CN115162345A - Yangtze river flood plain super-large deep foundation pit earthwork excavation tissue and construction method - Google Patents
Yangtze river flood plain super-large deep foundation pit earthwork excavation tissue and construction method Download PDFInfo
- Publication number
- CN115162345A CN115162345A CN202210733530.1A CN202210733530A CN115162345A CN 115162345 A CN115162345 A CN 115162345A CN 202210733530 A CN202210733530 A CN 202210733530A CN 115162345 A CN115162345 A CN 115162345A
- Authority
- CN
- China
- Prior art keywords
- earthwork
- excavating
- foundation
- excavation
- foundation pit
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 65
- 238000009412 basement excavation Methods 0.000 title claims abstract description 63
- 238000000034 method Methods 0.000 claims abstract description 13
- 238000011065 in-situ storage Methods 0.000 claims abstract description 3
- 238000005553 drilling Methods 0.000 claims description 12
- 239000002689 soil Substances 0.000 claims description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 5
- 238000001556 precipitation Methods 0.000 claims description 5
- 230000008520 organization Effects 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 2
- 238000006073 displacement reaction Methods 0.000 abstract description 3
- 239000004576 sand Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011449 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
- 230000007547 defect Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
Images
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
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (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)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a Yangtze river flood plain oversized deep foundation pit earthwork excavation tissue and a construction method, which comprises the following steps: s1, constructing a cast-in-situ 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 the third layer of earthwork; s7, excavating foundation earthwork, wherein quality accidents are avoided, the problems of foundation pit displacement overrun and road settlement are avoided by reasonably arranging process alternation and earthwork vertical and plane structures, and the feasibility of the foundation pit earthwork excavation structure and construction method of the Yangtze river flood plain super-large deep foundation pit is verified.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a Yangtze river flood plain oversized deep foundation pit earthwork excavation tissue and a construction method.
Background
The characteristics of geology, poor hydrological condition, complex foundation pit support, large engineering quantity, short construction period and the like exist in the overlarge and oversized deep foundation pit constructed in the Changjiang river spread, and due to the fact that the water level is high and silt silty clay exists, the possibility that the water stop curtain is penetrated to cause sand flowing possibly exists in the anchor rod construction process. Meanwhile, part of foundation pit supporting and dewatering well construction is alternated in the construction process of the engineering pile, construction of dewatering, anchor cables and crown beams is carried out simultaneously in the first-layer earthwork excavation construction, construction such as the anchor cables, waist beams, pile breaking heads, groove clearing, cushion layers, masonry brick moulding beds and waterproof coiled materials is carried out simultaneously in the second-layer earthwork excavation, and construction planes and vertical management are problems to be solved urgently in construction earthwork excavation.
Disclosure of Invention
The invention aims to provide a Yangtze river flood plain oversized deep foundation pit earthwork excavation tissue and a construction method aiming at the defects of the prior art.
The technical scheme adopted by the invention for solving the technical problems is as follows: an earth excavation organization and construction method for an oversized deep foundation pit of a Yangtze river flood plain comprises the following steps:
s1, construction of a cast-in-situ bored pile: the engineering pile and the underground garage uplift pile are subjected to hole forming by adopting a circulating drilling machine, and the engineering pile adopts yellow slurry to protect the wall in the hole forming process;
s2, constructing the high-pressure jet grouting anchor cable: a dewatering well is additionally arranged on the outer side of the foundation pit waterproof curtain, and when the water level outside the pit is lowered to be below the elevation of the anchor cable, three anchor cables are constructed and recharged;
s3, constructing an integrated plate;
s4, excavating the first layer of earthwork: excavating a first anchor cable working surface with the width of 10m along the side of a foundation pit supporting pile in the first earthwork excavation, excavating a first anchor cable construction section to a position 500mm below the center line of a first anchor cable, excavating the first layer of residual earthwork after the first anchor cable construction of the excavation surface is finished, and reserving two soil outlets in the middle parts of east and west sides;
s5, excavating the second layer of earthwork: firstly, excavating a second anchor cable and a third anchor cable working face on one side of a tower and one side of a research institute, wherein the excavating working face is 10m, and after the second anchor cable and the third anchor cable, continuing to perform residual anchor rod construction;
s6, excavating the third layer of earthwork: pulling through two soil outlets on the east and west sides, building a temporary road, enabling an earthwork vehicle to enter and exit from a middle gate on the east and west sides, excavating foundation earthwork after earthwork on the two sides of the road falls to a required elevation, and excavating earthwork in different bins according to a supporting design requirement;
s7, excavating foundation earthwork: the foundation earthwork excavation method provides an operation surface for subsequent basement structure construction, and is divided into seven stages according to the principle that the foundation is firstly constructed by a tower and then a research institute, and the earthwork is closed from west to east.
