CN105113514B - Foundation pit enclosure system with underground continuous wall as vertical cantilever fulcrum and construction method - Google Patents
Foundation pit enclosure system with underground continuous wall as vertical cantilever fulcrum and construction method Download PDFInfo
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- CN105113514B CN105113514B CN201510546683.5A CN201510546683A CN105113514B CN 105113514 B CN105113514 B CN 105113514B CN 201510546683 A CN201510546683 A CN 201510546683A CN 105113514 B CN105113514 B CN 105113514B
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Abstract
The invention discloses a foundation pit enclosure system taking an underground continuous wall as a vertical cantilever fulcrum and a construction method, wherein the underground enclosure system comprises a basement, the basement is mainly formed by correspondingly connecting the basement located in the peripheral area of a foundation pit and the basements located in other areas of the foundation pit through respective floor slabs, the basement located in the peripheral area of the foundation pit comprises the underground continuous wall, a side-shear-resistant wall and the floor slabs, the underground continuous wall is arranged along the circumference of the inner wall of the foundation pit, the underground continuous wall is the outer edge of the peripheral area of the foundation pit, the inner edge of the peripheral area of the foundation pit is the boundary line of the central area of the foundation pit and the peripheral area of the foundation pit, the side-shear-resistant wall is distributed in the peripheral area of the foundation pit, and the floor slabs are arranged on the. The lateral shear resistant wall is used as a support structure at the initial stage and is a component of a main body structure, the problem that a temporary support needs to be built and then needs to be dismantled in the construction process in the prior art is solved, the construction difficulty is simplified, the construction period is shortened, and the construction cost is reduced.
Description
Technical field
The present invention relates to basement top-down method and the Base hole supporting technology on multitower high level super large chassis, particularly to
A kind of foundation pit system using diaphram wall as vertical cantilever fulcrum, this foundation pit system can be as super
Large Foundation Pit Enclosure system, relates to the construction method of this foundation pit system simultaneously.
Background technology
Foundation pit system is to ensure that the underground space of the excavation formation that faces down from ground is during Underground Construction
Soil-baffling structure needed for safety and stability and the general name of the measure such as Groundwater Control, environmental conservation.Base pit engineering is main
Including foundation pit system design and construction and earth excavation, being a strongest comprehensive system engineering, it is not
Only need to use Geotechnical Engineering knowledge, Structural Engineering knowledge to be used.It relates to reconnoitring in construction project, setting
Count, construct, monitor and all construction programs such as detection.
Situation at engineering geology and hydrogeologic condition severe (as deep in soft layer, level of ground water is high)
Under, periphery place narrow space and in the strict base pit engineering of surrounding enviroment deformation requirements, foundation pit system
Typically take diaphram wall as main flow way.Its advantage is: in the range of (1) can making full use of property line
Space, and the rigidity of diaphram wall is conducive to controlling foundation pit deformation；(2) diaphram wall has and vertically carries energy
Power and antiseepage function, can serve as outer wall of basement, becomes a part for underground structure, also can be used for contrary sequence method
Construction, it is achieved on the ground with underground synchronous construction, thus reduction of erection time；(3) antiseepage water isolating is good, excavation of foundation pit
The degree of depth is very big, and need to block the water-bearing layer of deep layer, when using other water-stop curtains to be difficult to satisfied requirement, uses
Diaphram wall then can meet requirement as water-retaining structure.
But, use the way of diaphram wall can produce problems with when processing ultra-large type deep basal pit:
(1) very deep (the usual degree of depth is more than 20 meters) due to ultra-large type deep basal pit, need pitch-based sphere supporter
System, if foundation ditch is larger simultaneously, horizontal struts system needs to add interim vertical supporting (such as stand column pile),
This can cause stand column pile more, and more stand column pile can produce with major structure of construction and conflict, and causes construction tired
Difficulty, so that claim for eot.(2) the vertical supporting added and horizontal support make construction costs be greatly promoted, and
During the excavation pit earthwork, foundation ditch is unearthed difficult.
Contrary sequence method is a kind of Underground Construction method, is usually first along building basement external wall construction underground even
Continuous wall or other the interim enclosure walls of surrounding's construction along foundation ditch, simultaneously interior of building have off position to pour or
Lay intermediate sup-poning pile and post, as bearing superstructure deadweight and construction lotus before construction period to base plate back cover
The vertical supporting carried, then the contignation on one layer of ground of construction is as diaphram wall or the water of other enclosure walls
Flat support, earth excavation and pour each layer underground structure until base plate back cover downwards.Simultaneously as
The floor structure that ground is one layer is complete, and the construction for superstructure creates condition, therefore can also be simultaneously
The most successively carrying out the construction of superstructure, upper and lower simultaneously the carrying out in such ground is constructed until engineering terminates.
