CN110080234A - A method of it is excavated in the secondary central island of deep foundation pit of soft soil foundation - Google Patents
A method of it is excavated in the secondary central island of deep foundation pit of soft soil foundation Download PDFInfo
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- CN110080234A CN110080234A CN201910363708.6A CN201910363708A CN110080234A CN 110080234 A CN110080234 A CN 110080234A CN 201910363708 A CN201910363708 A CN 201910363708A CN 110080234 A CN110080234 A CN 110080234A
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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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
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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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- General Engineering & Computer Science (AREA)
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- Environmental & Geological Engineering (AREA)
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Abstract
The invention discloses a kind of methods that deep foundation pit of soft soil foundation excavates: being excavated when digging depth is 6m-12m using secondary center island method.The present invention includes the following steps: that the absolute altitude of secondary central island is respectively nature terrace absolute altitude and the nature position subsurface 5m absolute altitude；Soil outlet absolute altitude is nature terrace absolute altitude when first time central island is excavated, and soil outlet absolute altitude is crown beam face absolute altitude when second of central island is excavated, and muck haulage vehicle walks foundation pit under chute；Each central island is all layered when excavating, step, terrace-type is divided to excavate；Water-stop curtain increases Resistant heave checking computations；Periphery high position stake elder generation construction bearing platform, ground beam, hollow pile joint bar fill core；Control deep soil movement and absolute displacement；It improves and cheats inside and outside drainage measure；Improve basement, the outer waterproof measure of side wall.The present invention reaches by a series of technical measures and guarantees excavation of foundation pit safety, reduces basement cracking, the hidden danger of quality such as infiltration, saving construction cost, the purpose shortened the construction period.To improve the Social benefit and economic benefit of excavation of foundation pit.
Description
Technical field
The present invention relates to soft soil foundation construction technical fields, specially within the scope of soft soil foundation, when basement is two layers
And two layers or more, when digging depth is 6m-12m, using secondary central island excavation method.
Background technique
Due to skyscraper buried depth requirement, plot ratio limit in the case where, need to increase garage area and other
The demand of aspect.Almost every New Buildings have basement now.And the excavation of foundation pit of basement, it is larger to belong to risk
Project, generally require and formulate special arrangement and method for construction, and through being expounded through peer review.Basement foundation ditch excavation is related to safety first
Property, next is related to construction quality, including engineering quality of pile, reduces basement structure cracking, the construction for preventing basement from seeping water
Quality etc..Deep pit digging is carried out in soft soil foundation, answers the existing country of strict implement and the corresponding codes and standards in place,
In include grasping layering, divide step, terrace-type excavates, and first supports the basic principle dug afterwards.
When basement is one layer and digging depth is less than 6m, soft soil foundation uses the excavation method of Traditional center island, that is, fills
Divide and make central island using nature terrace, provides place for the operation of muck haulage vehicle, we are known as the excavation method of a central island.
When basement is that two layers and digging depth are greater than 6m, weak soil should not three-level to upload soil, the unprocessed difficulty of weak soil
To bear the load of muck haulage vehicle, conventional method, which generallys use, sets concrete trestle scheme, involves great expense, the duration is very long.The present invention
Using secondary central island excavation method, foundation pit under muck haulage vehicle, the duration shortens to half or less.Secondary central island is set when constructing
Pool slag chute is set, to second of central island ground, by sun solarization, wind, the aggregate measures such as pool slag, cabinet of paving the way is filled out and makes muck haulage
Foundation pit is possibly realized under vehicle.Sufficiently large secondary central island place is set, it is wide enough to can guarantee that muck haulage vehicle starts range, accelerates
Shoveling progress.
The present invention achieves good effect: shortening the duration through a large amount of engineering practices；Cost is saved；Improve base
Cheat the safety excavated；Reduce basement cracking, the common quality defects such as infiltration.Produce significant social benefit and economic effect
Benefit.
