CN115162345B - Earthwork excavation organization and construction method for ultra-large deep foundation pit of Yangtze river flood plain - Google Patents
Earthwork excavation organization and construction method for ultra-large deep foundation pit of Yangtze river flood plain Download PDFInfo
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- CN115162345B CN115162345B CN202210733530.1A CN202210733530A CN115162345B CN 115162345 B CN115162345 B CN 115162345B CN 202210733530 A CN202210733530 A CN 202210733530A CN 115162345 B CN115162345 B CN 115162345B
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- 238000010276 construction Methods 0.000 title claims abstract description 72
- 238000009412 basement excavation Methods 0.000 title claims description 54
- 230000008520 organization Effects 0.000 title claims description 16
- 238000000034 method Methods 0.000 claims abstract description 15
- 239000002689 soil Substances 0.000 claims description 28
- 238000005553 drilling Methods 0.000 claims description 13
- 239000002002 slurry Substances 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 5
- 239000000758 substrate Substances 0.000 abstract description 4
- 238000006073 displacement reaction Methods 0.000 abstract description 3
- 239000004576 sand Substances 0.000 description 6
- 230000015572 biosynthetic process Effects 0.000 description 3
- 238000005755 formation reaction Methods 0.000 description 3
- 239000011148 porous material Substances 0.000 description 3
- 238000001556 precipitation Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011469 building brick Substances 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
Classifications
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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
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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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
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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
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Hydrology & Water Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Piles And Underground Anchors (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses a tissue and a construction method for excavating earthwork of a deep foundation pit with a very large Yangtze river flood plain, comprising the following steps: s1, constructing a bored pile; s2, constructing a high-pressure jet grouting anchor cable; s3, constructing an integrated plate; s4, excavating a first layer of earthwork; s5, excavating a second layer of earthwork; s6, excavating a third layer of earthwork; s7, excavating the earthwork on the substrate, wherein quality accidents are avoided, and through reasonably arranging process interpenetration and earthwork vertical and plane structures, the problems of overrun foundation pit displacement and road settlement are avoided, and feasibility of the earthwork excavating structure and the construction method of the ultra-large deep foundation pit on the flood beach of the Yangtze river is verified.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a soil excavation organization and a construction method of a Yangtze river flood plain oversized deep foundation pit.
Background
The construction method has the advantages that the large and oversized deep foundation pit is spread in the Yangtze river, has the characteristics of geology, poor hydrologic conditions, complex foundation pit support, large engineering quantity, tight construction period and the like, and the possibility of running sand caused by the fact that the water level is high and the silt powdery clay is likely to be generated in the anchor rod construction process. Meanwhile, construction of foundation pit support and dewatering well is performed in the construction process of engineering piles, construction of dewatering, anchor ropes and crown beams is performed in the first layer of earthwork excavation construction, and in addition, construction of anchor ropes, waist beams, pile heads, groove cleaning, cushion layers, building brick moulding bed, waterproof coiled materials and the like is performed in the second layer of earthwork excavation, so that construction plane and vertical management are problems to be solved in the construction of earthwork excavation.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a soil excavation organization and a construction method of a deep foundation pit with oversized Yangtze river flood plain.
The technical scheme adopted for solving the technical problems is as follows: the earth excavation organization and construction method of the ultra-large deep foundation pit of the Yangtze river flood plain comprise the following steps:
s1, construction of a bored pile: forming holes on the engineering piles and the anti-pulling piles of the underground garage by adopting a circulating drilling machine, wherein the engineering piles adopt yellow slurry for protecting walls in the hole forming process;
s2, high-pressure jet grouting anchor cable construction: adding a dewatering well outside the foundation pit waterproof curtain, and finishing three anchor cables and recharging when the water level outside the pit falls below the anchor cable elevation;
s3, constructing an integrated plate;
s4, excavating a first layer of earthwork: digging a first anchor rope working surface with the width of 10m along the side of a foundation pit supporting pile by the first earth, digging a first anchor rope construction section to a position 500mm below the center line of the first anchor rope, digging out the residual earth of a first layer after the construction of the first anchor rope of the digging surface is completed, and reserving two soil outlets at the middle parts of the two sides of the first anchor rope;
s5, excavating a second layer of earthwork: firstly, excavating a second anchor rope and a third anchor rope working surface on one side of a tower and one side of a research institute, wherein the excavation working surface is 10m, and continuing to construct residual anchor rods after the second anchor rope and the third anchor rope are constructed;
s6, excavating a third layer of earthwork: pulling through two earth outlets on the east-west side, building a temporary road, enabling an earthwork vehicle to enter and exit from a gate in the middle of the east-west side, and excavating a foundation earthwork after earthwork on two sides of the road is reduced to a required elevation, wherein the earthwork excavation is divided into bins according to the support design requirement;
s7, excavating the foundation earthwork: the method provides a working surface for the subsequent basement structure construction, and the foundation earthwork excavation is divided into seven stages according to the principle that the earthwork is closed from west to east after the tower is first constructed.