Preferably, in the step S1, the engineering pile is formed by a GPS-20 type positive circulation drilling machine, and the underground garage uplift pile is formed by a GPS-10 type positive circulation drilling machine.
Preferably, in step S2, the dewatering well adopts the main shaft 300 concrete pipe wells, and one concrete pipe well is arranged along the periphery of the foundation pit at intervals of 20 meters.
Preferably, in step S5, while performing excavation of the third anchor cable working face, performing earth excavation of the tower and the large face of the corner support portions at the two ends of the north side to the elevation of the third anchor rod, performing excavation from the north to the south open slope, performing earth excavation at the middle portion of the south side to the elevation of the third anchor rod, performing excavation from the south to the north open slope, and allowing an earth vehicle to enter from the two gates at the south side and to exit from the gates at the middle portions of the east side and the west side.
Preferably, in step S7, the basement earth excavation further comprises the following seven stages:
the first stage is as follows: excavating the foundation earthwork by adopting stripping and bin division, preferably excavating the earthwork of the parts of two tower buildings at the north side and the earthwork of three research institutes at the south side, and arranging material yards along the periphery of the foundation pit and two sides of the east-west temporary road;
and a second stage: constructing a foundation bottom plate at the position where foundation earthwork excavation is finished, and excavating foundation earthwork by the other three corner supports except the corner support at the southeast part;
and a third stage: constructing a foundation slab structure in three corner brace areas, excavating the earthwork of a base between two tower buildings from north to south, and gradually excavating the earthwork between three research institutes from south to temporary roads;
a fourth stage: constructing bottom plates between towers and research institutes, excavating foundation earthwork on the west side of a foundation pit, sealing a west side middle soil outlet, and excavating the earthwork from the west to the east through an east side middle soil outlet;
the fifth stage: constructing a west side bottom plate of the foundation pit, and excavating residual earthwork of the middle road;
the sixth stage: constructing a foundation slab of the middle road, and excavating an earth outlet at the east part and the earth at the corner support part of the southeast part;
a seventh stage: and constructing the foundation slab at the east earth outlet and the southeast corner support part.
Compared with the prior art, the invention has the following beneficial effects:
according to the invention, aiming at the characteristic that quicksand easily occurs in the geology of the Changjiang river flood plain, quality accidents are avoided by means of drilling machine model selection, mud wall protection, foundation pit external precipitation and recharge, the problems of foundation pit displacement overrun and road settlement do not occur through reasonable arrangement of process alternation and earthwork vertical and plane tissues, and the feasibility of applying the oversized deep foundation pit earthwork excavation tissue and the construction method of the Changjiang river flood plain is verified.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention and not to limit the invention. In the drawings:
FIG. 1 is a schematic view of an integrated panel of the present invention;
FIG. 2 is a schematic plan view of an integrated plate;
FIG. 3 is a schematic view of a first anchor cable construction according to the present invention;
FIG. 4 is a schematic diagram of a second anchor cable according to the present invention;
FIG. 5 is a schematic diagram of a third anchor cable according to the present invention;
FIG. 6 is a schematic illustration of a first layer of earth excavation according to the present invention;
FIG. 7 is a schematic view of a first stage of second-level earth excavation according to the present invention;
FIG. 8 is a schematic view of a second stage of second-level earth excavation according to the present invention;
FIG. 9 is a schematic view of a first stage excavation of a third layer of earth according to the present invention;
FIG. 10 is a schematic view of a second stage excavation of a third layer of earth in accordance with the present invention;
FIG. 11 is a schematic view of a first stage excavation of the foundation earth of the present invention;
FIG. 12 is a schematic view of a second stage excavation of the foundation earth of the present invention;
FIG. 13 is a schematic illustration of a third stage excavation of the foundation earth of the present invention;
FIG. 14 is a schematic view of a fourth stage of excavation of the foundation earth of the present invention;
FIG. 15 is a schematic illustration of a fifth stage excavation of the foundation earth of the present invention;
FIG. 16 is a schematic illustration of a sixth stage of excavation of the foundation earth of the present invention;
FIG. 17 is a schematic view of a seventh stage of excavation of the subsoil of the present invention.