Summary of the invention
It is an object of the present invention to when underground chamber base digging depth is 6m-12m, using secondary central island excavation side
Method had not only adapted to soft soil foundation shoveling feature, but also can accelerate shoveling progress, it is ensured that safety of cutting the earth, the quality for reducing basement are asked
Topic generates.The step of deep foundation pit of soft soil foundation secondary central island excavation method are as follows:
1. the absolute altitude of first time central island is preferably nature terrace absolute altitude, second of central island absolute altitude is nature terrace or less 5m
Left and right absolute altitude.The reasons why secondary central island absolute altitude difference 5m or so is: first time central island generally uses three steps when excavating,
Three digging machine terrace-types pass soil and excavate, wherein first step be 2m (the crust layer thickness for being equivalent to soft soil foundation) second and third
A step height is each 1.5m (with specific reference to soil property difference, can appropriate adjustment)
2. first time central island is excavated, soil outlet is backfilling into nature terrace absolute altitude, makes muck haulage vehicle in hole, and hole is outer and goes out
The position Tu Kou is same absolute altitude when running as far as possible.When second of central island is excavated, soil outlet absolute altitude is design soil outlet absolute altitude,
That is crown beam face absolute altitude, it is often 1.5-2m lower than nature terrace absolute altitude, advantageously reduce chute height difference and length.
3. chute is arranged between second of central island and soil outlet, chute is generally backfilled by pool slag or building waste and is formed,
Chute height difference is second of central island absolute altitude to soil outlet absolute altitude, and chute length is 10 times or so of height.
4. first time central island and second of central island area want as big as possible, keep muck haulage vehicle operational site as big as possible,
To improve shoveling efficiency.
5. second of central island soil body suitably fills out pool slag by solarization wind, the measures such as paving subgrade case form muck haulage vehicle fortune
Row place, to meet muck haulage vehicle service requirement.Chute when second central island is excavated is fitted with filling out based on pool slag and building waste
Subgrade case, solarization, the technical measures such as wind are spread when increasing.
6. the foundation pit further, excavated using secondary central island, often have it is two supported above, to reduce foundation pit deformation,
Second perhaps third road support using first support dig afterwards technique i.e. second support or third road support grooving excavation, do brick
Loose tool, disturbing concrete support, when concrete strengths being waited to reach design requirement, then excavates supporting surface or less the earthwork.
7. the foundation pit further, excavated using secondary central island, often campshed adds support construction, has sealing between campshed
Curtain, according to soft soil foundation feature and water-stop curtain property, it is desirable that Resistant heave requirement is met according to water-stop curtain depth, that is, is carried out
Resistant heave checking computations.
8. the foundation pit further, excavated using secondary central island, second of three layers of the time-division of central island excavation, three steps,
Terrace-type passes soil, cuts the earth and arrives bottom cushion bottom, is then directed to soft soil foundation feature, does bed course in time at following four aspect.
(1) bed course is done in time with 300mm thickness plain concrete within the scope of foundation pit surrounding 8m-10m, do not consider manually to repair at this time
Soil, does not consider ground beam, and the blinding concrete next process factor to be cut in cushion cap position does not consider to dig more or dig less several centimeters
Error, and bed course is done in time, to stablize foundation pit deformation, including reduce fender post sidesway and hole bottom weak soil protuberance.
(2) when cheating foot mat and having height difference (main building clump of piles foot mat usually has height difference with ground bottom storehouse bed course), high part
Bed course is done in about 5m wide scope in time, the part at bottom wouldn't excavate within the scope of 5m-6m.Etc. high parts blinding concrete reach one
After determining intensity, then the bed course bottom that soil body part on earth is divided in bottom is excavated, is conducive to protect the engineering pile of bed course high part so not
Deflection does not fracture.
(3) position Zhong Keng is cheated, under surrounding bed course is accomplished from above.It first completes to cheat surrounding ground bottom storehouse bed course in hole, to this pad
After layer intensity reaches design requirement, then the hole position Zhong Keng group pile cap foot mat is excavated, finally excavates in hole and cheat foot mat.
Under accomplishing due to bed course from above, each cutting depth is less than total cutting depth, is conducive to cheat in hole and stablize.It can be with
Reducing hole ground swell soil, sandblasting etc. in hole influences.
9, further, when being excavated using secondary central island, foundation pit surrounding cushion cap will be spaced digging ground beam, section construction.In this way
The three-dimensional effect and time effect that soil can be made full use of, reach and do not increase expense, improve the effect of excavation of foundation pit safety.
10. further, in soft soil foundation, when being excavated using secondary central island, the monitoring of Yao Zengjia deep soil movement, and detect control
Value processed should be absolute value, to prevent foundation pit surrounding ground and building from settling suddenly.
11. further, excavated using secondary central island, limited by the pitting size that planar support separates, when pitting ruler
It when very little smaller, should not be excavated with secondary central island, can only be excavated with non-stop layer island or a central island is excavated, then cooperated long-armed
Digging machine passes soil.Otherwise chute can not be arranged, muck haulage vehicle is difficult to lower foundation pit, just be suitable for using when general pitting size is greater than 50m*50m
Secondary center island method excavates.
