CN110158600A - A kind of Adjacent Pit synchronizes the construction method of the asynchronous backfill of excavation - Google Patents
A kind of Adjacent Pit synchronizes the construction method of the asynchronous backfill of excavation Download PDFInfo
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- CN110158600A CN110158600A CN201910485629.2A CN201910485629A CN110158600A CN 110158600 A CN110158600 A CN 110158600A CN 201910485629 A CN201910485629 A CN 201910485629A CN 110158600 A CN110158600 A CN 110158600A
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- foundation pit
- evening
- dam body
- early
- pit
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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
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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
-
- 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
Abstract
The present invention provides Adjacent Pit the synchronous construction method for excavating asynchronous backfill; this method expires the techniques such as hall reinforcing, row excavation of foundation pit, setting drawknot plate by repairing temporary drain, interlocking pile and engineering method pile driving construction on the outside of foundation pit, carrying out grating type cement mixing pile to intermediate dam body region; dam structure rigidity is big among adjacent two foundation pit, good integrity, resistance capacity to deformation are strong; backfilling process control is stringent, good to first completion underground structure protecting effect.
Description
Technical field
The invention belongs to the realm of building construction, in particular to a kind of Adjacent Pit synchronizes the supporting construction for excavating asynchronous backfill
And construction method.
Background technique
There is a situation where that many foundation pits are closely adjacent in engineering, two Adjacent Pits are opened within the almost the same time
It digs, but completes and backfill in different time.Underground structure in the foundation pit of backfill will fill out foundation pit by after to be influenced.Currently, adjacent
Whole removings are taken using by the soil body at the dam body position between Adjacent Pit when foundation pit construction, biradical hole is made to form a base
Hole, or earth excavation is not taken, but closed to heavy motor traffic, but need to encrypt to pit retaining monitoring point quantity.
Both forms of construction work, which easily cause, increases earth excavation, backfill, pit retaining monitoring point construction cost；Construction site simultaneously
Loop can not be formed；Increase construction blind area.There are problems that operating expenses increase, deep pit monitor.
In conclusion the safety for ensureing excavation of foundation pit by technological improvement and first filling out underground structure in foundation pit is needed, at
The problems such as this increase.
Summary of the invention
Good the purpose of the present invention is overcoming the deficiencies of the prior art and provide a kind of pair of underground structure protecting effect, dam body is rigid
Spend the synchronous construction method for excavating asynchronous backfill of big Adjacent Pit.
To achieve the goals above, the invention adopts the following technical scheme:
The synchronous construction method for excavating asynchronous backfill of Adjacent Pit, method includes the following steps:
1) surveying setting-out repairs temporary drain on the outside of foundation pit, and the surface water is excluded, while setting dewatering well in case foundation pit
Dewatering in digging process；
2) construction site is smooth, and measures unwrapping wire to stake position, then fills out foundation pit to evening and carries out occlusion pile driving construction；
3) foundation pit surrounding construction stake is early being filled out；
4) carrying out grating type cement mixing pile to intermediate dam body region expires hall reinforcing, and fills out foundation pit to evening and early fill out foundation pit portion
Carrying out cement mixing method expires hall reinforcing；
5) excavation of foundation pit is carried out, is excavated using layer and section, foundation pit is early filled out and evening fills out foundation pit and synchronizes and is excavated to crown beam bottom mark
Height makes crown beam, and is connected respectively with concrete support；
6) drawknot plate is set above the intermediate dam body between the crown beam of two sides, the nearly foundation pit side peace of crown beam above intermediate dam body
Fill guardrail；
7) retaining wall is set in separate intermediate dam body side crown beam；
8) early to fill out foundation pit and evening fills out foundation pit and synchronizes and is excavated to top Counter-pulled bolts absolute altitude；
9) purlin is respectively set close to intermediate dam body side, far from intermediate dam body side in this absolute altitude interlocking pile, engineering method stake；
10) at this absolute altitude among dam body one row's Counter-pulled bolts are installed, Counter-pulled bolts pass through intermediate dam body and purlin,
Holding is horizontal and is parallel to each other；
11) to stake surface shotcrete with mesh, net muscle is fixed in stake with steel nail；
12) several oblique drawing anchor poles are set and are inserted into the soil body, oblique drawing anchor pole (12) far from intermediate dam body side in this absolute altitude
It is parallel to each other；
13) continue to synchronize and be excavated at first layer bracing members absolute altitude；
14) foundation pit early being filled out in this absolute altitude and evening filling out foundation pit and bracing members are respectively set, occlusion is supported on by steel purlin respectively
In stake and engineering method stake；
15) continue to synchronize and be excavated to lower part Counter-pulled bolts absolute altitude, repeat step 9), 10), 11), 12).
16) continue to synchronize and be excavated at second layer bracing members absolute altitude, repeat step 14)；
17) it is excavated to and early fills out Foundation Pit bottom, early filling out bottom of foundation ditch and be laid with plain concrete rigid cushion layer；
18) Foundation Pit bottom surrounding setting gutter is early being filled out；
19) continue to be excavated to it is late fill out foundation pit bottom absolute altitude, in oblique drawing anchor pole) pacify at designed elevation far from intermediate dam body side
Several oblique drawing anchor poles are filled, oblique drawing anchor pole is parallel to each other；
20) bottom of foundation ditch is filled out in evening be laid with plain concrete rigid cushion layer；
21) Foundation Pit bottom surrounding setting gutter is filled out in evening；
22) observation point and sensor are set on underground structure after underground structure completion in foundation pit.
23) it early fills out foundation pit to be backfilled first, strict control backfills speed, and tightly monitors sides adjacent pattern foundation pit supporting structure knot
Structure stress and deformation.
24) evening fill out in foundation pit underground structure completion after backfill evening fill out foundation pit, the underground knot that completed is filled out in foundation pit to adjacent morning
Structure carries out strict stress and deformation monitoring, and the backfill speed and technique of foundation pit are filled out according to monitoring feedback control evening.
Preferably, the interlocking pile is arranged by the way of inserting a jump one.
Preferably, the drawknot plate is armoured concrete slab or is supporting steel plate.
Preferably, the evening, which fills out foundation depth, fills out foundation depth greater than early.
Preferably, the interlocking pile stake is long long greater than engineering method stake stake.
Based on the above construction method, the present invention provides a kind of supporting construction of the asynchronous backfill of Adjacent Pit synchronization excavation,
The supporting construction includes filling out foundation pit evening, early filling out foundation pit and intermediate dam body, and the evening fills out foundation pit two sides and is placed with interlocking pile, described
Morning fill out foundation pit two sides and be placed with engineering method stake, the interlocking pile and engineering method stake top portion are respectively provided with crown beam；It is set at the top of intermediate dam body
Drawknot plate is set, drawknot plate connects the crown beam of two sides, and guardrail is arranged in two sides at the top of intermediate dam body, and intermediate dam body uses grating type cement
Cement mixing method, the interlocking pile of intermediate dam body two sides is together with engineering method stake is by multilayer Counter-pulled bolts drawknot；Evening fill out foundation pit and
It early fills out foundation pit and the oblique drawing anchor pole of multilayer is set far from intermediate dam body side, evening fills out foundation pit and early fills out foundation pit far from intermediate dam body side
Top is respectively provided with retaining wall, and evening, which fills out foundation pit and early fills out the support of one layer concrete of setting and multilayer bracing members, evening in foundation pit, fills out foundation pit
Plain concrete rigid cushion layer and three axis Reinforcement with Cement-mixed Piles layers are set with early bottom of foundation ditch of filling out.
Compared with prior art, the invention has the following advantages:
1) present invention is good to first completion underground structure protecting effect.Dam structure rigidity is big, whole among adjacent two foundation pit
Property it is good, resistance capacity to deformation is strong, backfilling process control is stringent, good to first completion underground structure protecting effect.
2) pattern foundation pit supporting structure of the present invention is highly-safe.Foundation pit supporting construction rigidity is big, and water-stagnating effect is good, and deep pit monitor is high.
3) present invention process is simple, easy to operate, and construction efficiency is high；Used support pile technique is common process, construction
Speed is fast, and intermediate dam body can be used as builder's road, easy to operate.
4) investment reduction of the present invention and construction period, good economy performance；It is isolated with using double ground-connecting-wall or double bored concrete pile
It excavates and backfills respectively and can significantly save the engineering construction duration compared to can significantly save supporting construction investment, two holes in double holes.
5) precipitation efficiency of the present invention is high, and water-stagnating effect is good.Two cheat intermediate dam body sealing performance height, the unified precipitation in double holes, drop
Water is high-efficient, stops the hole precipitation after the completion of side foundation pit.It can be used as builder's road at the top of intermediate dam body.
Detailed description of the invention
Fig. 1 is the plan view of supporting construction provided by the invention；
Fig. 2 is the cross-sectional view of the structure of supporting construction provided by the invention；
Fig. 3 is interlocking pile and engineering method stake cross-sectional view；
Fig. 4 is gutter and guardrail detail drawing；
Description of symbols: early to fill out foundation pit 1；Evening fills out foundation pit 2；Dam body 3；Interlocking pile 4；Engineering method stake 5；Purlin 6；Crown beam 7；It draws
Knot tying 8；Guardrail 9；Grating type cement mixing pile 10；Counter-pulled bolts 11；Oblique drawing anchor pole 12；Retaining wall 13；Concrete support 14；
Bracing members 15；Plain concrete rigid cushion layer 16；Three axis Reinforcement with Cement-mixed Piles layers 17；Gutter 18；Expansion reinforcing band 19.
Specific embodiment
The present invention is described further with reference to the accompanying drawings and examples.Although the present invention will in conjunction with preferred embodiment into
Row description, it should be understood that being not offered as limiting the invention in the embodiment.On the contrary, it may include having that the present invention, which will cover,
Alternative, modified and the equivalent in the scope of the present invention that appended claims limits.
As shown in Figure 1, the present invention provides a kind of supporting construction of the asynchronous backfill of Adjacent Pit synchronization excavation, the supporting construction
Including evening fill out foundation pit 2, it is early fill out foundation pit 1 and intermediate dam body 3, interlocking pile 4 be arranged in it is late fill out in foundation pit 2,4 interpolation steel reinforcement cage of interlocking pile
By the way of inserting a jump one (reference, interlocking pile 41 and interlocking pile 42)；Engineering method stake 5 is arranged in early fill out in foundation pit 1；In this reality
It applies in example, the evening fills out 2 depth of foundation pit and fills out 1 depth of foundation pit greater than early, and the interlocking pile is 4 long greater than engineering method stake 5 long.
As shown in Fig. 2, engineering method stake 5 and 4 stake top of interlocking pile are respectively provided with crown beam 7；Connected between crown beam 7 by concrete support 14
It connects,；Crown beam 7 is far from setting retaining wall 13 on intermediate 3 side of dam body；Intermediate dam body 3 uses 10 Man Tangjia of grating type cement mixing pile
Gu being equipped with drawknot plate 8 at the top of intermediate dam body 3, in intermediate 3 two sides of dam body and foundation pit 1 is filled out positioned at morning and evening fills out 2 sides adjacent of foundation pit
Crown beam 7 be connected by top drawknot plate 8, setting expansion reinforcing band 19 in interval on drawknot plate 8；Pacify in intermediate 3 two sides of dam body
Guardrail 9 is set in installing, and guardrail 9 is spliced by multiple foundation pit tool-type guardrails.In the present embodiment, the drawknot plate 8 is reinforcing bar
Concrete slab is supporting steel plate.
Further, the interlocking pile 4 of intermediate 3 two sides of dam body and engineering method stake 5 be by together with 11 drawknot of multilayer Counter-pulled bolts,
Multilayer Counter-pulled bolts 11 are spaced shift to install from top to bottom, institute and multilayer Counter-pulled bolts 11 are parallel to each other and keep horizontal；Evening fills out
Foundation pit 2 and the early oblique drawing anchor pole 12 filled out foundation pit 1 and multilayer parallel is set far from intermediate 3 side of dam body, specifically, the interlocking pile
It is connected with multiple tracks interlocking pile side purlin 6 on 4, is connected with multiple tracks engineering method stake side purlin 6 in the engineering method stake 5, described in multiple tracks
Engineering method stake side purlin 6 described in interlocking pile side purlin 6 and multiple tracks is parallel to each other；Interlocking pile side purlin 6 is along institute described in multiple tracks
The short transverse interval setting of interlocking pile 4 is stated, engineering method stake side purlin 6 described in multiple tracks is between the short transverse of the engineering method stake 5
Every setting；Oblique drawing anchor pole 12, which is fixed on, late fills out foundation pit 2 and early purlin 6 of the foundation pit 1 far from intermediate 3 side of dam body of filling out.
Evening fills out foundation pit 2 and multilayer bracing members 15 are arranged in early fill out in foundation pit 1, early fills out foundation pit 1 and evening fills out foundation pit 2 and cheats three axis of bottom
Cement mixing pile expires hall and reinforces to form three axis cement mixing pile layers 17, then pours plain concrete rigid cushion layer 16 at an upper portion thereof；Draining
Ditch 18 is set to bottom of foundation ditch surrounding.
Foundation pit supporting construction rigidity provided by the invention is big, and water-stagnating effect is good, and deep pit monitor is high, intermediate 3 structure of dam body
Rigidity is big, good integrity, resistance capacity to deformation are strong, and backfilling process control is stringent, good to first completion underground structure protecting effect.
The present invention also provides a kind of synchronous construction method for excavating asynchronous backfill of Adjacent Pit described above, the construction parties
Method includes the following steps:
1) surveying setting-out repairs temporary drain 18 on the outside of foundation pit, the surface water is excluded, while carrying out level of ground water precipitation
Work.
2) construction site is smooth, and measures unwrapping wire to stake position, then fills out foundation pit 2 to evening and carries out the construction of interlocking pile 4,
Meat or fish stake and plain stake arranged for interval, pile arrangement and stake position are as shown in Figure 1 and Figure 2, and 4 cross-sectional view of interlocking pile is as shown in Figure 3；
3) the production engineering method stake 5 of 1 surrounding of foundation pit is early being filled out, pile arrangement and stake position are as shown in Figure 1 and Figure 2,5 section of engineering method stake
Detail drawing is as shown in Figure 3；
4) carrying out grating type cement mixing pile 10 to intermediate 3 region of dam body expire hall reinforcing, drawknot plate 8 is above set, on drawknot plate 8
Arranged for interval expansion reinforcing band 19 is detailed in Fig. 2；
5) excavation of foundation pit is carried out, is excavated using layer and section, foundation pit 1 is early filled out and evening fills out foundation pit 2 and synchronizes and is excavated to 7 bottom of crown beam
Absolute altitude makes crown beam 7, and is connected respectively with concrete support 14, is detailed in Fig. 2；
6) drawknot plate 8, the nearly foundation pit side of crown beam 7 above dam body 3 are set above the intermediate dam body 3 between two sides crown beam 7
Guardrail 9 is installed, 9 details of guardrail is detailed in Fig. 4；
7) far from setting retaining wall 13 in 3 side crown beam 7 of dam body；
8) early to fill out foundation pit 1 and evening fills out foundation pit 2 and synchronizes and is excavated to top Counter-pulled bolts 11 and oblique 12 absolute altitude of drawing anchor pole；
9) purlin 6 is respectively set close to 3 side of dam body, far from 3 side of dam body in this absolute altitude interlocking pile 4, engineering method stake 5；
10) several Counter-pulled bolts 11 are installed in this absolute altitude, Counter-pulled bolts 11 pass through intermediate dam body 3 and purlin 6, keep horizontal
And it is parallel to each other；
11) several oblique drawing anchor poles 12 are set, and oblique drawing anchor pole 12 is parallel to each other far from 3 side of dam body in this absolute altitude；
12) continue to synchronize and be excavated at 15 absolute altitude of upper layer bracing members；
13) foundation pit 1 is early filled out in this absolute altitude and evening fills out foundation pit 2 and bracing members 15 are respectively set, be connected with purlin 6；
14) continue to synchronize and be excavated to 11 absolute altitude of lower part Counter-pulled bolts, repeat step 8), 9), 10)；
15) continue to synchronize and be excavated at 15 absolute altitude of lower layer's bracing members, repeat step 13)；
16) hall reinforcing is expired to the early three axis Reinforcement with Cement-mixed Piles layers 17 of progress of foundation pit 1 of filling out, and is laid with plain concrete rigid cushion layer
16.It is detailed in Fig. 4；
17) hole of foundation pit 1 bottom surrounding setting gutter 18 is early being filled out, 18 cross sectional details of gutter are detailed in Fig. 4；
18) continue to be excavated to it is late fill out 2 bottom absolute altitude of foundation pit, pacify at oblique 12 designed elevation of drawing anchor pole far from 3 side of dam body
Several oblique drawing anchor poles 12 are filled, oblique drawing anchor pole 12 is parallel to each other；
19) filling out the three axis Reinforcement with Cement-mixed Piles layers 17 of progress of foundation pit 2 to evening expires hall reinforcing, and is laid with plain concrete rigid cushion layer
17, specification is the same as 16)；
20) foundation pit 2 being filled out in evening and cheating bottom surrounding setting gutter 18, specification is detailed in Fig. 2, Fig. 4 with 17)；
21) 4) -20) absolute altitude and installation site should refer to Fig. 2；
22) observation point and sensor are set on underground structure after underground structure completion in foundation pit；
23) it fills out foundation pit 1 to morning after underground structure completion to backfill, and dismantling concrete supports 14, bracing members 15, strictly
Control backfill speed, and tightly monitor sides adjacent foundation pit supporting construction stress and deformation；
24) evening fills out in foundation pit 2 after underground structure completion when backfilling foundation pit, to sides adjacent completed underground structure carry out it is tight
Stress and deformation monitoring, according to monitoring feedback control foundation pit backfill speed and technique.