Detailed Description
The technical solution of the present invention is described in detail below with reference to the accompanying drawings, but the scope of the present invention is not limited to the embodiments.
Referring to the drawings and fig. 1 to 17, the foundation pit engineering pile is divided into three sections along the east-west longitudinal direction of the foundation pit for parallel construction; immediately organizing and constructing a foundation pit waterproof curtain after the foundation pit waterproof curtain is started, dividing two drilling circulators into two sections for simultaneous construction, and starting to reinforce a hidden pier and a passive area after the waterproof curtain is finished; and (3) constructing the supporting piles 15 days after the triaxial waterproof curtain is implemented, constructing in parallel by dividing the tissues of the north and south sections, layering and excavating in sections according to construction requirements after local foundation pit dewatering, supporting, engineering piles and other conditions are met, and performing planar partition construction by matching earth excavation with anchor cable construction. The specific construction method is carried out according to the following steps in sequence:
s1, because the engineering pile is located in a Yangtze river flood plain, the engineering pile sequentially penetrates through strata which are not formed by holes, such as fine sand, coarse sand, gravel and the like, and is not suitable for being formed by a reverse circulation drilling machine, the conditions of hole collapse and the like are easily caused, and the construction quality of the engineering pile is influenced, the engineering pile mainly adopts a GPS-20 type forward circulation drilling machine, and the uplift pile of an underground garage adopts a GPS-10 type forward circulation drilling machine. The pile machine has the advantages of convenient operation, reliable performance, good quality of the hole forming of the mud protecting wall and the like.
In addition, most of geology is silty sandy soil, and the engineering pile does not have enough mud to protect the wall in the hole forming process, so that the phenomena of hole collapse, necking and the like are generated in the hole forming process of the engineering pile, and the pile forming quality of the engineering pile is not facilitated. In order to ensure the pile forming quality of the engineering pile, yellow grout is purchased for the protecting wall of the engineering pile, and 15 tons of yellow grout are needed for each engineering pile by combining a ground survey report and a hole forming process.
The mud retaining wall effectively avoids hole collapse in the pile foundation hole forming process, ensures the construction quality of the engineering pile and ensures the construction progress;
s2, as the engineering is located at a Yangtze flood plain, silt is arranged on three sides of the east-west south of a foundation pit, the water level is higher during anchor cable construction, and after a drill rod drills through a water-stop curtain, inflow sand overflows in a drill hole, so that the high-pressure jet grouting anchor cable cannot be constructed, a precipitation well needs to be additionally arranged on the outer side of the water-stop curtain of the foundation pit, the precipitation well adopts 300 concrete pipe wells in the pit, one concrete pipe well is arranged at intervals of 20 meters along the periphery of the foundation pit, and when the water level outside the pit falls below the elevation of the anchor cable, a hole can be drilled. After the three anchor cables are constructed, recharging is carried out again to ensure the height of the basement around;
and S3, introducing the reverse construction method of the integrated plate for reducing the long edge effect of the foundation pit. The integrated plate is used as a part of a top plate of the basement, construction is carried out in advance, an inner supporting beam and a steel upright post are utilized to form a concrete frame system, namely, an entrance and an exit of a foundation pit are pushed into a pit by 25m, a vehicle can be flushed on the integrated plate, and the pressure of the entrance and the exit is reduced. Excavation of earthwork under the integrated plate close to the side of the foundation pit in advance creates conditions for subsequent anchor rod construction, and reduces the conversion of an earth outlet caused by anchor rod construction. 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 the ground structure construction is assisted;
and S4, providing conditions for construction of the top beam, the corner brace and the first anchor cable around the foundation pit by the first earthwork excavation, excavating according to the construction sequence of the corner brace and the anchor cable, and performing second-layer earthwork excavation construction after the construction of the corner brace and the first anchor cable is completed. A first anchor cable working face with the width of 10m is excavated along the side of the foundation pit supporting pile in the first earthwork excavation, an anchor cable construction section is excavated to the position 500mm below the center line of an anchor cable, the first layer of residual earthwork is excavated after the first anchor cable construction of the excavation face is completed, and the working face is unfolded for the residual second anchor cable construction. Meanwhile, two earth outlets are reserved in the middle of the east and west sides and are used as a first-layer earthwork earth outlet channel;
s5, the second layer of earthwork excavation meets the construction requirement of the anchor cable, and meanwhile, the earthwork excavation is carried out according to the principle of 'priority of a main building and excavation by bins'.