12. further, excavated using secondary central island, ground beam bearing platform construction is first completed in neighbouring hole periphery high position stake.When
When high-order stake is hollow shell pill or hollow square pile, hollow pile wants joint bar to fill core, to reduce hollow pile sidesway and fracture.
13. central island excavation three times preferably further, is used when digging depth is greater than 12m, and hole bottom size is sufficiently large,
Wherein second of central island should set concrete trestle to soil outlet.
14. a central island further, is respectively adopted when digging depth is greater than 12m, and hole planar dimension is not big enough,
Secondary central island and long-armed digging machine pass soil and go out the shoveling of the integration scenarios such as hole.
15. further, any deep pit digging will be guaranteed with improving the inside and outside draining in hole and doing, in which:
(1) when ground has pervious bed, Yao Caiyong dewatering measure, and based on precipitation in hole, avoid and reduce as far as possible hole
Outer precipitation, to reduce the influence to surrounding enviroment, hole is outer when necessary should also increase observation well, pour water well to reduce surface subsidence.
(2) when ground is without pervious bed, based on draining, and should preferred closed drainaging scheme.
(3) soft soil foundation Foundation Pit internal drainage includes setting bright ditch on the side surrounding stratum of hole, changes french drain before backfill；After cheating bottom
Leukorrhagia is poured, waterproof layer divides into french drain；Post-cast strip end sets sump；French drain adds grid cloth to add rubble form using blind pipe；French drain,
Sump combines municipal administration design is permanent to retain, to prevent basement floating-up when Flooding.
16. further, generating basement infiltration influence to reduce basement cracking, sidewall of basement is outer and bottom plate bottom is set
Twice flexible water, wherein being together water-repellent paint, another road is waterproof roll, and wherein basement bottom board bottom waterproof roll is preferably adopted
With bentonite coiled material.
17. further, being repaired when the construction stage finding basement bottom board, the infiltration of outside concrete cracking with slip casing by pressure
It mends.
Detailed description of the invention
Fig. 1 is the general layout constructed in embodiment one；
Fig. 2 is the sectional view that secondary central island is excavated in embodiment one；
Fig. 3 is the sectional view of french drain under post-cast strip in embodiment one；
Fig. 4 is the node diagram of support pile and water-stop curtain in embodiment one.
Specific embodiment
Below with reference to Fig. 1 to Fig. 4, the present invention is described further:
The invention discloses a kind of methods that deep foundation pit of soft soil foundation excavates, when digging depth is 6m-12m using secondary
Center island method excavates.The present invention includes the following steps: that the absolute altitude of secondary central island is respectively nature terrace absolute altitude and naturally
The position 5m absolute altitude under face；Soil outlet absolute altitude is nature terrace absolute altitude when first time central island is excavated, when second of central island is excavated
Soil outlet absolute altitude is crown beam face absolute altitude, and muck haulage vehicle walks foundation pit under chute；Each central island is all layered when excavating, divides step, terraced fields
Formula is excavated；Water-stop curtain increases Resistant heave checking computations；Periphery high position stake elder generation construction bearing platform, ground beam, hollow pile joint bar fill core；Control deep layer
Displacement and absolute displacement；It improves and cheats inside and outside drainage measure；Improve basement, the outer waterproof measure of side wall.The present invention passes through a series of
Technical measures reach and guarantee excavation of foundation pit safety, reduce basement cracking, and hidden danger of quality, the saving construction cost such as infiltration shorten the construction period
Purpose.To improve the Social benefit and economic benefit of excavation of foundation pit.
The construction total figure of excavation in soft soil is as seen from Figure 1 in the present embodiment one.
The structure of secondary central island is as seen from Figure 2 in the present embodiment one.
The method of excavation in soft soil in the present embodiment one, specific as follows:
1, it is reported with geological mapping, approved goes along with sb. to guard him design scheme, and basement construction general layout is foundation, to foundation pit
The environment on periphery is deeply specifically investigated, and determines that the main shoveling scheme of this foundation pit is secondary central island excavation side
Case.
2, it when periphery enclosure wall is brick enclosure wall, according to the horizontal distance size behind enclosure wall side and foundation pit slope, takes down
Column technical measures:
(1) when horizontal distance is less than or equal to 3m, brick enclosure wall is removed, the lightweights enclosure wall such as color steel plate is changed.