Claims (5)
1. a kind of synchronous construction method for excavating asynchronous backfill of Adjacent Pit, which is characterized in that method includes the following steps:
1) surveying setting-out repairs temporary drain (18) on the outside of foundation pit, the surface water is excluded, while setting dewatering well in case foundation pit
Dewatering in digging process；
2) construction site is smooth, and measures unwrapping wire to stake position, then fills out foundation pit (2) to evening and carries out interlocking pile (4) construction；
3) foundation pit (1) surrounding construction stake (5) is early being filled out；
4) grating type cement mixing pile (10) full hall is carried out to intermediate dam body (3) region to reinforce, and foundation pit (2) is filled out to evening and is early filled out
Foundation pit (1) bottom, which carries out cement mixing method, expires hall reinforcing；
5) excavation of foundation pit is carried out, is excavated using layer and section, foundation pit (1) is early filled out and evening fills out foundation pit (2) and synchronizes and is excavated to crown beam (7)
Bottom absolute altitude makes crown beam (7), and is connected respectively with concrete support (14)；
6) drawknot plate (8) are set between intermediate dam body (3) top two sides crown beam (7), the crown beam (7) above intermediate dam body (3)
Nearly foundation pit side installation guardrail (9)；
7) far from setting retaining wall (13) in intermediate dam body (3) side crown beam (7)；
8) early to fill out foundation pit (1) and evening fills out foundation pit (2) and synchronizes and is excavated to top Counter-pulled bolts (11) absolute altitude；
9) distinguish in this absolute altitude interlocking pile (4), engineering method stake (5) close to intermediate dam body (3) side, far from intermediate dam body (3) side
It is arranged purlin (6)；
10) at this absolute altitude among dam body (3) row's Counter-pulled bolts (11) are installed, Counter-pulled bolts (11) pass through intermediate dam body (3)
And purlin (6), holding is horizontal and is parallel to each other；
11) to stake surface shotcrete with mesh, net muscle is fixed in stake with steel nail；
12) several oblique drawing anchor poles (12) are set and are inserted into the soil body, oblique drawing anchor pole far from intermediate dam body (3) side in this absolute altitude
(12) it is parallel to each other；
13) continue to synchronize and be excavated at first layer bracing members (15) absolute altitude；
14) foundation pit (1) is early filled out in this absolute altitude and evening fills out foundation pit (2) and bracing members (15) are respectively set, propped up respectively by steel purlin (6)
Support is on interlocking pile (4) and engineering method stake (5)；
15) continue to synchronize and be excavated to lower part Counter-pulled bolts (11) absolute altitude, repeat step 9), 10), 11), 12).
16) continue to synchronize and be excavated at second layer bracing members (15) absolute altitude, repeat step 14)；
17) it is excavated to early fill out foundation pit (1) and cheats bottom, early filling out foundation pit (1) bottom and be laid with plain concrete rigid cushion layer (16)；
18) foundation pit (1) hole bottom surrounding setting gutter (18) is early being filled out；
19) continue to be excavated to it is late fill out foundation pit (2) bottom absolute altitude, far from intermediate dam body (3) at oblique drawing anchor pole (12) designed elevation
Several oblique drawing anchor poles (12) are installed in side, and oblique drawing anchor pole (12) is parallel to each other；
20) foundation pit (2) bottom is filled out in evening be laid with plain concrete rigid cushion layer (16)；
21) foundation pit (2) hole bottom surrounding setting gutter (18) is filled out in evening；
22) observation point and sensor are set on underground structure after underground structure completion in foundation pit.
23) it early fills out foundation pit (1) to be backfilled first, strict control backfills speed, and tightly monitors sides adjacent pattern foundation pit supporting structure knot
Structure stress and deformation.
24) evening fills out backfill evening after the interior underground structure of foundation pit (2) completes and fills out foundation pit (2), fills out complete building site in foundation pit (1) to adjacent morning
Flowering structure carries out strict stress and deformation monitoring, and the backfill speed and technique of foundation pit (2) are filled out according to monitoring feedback control evening.