Reverse construction has raising underground engineering safety, reduces the wasting of resources, shortens total time of construction, right
The advantages such as surrounding enviroment impact is little, but its defect is: construct the most from top to bottom, construction precision requirement
Height, technical difficulty is big, and node processing is complicated；The systematicness of the most whole foundation ditch system is strong, need design department with
Construction department closely cooperates, and constructs in strict accordance with design drawing, increase design department and construction department it
Between cooperation dynamics；Due to cut the earth be to carry out under top seal state, some is also distributed in foundation ditch
Middlebearing column and precipitation well-point pipe, difficulty of therefore cutting the earth, the earth work duration is longer than along way, and
And whole construction costs is high；(4) Support Position is limited by basement floor height, if the basement high compared with building,
Owing to basement area is bigger, it is therefore desirable to separately set interim horizontal support or strengthen section and the arrangement of reinforcement of enclosure wall；
(5) supporting pile and post as vertical supporting are temporary support, need when main structure construction to remove, increase
Difficulty of construction, improves construction cost.
Along way be successively to dig when pit earthwork excavates to basement bottom board bottom surface absolute altitude, then by base plate upwards by
Layer construction.If foundation depth is deeper and larger, need in the middle part of foundation ditch, arrange the horizontal stroke such as supporting pile and crossbeam
To support system, these support systems, as temporary support, successively to be removed along during doing.
In sum, it is respectively adopted and is respectively arranged with pluses and minuses along way and contrary sequence method when constructing ultra-large type deep basal pit system,
How the two is combined to play its sharpest edges, maximize favourable factors and minimize unfavourable ones, be that current industry technology urgently to be resolved hurrily is difficult
Topic.
Summary of the invention
First purpose of the present invention is to provide one can simplify difficulty of construction, shorten earth work duration, nothing
Temporary support need to be set up, the foundation ditch using diaphram wall as vertical cantilever fulcrum of construction cost is greatly lowered
Retaining design.
Second object of the present invention is to provide a kind of above-mentioned base using diaphram wall as vertical cantilever fulcrum
The construction method of pit enclosure system, use periphery inverse to make, in be in a good mood the arrangement and method for construction making to combine, have both inverse work
Method and the advantage along way.
First purpose of the present invention realizes by the following technical solutions: a kind of using diaphram wall as perpendicular
To the foundation pit system of cantilever fulcrum, including at least one of which basement, it is characterised in that: described basement master
Respective building is passed through with the basement in remaining region being positioned at foundation ditch by the basement of neighboring area being positioned at foundation ditch
Plate correspondence is formed by connecting, and wherein, the basement of the neighboring area being positioned at foundation ditch uses reverse construction, and is positioned at
The basement in remaining region of foundation ditch uses constructs along way, and the basement of the neighboring area being positioned at foundation ditch includes ground
Lower diaphragm wall, anti-side shear wall and floor, described diaphram wall is arranged along the inwall circumference of foundation ditch, described
Diaphram wall is the outer rim of the neighboring area of foundation ditch, and the inner edge of the neighboring area of foundation ditch is then the center of foundation ditch
The demarcation line of the neighboring area of region and foundation ditch, described anti-side shear wall is distributed in the neighboring area of foundation ditch, institute
State floor layering to be located on anti-side shear wall and diaphram wall.
The present invention uses diaphram wall+floor+anti-side shear wall as gear soil sealing knot in the neighboring area of foundation ditch
Structure, makes each floor plate become the horizontal support of diaphram wall, and meanwhile, anti-side shear wall is multidirectional stressed knot
Structure, both act as the lateral fulcrum that foundation ditch periphery is gone along with sb. to guard him, assume responsibility for again the vertical force of superstructure.The present invention with
Existing employing contrary sequence method or along way construction compare, due to anti-side shear wall in the early stage can as supporting construction,
And be again the ingredient of agent structure, so, overcome prior art and execute man-hour requirement and build temporary support
The problem removed the most again, not only enormously simplify difficulty of construction, shortens the construction period, and because saves
Go temporary support, considerably reduce construction cost.
Anti-side shear wall of the present invention is distributed in the local of the neighboring area of foundation ditch, the neighboring area of described foundation ditch
Local be referred to as the periphery regional area of foundation ditch, remaining region of described foundation ditch is i.e. central area and the base of foundation ditch
Remaining region of periphery in hole；Or described anti-side shear wall is according to the circle distribution of the neighboring area of foundation ditch, described
Remaining region of foundation ditch is i.e. the central area of foundation ditch.
The periphery regional area of foundation ditch of the present invention uses diaphram wall+floor+anti-side shear wall as gear soil sealing
Structure, can be unearthed from remaining region of foundation ditch, and remaining region can be as back-pressure soil section lateral force resisting, need not
Set temporary support again；Or the neighboring area circumference along foundation ditch uses diaphram wall+floor+anti-side shear wall to make
For gear soil water sealing structure, can be unearthed from central area, earth work duration all can be greatly shortened.