(2) when horizontal distance is greater than 3m, brick enclosure wall is reinforced, and carry out point of observation.Reinforce enclosure wall in construction
Horizontal displacement and sedimentation observation, data, take technology reinforcement measure in time according to the observation.
3, when there is high-order stake on foundation pit periphery, the high-order stake part of hole side 12m range is closed on, first completes ground beam, cushion cap is applied
Work contacts designing unit when the high-order stake on foundation pit periphery is hollow shell pill or hollow square pile, and the technology for adding joint bar filling core is arranged
It applies.
4, the outer drainage measure in hole is improved before construction, is specifically included that
(1) final discharge outlet such as river, municipal Storm Sewer Network etc. are implemented.
(2) three-level sedimentation basin technical measures are taken, enough sedimentation basins are equipped with.
(3) the outer appropriate location of soil outlet sets carwash pond.
(4) outer gutter is cheated to be located at based on nature terrace absolute altitude, is changed to drainpipe when gutter length is greater than 50m.
(5) it closes on river bank and sets waterwall, to prevent river water reverse irrigation.
5, the absolute altitude of first time central island, second central island is determined.
6, the absolute altitude of soil outlet when the absolute altitude of soil outlet and second of central island are excavated when first time central island is excavated is determined.
7, crown beam, first of Construction of Supporting are first completed.When first of support concrete strength reaches design value, the is carried out
One time central island is excavated.
8, when first time central island is excavated, point three layers, three steps, three digging machines biography soil, terrace-type excavate, dig arrive respectively
Second supporting surface and second of central island face.
9, second concrete support is excavated in grooving, does brick fetal membrane, pours and smash second concrete support, to second coagulation
When native support strength reaches design value, second of central island excavation is carried out, as shown in Fig. 2, support pile of the invention can be used and enclose
The structure of fender pile and twice support.
10, then chute when second of central island of constructing is excavated divides three layers, three steps, three digging machines pass soil, terraced fields
Formula is cut the earth to bottom cushion bottom.
11, following four aspect does bed course in time:
(1) within the scope of the 8m -10m of foundation pit side, bottom plate base concrete bed course is done in time, is not considered manually to repair soil at this time, not examined
The factors such as consider ground beam, cushion cap position concrete cushion and to cut from now on.
(2) bottom cushion has the high part of height difference position, does concrete cushion in time.Reach to high part concrete strength
When design value, then excavates bottom and divide soil body part bed course bottom on earth.
(3) a concrete cushion is done at hole surrounding bottom cushion bottom in time in hole.When a concrete cushion reaches design strength,
It cuts the earth to group pile cap bottom, does skirt piles cushion cap bottom b concrete cushion, when b concrete cushion intensity reaches design strength, cut the earth
Bottom cushion bottom is cheated into hole, then bottom plate c concrete cushion is cheated in cheating.
(4) bottom plate foot mat is done in time under supporting.
12, cushion cap interval in foundation pit periphery is dug, and ground beam segmentation is dug.To make full use of the three-dimensional effect and time effect of the soil body,
Foundation pit deformation is reduced, deep pit monitor is improved.
13, when finding that water-stop curtain is checked without Resistant heave, designing unit is contacted in time, increases Resistant heave checking computations, and adopt
Relevant art reinforcement measure is taken, as shown in figure 4, water-stop curtain is located at fender post periphery.
14, hole internal drainage scheme is improved:
(1) foundation pit surrounding base pad level does bright ditch close to hole side, and bright ditch changes french drain before backfill.
(2) french drain is done under post-cast strip under waterproof layer, the structure of french drain is shown in Fig. 3 under post-cast strip.
(3) french drain adds grid cloth to add rubble form using blind pipe.
(4) post-cast strip end sets sump.
(5) french drain, sump retain for a long time.
15, monitoring scheme is improved:
(1) surrounding enviroment are monitored.
(2) Monitoring Focus are as follows: axial force of the supports, deep soil movement.
(3) monitoring controlling value is absolute deformation value.
16, in addition basement bottom board bottom and side wall peripheral hardware twice flexible water are together anti-wherein being together water-repellent paint
Water coiled material.And basement bottom board bottom should use bentonite coiled material.