In the first stage, the second anchor cable and the third anchor cable are excavated on one side (north side) of the tower and one side (south side) of a research institute, and the excavation operation surface of the anchor cables 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 research institute is finished, the construction of the rest anchor rods is continued:
for guaranteeing positive and negative zero roof of tower first-out and reservation gusset break time, in the construction of third stock:
1) And performing large-surface earth excavation on the corner support parts at the two ends of the tower and the north side to the elevation of a third anchor rod, and excavating from the north to the south.
2) And excavating the earth in the middle part of the south side to the elevation of a third anchor rod, and carrying out slope excavation from south to north.
3) The earthmoving vehicles enter from the two gates at the south and exit from the gates at the middle parts of the east and the west.
And S6, after the third anchor cable is completely finished, performing second-layer earth excavation. The second layer of earthwork excavation is divided into three stages:
in the first stage, two earth outlets on the east and west sides are pulled through, a temporary road is built, and an earth vehicle enters and exits from a gate in the middle of the east and west sides.
In the second stage, after earthwork on two sides of the road is lowered to the required elevation, foundation earthwork excavation is carried out, and the earthwork excavation is carried out by bins according to the supporting design requirement;
s7, base earthwork excavation is to provide an operation surface for subsequent basement structure construction, and is divided into seven stages according to the principle that the earthwork closes from west to east after a tower building.
In the first stage, the foundation earthwork is excavated by stripping and dividing bins, and the earthwork of two tower parts at the north side and the earthwork of three research institutes at the south side are preferably excavated. Arranging material storage yards along the periphery of the foundation pit and two sides of the temporary road in the east-west direction;
in the second stage, foundation slab construction is carried out on the foundation earthwork excavation completion part, and except the southeast corner brace, the other three corner braces excavate foundation earthwork;
and in the third stage, constructing the foundation bottom plate structure in the three corner support areas. The foundation earthwork between two tower buildings is excavated from north to south, and the earthwork between three research institutes is gradually excavated from south temporary roads;
and in the fourth stage, constructing bottom plates between towers and between research institutes, and excavating foundation pit west-side foundation earthwork. Closing the middle soil outlet on the west side, and discharging soil from the west to the east through the middle soil outlet on the east side;
fifthly, constructing a west side bottom plate of the foundation pit, and excavating residual earthwork of the middle road;
constructing a foundation slab of the middle road, and excavating an earth outlet at the east and an earth at the southeast corner support part;
and in the seventh stage, construction of the foundation slab at the east earth outlet and the southeast corner support part is carried out, and all construction contents are completed.
According to the invention, aiming at the characteristic that quicksand is easy to occur in the spreading geology of the Yangtze river, quality accidents are avoided by means of drilling machine model selection, slurry retaining wall, foundation pit external precipitation and recharging, the problems of foundation pit displacement overrun and road settlement are not caused by reasonable arrangement of process alternation and earthwork vertical and plane organization, and the feasibility of the spreading and construction method for the earthwork of the ultra-large deep foundation pit is verified.