As a kind of preferred implementation of the present invention, described anti-side shear wall is in the neighboring area of foundation ditch
Edge and be each perpendicular to the metope of diaphram wall the most corresponding thereto.The long limit of anti-side shear wall is vertical
Metope in diaphram wall, it is possible to farthest bear the lateral soil power that diaphram wall is subject to, more pacify
Entirely.
As a modification of the present invention, the cross section of described anti-side shear wall is from the backplane level of basement extremely building
The first floor of agent structure successively reduces, and the anti-side shear wall being positioned at more than the major structure of construction first floor is all converted into post.
Its principle is: the anti-side shear wall more than major structure of construction first floor (foundation ditch horizontal plane) only undertakes vertical force,
And it is not acting as the lateral fulcrum that foundation ditch periphery is gone along with sb. to guard him, therefore its length is the shortest；And at the backplane level of basement,
The lateral soil power that foundation pit side-wall (diaphram wall) is subject to is maximum, and the length of anti-side shear wall is the longest.Building
The anti-side shear wall more than agent structure first floor is post, not only economical, and the space of the first floor can be made bigger.
As a further improvement on the present invention, described anti-side shear wall extends downwardly in the base plate cushion cap of basement,
Described base plate cushion cap is collar tie beam, and described anti-side shear wall stretches in the centre bore of collar tie beam, at described anti-side shear wall
Being respectively equipped with chemise on two metopes in basement floor layer, the inner side and outer side in described chemise is respectively equipped with
One row of horizontal muscle, is provided with a row in the inner side of every row of horizontal muscle and indulges muscle, horizontal bar corresponding in two row of horizontal muscle
By lacing wire drawknot, the reinforcing bar of base plate cushion cap includes horizontal bar ringwise and wales the stirrup of horizontal bar, wherein,
The inner side of stirrup is welded with the vertical muscle in chemise.
The both sides that anti-side shear wall of the present invention stretches into the part in base plate cushion cap are provided with beard muscle, and described beard muscle has
Have a pair the section of stretching out passing anti-side shear wall, the section of stretching out of described beard muscle stretch in base plate cushion cap anchoring or
Weld with the plate gluten of base plate cushion cap.
With anti-side shear wall near base plate on the metope of present invention part in anti-side shear wall stretches into base plate cushion cap
All it is wound around water-swellable waterstop on the metope of cushion cap upper surface, and described water-swellable waterstop is positioned at chemise
Side, prevents the seepage of subsoil water effectively.
Another object of the present invention realizes by the following technical solutions: a kind of above-mentioned with diaphram wall work
Construction method for the foundation pit system of vertical cantilever fulcrum, it is characterised in that comprise the following steps:
(1) the property line along foundation ditch excavates the backplane level for the pit to basement arranging diaphram wall
Hereinafter, by the reinforcing bar cage hoisting of diaphram wall in pit, then concrete perfusion forms underground even in pit
Continuous wall；
(2) the base plate of multiple pits to basement for arranging anti-side shear wall is excavated in the neighboring area of foundation ditch
Below Ceng, by the reinforcing bar cage hoisting of anti-side shear wall in tunnel, then concrete perfusion forms anti-side in pit
Shear wall；
(3) use reverse construction to be positioned at the basement of neighboring area of foundation ditch:
1. along inwall and the inner side of anti-side shear wall of diaphram wall, excavation is positioned at the neighboring area of foundation ditch
The negative one layer of basement, the earthwork is unearthed from remaining region of foundation ditch；
2. the floor of the negative one layer of the floor of the construction building agent structure first floor and basement, meanwhile, from the first floor
Floor is upwards constructed superstructure；
3. along inwall and the inner side of anti-side shear wall of diaphram wall, excavation is positioned at the neighboring area of foundation ditch
Negative two layers of basement, the earthwork is unearthed from remaining region of foundation ditch, the floor of negative two layers of construction basement；
4. step is repeated 3., until completing to be positioned at the basement of the neighboring area of foundation ditch, in construction period, anti-side
Shear wall and the floor support top diaphram wall of successively construction downwards, make diaphram wall as vertical cantilever fulcrum,
Cantilever retaining structure to the peripheral soil body is integrally formed；
(4) use the basement in remaining region being positioned at foundation ditch along way construction:
1. carry out step (3) in 1. while step, the end of the earthwork in remaining region of excavation pit to basement
Below flaggy；
2. use the basement in remaining region being positioned at foundation ditch along way construction, during construction, be positioned at remaining of foundation ditch
Reserve between the corresponding floor of the basement in region and the basement of the completed neighboring area at foundation ditch
Gap；
(5) fill up described reserved gap, thus will be located in the basement in remaining region of foundation ditch and be positioned at foundation ditch
The basement of neighboring area connects as one.
