CN205000340U - Regard as foundation ditch of vertical cantilever fulcrum to go along with sb. to guard him system with underground continuous wall - Google Patents
Regard as foundation ditch of vertical cantilever fulcrum to go along with sb. to guard him system with underground continuous wall Download PDFInfo
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- CN205000340U CN205000340U CN201520673066.7U CN201520673066U CN205000340U CN 205000340 U CN205000340 U CN 205000340U CN 201520673066 U CN201520673066 U CN 201520673066U CN 205000340 U CN205000340 U CN 205000340U
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Abstract
The utility model discloses a regard as foundation ditch of vertical cantilever fulcrum to go along with sb. To guard him system with underground continuous wall, including the basement, the basement mainly is formed by connecting through respective floor correspondence with all the other regional basements that are located the foundation ditch the basement of the neighboring area that is located the foundation ditch, the basement that is located the neighboring area of foundation ditch includes underground continuous wall, anti side shear force wall and floor, underground continuous wall sets up along the inner wall circumference of foundation ditch, underground continuous wall is the outer fringe of the neighboring area of foundation ditch, the inner edge of the neighboring area of foundation ditch is then be the central zone of foundation ditch and the line of demarcation of the neighboring area of foundation ditch, anti side shear force wall distributes in the neighboring area of foundation ditch, the floor layering is located on anti side shear force wall and the underground continuous wall. The utility model discloses anti side shear force wall in limine is again the component parts of major structure as bearing structure, has overcome prior art and has executed the man hours requirement and put up the problem that interim support was then removed again, simplifies the construction degree of difficulty, shortens construction period, reduction construction cost.
Description
Technical field
The utility model relates to basement top-down method and Base hole supporting technology, particularly a kind of foundation pit system using diaphragm wall as vertical cantilever fulcrum on the high-rise super large chassis of multitower, and this foundation pit system can be used as super-giant foundation pit retaining design.
Background technology
Foundation pit system ensures to face down from ground the general name of soil-baffling structure needed for the safety and stability of the underground space during Underground Construction that excavation formed and the measure such as groundwater control, environmental protection.Base pit engineering mainly comprises foundation pit system design and construction and soil excavation, and be a comprehensive very strong system engineering, it not only needs to use geotechnical engineering knowledge, also will use Structural Engineering knowledge.It relates to all construction programs such as prospecting in construction project, design, construction, monitoring and detection.
When engineering geology and hydrogeological conditions severe (as deep in soft layer, groundwater table is high), periphery place narrow space and in the strict base pit engineering of surrounding enviroment deformation requirements, foundation pit system generally takes diaphragm wall as main flow way.Its advantage is: (1) can make full use of the space within the scope of building line, and the rigidity of diaphragm wall is conducive to controlling foundation pit deformation; (2) diaphragm wall has vertical bearing capacity and antiseepage function, can be used as outer wall of basement, become a part for underground structure, also can be used for reverse construction, realizes on the ground and underground synchronous construction, thus the reduction of erection time; (3) antiseepage water isolating is good, and the excavation of foundation pit degree of depth is very large, and need block the aquifer of deep layer, when adopting other water-stop curtains to be difficult to meet the demands, adopts diaphragm wall then can meet the demands as water-retaining structure.
But, adopt the way of diaphragm wall can produce following problem when processing ultra-large type deep foundation ditch:
(1) due to ultra-large type deep foundation ditch very dark (the usual degree of depth is for being greater than 20 meters), need Pitch-based sphere support system, if foundation ditch is larger simultaneously, horizontal struts system needs to add interim vertical supporting (as stand column pile), this can cause stand column pile more, and more stand column pile can produce with major structure of construction and conflicts, cause constructional difficulties, so that claim for eot.(2) added vertical supporting and horizontal support make construction costs greatly promote, and during the excavation pit earthwork, foundation ditch is unearthed difficult.