Preferably, in the step S1, the engineering pile is formed by adopting a GPS-20 positive circulation drilling machine, and the underground garage anti-pulling pile is formed by adopting a GPS-10 positive circulation drilling machine.
Preferably, in step S2, dewatering wells are 300 concrete pipe wells, one set at intervals of 20 meters along the periphery of the foundation pit.
Preferably, in step S5, while the third anchor cable working surface is excavated, large-area earthwork is excavated from the tower and the corner support parts at the two north ends to the third anchor rod elevation, open slopes are excavated from north to south, earthwork is excavated from the middle part of the south side to the third anchor rod elevation, slope is excavated from the south to north, and earth vehicles enter from two gates at the south side and exit from the middle gates at the east side and the west side.
Preferably, in step S7, the excavation of the foundation earth further comprises the following seven phases:
the first stage: the method comprises the steps that the foundation earthwork is excavated by adopting strip drawing and sub-bin, earthwork of two tower parts on the north side and earthwork of three research institutes on the south side are excavated preferentially, and material yards are arranged along the periphery of a foundation pit and on two sides of a temporary road in the east-west direction;
and a second stage: constructing a foundation bottom plate at the foundation soil excavation completion position, and excavating foundation soil by the three corner supports except for the corner supports at the southeast part;
and a third stage: constructing a foundation slab structure in the three corner support areas, excavating basal earthwork between two tower buildings from north to south, and excavating earthwork between three research institutions from south to temporary roads step by step;
fourth stage: the bottom plates among towers and among the research centers are constructed, the western base earthwork of the foundation pit is excavated, the western middle soil outlet is closed, and the earthwork is discharged from the west to the east through the eastern middle soil outlet;
fifth stage: the construction of a bottom plate on the west side of the foundation pit is started, and the rest earthwork of the middle road is excavated;
sixth stage: constructing a middle road foundation slab, excavating an eastern soil outlet and earthwork at an eastern side corner support part;
seventh stage: and constructing the foundation slab at the east soil outlet and the southeast gusset.
Compared with the prior art, the invention has the beneficial effects that:
according to the earthwork excavation organization and the construction method of the ultra-large deep foundation pit in the flood beach of the Yangtze river, aiming at the characteristic that the flood sand is easy to appear in the flood spreading geology of the Yangtze river, quality accidents are avoided through drilling machine selection, slurry wall protection, foundation pit outer precipitation and recharging, foundation pit displacement overrun and road settlement problems are avoided through reasonable arrangement of process interpenetration and earthwork vertical and planar organization, and feasibility of the earthwork excavation organization and the construction method of the ultra-large deep foundation pit in the flood spreading of the Yangtze river is verified.
Drawings
The accompanying drawings are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate the invention and together with the embodiments of the invention, serve to explain the invention. In the drawings:
FIG. 1 is a schematic view of an integrated panel of the present invention;
FIG. 2 is a schematic diagram of a planar arrangement of integrated panels;
fig. 3 is a schematic view of a first cable construction of the present invention;
fig. 4 is a schematic view of a second pass of cable construction according to the present invention;
fig. 5 is a schematic view of a third cable construction of the present invention;
FIG. 6 is a schematic view of a first layer earth excavation according to the present invention;
FIG. 7 is a schematic diagram of a first stage of the second layer earth excavation of the present invention;
FIG. 8 is a schematic view of a second stage of the second layer earth excavation of the present invention;
FIG. 9 is a schematic view of the first stage excavation of the third layer of earth according to the present invention;
FIG. 10 is a schematic view of the second stage excavation of the third layer of earth according to the present invention;
FIG. 11 is a schematic view of a first stage excavation of a substrate earth of the present invention;
FIG. 12 is a schematic view of a second stage excavation of substrate earthwork in accordance with the present invention;
FIG. 13 is a schematic representation of a third stage excavation of the subsfrate earthwork in accordance with the present invention;
FIG. 14 is a schematic representation of a fourth stage excavation of a subsfrate earth in accordance with the present invention;
FIG. 15 is a schematic view of a fifth stage excavation of a subsfrate earth in accordance with the present invention;
FIG. 16 is a schematic view of a sixth stage excavation of a subsfrate earth in accordance with the present invention;
fig. 17 is a schematic view of excavation of a seventh stage of the foundation earth of the present invention.
Detailed Description
The technical scheme of the invention is described in detail below through the drawings, but the protection scope of the invention is not limited to the embodiments.
Referring to fig. 1 to 17, the foundation pit engineering pile is constructed in parallel by dividing the foundation pit into three sections along the east-west long direction of the foundation pit; immediately organizing construction after the foundation pit waterproof curtain is started, putting two drilling circulation machines into two sections for simultaneous construction, and starting to implement hidden piers and passive area reinforcement after the waterproof curtain is completed; and constructing the support pile after the triaxial waterproof curtain is implemented for 15 days, constructing the support pile in a parallel mode by using the two sections of the support pile and the triaxial waterproof curtain, and carrying out layered and sectional excavation according to construction requirements after the precipitation, support and engineering pile of a local foundation pit and other conditions are met, wherein the earth excavation is matched with the anchor cable construction to carry out planar sectional construction. The concrete construction method comprises the following steps in sequence:
s1, as the engineering pile sequentially passes through formations with unfavorable pore formation such as fine sand, coarse sand, gravel and the like at the Yangtze river beach, the reverse circulation drilling machine is not suitable for pore formation, the conditions such as hole collapse and the like are easy to cause, and the construction quality of the engineering pile is affected, therefore, the engineering pile mainly adopts a GPS-20 type positive circulation drilling machine, and the underground garage anti-pulling pile adopts a GPS-10 type positive circulation drilling machine. The pile machine has the advantages of convenient operation, reliable performance, good pore-forming quality of the mud retaining wall and the like.
In addition, most geology is silty sandy soil, and engineering piles do not have enough slurry to protect walls in the pore-forming process, so that phenomena such as hole collapse and necking are generated in the pore-forming process of the engineering piles, and the pile-forming quality of the engineering piles is not facilitated. In order to ensure the pile forming quality of the engineering piles, the yellow serofluid needs to be purchased for protecting walls of the engineering piles, and 15 tons of yellow serofluid is needed for each engineering pile by combining a geological survey report and a pore forming process.
The slurry wall protection is adopted, so that the phenomenon of hole collapse in the pile foundation hole forming process is effectively avoided, the construction quality of the engineering pile is ensured, and meanwhile, the construction progress is ensured;
s2, as the Yangtze river at the engineering site is on the beach, the east-west south side of the foundation pit is silt, the underground water level is higher during anchor cable construction, and the drill rod is drilled through the waterproof curtain to cause overflow of the sand in the drill hole, so that the high-pressure rotary-spraying anchor cable cannot be constructed, a dewatering well is additionally arranged on the outer side of the waterproof curtain of the foundation pit, a 300 concrete pipe well is adopted in the dewatering well, one dewatering well is arranged along the periphery of the foundation pit at intervals of 20 meters, and when the water level outside the pit falls below the anchor cable elevation, the drilling hole can be drilled. Recharging after the construction of the three anchor cables is completed, so that the height of surrounding basements is ensured;
s3, introducing an integrated plate reverse construction method for reducing the long side effect of the foundation pit. The integrated plate is used as a part of a top plate of a basement, the construction is carried out in advance, the inner supporting beams and the steel upright posts are utilized to form a concrete frame system, the foundation pit access opening is pushed into the pit by 25m, the vehicle flushing can be carried out on the integrated plate, and the access pressure is reduced. And the earthwork close to the foundation pit edge below the integrated plate is excavated in advance, so that conditions are created for the follow-up anchor rod construction, and the soil outlet conversion caused by the anchor rod construction is reduced. After the top plate near the integrated plate is finished, the vehicle can directly go to the top plate of the basement to stack and transport materials, and assist the construction of an overground structure;
s4, the first earth excavation provides conditions for construction of the circumferential crown beam, the angle brace and the first anchor cable of the foundation pit, excavation is carried out according to the construction sequence of the angle brace and the anchor cable, and the second earth excavation construction can be carried out after the construction of the angle brace and the first anchor cable is completed. And excavating a first anchor rope working surface with the width of 10m along the foundation pit supporting pile edge by the first earth excavation, excavating an anchor rope construction section to a position 500mm below the anchor rope center line, excavating a first layer of residual earth after the first anchor rope construction of the excavated surface is completed, and expanding the working surface for the residual second anchor rope construction. Meanwhile, two soil outlets are reserved in the middle of the two sides of the first layer of soil and serve as a first layer of earthwork soil outlet channel;
s5, the second layer of earthwork excavation meets the construction requirement of the anchor cable, and simultaneously the earthwork excavation is carried out according to the principle of 'main building priority and separated bin excavation'.
In the first stage, the second anchor cable and the third anchor cable on the tower side (north side) and the research institute side (south side) are excavated, and the anchor cable excavation working surface is 10m.
And in the second stage, after the construction of the third anchor cable on one side (north side) of the tower and one side (south side) of the institute is finished, continuing the construction of the residual anchor rods:
in order to ensure the breaking time of the positive and negative zero top plates of the tower and the reserved angle brace, the construction of the third anchor rod is performed simultaneously:
1) And excavating large-area earthwork at the corner supports of the tower and the two north ends to the elevation of a third anchor rod, and excavating an open slope from north to south.
2) And excavating earthwork at the middle part of the south side to the elevation of a third anchor rod, and excavating from the south to the north.
3) The earthmoving vehicles enter from two gates on the south side and exit from the middle gates on the east side and the west side.
S6, after the third anchor cable is completely finished, carrying out second-layer earth excavation. The second layer earth excavation is divided into three stages:
in the first stage, two soil outlets on the east-west side are pulled through, a temporary road is built, and an earth vehicle enters and exits from a middle gate on the east-west side.
The second stage, after earthwork at two sides of the road is reduced to the required elevation, excavating basal earthwork, and carrying out divided excavation according to the support design requirement;
and S7, excavating the foundation earthwork to provide a working surface for the subsequent basement structure construction, wherein the foundation earthwork excavation is divided into seven stages according to the principle that the earthwork is closed from west to east by a tower and then a institute.
In the first stage, the substrate earthwork is excavated by adopting a drawing sub-bin, and the earthwork of two tower parts on the north side and the earthwork of three research institutes on the south side are excavated preferentially. Arranging material storage yards along the periphery of the foundation pit and on two sides of the east-west temporary road;
the second stage, the foundation bottom plate construction is carried out on the foundation earthwork excavation completion part, and the foundation earthwork is excavated by the three corner supports except for the corner supports at the southeast part;
and thirdly, constructing the foundation slab structure in the three corner support areas. The foundation earthwork between two towers is excavated from north to south, and the earthwork between three research centers is excavated from south to temporary road step by step;
and fourthly, constructing bottom plates among towers and among research centers, and excavating the western foundation soil of the foundation pit. Closing a western side middle soil outlet, and discharging soil from the western side to the eastern side through the eastern side middle soil outlet;
the fifth stage, the construction of the western bottom plate of the foundation pit begins, and the rest earthwork of the intermediate road is excavated;
a sixth step of constructing a foundation slab of the middle road, and excavating an eastern soil outlet and earthwork at an eastern side corner support part;
and a seventh step, constructing the foundation slab at the soil outlet of the east and the gusset of the southeast, and completing the whole construction.
According to the earthwork excavation organization and the construction method of the ultra-large deep foundation pit in the flood beach of the Yangtze river, aiming at the characteristic that the flood sand is easy to appear in the flood spreading geology of the Yangtze river, quality accidents are avoided through drilling machine selection, slurry wall protection, foundation pit outer precipitation and recharging, foundation pit displacement overrun and road settlement problems are avoided through reasonable arrangement of process interpenetration and earthwork vertical and planar organization, and feasibility of the earthwork excavation organization and the construction method of the ultra-large deep foundation pit in the flood spreading of the Yangtze river is verified.
As above, although the present invention has been shown and described with reference to certain preferred embodiments, it is not to be construed as limiting the invention itself. Various changes in form and details may be made therein without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (5)
1. The earth excavation organization and construction method of the ultra-large deep foundation pit of the Yangtze river flood beach are characterized by comprising the following steps:
s1, construction of a bored pile: forming holes on the engineering piles and the anti-pulling piles of the underground garage by adopting a circulating drilling machine, wherein the engineering piles adopt yellow slurry for protecting walls in the hole forming process;
s2, high-pressure jet grouting anchor cable construction: adding a dewatering well outside the foundation pit waterproof curtain, and finishing three anchor cables and recharging when the water level outside the pit falls below the anchor cable elevation;
s3, constructing an integrated plate;
s4, excavating a first layer of earthwork: digging a first anchor rope working surface with the width of 10m along the side of a foundation pit supporting pile by the first earth, digging a first anchor rope construction section to a position 500mm below the center line of the first anchor rope, digging out the residual earth of a first layer after the construction of the first anchor rope of the digging surface is completed, and reserving two soil outlets at the middle parts of the two sides of the first anchor rope;
s5, excavating a second layer of earthwork: firstly, excavating a second anchor rope and a third anchor rope working surface on one side of a tower and one side of a research institute, wherein the excavation working surface is 10m, and continuing to construct residual anchor rods after the second anchor rope and the third anchor rope are constructed;
s6, excavating a third layer of earthwork: pulling through two earth outlets on the east-west side, building a temporary road, enabling an earthwork vehicle to enter and exit from a gate in the middle of the east-west side, and excavating a foundation earthwork after earthwork on two sides of the road is reduced to a required elevation, wherein the earthwork excavation is divided into bins according to the support design requirement;
s7, excavating the foundation earthwork: the method provides a working surface for the subsequent basement structure construction, and the foundation earthwork excavation is divided into seven stages according to the principle that the earthwork is closed from west to east after the tower is first constructed.
2. The earth excavation organization and construction method of the ultra-large deep foundation pit of the Yangtze river flood beach, as set forth in claim 1, is characterized in that: in the step S1, the engineering pile is formed by adopting a GPS-20 type positive circulation drilling machine, and the underground garage anti-pulling pile is formed by adopting the GPS-10 type positive circulation drilling machine.
3. The earth excavation organization and construction method of the ultra-large deep foundation pit of the Yangtze river flood beach, as set forth in claim 1, is characterized in that: in the step S2, the dewatering well is a 300 concrete pipe well, and one dewatering well is arranged along the periphery of the foundation pit at intervals of 20 meters.
4. The earth excavation organization and construction method of the ultra-large deep foundation pit of the Yangtze river flood beach, as set forth in claim 1, is characterized in that: in step S5, excavating a third anchor rope working surface, excavating large earthwork at the corner supporting parts of the tower and the north side to a third anchor rod elevation, excavating from the north to the south open slope, excavating from the south middle part to the third anchor rod elevation, excavating from the south to the north, and entering an earthwork vehicle from two gates on the south side and exiting from the gates on the middle of the east side and the west side.
5. The earth excavation organization and construction method of the ultra-large deep foundation pit of the Yangtze river flood beach, as set forth in claim 1, is characterized in that: in step S7, the foundation earth excavation further includes the following seven stages:
the first stage: the method comprises the steps that the foundation earthwork is excavated by adopting strip drawing and sub-bin, earthwork of two tower parts on the north side and earthwork of three research institutes on the south side are excavated preferentially, and material yards are arranged along the periphery of a foundation pit and on two sides of a temporary road in the east-west direction;
and a second stage: constructing a foundation bottom plate at the foundation soil excavation completion position, and excavating foundation soil by the three corner supports except for the corner supports at the southeast part;
and a third stage: constructing a foundation slab structure in the three corner support areas, excavating basal earthwork between two tower buildings from north to south, and excavating earthwork between three research institutions from south to temporary roads step by step;
fourth stage: the bottom plates among towers and among the research centers are constructed, the western base earthwork of the foundation pit is excavated, the western middle soil outlet is closed, and the earthwork is discharged from the west to the east through the eastern middle soil outlet;
fifth stage: the construction of a bottom plate on the west side of the foundation pit is started, and the rest earthwork of the middle road is excavated;
sixth stage: constructing a middle road foundation slab, excavating an eastern soil outlet and earthwork at an eastern side corner support part;
seventh stage: and constructing the foundation slab at the east soil outlet and the southeast gusset.
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| CN111456023A (en) * | 2020-03-31 | 2020-07-28 | 江苏东合南岩土科技股份有限公司 | Construction method of underground prestressed supporting 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 |
| CN113756314A (en) * | 2021-08-03 | 2021-12-07 | 中铁(上海)投资集团有限公司 | Construction method suitable for excavation of deep and large ground iron-based pit of soft soil foundation in long and triangular regions |
| CN114016513A (en) * | 2021-10-26 | 2022-02-08 | 南京林业大学 | Complex foundation pit group supporting system and time-sequence-sharing excavation method |
| CN114108649A (en) * | 2021-11-30 | 2022-03-01 | 中铁六局集团有限公司 | Foundation pit reinforcing construction method for mucky soil layer |
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