As one embodiment of the present invention, described anti-side shear wall is distributed in the local of foundation ditch neighboring area,
The local of described foundation ditch neighboring area is referred to as the periphery regional area of foundation ditch, and remaining region of described foundation ditch is by foundation ditch
Remaining region of the periphery of central area and foundation ditch form, described step (4) in, use along way construction is positioned at it
The basement in remaining region specifically includes following steps:
1. the earthwork of the central area of excavation pit, from remaining region of the periphery of foundation ditch be unearthed, the periphery of foundation ditch its
The earthwork in remaining region is as back-pressure soil section, and remaining region of the periphery of foundation ditch is as the periphery regional area of foundation ditch and base
The unearthed passage of the central area in hole；
2. use the basement of central area being positioned at foundation ditch along way construction, simultaneously the periphery of excavation pit remaining
The earthwork in region, is unearthed from remaining region of periphery of the foundation ditch of rear excavation, is positioned at the underground of the central area of foundation ditch
Room becomes the supporting-point of the interim horizontal support of the earthwork in remaining region of periphery excavating foundation ditch；
3. use the basement in remaining region of periphery along way construction foundation pit, be positioned at remaining region of periphery of foundation ditch
The basement floor corresponding with the basement of the central area at foundation ditch between reserving gaps；
4. described reserved gap is filled up, thus by the center of the basement in remaining region of periphery of foundation ditch Yu foundation ditch
The basement in region connects as one.
The area of foundation ditch of the present invention is more than or equal to 20,000 square metres, and the degree of depth of foundation ditch is more than or equal to 15
Rice.
Compared with prior art, the present invention has a following significantly effect:
(1) the present invention uses diaphram wall+floor+anti-side shear wall as gear soil sealing in the neighboring area of foundation ditch
Structure, makes each floor plate become the horizontal support of diaphram wall, and meanwhile, anti-side shear wall is multidirectional stressed
Structure, both act as the lateral fulcrum that foundation ditch periphery is gone along with sb. to guard him, assume responsibility for again the vertical force of superstructure, the present invention
With existing employing contrary sequence method or along way construction compared with, due to anti-side shear wall in the early stage can as supporting construction,
And be again the ingredient of agent structure, so, overcome prior art and execute man-hour requirement and build temporary support
The problem removed the most again, not only enormously simplify difficulty of construction, shortens the construction period, and because saves
Go temporary support, considerably reduce construction cost.
(2) the present invention uses diaphram wall+floor+anti-side shear wall as gear at the periphery regional area of foundation ditch
Soil water sealing structure, can be unearthed from remaining region of foundation ditch, and remaining region of foundation ditch uses outside back-pressure soil balance
Soil pressure, need not set temporary support again, or the present invention is along the circumference employing underground company of the neighboring area of foundation ditch
Continuous wall+floor+anti-side shear wall, as gear soil water sealing structure, can be unearthed from central area, all can significantly contract
The short earth work duration.
The cross section of anti-side shear wall the most of the present invention by the backplane level of basement to the successively indentation of the major structure of construction first floor,
During to foundation ditch superstructure above water, anti-side shear wall transforms into post, now, is solely subjected to vertical force,
The anti-side shear wall more than first floor is converted into cylinder, not only economical, and can make the sky of the major structure of construction first floor
Between bigger.
(4) the connected mode between the base plate cushion cap of anti-side shear wall and basement, can make base plate cushion cap and anti-side shearing
The connection of wall is the most firm.
(5) chemise is set on the metope of anti-side shear wall, and water expandable waterstop is set, and the steel of base plate cushion cap
Muscle uses ring-shaped stirrup to weld with the vertical muscle of anti-side shear wall and makes the two form complete structure, effectively prevent ground
The seepage of lower water.
(6) the present invention is applicable to the area of foundation ditch more than or equal to 20,000 square metres, and the degree of depth of foundation ditch more than or
During situation equal to 15 meters, advantage is the most notable.
Accompanying drawing explanation
The present invention is described in further detail with specific embodiment below in conjunction with the accompanying drawings.
Fig. 1 is foundation pit system embodiment 1 diaphram wall of the present invention and the top view of anti-side shear wall distribution；
Fig. 2 is the foundation pit system embodiment 1 of the present invention vertical face figure in work progress；
Fig. 3 is that face figure is indulged in the local of foundation pit system embodiment 1 of the present invention；
Fig. 4 is the schematic diagram that the cross section of the embodiment of the present invention 1 anti-side shear wall the most successively reduces；
Fig. 5 is the schematic diagram that the embodiment of the present invention 1 anti-side shear wall is connected with the base plate cushion cap of basement.