As above, while the invention has been shown and described with reference to certain preferred embodiments, it is not to be construed as limited thereto. 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. An earth excavation organization and a construction method of an oversized deep foundation pit of a Yangtze river flood plain are characterized by comprising the following steps:
s1, construction of a cast-in-situ bored pile: the engineering pile and the underground garage uplift pile are subjected to hole forming by adopting a circulating drilling machine, and the engineering pile adopts yellow slurry to protect the wall in the hole forming process;
s2, high-pressure jet grouting anchor cable construction: a dewatering well is additionally arranged on the outer side of the foundation pit waterproof curtain, and when the water level outside the pit is reduced to be below the anchor cable elevation, three anchor cables are constructed and recharged;
s3, constructing an integrated plate;
s4, excavating the first layer of earthwork: excavating a first anchor cable working surface with the width of 10m along the side of a foundation pit supporting pile in the first earthwork excavation, excavating a first anchor cable construction section to a position 500mm below the center line of a first anchor cable, excavating the first layer of residual earthwork after the first anchor cable construction of the excavation surface is finished, and reserving two soil outlets in the middle parts of east and west sides;
s5, excavating the second layer of earthwork: firstly, excavating a second anchor cable and a third anchor cable working face on one side of a tower and one side of a research institute, wherein the excavating working face is 10m, and after the second anchor cable and the third anchor cable, continuing to perform residual anchor rod construction;
s6, excavating the third layer of earthwork: pulling through two soil outlets on the east and west sides, building a temporary road, enabling an earthwork vehicle to enter and exit from a middle gate on the east and west sides, excavating foundation earthwork after earthwork on the two sides of the road falls to a required elevation, and excavating earthwork in different bins according to a supporting design requirement;
s7, excavating foundation earthwork: the foundation earthwork excavation method provides an operation surface for subsequent basement structure construction, and is divided into seven stages according to the principle that the foundation is firstly constructed by a tower and then a research institute, and the earthwork is closed from west to east.
2. The Yangtze river flood beach extra-large deep foundation pit earthwork excavation tissue and construction method according to claim 1, characterized in that: in the step S1, the engineering pile is formed by a GPS-20 type positive circulation drilling machine, and the underground garage uplift pile is formed by a GPS-10 type positive circulation drilling machine.
3. The Yangtze river flood beach extra-large deep foundation pit earthwork excavation tissue and construction method according to claim 1, characterized in that: in the step S2, the precipitation well adopts in 300 concrete pipe wells, and one is arranged along the periphery of the foundation pit at intervals of 20 meters.
4. The Yangtze river flood beach extra-large deep foundation pit earthwork excavation tissue and construction method according to claim 1, characterized in that: in the step S5, when a third anchor cable working surface is excavated, earth excavation is carried out on the tower and the large surface of the corner support parts at the two ends of the north side to the elevation of a third anchor rod, the third anchor rod is excavated from the north to the south, earth excavation is carried out on the middle part of the south side to the elevation of the third anchor rod, the third anchor rod is excavated from the south to the north, earth vehicles enter from the two gates at the south side and exit from the gates at the east side and the middle gate at the west side.
5. The Yangtze river flood beach extra-large deep foundation pit earthwork excavation tissue and construction method according to claim 1, characterized in that: in step S7, the foundation earth excavation further includes the following seven stages:
the first stage is as follows: excavating the foundation earthwork by adopting stripping and bin division, preferably excavating the earthwork of the parts of two tower buildings at the north side and the earthwork of three research institutes at the south side, and arranging material yards along the periphery of the foundation pit and two sides of the east-west temporary road;
and a second stage: constructing a foundation bottom plate at the position where the foundation earthwork excavation is completed, and excavating foundation earthwork by using the other three corner braces except the corner brace at the southeast part;
and a third stage: constructing a foundation slab structure in three corner brace areas, excavating the earthwork of a base between two tower buildings from north to south, and gradually excavating the earthwork between three research institutes from south to temporary roads;
a fourth stage: constructing bottom plates between turrets and between research institutes, excavating foundation pit west side base earthwork, sealing a west side middle soil outlet, and allowing the earthwork to go east from west to east through an east side middle soil outlet;
the fifth stage: constructing a west side bottom plate of the foundation pit, and excavating residual earthwork of the middle road;