Claims (4)
1. a kind of method excavated in deep foundation pit of soft soil foundation: when digging depth is 6m-12m, being excavated using secondary central island
Method includes the following steps:
(1) the brick enclosure wall in foundation pit periphery is removed or is reinforced, and reinforces monitoring；
(2) the neighbouring high-order stake of foundation pit is first constructed ground beam, cushion cap, and hollow pile joint bar fills core；
(3) first time central island absolute altitude is nature terrace absolute altitude, and second of central island absolute altitude is the position 5m absolute altitude under nature terrace；
(4) when first time central island is excavated, soil outlet absolute altitude is nature terrace absolute altitude, when second of central island is excavated, soil outlet
Absolute altitude is crown beam face absolute altitude；
(5) it is excavated for the first time with second of central island, using layering, divides step, terrace-type excavates；
(6) second support is first supportted digs afterwards；
(7) following four aspect first does concrete cushion:
A. foundation pit surrounding 8m-10m range first does concrete cushion；
B. foundation pit bed course absolute altitude has the high part at height difference, first does concrete cushion；
C. surrounding is cheated in hole, first does concrete cushion, and under accomplishing from above；
D. concrete cushion is first done under supporting；
(8) cushion cap interval in periphery is dug, and ground beam segmentation is dug；
(9) the outer drainaging scheme in hole is improved.
2. deep foundation pit of soft soil foundation excavation method according to claim 1, it is characterised in that: water-stop curtain increases Resistant heave and tests
It calculates.
3. deep foundation pit of soft soil foundation excavation method according to claim 1, hole internal drainage is characterized in that:
(1) in cheating after the completion of surrounding bed course, bright ditch is done on bed course, changes french drain before backfill；
(2) in cheating under post-cast strip, waterproof layer divides into french drain, and french drain adds grid cloth to add rubble form, post-cast strip end using blind pipe
If sump；
(3) french drain and sump retain for a long time.
4. deep foundation pit of soft soil foundation excavation method according to claim 1, water-blocking characteristic are: basement bottom board and side
Two flexible water of wall peripheral hardware is water-repellent paint together, is together waterproof roll, wherein basement bottom board bottom coiled material uses swelling
Native coiled material.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910363708.6A CN110080234B (en) | 2019-04-30 | 2019-04-30 | Method for excavating secondary central island in deep foundation pit of soft soil foundation |
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| CN201910363708.6A CN110080234B (en) | 2019-04-30 | 2019-04-30 | Method for excavating secondary central island in deep foundation pit of soft soil foundation |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111764396A (en) * | 2020-07-07 | 2020-10-13 | 中建一局集团建设发展有限公司 | Construction method for water-rich stratum pit-in-pit |
| CN115387345A (en) * | 2022-08-23 | 2022-11-25 | 中铁四局集团建筑工程有限公司 | Secondary island-building earthwork excavation method for sludge texture layer of oversized deep foundation pit |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0849236A (en) * | 1994-05-13 | 1996-02-20 | Haseko Corp | Sheathing construction method |
| CN1982546A (en) * | 2005-12-12 | 2007-06-20 | 上海市第七建筑有限公司 | Direct local skirt border reversing construction for central island |
| CN102425171A (en) * | 2011-09-25 | 2012-04-25 | 湖南省勘测设计院 | Forward-backward constructing method for central island of deep and large foundation pit |
| CN102535474A (en) * | 2010-12-13 | 2012-07-04 | 五冶集团上海有限公司 | Construction method for deep-foundation pit excavation |
-
2019
- 2019-04-30 CN CN201910363708.6A patent/CN110080234B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0849236A (en) * | 1994-05-13 | 1996-02-20 | Haseko Corp | Sheathing construction method |
| CN1982546A (en) * | 2005-12-12 | 2007-06-20 | 上海市第七建筑有限公司 | Direct local skirt border reversing construction for central island |
| CN102535474A (en) * | 2010-12-13 | 2012-07-04 | 五冶集团上海有限公司 | Construction method for deep-foundation pit excavation |
| CN102425171A (en) * | 2011-09-25 | 2012-04-25 | 湖南省勘测设计院 | Forward-backward constructing method for central island of deep and large foundation pit |
Non-Patent Citations (1)
| Title |
|---|
| 蒋伟建: "软土地基深基坑施工技术初探", 《中国建设信息》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111764396A (en) * | 2020-07-07 | 2020-10-13 | 中建一局集团建设发展有限公司 | Construction method for water-rich stratum pit-in-pit |
| CN115387345A (en) * | 2022-08-23 | 2022-11-25 | 中铁四局集团建筑工程有限公司 | Secondary island-building earthwork excavation method for sludge texture layer of oversized deep foundation pit |
| CN115387345B (en) * | 2022-08-23 | 2024-04-05 | 中铁四局集团建筑工程有限公司 | Secondary island construction earthwork excavation method for silt stratum of ultra-large deep foundation pit |
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