CN110158600B - Construction method for synchronous excavation and asynchronous backfilling of adjacent foundation pits - Google Patents
Construction method for synchronous excavation and asynchronous backfilling of adjacent foundation pits Download PDFInfo
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- CN110158600B CN110158600B CN201910485629.2A CN201910485629A CN110158600B CN 110158600 B CN110158600 B CN 110158600B CN 201910485629 A CN201910485629 A CN 201910485629A CN 110158600 B CN110158600 B CN 110158600B
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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
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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
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/12—Back-filling of foundation trenches or ditches
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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Abstract
The invention provides a construction method for synchronous excavation and asynchronous backfilling of adjacent foundation pits, which comprises the steps of constructing a temporary drainage ditch, an occlusive pile and a construction method pile on the outer side of the foundation pit, carrying out grid type cement mixing pile full-space reinforcement on an intermediate dam body area, excavating a row of foundation pits, arranging a tie plate and the like, wherein the intermediate dam body of the adjacent two foundation pits has the advantages of high structural rigidity, good integrity, strong deformation resistance, strict control of a backfilling process and good protection effect on an underground structure finished in advance.
Description
Technical Field
The invention belongs to the field of building construction, and particularly relates to a supporting structure for synchronous excavation and asynchronous backfilling of adjacent foundation pits and a construction method.
Background
In the engineering, a plurality of foundation pits are adjacent in a short distance, two adjacent foundation pits are excavated in almost the same time, but are backfilled after completion in different times. The underground structure in the backfilled foundation pit will be affected by the backfilled foundation pit. At present, when adjacent foundation pits are constructed, soil bodies at the positions of dam bodies between the adjacent foundation pits are completely removed, so that the double foundation pits form one foundation pit, or earth excavation is not adopted, but heavy vehicles are forbidden to pass, but the number of monitoring points of the foundation pits needs to be encrypted.
The two construction modes are easy to cause the increase of the construction cost of earth excavation, backfilling and foundation pit monitoring points; meanwhile, a loop cannot be formed on a construction site; and the construction blind area is increased. The construction cost is increased and the safety of the foundation pit is solved.
In summary, there is a need to improve the technology to ensure the safety and cost increase of the excavation of the foundation pit and the filling of the underground structure in the foundation pit.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a construction method for synchronously excavating and asynchronously backfilling adjacent foundation pits, which has a good protection effect on an underground structure and high dam body rigidity.
In order to achieve the purpose, the invention adopts the following technical scheme:
the construction method for synchronously excavating and asynchronously backfilling adjacent foundation pits comprises the following steps:
1) measuring and setting out wires, repairing a temporary drainage ditch outside the foundation pit, removing ground water, and simultaneously digging a precipitation well for precipitation construction in the excavation process of the foundation pit;
2) leveling a construction site, measuring and setting out a pile position, and then constructing an occluded pile for the late filling foundation pit;
3) constructing construction method piles around the early filling foundation pit;
4) carrying out full reinforcement on the middle dam body area by using grid type cement mixing piles, and carrying out full reinforcement on the cement mixing piles at the later filling foundation pit and the early filling foundation pit;
5) excavating a foundation pit, namely excavating the early filling foundation pit and the late filling foundation pit in a layered and sectional manner until the bottom elevation of the top beam is reached, manufacturing the top beam, and respectively supporting and connecting the top beam and the top beam by using concrete;
6) setting a drawknot plate between the top beams at two sides above the middle dam body, and installing a guardrail at one side of the top beams above the middle dam body, which is close to the foundation pit;
7) arranging a retaining wall on the crown beam at one side far away from the middle dam body;
8) synchronously excavating an early filling foundation pit and a late filling foundation pit to the elevation of an upper counter-pull anchor rod;
9) enclosing purlins are respectively arranged on one side of the elevation secant pile and the construction method pile, which are close to the middle dam body, and one side of the elevation secant pile and the construction method pile, which is far away from the middle dam body;
10) a row of counter-pulling anchor rods are arranged on the middle dam body at the elevation position, penetrate through the middle dam body and the surrounding purlin and are kept horizontal and parallel to each other;
11) concrete is sprayed on the surface of the pile in a hanging mode, and net ribs are fixed on the pile through steel nails;
12) a plurality of oblique anchor rods are arranged at one side of the elevation far away from the middle dam body and inserted into the soil body, and the oblique anchor rods (12) are parallel to each other;
13) continuously and synchronously excavating to the elevation of the first layer of steel support;
14) respectively arranging steel supports on the elevation early filling foundation pit and the elevation late filling foundation pit, and respectively supporting the steel supports on the secant pile and the construction method pile through steel purlins;
15) and continuously and synchronously excavating to the elevation of the lower counter-pulling anchor rod, and repeating the steps 9), 10), 11) and 12).
16) Continuously and synchronously excavating to the elevation of the second layer of steel support, and repeating the step 14);
17) excavating to the bottom of the early filling foundation pit, and paving a plain concrete rigid cushion layer at the bottom of the early filling foundation pit;
18) arranging drainage ditches at the periphery of the bottom of the early filling foundation pit;
19) continuously excavating until the bottom elevation of the late filling foundation pit is filled, and installing a plurality of oblique anchor rods on one side of the designed elevation, which is far away from the middle dam body, wherein the oblique anchor rods are parallel to each other;
20) laying a plain concrete rigid cushion layer at the bottom of the late filling foundation pit;
21) arranging drainage ditches at the periphery of the bottom of the late filling foundation pit;
22) and after the underground structure in the foundation pit is finished, an observation point and a sensor are arranged on the underground structure.
23) The early filling foundation pit is firstly backfilled, the backfilling speed is strictly controlled, and the stress and deformation of the supporting structure of the adjacent side pit are strictly monitored.
24) And backfilling the late filling foundation pit after the underground structure in the late filling foundation pit is completed, carrying out strict stress and deformation monitoring on the completed underground structure in the adjacent early filling foundation pit, and controlling the backfilling speed and the process of the late filling foundation pit according to monitoring feedback.
Preferably, the occlusive piles are arranged in a one-by-one inserting mode.
Preferably, the drawknot plate is a reinforced concrete plate or a support steel plate.
Preferably, the depth of the late filling foundation pit is greater than that of the early filling foundation pit.
Preferably, the pile length of the secant pile is longer than that of the pile in the construction method.
Based on the construction method, the invention provides a supporting structure for synchronously excavating adjacent foundation pits and asynchronously backfilling, which comprises a late filling foundation pit, an early filling foundation pit and a middle dam body, wherein secant piles are arranged on two sides of the late filling foundation pit, construction method piles are arranged on two sides of the early filling foundation pit, and top parts of the secant piles and the construction method piles are provided with crown beams; the top of the middle dam body is provided with a drawknot plate, the drawknot plate is connected with the top beams at two sides, two sides of the top of the middle dam body are provided with guardrails, the middle dam body is reinforced by adopting a grid type cement mixing pile, and secant piles and construction method piles at two sides of the middle dam body are drawn together by a plurality of layers of opposite-pull anchor rods; the concrete foundation pit structure is characterized in that a plurality of layers of inclined anchor rods are arranged on one side, away from the middle dam body, of the late filling foundation pit and the early filling foundation pit, a retaining wall is arranged on the top of one side, away from the middle dam body, of the late filling foundation pit and the early filling foundation pit, a concrete support and a plurality of layers of steel supports are arranged in the late filling foundation pit and the early filling foundation pit, and a plain concrete rigid cushion layer and a triaxial cement mixing pile reinforcing layer are arranged at the bottoms of the late filling.