and a sixth stage: constructing a foundation slab of the middle road, and excavating an earth outlet at the east and the earth at the southeast corner support part;
a seventh stage: and constructing the foundation slab at the east earth outlet and the southeast corner support part.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210733530.1A CN115162345B (en) | 2022-06-27 | 2022-06-27 | Earthwork excavation organization and construction method for ultra-large deep foundation pit of Yangtze river flood plain |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210733530.1A CN115162345B (en) | 2022-06-27 | 2022-06-27 | Earthwork excavation organization and construction method for ultra-large deep foundation pit of Yangtze river flood plain |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115162345A true CN115162345A (en) | 2022-10-11 |
| CN115162345B CN115162345B (en) | 2024-03-01 |
Family
ID=83488221
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210733530.1A Active CN115162345B (en) | 2022-06-27 | 2022-06-27 | Earthwork excavation organization and construction method for ultra-large deep foundation pit of Yangtze river flood plain |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115162345B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117266207A (en) * | 2023-11-23 | 2023-12-22 | 北京建工集团有限责任公司 | Low-cost precipitation system of foundation pit small in scale and difficult to cause sedimentation |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105951843A (en) * | 2016-06-17 | 2016-09-21 | 中建八局第建设有限公司 | Construction method of deep foundation pit |
| 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 |
| 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 |
| 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 |
| 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 |
-
2022
- 2022-06-27 CN CN202210733530.1A patent/CN115162345B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105951843A (en) * | 2016-06-17 | 2016-09-21 | 中建八局第建设有限公司 | Construction method of deep foundation pit |
| 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 |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117266207A (en) * | 2023-11-23 | 2023-12-22 | 北京建工集团有限责任公司 | Low-cost precipitation system of foundation pit small in scale and difficult to cause sedimentation |
| CN117266207B (en) * | 2023-11-23 | 2024-02-09 | 北京建工集团有限责任公司 | Foundation pit dewatering system difficult to cause sedimentation |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115162345B (en) | 2024-03-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106567717A (en) | Construction oblique channel structure utilizing subway exit and entrance and construction method | |
| CN113565525A (en) | Construction protection system and construction method for newly-built shield tunnel super-close ultra-shallow buried upper-span existing tunnel | |
| CN114016513B (en) | Time-sequence-sharing excavation method of complex foundation pit group supporting system | |
| CN103775110A (en) | Underground excavation construction method for multilayer underground space of soft soil area | |
| CN111560957B (en) | Shield receiving well foundation pit excavation and supporting non-dewatering construction method | |
| CN112663625A (en) | Construction and protection method for shallow-buried bias-pressure weak surrounding rock tunnel portal in alpine region | |
| CN115467370A (en) | Two-wing open type half-cover-excavation half-top-down construction method for large-span station | |
| CN115162345B (en) | Earthwork excavation organization and construction method for ultra-large deep foundation pit of Yangtze river flood plain | |
| CN114575355A (en) | Soil protection and descent construction method | |
| CN113026757A (en) | Rapid excavation and support construction method for complex stratum pipe-jacking comprehensive well | |
| CN112983461A (en) | Construction method for bias tunnel portal in slope volume | |
| CN111101540B (en) | Construction method for passing existing electric power tunnel on open cut tunnel | |
| CN113309526A (en) | Construction method for excavation and support of subway station buckling arch | |
| CN110486062B (en) | Method for mechanically underground excavating multi-layer multi-span underground engineering in soft soil | |
| CN102425179B (en) | Reinforced soil infiltration ditch structure supported by miniature steel pipe cast-in-place pile | |
| CN113266362B (en) | Top pipe cover excavation construction method for penetrating through existing dense anchor cable area | |
| CN107447794B (en) | The anti-floating of excavation pit plays construction method in a kind of subway protection region | |
| CN114622574A (en) | Water-rich cast-fill deep foundation pit water-intercepting excavation supporting method and supporting device | |
| CN110144903B (en) | Construction method for foundation pit support in air defense cavity | |
| CN208266895U (en) | Cofferdam is built in returning for seabed tunnel point storehouse construction | |
| CN111663538A (en) | Construction method for deep foundation pit miniature steel pipe pile support in complex geology of clearance limited area | |
| RU2209268C1 (en) | Process of development of foundation pit | |
| CN113931228B (en) | Material platform construction method for basement construction | |
| CN117702815B (en) | Symmetrical extension construction method for lateral open cut of existing underground space | |
| CN218204422U (en) | Foundation pit supporting structure of PRC tubular pile and prestressed anchorage cable combination |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |