CN105239578A - Water-rich sand layer deep foundation pit underwater construction method - Google Patents
Water-rich sand layer deep foundation pit underwater construction method Download PDFInfo
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- CN105239578A CN105239578A CN201510541038.4A CN201510541038A CN105239578A CN 105239578 A CN105239578 A CN 105239578A CN 201510541038 A CN201510541038 A CN 201510541038A CN 105239578 A CN105239578 A CN 105239578A
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Abstract
The invention discloses a water-rich sand layer deep foundation pit underwater construction method. A row of continuous walls is arranged around a pre-excavated foundation pit, a crown beam is arranged at the top of the continuous walls, and concrete supports are erected among the continuous walls. The method includes the following steps that the foundation pit among the continuous walls is excavated to reach the preset depth, and water is poured into the foundation pit to reach the position below the concrete supports; a hole is drilled in the bottom of the foundation pit in the vertical direction, an uplift pile steel framework is put in the hole, a bottom-sealed plate steel framework is put in the preset position of the foundation pit in the horizontal direction, and the bottom-sealed plate steel framework, the uplift pile steel framework and the continuous walls are fixed separately; underwater pouring of uplift pile holes and the bottom-sealed plate steel framework is performed; and grout in the foundation pit is drained, and a plurality of steel supports are erected in the foundation pit along different heights to reach the bottom of the foundation pit. By means of an underwater excavation mode, water pressure of inside and outside of the pit can be mutually cancelled out, the construction danger of excavation of a deep foundation pit support structure is reduced, the built-in depth of the continuous walls can be reduced after a top sealing plate is arranged, and the cost is reduced.
Description
Technical field
The invention belongs to engineering technology of deep foundation pit field, be specifically related to a kind of water-rich sand layer deep foundation ditch subaqueous construction method.
Background technology
Along with urban construction development, emerging in multitude of high-rise building and municipal engineering such as road, bridge, subway etc., the underground space is also constantly developed thereupon, and a large amount of deep-foundation pit engineering meets the tendency generation.At present, water-rich sand layer area deep foundation pit construction generally adopts diaphragm wall as space enclosing structure, by bottom stab ilization, the inside and outside well-points dewatering measure in hole by below underground water potential drop to substrate, adopts along building or reversed Construction Method.Due to water-rich sand layer features as poor geologic condition, in conventional construction method, diaphragm wall building-in depth is very dark, difficulty of construction is large, financial cost is high, simultaneously because foundation ditch is comparatively dark and water recharging is sufficient, dewatering construction difficulty is large, and foundation ditch can cause Ground Settlement in precipitation digging process, affects greatly Adjacent Buildings, urban operating mechanism and underground utilities; And because the construction period is long, narrow space, rainfall, weight stacking etc. also can have a negative impact to base pit stability.
Summary of the invention
An object of the present invention is to solve at least the problems referred to above and/or defect, and the advantage will illustrated at least is below provided.
A further object of the invention is to provide a kind of water-rich sand layer deep foundation ditch subaqueous construction method, after diaphragm wall operation, pour water in foundation ditch, ensure that equilibrium of forces on diaphragm wall, without the need to being maintained the dynamic balance of diaphragm wall in piling process by ruggedized construction, simple to operation.
A further object of the invention instead of traditional rotary churning pile and agitation pile is reinforced, and adopts uplift pile, without the need to carrying out dewatering measure to the water of water-rich sand layer, decrease operation, directly can carry out the construction of uplift pile in water, reduce construction costs, the diaphragm wall degree of depth reduces, saving construction cost.
In order to realize according to these objects of the present invention and other advantage, provide a kind of water-rich sand layer deep foundation ditch subaqueous construction method, in the surrounding of pre-excavation pit, one row's diaphragm wall is set, described continuous coping arranges Guan Liang, concrete support is set up between described diaphragm wall, make described concrete support and described Guan Liang at sustained height, comprise the following steps:
1) excavate foundation ditch between described diaphragm wall to predetermined depth, and pour water in described foundation ditch to the below of described concrete support;
2) vertically punch in the bottom of described foundation ditch, form tensile pile hole, at described tensile pile hole inner sinking uplift pile steel frame, at the predeterminated position sinking back cover plate steel frame in the horizontal direction of described foundation ditch, itself and described uplift pile steel frame and described diaphragm wall are fixed respectively;
3) tensile pile hole described in underwater casting and described back cover plate steel frame, forms an enclosed construction;
4) get rid of the slurries in described foundation ditch, and set up the bottom of multiple bracing members to described foundation ditch along differing heights in described foundation ditch.
Preferably, described step 1) be specially: dig the predetermined depth to described foundation ditch by setting height, point multilayer, often dig one deck and all pour water to the below of described concrete support in described foundation ditch.
Preferably, when the surrounding of pre-excavation pit arranges row's diaphragm wall, difference built-in steel sleeve and the impervious structural member of shearing resistance on described diaphragm wall.
Preferably, described steel bushing and described shearing resistance impervious structural member inside are provided with the closeouts preventing native stone from blocking.
Preferably, described step 2) described in the fixed form of back cover plate steel frame and described diaphragm wall be: after removing the closeouts of described steel bushing and the impervious structural member of described shearing resistance, latch is placed in described steel bushing, one end of described latch is extended this side diaphragm wall and is entered described foundation ditch, in the sheaf space be fastened between the described latch of both sides and the impervious structural member of described shearing resistance to make described back cover plate steel frame;
Fixed by cap between described back cover plate steel frame and described uplift pile steel frame.
Preferably, described step 2) in, after forming described tensile pile hole, clear up the earth that the bottom of described foundation ditch is unnecessary, and utilize rubble or concrete to carry out levelling to the bottom of described foundation ditch.
Preferably, described step 4) be specially:
Get rid of the slurries in described foundation ditch several times and set up multiple described bracing members from top to bottom successively, often getting rid of slurries, set up a described bracing members, until slurries drain into the bottom of described foundation ditch.
Preferably, described closeouts is plastic foamboard, the impervious structural member of described shearing resistance by be coated on described plastic foamboard wherein one side corner place four angle steel form.
Preferably, described step 4) also comprise step 5 afterwards): the upper surface clearing up described enclosed construction, and waterproofing course is set at the upper surface of described enclosed construction.
Preferably, described step 5) also comprise:
Bottom is utilized to construct in agent structure to described enclosed construction from bottom to up, the bracing members of this height is removed after agent structure reaches design strength, the agent structure continuing constructed residual, to reaching design strength, only retains described concrete support, backfills earthing afterwards.
The present invention at least comprises following beneficial effect:
1, construction safety risk is little: adopt underwater excavation mode, in hole, external water pressure can be cancelled out each other, diaphragm wall only bears soil pressure, reduce the construction risk of deep footing groove enclosing structure excavation, deep footing groove enclosing structure is diaphragm wall herein, reduce Ground Settlement, avoid impacting Adjacent Buildings, urban operating mechanism and underground utilities.
2, good economy performance: adopt underwater excavation mode not need to take rotary churning pile or agitation pile to carry out bottom stab ilization, does not need to take dewatering measure to inside and outside hole yet, can reduce diaphragm wall insertion depth simultaneously, reduce construction costs.
3, use prospect good: this kind of method can reduce Ground Settlement, reduces and impacts Adjacent Buildings, urban operating mechanism and underground utilities, and can ensure security of foundation ditch construction, be applicable to the coastal water-rich sand layer that waits near a river regional.
4, after adopting the present invention to arrange the plate that binds, diaphragm wall building-in depth can reduce, and diaphragm wall of the present invention decreases about 1/4 compared to its length of traditional diaphragm wall, has greatly saved cost.
As from the foregoing, illustrated construction method, compared with conventional construction method, does not need to take rotary churning pile or agitation pile to carry out bottom stab ilization, does not need to take dewatering measure to inside and outside hole yet, can reduce construction costs.Steel bar concrete back cover plate back cover and the construction of underwater excavation method is adopted can greatly to reduce deep foundation pit construction risk, reduce Ground Settlement, avoid impacting Adjacent Buildings, urban operating mechanism and underground utilities, and because the setting of the balanced action of cheating interior external water pressure and back cover plate rigidity strand can reduce diaphragm wall insertion depth, reduce construction costs.
Part is embodied by explanation below by other advantage of the present invention, target and feature, part also will by research and practice of the present invention by those skilled in the art is understood.
Accompanying drawing explanation
Fig. 1 is the structural representation that the present invention builds diaphragm wall, Guan Liang and concrete support;
Fig. 2 is the schematic diagram that the present invention's point multilayer excavates foundation ditch;
Fig. 3 is the schematic diagram that the present invention squeezes into tensile pile hole;
Fig. 4 is the schematic diagram of sinking uplift pile steel frame of the present invention and back cover plate steel frame;
Fig. 5 is the partial enlarged drawing after the present invention builds tensile pile hole and back cover plate steel frame;
Fig. 6 is after exclusive segment slurries of the present invention and the structural representation of deep foundation ditch when setting up many bracing members;
Fig. 7 is the schematic diagram of the present invention when constructing agent structure in foundation ditch;
Fig. 8 is the schematic diagram that the present invention backfills earthing after construction agent structure.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in further detail, can implement according to this with reference to manual word to make those skilled in the art.
Should be appreciated that used hereinly such as " to have ", other element one or more do not allotted in " comprising " and " comprising " term or the existence of its combination or interpolation.
Fig. 1-Fig. 8 shows according to a kind of way of realization of the present invention, provide a kind of water-rich sand layer deep foundation ditch subaqueous construction method, with reference to Fig. 1, in the surrounding of pre-excavation pit, one row's diaphragm wall 1 is set, diaphragm wall 1 is formed a circle, hat beam 7 is set at the top of described diaphragm wall 1, concrete support 2 is set up between diaphragm wall 1, because water-rich sand layer geologic condition is poor, need arrange on diaphragm wall 1 hat beam 7 and concrete support 2 for supporting diaphragm wall 1, prevent diaphragm wall 1 unbalance stress and subside, comprising the following steps:
1) excavate between described diaphragm wall 1 foundation ditch to predetermined depth, predetermined depth is generally the degree of depth of digging pit that calculates when designing foundation ditch herein, and pours water in described foundation ditch to the below of described concrete support 2.By pouring water, making the left and right sides stress balance of diaphragm wall 1, not easily subsiding.The setting of bracing members 11 can be reduced simultaneously after pouring water, thus decrease stop.
2) with reference to Fig. 3 and Fig. 4, tensile pile hole 6 is vertically squeezed in the bottom of described foundation ditch, at the inside sinking uplift pile steel frame 61 of described tensile pile hole 6, at the predeterminated position sinking back cover plate steel frame 8 in the horizontal direction of described foundation ditch, itself and described uplift pile steel frame 61 and described diaphragm wall 1 are fixed respectively.In technique scheme, if foundation ditch also can meet anti-floating demand without the need to uplift pile, then without the need to arranging uplift pile.
3) with reference to Fig. 5, tensile pile hole 6 described in underwater casting and described back cover plate steel frame 8, form an enclosed construction 82, now the upper surface of enclosed construction 82 becomes the new bottom surface of foundation ditch.
4) with reference to Fig. 6, get rid of the slurries in described foundation ditch, and set up the bottom of multiple bracing members 11 to described foundation ditch along differing heights in described foundation ditch.
In another kind of technical scheme, with reference to Fig. 2, described step 1) be specially: dig the predetermined depth to described foundation ditch by setting height, point multilayer, often dig one deck and all pour water to the below of the described concrete support 2 being positioned at the top in described foundation ditch.Underwater excavation can select suction dredge and grab claw according to the difference of geological condition.
In another kind of technical scheme, when the surrounding of pre-excavation pit arranges diaphragm wall 1, difference built-in steel sleeve 4 and the impervious structural member 5 of shearing resistance on described diaphragm wall 1, steel bushing 4 fixes back cover plate steel frame 8 for the later stage, prevents back cover plate steel frame 8 from moving up under buoyancy.The impervious structural member 5 of shearing resistance mainly acts on back cover plate, and the part contacted with diaphragm wall 1 at back cover plate is arranged, and prevents junction from seeping water, and has the effect of shearing stress.
In another kind of technical scheme, described steel bushing 4 and described shearing resistance impervious structural member 5 inside are provided with the closeouts preventing native stone from blocking.
In another kind of technical scheme, described step 2) described in back cover plate steel frame 8 with the fixed form of described diaphragm wall 1 be: after removing the closeouts of described steel bushing 4 and the impervious structural member 5 of described shearing resistance, latch 41 is placed in described steel bushing 4, one end of described latch 41 is extended this side diaphragm wall 1 and is entered described foundation ditch, in the sheaf space be fastened between the described latch 41 of both sides and the impervious structural member 5 of described shearing resistance to make described back cover plate steel frame 8.
Fixed by cap 81 between described back cover plate steel frame 8 and described uplift pile steel frame 61.
In another kind of technical scheme, described step 2) in after squeezing into tensile pile hole 6, clear up the earth that the bottom of described foundation ditch is unnecessary, and utilize rubble or concrete to carry out levelling to the bottom of described foundation ditch.
In another kind of technical scheme, described step 4) be specially:
Get rid of the slurries in described foundation ditch several times and set up multiple described bracing members 11 from top to bottom successively, often getting rid of slurries, set up a described bracing members 11, until slurries drain into the bottom of described foundation ditch.
In another kind of technical scheme, described closeouts is plastic foamboard, the impervious structural member of described shearing resistance 5 by be coated on described plastic foamboard wherein one side corner place four angle steel form.
In another kind of technical scheme, described step 4) also comprise step 5 afterwards): the upper surface clearing up described enclosed construction 82, construction substrate integrated ground, and waterproofing course is set at the upper surface of described enclosed construction 82.
In technique scheme, with reference to Fig. 7-Fig. 8, described step 5) also comprise:
Bottom is utilized to construct agent structure 9 from bottom to up on described enclosed construction 82, the bracing members 11 of this height is removed after agent structure 9 reaches design strength, continuing the agent structure 9 of constructed residual to reaching design strength, only retaining concrete support 2, backfill earthing 10 afterwards.Aforementioned body structure 9 can be the agent structure etc. in the agent structure of subway, tunnel, arranges agent structure according to construction needs.
Although embodiment of the present invention are open as above, but it is not restricted to listed in manual and embodiment utilization, it can be applied to various applicable the field of the invention completely, for those skilled in the art, can easily realize other amendment, therefore do not deviating under the universal that claim and equivalency range limit, the present invention is not limited to specific details and illustrates here and the legend described.
Claims (10)
1. a water-rich sand layer deep foundation ditch subaqueous construction method, in the surrounding of pre-excavation pit, one row's diaphragm wall is set, described continuous coping arranges Guan Liang, concrete support is set up between described diaphragm wall, make described concrete support and described Guan Liang at sustained height, it is characterized in that, comprise the following steps:
1) excavate foundation ditch between described diaphragm wall to predetermined depth, and pour water in described foundation ditch to the below of described concrete support;
2) vertically punch in the bottom of described foundation ditch, form tensile pile hole, at described tensile pile hole inner sinking uplift pile steel frame, at the predeterminated position sinking back cover plate steel frame in the horizontal direction of described foundation ditch, itself and described uplift pile steel frame and described diaphragm wall are fixed respectively;
3) tensile pile hole described in underwater casting and described back cover plate steel frame, forms an enclosed construction;
4) get rid of the slurries in described foundation ditch, and set up the bottom of multiple bracing members to described foundation ditch along differing heights in described foundation ditch.
2. water-rich sand layer deep foundation ditch subaqueous construction method as claimed in claim 1, it is characterized in that, described step 1) be specially: dig the predetermined depth to described foundation ditch by setting height, point multilayer, often dig one deck and all pour water to the below of described concrete support in described foundation ditch.
3. water-rich sand layer deep foundation ditch subaqueous construction method as claimed in claim 1, is characterized in that, when the surrounding of pre-excavation pit arranges row's diaphragm wall, and difference built-in steel sleeve and the impervious structural member of shearing resistance on described diaphragm wall.
4. water-rich sand layer deep foundation ditch subaqueous construction method as claimed in claim 3, is characterized in that, described steel bushing and described shearing resistance impervious structural member inside are provided with the closeouts preventing native stone from blocking.
5. water-rich sand layer deep foundation ditch subaqueous construction method as claimed in claim 4, it is characterized in that, described step 2) described in the fixed form of back cover plate steel frame and described diaphragm wall be: after removing the closeouts of described steel bushing and the impervious structural member of described shearing resistance, latch is placed in described steel bushing, one end of described latch is extended this side diaphragm wall and is entered described foundation ditch, in the sheaf space be fastened between the described latch of both sides and the impervious structural member of described shearing resistance to make described back cover plate steel frame;
Fixed by cap between described back cover plate steel frame and described uplift pile steel frame.
6. water-rich sand layer deep foundation ditch subaqueous construction method as claimed in claim 1, it is characterized in that, described step 2) in, after forming described tensile pile hole, clear up the earth that the bottom of described foundation ditch is unnecessary, and utilize rubble or concrete to carry out levelling to the bottom of described foundation ditch.
7. water-rich sand layer deep foundation ditch subaqueous construction method as claimed in claim 1, is characterized in that, described step 4) be specially:
Get rid of the slurries in described foundation ditch several times and set up multiple described bracing members from top to bottom successively, often getting rid of slurries, set up a described bracing members, until slurries drain into the bottom of described foundation ditch.
8. water-rich sand layer deep foundation ditch subaqueous construction method as claimed in claim 3, it is characterized in that, described closeouts is plastic foamboard, and the impervious structural member of described shearing resistance is made up of four angle steel being coated on described plastic foamboard wherein one side corner place.
9. water-rich sand layer deep foundation ditch subaqueous construction method as claimed in claim 1, is characterized in that, described step 4) also comprise step 5 afterwards): the upper surface clearing up described enclosed construction, and waterproofing course is set at the upper surface of described enclosed construction.
10. water-rich sand layer deep foundation ditch subaqueous construction method as claimed in claim 9, is characterized in that, described step 5) also comprise:
Bottom is utilized to construct in agent structure to described enclosed construction from bottom to up, the bracing members of this height is removed after agent structure reaches design strength, the agent structure continuing constructed residual, to reaching design strength, only retains described concrete support, backfills earthing afterwards.
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| CN201510541038.4A CN105239578B (en) | 2015-08-28 | 2015-08-28 | Water-rich sand layer deep foundation pit underwater construction method |
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| CN201510541038.4A CN105239578B (en) | 2015-08-28 | 2015-08-28 | Water-rich sand layer deep foundation pit underwater construction method |
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| CN105239578B CN105239578B (en) | 2017-05-17 |
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Cited By (7)
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| CN107237331A (en) * | 2017-06-14 | 2017-10-10 | 中铁第四勘察设计院集团有限公司 | A kind of foundation ditch construction method of utilization water pressure supporting |
| CN108612106A (en) * | 2016-12-10 | 2018-10-02 | 中铁十二局集团有限公司 | Subway layer of sand open-cut foundation ditch construction method |
| CN110029686A (en) * | 2019-04-01 | 2019-07-19 | 广州地铁设计研究院股份有限公司 | A kind of station construction method of underground station and processing water gushing in pit |
| CN110700270A (en) * | 2019-09-29 | 2020-01-17 | 上海市机械施工集团有限公司 | Construction method for non-drainage earthwork excavation of ultra-deep foundation pit |
| CN111236250A (en) * | 2020-01-17 | 2020-06-05 | 中铁第六勘察设计院集团有限公司 | Method for quickly removing foundation pit support at onshore section joint of immersed tube tunnel |
| CN114645629A (en) * | 2022-04-18 | 2022-06-21 | 中国矿业大学 | Shaft type underground parking garage construction method |
| CN115419080A (en) * | 2022-09-05 | 2022-12-02 | 中交二航局第四工程有限公司 | Narrow foundation pit water steel support mounting platform and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111236250A (en) * | 2020-01-17 | 2020-06-05 | 中铁第六勘察设计院集团有限公司 | Method for quickly removing foundation pit support at onshore section joint of immersed tube tunnel |
| CN114645629A (en) * | 2022-04-18 | 2022-06-21 | 中国矿业大学 | Shaft type underground parking garage construction method |
| CN115419080A (en) * | 2022-09-05 | 2022-12-02 | 中交二航局第四工程有限公司 | Narrow foundation pit water steel support mounting platform and construction method thereof |
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