" means an order of construction or a sequence of construction unless specifically defined otherwise.
The technical scheme and the beneficial effects of the invention are clearer and clearer by further describing the specific embodiment of the invention with the accompanying drawings of the specification. The embodiments described below are exemplary and are intended to be illustrative of the invention, but are not to be construed as limiting the application, with reference to the drawings.
Referring to fig. 1 to 7, an embodiment of the present invention provides a multi-layer unbalanced supporting method suitable for staged excavation, which includes the following steps:
the method comprises the following steps: leveling the ground (ground) 1, moving, changing or clearing the barriers in the peripheral influence range of the foundation pit, and setting a catch basin at the outer side of the top of the foundation pit according to the peripheral condition of the foundation pit to prevent surface water from flowing into the foundation pit.
Step two: measuring and paying off, and constructing a fender post 3, a temporary upright post 4, a stage separation pile 2 and a water-stopping jet grouting pile 5 in the current stage; respectively drilling the guard post, the temporary upright post pile and the stage separation pile hole in the current stage to the designed elevation by using a drilling machine, respectively hoisting and placing a reinforcement cage into the guard post, the temporary upright post pile and the stage separation pile hole in the current stage after the steel reinforcement cage is checked and accepted to be qualified, and pouring underwater concrete to form the guard post, the temporary upright post pile 4 and the stage separation pile 2 in the current stage; mounting a temporary upright lattice column 14 at the top end of the temporary upright column 4; meanwhile, a steel pipe facing support 6 is arranged between the front main structure top plate 11 on the right side of the stage separation pile 2 and the front main structure side wall 12; the lower end of the temporary steel pipe strut 6 is located on the steel plate at the top end of the side wall 12 of the early-stage main body structure; and a buttress beam 7 is arranged on the early-stage main structure top plate 11 at the top end of the temporary steel pipe strut 6, and the steel bars are anchored in the buttress beam 7 respectively.
Step three: after the fender post 3 and the temporary upright post 4 are inspected to be qualified in the current period, the foundation pit crown beam 13 is cut and constructed; when the elevation of the bottom 13 of the crown beam is excavated, chiseling out the pile head concrete of the fender post 3 in the period to the newly poured concrete surface, removing residues, floating soil and accumulated water, binding reinforcing steel bars, and anchoring the reinforcing steel bars of the fender post 3 in the period into the crown beam during binding, wherein the anchoring length is met; and finally pouring the crown beam 13 and the first support 8.
Step four: excavating foundation pit earthwork in layers to the position below 16 positions of a supporting waist beam (concrete), excavating reserved soil bodies 15 in layers within the range of 14m (the gradient b is inclined according to the ratio of 1: 2.25-2.32) close to one side of the guard post 3 in the period, and paving a cushion layer in time after separating the piles 2 in stages along with excavation until the elevation of the main structure bottom plate 17 in the period is reached, and constructing a waterproof layer a and the structure bottom plate 17 in the period.
Step five: pouring the concrete wale 16 and the counterforce pier 18 on the bottom plate, erecting an inclined strut 19 after the concrete wale 16 reaches the design strength, excavating the residual soil body to the bottom of the foundation pit, laying a cushion layer, and constructing a waterproof layer and a residual main structure bottom plate 17 in the current period; the excavation surface is required to be located below the supporting center line and is not more than 0.8m, and the inclined strut 19 needs to be subjected to axial force in advance and then is excavated next time.
Step six: constructing a side wall waterproof layer and a side wall below a supporting concrete wale 16, removing the inclined strut 19, the reaction pier 18 and the supporting concrete wale 16 after the main structure bottom plate 17 and the side wall concrete reach the design strength, constructing the main structure side wall 20, the waterproof layer, the main structure upright post 22 and the main structure top plate 9, removing the steel pipe temporary upright post 6 below the early-stage main structure top plate 7, and removing the first support 8 after the concrete reaches the design strength.
Step seven: and constructing a waterproof layer of a top plate of the main structure in the current period, backfilling soil 22 after removing the temporary upright column lattice column 14, the steel pipe temporary support column 6 and the buttress beam 7, sealing the water drainage hole, the dewatering well and the like, and entering the next working procedure.
Claims (1)
1. A multilayer unbalanced supporting method suitable for staged excavation is characterized by comprising the following steps: the method comprises the following steps:
the method comprises the following steps: leveling a field (1), carrying out migration modification or removal on obstacles in the influence range of the periphery of the foundation pit, and arranging a catch basin at the outer side of the top of the foundation pit according to the periphery condition of the foundation pit to prevent surface water from flowing into the foundation pit;
step two: measuring and paying off, and constructing the fender post (3), the temporary upright post (4), the stage separation post (2) and the water stop jet grouting post (5) in the current stage; respectively drilling holes of the current-stage fender post, the temporary upright post piles and the stage separation piles to designed elevations by using a drilling machine, respectively hoisting and placing a reinforcement cage into the holes of the current-stage fender post, the temporary upright post piles (4) and the stage separation piles (2) after the holes are checked and accepted to be qualified, and pouring underwater concrete to form the current-stage fender post (3), the temporary upright post piles (4) and the stage separation piles (2); mounting a temporary upright lattice column (14) at the top end of the temporary upright column (4); meanwhile, a steel pipe facing support (6) is arranged between the front main structure top plate (11) on the right side of the stage separation pile (2) and the front main structure side wall (12); the lower end of the temporary steel pipe strut (6) is located on a steel plate at the top end of the side wall (12) of the early-stage main structure; arranging buttress beams (7) on the early-stage main structure top plate (11) at the top ends of the temporary steel pipe pillars (6), and respectively anchoring reinforcing steel bars in the buttress beams (7);
step three: after the fender post (3) and the temporary upright post (4) in the period are inspected to be qualified, the foundation pit crown beam (13) is cut and constructed; when the bottom elevation of the crown beam (13) is excavated, chiseling off the pile head concrete of the fender post (3) in the current period to a newly poured concrete surface, removing residues, floating soil and accumulated water, binding reinforcing steel bars, and anchoring the reinforcing steel bars of the fender post (3) in the current period into the crown beam during binding to meet the anchoring length; finally, pouring the crown beam (13) and the first support (8);
step four: excavating foundation pit earthwork in layers to the position below the supporting waist beam (16), and placing slopes within 14m of the range close to one side of the fender post (3) in the current period according to the ratio of 1: 2.25-2.32; excavating the reserved soil body (15) layer by layer, and timely paving a cushion layer after the piles (2) are separated by period along with excavation until the elevation of the main structure bottom plate (17) of the current period is reached, and constructing a waterproof layer (a) and the structure bottom plate (17) of the current period;
step five: pouring concrete wales (16) and reaction piers (18) on the bottom plate, erecting inclined struts (19) after the support wales (16) reach the design strength, excavating residual soil bodies to the bottom of the foundation pit, laying a cushion layer, and constructing a waterproof layer and a residual main structure bottom plate (17) in the current period; the excavation surface is required to be positioned below the supporting center line and is not more than 0.8m, and the inclined strut (19) needs to be pre-stressed and then excavation is carried out for the next time;
step six: constructing a side wall waterproof layer and a side wall below a supporting concrete wale (16), removing an inclined strut (19), a reaction pier (18) and the supporting concrete wale (16) after a main structure bottom plate (17) and side wall concrete in the current period reach design strength, constructing a main structure side wall (20), a waterproof layer, a main structure upright post (22) in the current period and a main structure top plate (9) in the current period, removing a steel pipe temporary upright post (6) below a top plate (7) of a main structure in the early period, and removing a first support (8) after the concrete reaches the design strength;
step seven: and constructing a waterproof layer of a main structure top plate in the current period, backfilling soil (22) after removing the temporary upright column lattice column (14), the steel pipe temporary strut (6) and the buttress beam 7, sealing the water drainage hole, the dewatering well and the like, and entering the next working procedure.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010821591.4A CN111945743A (en) | 2020-08-15 | 2020-08-15 | Multi-layer unbalanced foundation pit supporting method suitable for staged excavation |
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| CN202010821591.4A CN111945743A (en) | 2020-08-15 | 2020-08-15 | Multi-layer unbalanced foundation pit supporting method suitable for staged excavation |
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Cited By (6)
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| CN113266017A (en) * | 2021-06-15 | 2021-08-17 | 中铁四局集团第一工程有限公司 | Regulation and storage tank construction method based on 'permanent-face integrated' inner support structure of deep foundation pit |
| CN113638445A (en) * | 2021-09-12 | 2021-11-12 | 中铁五局集团电务工程有限责任公司 | Semi-inverse construction method for ultra-deep circular foundation pit |
| CN114032959A (en) * | 2021-12-20 | 2022-02-11 | 陕西建工第五建设集团有限公司 | Construction method for asynchronous excavation, staggered support removal and replacement of ultra-deep basement partition |
| CN114277844A (en) * | 2022-01-24 | 2022-04-05 | 中国建筑第八工程局有限公司 | Construction method of underground structure |
| CN115045288A (en) * | 2022-06-06 | 2022-09-13 | 中交(长沙)建设有限公司 | Construction method of open-cut latticed column supporting system |
| CN116290100A (en) * | 2023-04-10 | 2023-06-23 | 中建八局第二建设有限公司 | Reverse construction method for constructing junction of underground garage in stages |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113266017A (en) * | 2021-06-15 | 2021-08-17 | 中铁四局集团第一工程有限公司 | Regulation and storage tank construction method based on 'permanent-face integrated' inner support structure of deep foundation pit |
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| CN113638445A (en) * | 2021-09-12 | 2021-11-12 | 中铁五局集团电务工程有限责任公司 | Semi-inverse construction method for ultra-deep circular foundation pit |
| CN114032959A (en) * | 2021-12-20 | 2022-02-11 | 陕西建工第五建设集团有限公司 | Construction method for asynchronous excavation, staggered support removal and replacement of ultra-deep basement partition |
| CN114032959B (en) * | 2021-12-20 | 2024-04-16 | 陕西建工第五建设集团有限公司 | Staggered support disassembly construction method for ultra-deep basement partition asynchronous excavation |
| CN114277844A (en) * | 2022-01-24 | 2022-04-05 | 中国建筑第八工程局有限公司 | Construction method of underground structure |
| CN114277844B (en) * | 2022-01-24 | 2023-07-25 | 中国建筑第八工程局有限公司 | Construction method of underground structure |
| CN115045288A (en) * | 2022-06-06 | 2022-09-13 | 中交(长沙)建设有限公司 | Construction method of open-cut latticed column supporting system |
| CN116290100A (en) * | 2023-04-10 | 2023-06-23 | 中建八局第二建设有限公司 | Reverse construction method for constructing junction of underground garage in stages |
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Application publication date: 20201117 |