2. the synchronous construction method for excavating asynchronous backfill of Adjacent Pit according to claim 1, which is characterized in that described
Interlocking pile is arranged by the way of inserting a jump one.
3. the synchronous construction method for excavating asynchronous backfill of Adjacent Pit according to claim 1, which is characterized in that the drawing
Knot tying (8) is armoured concrete slab or is supporting steel plate.
4. the synchronous construction method for excavating asynchronous backfill of Adjacent Pit according to claim 1, which is characterized in that the evening
It fills out foundation pit (2) depth and fills out foundation pit (1) depth greater than early.
5. the synchronous construction method for excavating asynchronous backfill of Adjacent Pit according to claim 1, which is characterized in that described to sting
It is long long greater than engineering method stake (5) stake to close stake (4) stake.
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Cited By (10)
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| CN110532678A (en) * | 2019-08-28 | 2019-12-03 | 清华大学 | A kind of extra-high arch dam foundation pit earth-filling method |
| CN111501768A (en) * | 2020-04-29 | 2020-08-07 | 中国建筑第八工程局有限公司 | Method for synchronous construction of deep and shallow foundation pit groups |
| CN111851515A (en) * | 2020-06-13 | 2020-10-30 | 中交一公局集团有限公司 | Adjacent foundation pit cooperative construction enclosure structure and construction method thereof |
| CN112921985A (en) * | 2021-02-02 | 2021-06-08 | 河南省远基岩土工程有限公司 | Supporting body and supporting method for excavation of adjacent foundation pits |
| CN113089624A (en) * | 2021-03-29 | 2021-07-09 | 天津大学 | Adjacent foundation pit asynchronous excavation simulation test device and test method |
| CN113417294A (en) * | 2021-07-20 | 2021-09-21 | 中国水利水电第十工程局有限公司 | Synchronous excavation construction method suitable for subway transfer hub foundation pit group |
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| CN113897973A (en) * | 2021-11-02 | 2022-01-07 | 中建八局第四建设有限公司 | Mutual-pulling type foundation pit support structure and construction method |
| CN114045870A (en) * | 2021-11-11 | 2022-02-15 | 中铁四局集团有限公司 | Ultra-deep foundation pit group asynchronous excavation forward and backward combination safety construction method |
| 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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| CN110532678A (en) * | 2019-08-28 | 2019-12-03 | 清华大学 | A kind of extra-high arch dam foundation pit earth-filling method |
| CN111501768A (en) * | 2020-04-29 | 2020-08-07 | 中国建筑第八工程局有限公司 | Method for synchronous construction of deep and shallow foundation pit groups |
| CN111501768B (en) * | 2020-04-29 | 2022-03-01 | 中国建筑第八工程局有限公司 | Method for synchronous construction of deep and shallow foundation pit groups |
| CN111851515B (en) * | 2020-06-13 | 2021-09-28 | 中交一公局集团有限公司 | Adjacent foundation pit cooperative construction enclosure structure and construction method thereof |
| CN111851515A (en) * | 2020-06-13 | 2020-10-30 | 中交一公局集团有限公司 | Adjacent foundation pit cooperative construction enclosure structure and construction method thereof |
| CN112921985A (en) * | 2021-02-02 | 2021-06-08 | 河南省远基岩土工程有限公司 | Supporting body and supporting method for excavation of adjacent foundation pits |
| CN113089624A (en) * | 2021-03-29 | 2021-07-09 | 天津大学 | Adjacent foundation pit asynchronous excavation simulation test device and test method |
| CN113089624B (en) * | 2021-03-29 | 2022-10-11 | 天津大学 | Adjacent foundation pit asynchronous excavation simulation test device and test method |
| CN113417294A (en) * | 2021-07-20 | 2021-09-21 | 中国水利水电第十工程局有限公司 | Synchronous excavation construction method suitable for subway transfer hub foundation pit group |
| CN113802620A (en) * | 2021-09-28 | 2021-12-17 | 北京住总集团有限责任公司 | Foundation pit group construction risk monitoring system and method |
| CN113897973A (en) * | 2021-11-02 | 2022-01-07 | 中建八局第四建设有限公司 | Mutual-pulling type foundation pit support structure and construction method |
| CN114045870A (en) * | 2021-11-11 | 2022-02-15 | 中铁四局集团有限公司 | Ultra-deep foundation pit group asynchronous excavation forward and backward combination safety construction method |
| 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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