Contrary sequence method is a kind of Underground Construction method, generally first along building basement external wall construction diaphragm wall or other the interim enclosure walls of surrounding's construction along foundation ditch, build or lay intermediate sup-poning pile and post at the relevant positions of interior of building simultaneously, as the vertical supporting bearing superstructure deadweight and working load before construction period to base plate back cover, then the beam and slab structure of ground one deck is constructed as the horizontal support of diaphragm wall or other enclosure walls, subsequently successively earth excavation and build each layer underground structure until base plate back cover downwards.Meanwhile, because the floor structure of ground one deck completes, for the construction of superstructure creates condition, therefore also upwards successively can carry out the construction of superstructure, upper and lower simultaneously the carrying out in ground like this is constructed until engineering terminates simultaneously.
Reverse construction has the safety of raising underground construction, reduces the wasting of resources, shortens total time of construction, affects the advantages such as little to surrounding enviroment, but its defect is: (1) construct from top to bottom, construction precision requires high, and technical difficulty is large, and node processing is complicated; (2) the systematicness of whole foundation ditch system is strong, needs design department and construction department to closely cooperate, constructs in strict accordance with design drawing, increases to coordinate dynamics between design department with construction department; (3) because shoveling carries out under top seal state, be also distributed with middlebearing column and the precipitation well-point pipe of some, difficulty of therefore cutting the earth in foundation ditch, the ground works duration is longer than along way, and whole construction costs is high; (4) Support Position is by the restriction of basement floor height, if the basement high compared with building, because basement area is comparatively large, therefore needs section and the arrangement of reinforcement separately establishing interim horizontal support or strengthen enclosure wall; (5) be temporary support as the bearing pile of vertical supporting and post, need when main structure construction to remove, increase difficulty of construction, improve construction cost.
Suitable way is successively dug when pit earthwork excavates to basement bottom board bottom surface absolute altitude, more upwards successively constructed by base plate.If foundation depth is darker and larger, need in the middle part of foundation ditch, arrange the cross binding such as bearing pile and crossbeam system, these support systems, as temporary support, will successively be removed in along the process done.
In sum, adopting respectively and respectively have pluses and minuses along way and contrary sequence method when constructing ultra-large type deep foundation ditch system, how to combine the two to play its sharpest edges, maximize favourable factors and minimize unfavourable ones, is current industry technical barrier urgently to be resolved hurrily.
Utility model content
The purpose of this utility model is to provide a kind of and simplifies difficulty of construction, shortens the ground works duration, without the need to setting up temporary support, significantly reducing the foundation pit system using diaphragm wall as vertical cantilever fulcrum of construction cost.
The purpose of this utility model realizes by the following technical solutions: a kind of foundation pit system using diaphragm wall as vertical cantilever fulcrum, comprise at least one deck basement, it is characterized in that: described basement is formed by connecting by respective floor correspondence with the basement in all the other regions being positioned at foundation ditch primarily of the basement of the perimeter zone being positioned at foundation ditch, wherein, the basement being positioned at the perimeter zone of foundation ditch adopts reverse construction, and the basement being positioned at all the other regions of foundation ditch adopts along way construction, the basement being positioned at the perimeter zone of foundation ditch comprises diaphragm wall, anti-side shear wall and floor, described diaphragm wall is arranged along the inwall circumference of foundation ditch, described diaphragm wall is the outer rim of the perimeter zone of foundation ditch, the inner edge of the perimeter zone of foundation ditch is then the line of demarcation of the central area of foundation ditch and the perimeter zone of foundation ditch, described anti-side shear wall is distributed in the perimeter zone of foundation ditch, described floor layering is located on anti-side shear wall and diaphragm wall.