Detailed description of the invention
Embodiment 1
The present embodiment is applicable to the area of foundation ditch more than or equal to 20,000 square metres, and the degree of depth of foundation ditch more than or
Situation equal to 15 meters.As shown in Figures 1 to 3, a kind of enclose using diaphram wall as the foundation ditch of vertical cantilever fulcrum
Watch box system, including at least one of which basement, basement is mainly by the basement of the neighboring area 11 being positioned at foundation ditch 1
31 are formed by connecting by respective floor is corresponding with the basement in remaining region being positioned at foundation ditch 1, wherein, are positioned at
The basement 31 of the neighboring area 11 of foundation ditch uses reverse construction, and is positioned at the ground in remaining region of foundation ditch 1
Lower room use along way construct, the basement 31 of the neighboring area 11 being positioned at foundation ditch include diaphram wall 13,
Anti-side shear wall 14 and floor 15, diaphram wall 13 is arranged along the inwall circumference of foundation ditch 1, and i.e. underground is even
Continuous wall 13 is the outer rim of the neighboring area 11 of foundation ditch, and the inner edge of the neighboring area 11 of foundation ditch is then foundation ditch 1
The demarcation line of the neighboring area 11 of central area 12 and foundation ditch 1, anti-side shear wall 14 is distributed in the week of foundation ditch 1
In edge regions 11, in the present embodiment, anti-side shear wall 14 according to the circle distribution of the neighboring area 11 of foundation ditch,
Remaining region of foundation ditch 1 is i.e. the central area 12 of foundation ditch 1, and anti-side shear wall 14 He is located in floor 15 layering
On diaphram wall 13.Anti-side shear wall 14 is near the inner edge of the neighboring area 11 of foundation ditch 1 and is each perpendicular to
The metope of diaphram wall 13 the most corresponding thereto.The long limit of anti-side shear wall 14 is perpendicular to underground even
Continuous wall 13, it is possible to farthest bear the lateral soil power that diaphram wall is subject to, safer.
As shown in Figure 4, the cross section of anti-side shear wall 14 is first from backplane level 2 to the major structure of construction of basement
Layer 36 successively reduces, and the anti-side shear wall 14 being positioned at the major structure of construction first floor more than 36 is all converted into post, no
Only economical, and the space of the major structure of construction first floor can be made bigger.
As it is shown in figure 5, in the base plate cushion cap 21 of anti-side shear wall 14 backplane level 2 that extends downwardly into basement,
Base plate cushion cap 21 is collar tie beam, and anti-side shear wall 14 stretches in the centre bore of collar tie beam, and anti-side shear wall 14 is in ground
Being respectively equipped with chemise 16 on two metopes in lower room floor layer 2, the inner side and outer side in chemise 16 is respectively equipped with one
Row of horizontal muscle 17, is provided with a row and indulges muscle 18 in the inner side of every row of horizontal muscle 17, corresponding in two row of horizontal muscle 17
Horizontal bar by lacing wire 19 drawknot, the reinforcing bar of base plate cushion cap 21 includes horizontal bar ringwise 22 and wales level
The stirrup 23 of muscle, wherein, the inner side of stirrup 23 is welded with the vertical muscle 18 in chemise 16.Anti-side shear wall 14
The both sides stretching into the part in base plate cushion cap 21 are provided with beard muscle 24, and beard muscle 24 has a pair and passes anti-side and cut
The section of stretching out of power wall, the section of stretching out of beard muscle 24 stretch in base plate cushion cap 21 anchoring or with base plate cushion cap 21
Plate gluten weld, the anchoring shown in Fig. 5 of the present embodiment specifically: due to construction error, beard muscle
The section of stretching out the most corresponding with the plate gluten of base plate cushion cap, therefore cannot weld together.
With anti-side shear wall 14 end of near on the metope of the part in anti-side shear wall 14 stretches into base plate cushion cap 21
All it is wound around water-swellable waterstop 3 on the metope of plate cushion cap 21 upper surface, and water-swellable waterstop 3 is positioned at lining
Inside wall 16, can effectively stop the seepage of subsoil water.
A kind of above-mentioned construction method using diaphram wall as the foundation pit system of vertical cantilever fulcrum, specifically
Comprise the following steps:
(1) the property line along foundation ditch 1 excavates the end for the pit to basement arranging diaphram wall 13
Below flaggy, by the reinforcing bar cage hoisting of diaphram wall 13 in pit, then concrete perfusion is formed in pit
Diaphram wall 13；
(2) excavate multiple pits for arranging anti-side shear wall 14 in the neighboring area of foundation ditch 1 to basement
Below backplane level, in the present embodiment, multiple anti-side shear walls 14 divide according to the circumference of the neighboring area of foundation ditch 1
Cloth, by the reinforcing bar cage hoisting of anti-side shear wall 14 in pit, then concrete perfusion formation anti-side is cut in pit
Power wall；
(3) use reverse construction to be positioned at the basement 31 of neighboring area of foundation ditch 1:
1. along inwall and the inner side of anti-side shear wall 14 of diaphram wall 13, excavation is positioned at the week of foundation ditch 1
The negative one layer 33 of the basement of edge regions, the earthwork is unearthed from remaining region of foundation ditch 1, i.e. from the center of foundation ditch 1
It is unearthed in region 12；
2. the floor of the negative one layer of the floor of the construction building agent structure first floor and basement, meanwhile, from the first floor
Floor is upwards constructed superstructure；
3. along inwall and the inner side of anti-side shear wall 14 of diaphram wall 13, excavation is positioned at the week of foundation ditch 1
Negative two layers of the basement of edge regions, the earthwork is unearthed from the central area of foundation ditch 1, negative two layers of construction basement
Floor；
4. step is repeated 3., until completing to be positioned at the basement of the neighboring area of foundation ditch 1, in work progress,
Anti-side shear wall 14 and the floor support top diaphram wall 13 of successively construction downwards, make diaphram wall 13 conduct
Vertical cantilever fulcrum, is integrally formed the cantilever retaining structure to the peripheral soil body；
(4) use the basement 32 of central area being positioned at foundation ditch 1 along way construction:
1. carry out step (3) in 1. while step, the earthwork of the central area 12 of excavation pit 1 is to underground
Below the backplane level of room；
2. use the basement 32 of the central area 12 being positioned at foundation ditch 1 along way construction, be in shown in Fig. 2
Negative two layer 34 and the basement bottom board layer 35 of the basement 32 of the central area 12 of foundation ditch 1, during construction, is positioned at
The basement 32 of the central area 12 of foundation ditch 1 and the basement of the completed neighboring area 11 being positioned at foundation ditch 1
Reserving gaps between the corresponding floor of 31；
(5) fill up described reserved gap, thus will be located in basement 31 and the position of the neighboring area 11 of foundation ditch 1
Basement 32 in the central area 12 of foundation ditch 1 connects as one.
Embodiment 2
The present embodiment is the requirement answering Construction Party to construction speed, a wherein high building of first constructing, the position of this high building
Being set to the local of the neighboring area of foundation ditch, be the periphery regional area of foundation ditch, remaining region of foundation ditch is by foundation ditch
Central area and remaining region of periphery composition of foundation ditch, therefore, the difference of the present embodiment and embodiment 1
It is: anti-side shear wall is distributed in the periphery regional area of foundation ditch.
The construction method of the present embodiment foundation ditch system comprises the following steps:
(1) the property line along foundation ditch excavates the backplane level for the pit to basement arranging diaphram wall
Hereinafter, by the reinforcing bar cage hoisting of diaphram wall in pit, then concrete perfusion forms underground even in pit
Continuous wall；
(2) the periphery regional area at foundation ditch excavates multiple pits for arranging anti-side shear wall to basement
Below backplane level, by the reinforcing bar cage hoisting of anti-side shear wall in pit, then concrete perfusion is formed in pit
Anti-side shear wall；
(3) use reverse construction to be positioned at the basement of periphery regional area of foundation ditch:
1. along inwall and the inner side of anti-side shear wall of diaphram wall, excavation is positioned at the periphery partial zones of foundation ditch
The negative one layer of the basement in territory, the earthwork is unearthed from remaining region of the periphery of foundation ditch；
2. the floor of the negative one layer of the floor of the construction building agent structure first floor and basement, meanwhile, from the first floor
Floor is upwards constructed superstructure；
3. along inwall and the inner side of anti-side shear wall of diaphram wall, excavation is positioned at the periphery partial zones of foundation ditch
Negative two layers of the basement in territory, the earthwork is unearthed from remaining region of periphery, the floor of negative two layers of construction basement；
4. step is repeated 3., until completing to be positioned at the basement of the periphery regional area of foundation ditch, in construction period,
Anti-side shear wall and the floor support top diaphram wall of successively construction downwards, make diaphram wall as vertical cantilever
Fulcrum, is integrally formed the cantilever retaining structure to the peripheral soil body；
(4) use the basement in remaining region being positioned at foundation ditch along way construction:
1. carry out step (3) in 1. while step, the end of the earthwork in remaining region of excavation pit to basement
Below flaggy；
2. use the basement in remaining region being positioned at foundation ditch along way construction, during construction, be positioned at remaining of foundation ditch
Between the floor that the basement in region is corresponding with the basement of the completed periphery regional area at foundation ditch
Reserving gaps；
Filling steps (4) in the gap reserved so that being positioned at basement and the position of the periphery regional area of foundation ditch
Basement in remaining region of foundation ditch connects as one.
Step (4) in, use the basement in remaining region being positioned at foundation ditch along way construction, specifically include following
Step:
1. the earthwork of the central area of excavation pit, from remaining region of the periphery of foundation ditch be unearthed, the periphery of foundation ditch its
The earthwork in remaining region is as back-pressure soil section, and remaining region of the periphery of foundation ditch is periphery regional area and the base of foundation ditch
The unearthed passage of the central area in hole；
2. use the basement of central area being positioned at foundation ditch along way construction, and simultaneously excavation pit periphery its
The earthwork in remaining region, is unearthed from remaining region of periphery of the foundation ditch of rear excavation, is positioned at the ground of the central area of foundation ditch
Lower room becomes the supporting-point of the interim horizontal support of remaining regional earthwork of periphery excavating foundation ditch；
3. use the basement in remaining region of periphery being positioned at foundation ditch along way construction, be positioned at foundation ditch periphery remaining
Reserving gaps between the floor that the basement in region is corresponding with the basement of the central area at foundation ditch；
4. fill up described reserved gap, thus will be located in the basement in remaining region of periphery of foundation ditch and be positioned at base
The basement of the central area in hole connects as one.
Embodiments of the present invention are not limited to this, according to the foregoing of the present invention, according to the ordinary skill of this area
Knowledge and customary means, without departing under the present invention above-mentioned basic fundamental thought premise, the present invention also has other
The amendment of various ways, replace or change, within the scope of all falling within rights protection of the present invention.
Claims (9)
1. using diaphram wall as a foundation pit system for vertical cantilever fulcrum, including at least one of which underground
Room, it is characterised in that: described basement is mainly by being positioned at the basement of neighboring area of foundation ditch and being positioned at foundation ditch
The basement in remaining region is formed by connecting by respective floor correspondence, wherein, is positioned at the neighboring area of foundation ditch
Basement uses reverse construction, and the basement being positioned at remaining region of foundation ditch uses and constructs along way, is positioned at
The basement of the neighboring area of foundation ditch includes diaphram wall, anti-side shear wall and floor, described diaphram wall
Inwall circumference along foundation ditch is arranged, and described diaphram wall is the outer rim of foundation ditch neighboring area, and the week of foundation ditch
The inner edge of edge regions is then the demarcation line with the neighboring area of foundation ditch, the central area of foundation ditch, described anti-side shear wall
Being distributed in the neighboring area of foundation ditch, the layering of described floor is located on anti-side shear wall and diaphram wall；Described
The cross section of anti-side shear wall successively reduces from the first floor of the backplane level of basement to major structure of construction, is positioned at and builds
The anti-side shear wall building more than the agent structure first floor is all converted into post.
Foundation pit system using diaphram wall as vertical cantilever fulcrum the most according to claim 1,
Described anti-side shear wall is distributed in the local of the neighboring area of foundation ditch, and the local of the neighboring area of described foundation ditch is referred to as
The periphery regional area of foundation ditch, remaining region of described foundation ditch by the periphery of the central area of foundation ditch and foundation ditch remaining
Region forms；Or described anti-side shear wall is according to the circle distribution of the neighboring area of foundation ditch, its of described foundation ditch
Remaining region is i.e. the central area of foundation ditch.
Foundation pit system using diaphram wall as vertical cantilever fulcrum the most according to claim 2,
It is characterized in that: described anti-side shear wall near the inner edge of the neighboring area of foundation ditch and be each perpendicular to diametrically with
The metope of its corresponding diaphram wall.
Foundation pit system using diaphram wall as vertical cantilever fulcrum the most according to claim 3,
It is characterized in that: described anti-side shear wall extends downwardly in the base plate cushion cap of basement, described base plate cushion cap is circle
Beam, described anti-side shear wall stretches in the centre bore of collar tie beam, and described anti-side shear wall is in basement floor layer
Two metopes on be respectively equipped with chemise, the inner side and outer side in described chemise is respectively equipped with a row of horizontal muscle, often
The inner side of row of horizontal muscle is provided with a row and indulges muscle, and horizontal bar corresponding in two row of horizontal muscle is by lacing wire drawknot, base plate
The reinforcing bar of cushion cap includes horizontal bar ringwise and wales the stirrup of horizontal bar, wherein, the inner side of stirrup and chemise
In vertical muscle welding.
Foundation pit system using diaphram wall as vertical cantilever fulcrum the most according to claim 4,
It is characterized in that: anti-side shear wall stretches into the both sides of the part in base plate cushion cap and is provided with beard muscle, described beard muscle
There is a pair the section of stretching out passing anti-side shear wall, the section of stretching out of described beard muscle stretch in base plate cushion cap anchoring or
Person welds with the plate gluten of base plate cushion cap.
Foundation pit system using diaphram wall as vertical cantilever fulcrum the most according to claim 5,
It is characterized in that: with anti-side shear wall the end of near on the metope of the part in anti-side shear wall stretches into base plate cushion cap
All it is wound around water-swellable waterstop on the metope of plate cushion cap upper surface, and described water-swellable waterstop is positioned at chemise
Inner side.
7. the foundation pit system using diaphram wall as vertical cantilever fulcrum described in a claim 1
Construction method, it is characterised in that comprise the following steps:
Property line along foundation ditch excavate for arrange the pit of diaphram wall to basement backplane level with
Under, by the reinforcing bar cage hoisting of diaphram wall in pit, then concrete perfusion formation underground is continuous in pit
Wall；
(2) the backplane level of multiple pits to basement for arranging anti-side shear wall is excavated in the neighboring area of foundation ditch
Hereinafter, by the reinforcing bar cage hoisting of anti-side shear wall in pit, then concrete perfusion formation anti-side is cut in pit
Power wall；
(3) use reverse construction to be positioned at the basement of neighboring area of foundation ditch:
1. along inwall and the inner side of anti-side shear wall of diaphram wall, excavation is positioned at the neighboring area of foundation ditch
The negative one layer of basement, the earthwork is unearthed from remaining region of foundation ditch；
2. the floor of the negative one layer of the floor of the construction building agent structure first floor and basement, meanwhile, from the first floor
Floor is upwards constructed superstructure；
3. along inwall and the inner side of anti-side shear wall of diaphram wall, excavation is positioned at the neighboring area of foundation ditch
Negative two layers of basement, the earthwork is unearthed from remaining region of foundation ditch, the floor of negative two layers of construction basement；
4. step is repeated 3., until completing to be positioned at the basement of the neighboring area of foundation ditch, in construction period, anti-side
Shear wall and the floor support top diaphram wall of successively construction downwards, make diaphram wall as vertical cantilever fulcrum,
Cantilever retaining structure to the peripheral soil body is integrally formed；
(4) use the basement in remaining region being positioned at foundation ditch along way construction:
1. carry out step (3) in 1. while step, the end of the earthwork in remaining region of excavation pit to basement
Below flaggy；
2. use the basement in remaining region being positioned at foundation ditch along way construction, during construction, be positioned at remaining of foundation ditch
Reserve between the floor that the basement in region is corresponding with the basement of the completed neighboring area at foundation ditch
Gap；
(5) fill up described reserved gap, thus will be located in the basement in remaining region of foundation ditch and be positioned at foundation ditch
The basement of neighboring area connects as one.
Construction method the most according to claim 7, it is characterised in that: described anti-side shear wall is distributed in base
The local of the neighboring area in hole, the local of the neighboring area of described foundation ditch is referred to as the periphery regional area of foundation ditch, institute
Remaining region stating foundation ditch is made up of, in described step (4) the central area of foundation ditch and remaining region of periphery of foundation ditch
In, use the basement in remaining region being positioned at foundation ditch along way construction to specifically include following steps:
1. the earthwork of the central area of excavation pit, from remaining region of the periphery of foundation ditch be unearthed, the periphery of foundation ditch its
The earthwork in remaining region is as back-pressure soil section, and remaining region of the periphery of foundation ditch is as the periphery regional area of foundation ditch and base
The unearthed passage of the central area in hole；
2. use the basement of central area being positioned at foundation ditch along practice construction, and simultaneously excavation pit periphery its
The earthwork in remaining region, is unearthed from remaining region of periphery of the foundation ditch of rear excavation, is positioned at the ground of the central area of foundation ditch
Lower room becomes the supporting-point of the interim horizontal support of remaining regional earthwork of periphery excavating foundation ditch；
3. use the basement in remaining region of periphery being positioned at foundation ditch along practice construction, be positioned at foundation ditch periphery remaining
Reserving gaps between the floor that the basement in region is corresponding with the basement of the central area at foundation ditch；
4. fill up described reserved gap, thus will be located in the basement in remaining region of periphery of foundation ditch and be positioned at base
The basement of the central area in hole connects as one.
Construction method the most according to claim 8, it is characterised in that: the area of foundation ditch is more than or equal to
20000 square metres, and the degree of depth of foundation ditch is more than or equal to 15 meters.
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| CN201510546683.5A CN105113514B (en) | 2015-08-31 | 2015-08-31 | Foundation pit enclosure system with underground continuous wall as vertical cantilever fulcrum and construction method |
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| CN201510546683.5A CN105113514B (en) | 2015-08-31 | 2015-08-31 | Foundation pit enclosure system with underground continuous wall as vertical cantilever fulcrum and construction method |
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| CN105113514B true CN105113514B (en) | 2017-01-04 |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106522385A (en) * | 2016-11-25 | 2017-03-22 | 北京崇建工程有限公司 | Basement waterproof structure construction method and basement waterproof structure |
| CN108643195A (en) * | 2018-06-27 | 2018-10-12 | 上海建工二建集团有限公司 | The main body of foundation pit and the integral system of supporting construction and method |
| JP7152291B2 (en) | 2018-12-17 | 2022-10-12 | 株式会社竹中工務店 | construction method |
| CN111485578A (en) * | 2020-04-24 | 2020-08-04 | 安徽省建筑科学研究设计院 | Stepped edge forward and backward building construction method |
| CN112593546A (en) * | 2020-12-03 | 2021-04-02 | 中铁广州工程局集团有限公司 | Construction method for underground diaphragm wall to penetrate through underground structure |
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| CN205000340U (en) * | 2015-08-31 | 2016-01-27 | 广东省建筑设计研究院 | Regard as foundation ditch of vertical cantilever fulcrum to go along with sb. to guard him system with underground continuous wall |
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| JP2002275922A (en) * | 2001-03-13 | 2002-09-25 | Toda Constr Co Ltd | Reversed placing method |
| KR20030051478A (en) * | 2003-05-19 | 2003-06-25 | 주식회사 동아지질 | The method of constructing support wall to use as pillar and slab |
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