Compared with the prior art, the invention has the following beneficial effects:
1) the invention has good protection effect on the underground structure finished firstly. The dam body structure between two adjacent foundation pits has the advantages of high rigidity, good integrity, strong deformation resistance, strict control of backfilling process and good protection effect on the underground structure finished firstly.
2) The foundation pit support has high safety. The foundation pit supporting structure has high rigidity, good water stopping effect and high foundation pit safety.
3) The invention has simple process, convenient operation and high construction efficiency; the adopted supporting pile process is a conventional process, the construction speed is high, the middle dam body can be used as a construction access way, and the operation is convenient.
4) The invention saves investment and construction period and has good economical efficiency; compared with the method that double-row diaphragm walls or double-row cast-in-place piles are adopted to isolate double pits, the investment of a supporting structure can be obviously saved, and the construction period of the project can be obviously shortened by respectively excavating and backfilling the two pits.
5) The invention has high precipitation efficiency and good water stopping effect. The dam body stagnant water performance is high in the middle of two pits, and precipitation is unified in two pits, and precipitation efficiency is high, stops this pit precipitation after one side foundation ditch completion. The top of the middle dam body can be used as a construction access way.
Drawings
Figure 1 is a plan view of a supporting structure provided by the present invention;
fig. 2 is a structural cross-sectional view of a supporting structure provided by the present invention;
FIG. 3 is a detailed cross-sectional view of an engaged pile and a construction method pile;
FIG. 4 is a detailed view of the drainage ditch and the guardrail;
description of reference numerals: early filling a foundation pit 1; filling the foundation pit 2 later; a dam body 3; an occlusive pile 4; construction method pile 5; a surrounding purlin 6; a crown beam 7; a drawknot plate 8; a guardrail (9); a grid type cement mixing pile 10; opposite pulling anchor rods 11; the anchor rod 12 is pulled obliquely; a retaining wall 13; a concrete support 14; a steel support 15; a plain concrete rigid cushion layer 16; a triaxial cement mixing pile reinforcing layer 17; a drain 18; the reinforcing band 19 is inflated.
Detailed Description
The invention is further described below with reference to the figures and examples. While the invention will be described in conjunction with the preferred embodiments, it will be understood that they are not intended to limit the invention to the embodiments. On the contrary, the invention is intended to cover alternatives, modifications and equivalents, which may be included within the scope of the invention as defined by the appended claims.
As shown in fig. 1, the invention provides a supporting structure for synchronous excavation and asynchronous backfilling of adjacent foundation pits, which comprises a late filling foundation pit 2, an early filling foundation pit 1 and an intermediate dam body 3, secant piles 4 are arranged in the late filling foundation pit 2, and reinforcement cages are inserted into the secant piles 4 in a one-to-one-jump mode (reference, secant piles 41 and secant piles 42); the construction method piles 5 are arranged in the early filling foundation pit 1; in this embodiment, the depth of the late filling foundation pit 2 is greater than the depth of the early filling foundation pit 1, and the length of the secant pile 4 is greater than the length of the construction pile 5.
As shown in fig. 2, the top of the construction method pile 5 and the pile top of the snap-in pile 4 are both provided with a crown beam 7; the crown beams 7 are connected through concrete supports 14; a retaining wall 13 is arranged on one side of the crown beam 7, which is far away from the middle dam body 3; the middle dam body 3 is reinforced in a full space by adopting grid type cement mixing piles 10, the top of the middle dam body 3 is provided with a tie plate 8, the crown beams 7 which are positioned at two sides of the middle dam body 3 and are positioned at the adjacent sides of the early filling foundation pit 1 and the late filling foundation pit 2 are connected through the top tie plate 8, and expansion reinforcing belts 19 are arranged on the tie plate 8 at intervals; guard rails 9 are arranged on two sides of the middle dam body 3, and the guard rails 9 are formed by splicing a plurality of foundation pit tool type guard rails. In this embodiment, the drawknot plate 8 is a reinforced concrete slab or a supporting steel plate.
Furthermore, the secant piles 4 and the construction method piles 5 on two sides of the middle dam body 3 are tied together through a plurality of layers of opposite pull anchor rods 11, the plurality of layers of opposite pull anchor rods 11 are arranged in a staggered mode from top to bottom at intervals, and the plurality of layers of opposite pull anchor rods 11 are parallel to each other and keep horizontal; a plurality of layers of parallel oblique anchor rods 12 are arranged on one sides of the late filling foundation pit 2 and the early filling foundation pit 1, which are far away from the middle dam body 3, specifically, a plurality of secant pile side surrounding purlins 6 are connected to the secant pile 4, a plurality of construction pile side surrounding purlins 6 are connected to the construction pile 5, and the plurality of secant pile side surrounding purlins 6 and the plurality of construction pile side surrounding purlins 6 are parallel to each other; the purlins 6 on one side of the secant piles are arranged at intervals along the height direction of the secant piles 4, and the purlins 6 on one side of the piles in the construction method are arranged at intervals along the height direction of the piles 5 in the construction method; and the inclined anchor rod 12 is fixed on the purlin 6 at one side of the late filling foundation pit 2 and the early filling foundation pit 1 far away from the middle dam body 3.
Arranging a plurality of layers of steel supports 15 in the late filling foundation pit 2 and the early filling foundation pit 1, reinforcing the bottoms of the early filling foundation pit 1 and the late filling foundation pit 2 with triaxial cement mixing piles to form a triaxial cement mixing pile layer 17, and pouring a plain concrete rigid cushion layer 16 on the upper part of the triaxial cement mixing pile layer; the drainage ditch 18 is arranged around the bottom of the foundation pit.
The foundation pit supporting structure provided by the invention has the advantages of high rigidity, good water stopping effect, high foundation pit safety, high structural rigidity, good integrity and strong deformation resistance of the middle dam body 3, strict control of a backfilling process and good protection effect on an underground structure finished firstly.
The invention also provides a construction method for the synchronous excavation and asynchronous backfilling of the adjacent foundation pits, which comprises the following steps:
1) and (4) measuring and paying off, repairing a temporary drainage ditch 18 outside the foundation pit, removing ground water, and simultaneously well performing underground water level precipitation work.
2) Leveling a construction site, measuring and setting off pile positions, constructing secant piles 4 for the late filling foundation pit 2, arranging the meat piles and the vegetable piles at intervals, wherein the pile arrangement mode and the pile positions are shown in figures 1 and 2, and the detailed cross section of the secant piles 4 is shown in figure 3;
3) the construction method piles 5 are manufactured around the early filling foundation pit 1, the pile arrangement mode and the pile positions are shown in figures 1 and 2, and the detailed section of the construction method piles 5 is shown in figure 3;
4) grid type cement mixing piles 10 are used for full reinforcement in the area of the middle dam body 3, a drawknot plate 8 is arranged on the middle dam body, and expansion reinforcing belts 19 are arranged on the drawknot plate 8 at intervals and are shown in detail in figure 2;
5) excavating a foundation pit, namely excavating the early filling foundation pit 1 and the late filling foundation pit 2 in a layered and sectional mode to reach the bottom elevation of a crown beam 7, manufacturing the crown beam 7, and respectively connecting the early filling foundation pit 1 and the late filling foundation pit 2 by using concrete supports 14, wherein the detailed description is shown in a figure 2;
6) a drawknot plate 8 is arranged between the crown beams 7 on the two sides above the middle dam body 3, a guardrail 9 is arranged on one side of the crown beam 7 above the dam body 3 close to the foundation pit, and the details of the guardrail 9 are shown in FIG. 4;
7) a retaining wall 13 is arranged on the crown beam 7 at one side far away from the dam body 3;
8) synchronously excavating an early filling foundation pit 1 and a late filling foundation pit 2 to the elevations of an upper counter anchor rod 11 and an inclined anchor rod 12;
9) enclosing purlins 6 are respectively arranged on one sides of the elevation secant piles 4 and the construction method piles 5 close to the dam body 3 and one sides far away from the dam body 3;
10) a plurality of counter-pulling anchor rods 11 are arranged at the elevation, and the counter-pulling anchor rods 11 penetrate through the middle dam body 3 and the surrounding purlin 6 and keep horizontal and parallel to each other;
11) a plurality of oblique anchor rods 12 are arranged on one side of the elevation, which is far away from the dam body 3, and the oblique anchor rods 12 are parallel to each other;
12) continuously and synchronously excavating to the elevation of the upper steel support 15;
13) steel supports 15 are respectively arranged on the elevation early filling foundation pit 1 and the elevation late filling foundation pit 2 and are connected with the surrounding purlin 6;
14) continuously and synchronously excavating to the elevation of a lower counter-pulling anchor rod 11, and repeating the steps 8), 9) and 10);
15) continuously and synchronously excavating to the elevation of the lower steel support 15, and repeating the step 13);
16) and (3) carrying out full reinforcement on the triaxial cement mixing pile reinforcing layer 17 of the early-filled foundation pit 1, and paving a plain concrete rigid cushion layer 16. See fig. 4 in detail;
17) arranging drainage ditches 18 at the periphery of the bottom of the early filling foundation pit 1, wherein the section of each drainage ditch 18 is shown in detail in figure 4;
18) continuously excavating to the bottom elevation of the late filling foundation pit 2, installing a plurality of oblique tension anchor rods 12 at the designed elevation of the oblique tension anchor rods 12 far away from one side of the dam body 3, wherein the oblique tension anchor rods 12 are parallel to each other;
19) carrying out full reinforcement on a triaxial cement mixing pile reinforcing layer 17 of the late filling foundation pit 2, and laying a plain concrete rigid cushion layer 17 with the same specification of 16);
20) arranging drainage ditches 18 with the same specification as 17 at the periphery of the bottom of the late foundation pit 2), and referring to fig. 2 and 4 in detail;
21)4) -20) elevation and installation position should be referenced to FIG. 2;
22) after the underground structure in the foundation pit is finished, arranging an observation point and a sensor on the underground structure;
23) backfilling the early-filled foundation pit 1 after the underground structure is finished, removing the concrete supports 14 and the steel supports 15, strictly controlling the backfilling speed, and strictly monitoring the stress and deformation of the supporting structure of the adjacent side pit;
24) and when the foundation pit is backfilled after the underground structure in the late-filled foundation pit 2 is completed, strictly monitoring the stress and deformation of the completed underground structure on the adjacent side, and controlling the backfilling speed and process of the foundation pit according to monitoring feedback.
Claims (5)
1. A construction method for synchronously excavating and asynchronously backfilling adjacent foundation pits is characterized by comprising the following steps:
1) measuring and setting off, repairing a temporary drainage ditch (18) outside the foundation pit, removing ground water, and simultaneously digging a precipitation well for precipitation construction in the foundation pit excavation process;
2) leveling a construction site, measuring and setting out a pile position, and constructing an occlusive pile (4) for the late filling foundation pit (2);
3) constructing construction method piles (5) around the early filling foundation pit (1);
4) carrying out full reinforcement on the grille type cement mixing piles (10) in the middle dam body (3) area, and carrying out full reinforcement on the cement mixing piles at the bottoms of the late filling foundation pit (2) and the early filling foundation pit (1);
5) carrying out foundation pit excavation, adopting layered and segmented excavation, synchronously excavating the early filling foundation pit (1) and the late filling foundation pit (2) to reach the bottom elevation of the crown beam (7), manufacturing the crown beam (7), and respectively connecting the crown beam with a concrete support (14);
6) a drawknot plate (8) is arranged between the top beams (7) at the two sides above the middle dam body (3), and a guardrail (9) is arranged at one side of the top beam (7) above the middle dam body (3) close to the foundation pit;
7) a retaining wall (13) is arranged on the crown beam (7) at one side far away from the middle dam body (3);
8) the early filling foundation pit (1) and the late filling foundation pit (2) are synchronously excavated to the elevation of an upper counter anchor rod (11);
9) enclosing purlins (6) are respectively arranged on one sides of the elevation secant piles (4) and the construction method piles (5) close to the middle dam body (3) and one sides of the elevation secant piles and the construction method piles far away from the middle dam body (3);
10) a row of counter-pulling anchor rods (11) are arranged on the middle dam body (3) at the elevation, and the counter-pulling anchor rods (11) penetrate through the middle dam body (3) and the surrounding purlin (6) and keep horizontal and parallel to each other;
11) concrete is sprayed on the surface of the pile in a hanging mode, and net ribs are fixed on the pile through steel nails;
12) a plurality of oblique anchor rods (12) are arranged at one side of the elevation far away from the middle dam body (3) and inserted into the soil body, and the oblique anchor rods (12) are parallel to each other;
13) continuously and synchronously excavating to the elevation of the first layer of steel support (15);
14) steel supports (15) are respectively arranged on the elevation early filling foundation pit (1) and the elevation late filling foundation pit (2) and are respectively supported on the secant pile (4) and the construction method pile (5) through steel purlins (6);
15) continuously and synchronously excavating to the elevation of a lower counter-pulling anchor rod (11), and repeating the steps 9), 10), 11) and 12);
16) continuously and synchronously excavating to the elevation of the second layer of steel support (15), and repeating the step 14);
17) excavating to the bottom of the early filling foundation pit (1), and paving a plain concrete rigid cushion layer (16) at the bottom of the early filling foundation pit (1);
18) arranging drainage ditches (18) at the periphery of the bottom of the early filling foundation pit (1);
19) continuously excavating to the bottom elevation of the late filling foundation pit (2), installing a plurality of oblique tension anchor rods (12) at the designed elevation of the oblique tension anchor rods (12) far away from one side of the middle dam body (3), wherein the oblique tension anchor rods (12) are parallel to each other;
20) laying a plain concrete rigid cushion layer (16) at the bottom of the late filling foundation pit (2);
21) arranging drainage ditches (18) at the periphery of the bottom of the late filling foundation pit (2);
22) after the underground structure in the foundation pit is finished, arranging an observation point and a sensor on the underground structure;
23) firstly, backfilling the early-filled foundation pit (1), strictly controlling the backfilling speed, and strictly monitoring the stress and deformation of the supporting structure of the adjacent side pit;
24) and backfilling the late filling foundation pit (2) after the underground structure in the late filling foundation pit (2) is finished, carrying out strict stress and deformation monitoring on the finished underground structure in the adjacent early filling foundation pit (1), and controlling the backfilling speed and the process of the late filling foundation pit (2) according to monitoring feedback.
2. The construction method for the synchronous excavation and asynchronous backfilling of the adjacent foundation pits according to claim 1, wherein the secant piles are arranged in a one-to-one inserting and jumping mode.
3. The construction method for the asynchronous backfill for the synchronous excavation of the adjacent foundation pit according to the claim 1, characterized in that the drawknot plate (8) is a reinforced concrete plate or a supporting steel plate.
4. The construction method for synchronously excavating the asynchronous backfilling of the adjacent foundation pits according to the claim 1, wherein the depth of the late foundation pit (2) is larger than that of the early foundation pit (1).
5. The construction method for synchronously excavating and asynchronously backfilling the adjacent foundation pits according to the claim 1, wherein the pile length of the secant pile (4) is longer than that of the construction method pile (5).
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| CN114645545A (en) * | 2022-03-01 | 2022-06-21 | 中国电建集团华东勘测设计研究院有限公司 | Enclosure structure and method for synchronous excavation of small-clear-distance adjacent foundation pits in soft soil area |
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