The utility model adopts diaphragm wall+floor+anti-side shear wall as the native water-stopping structure of gear in the perimeter zone of foundation ditch, each floor plate is made to become the horizontal support of diaphragm wall, simultaneously, anti-side shear wall is multidirectional stressed structure, both act as the side direction fulcrum that foundation ditch periphery is gone along with sb. to guard him, assume responsibility for again the vertical force of superstructure.Compared with the utility model is constructed with existing employing contrary sequence method or along way, because anti-side shear wall can be used as braced structures in the early stage, and be again the ingredient of agent structure, so, overcome prior art to execute man-hour requirement and build the problem that temporary support then removes again, not only enormously simplify difficulty of construction, shorten the construction period, and because eliminate temporary support, considerably reduce construction cost.
Anti-side shear wall described in the utility model is distributed in the local of the perimeter zone of foundation ditch, and the local of the perimeter zone of described foundation ditch is called the periphery regional area of foundation ditch, and namely all the other regions of described foundation ditch are the central area of foundation ditch and all the other regions of periphery of foundation ditch; Or described anti-side shear wall is according to the circle distribution of the perimeter zone of foundation ditch, namely all the other regions of described foundation ditch are the central areas of foundation ditch.
The periphery regional area of the utility model foundation ditch adopts diaphragm wall+floor+anti-side shear wall as the native water-stopping structure of gear, can be unearthed from all the other regions of foundation ditch, and all the other regions can be used as back-pressure soil section lateral force resisting, need not establish temporary support again; Or the perimeter zone circumference along foundation ditch adopts diaphragm wall+floor+anti-side shear wall as the native water-stopping structure of gear, can be unearthed, all can significantly shorten the ground works duration from central area.
As a kind of preferred embodiment of the present utility model, described anti-side shear wall near the perimeter zone of foundation ditch inner edge and all perpendicular to the metope of diaphragm wall corresponding thereto diametrically.The side direction soil power that diaphragm wall is subject to, perpendicular to the metope of diaphragm wall, farthest can be born in the long limit of anti-side shear wall, safer.
Improve as one of the present utility model, the cross section of described anti-side shear wall successively reduces to the first floor of major structure of construction from the backplane level of basement, 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 bears vertical force, and no longer serves as the side direction fulcrum that foundation ditch periphery goes along with sb. to guard him, and therefore its length is the shortest; And at the backplane level of basement, the side direction soil power that foundation pit side-wall (diaphragm wall) is subject to is maximum, the length of anti-side shear wall is also the longest.The anti-side shear wall more than major structure of construction first floor is post, not only economical, and the space of the first floor can be made larger.
As further improvement of the utility model, described anti-side shear wall stretches in the base plate cushion cap of basement downwards, described base plate cushion cap is collar tie beam, described anti-side shear wall stretches in the centre bore of collar tie beam, described anti-side shear wall is on two metopes in basement floor layer and is respectively equipped with chemise, inner side and outer side in described chemise is respectively equipped with a row of horizontal muscle, be provided with a row in the inner side of every row of horizontal muscle and indulge muscle, horizontal bar corresponding in two row of horizontal muscle is by lacing wire drawknot, the reinforcing bar of base plate cushion cap comprises ringwise horizontal bar and wales the stirrup of horizontal bar, wherein, the inner side of stirrup is welded with the vertical muscle in chemise.
The both sides of the part that the utility model anti-side shear wall stretches in base plate cushion cap are provided with beard muscle, described beard muscle has the section of stretching out that a pair passes anti-side shear wall, and the section of stretching out of described beard muscle to stretch in base plate cushion cap anchoring or welds with the plate gluten of base plate cushion cap.
The utility model stretches on the metope of the part in base plate cushion cap at anti-side shear wall and on the metope of base plate cushion cap upper surface, is all wound around water-swellable waterstop with anti-side shear wall, and described water-swellable waterstop is positioned at inside chemise, effectively prevents the seepage of underground water.
Compared with prior art, the utility model has following significant effect:
(1) the utility model adopts diaphragm wall+floor+anti-side shear wall as the native water-stopping structure of gear in the perimeter zone of foundation ditch, each floor plate is made to become the horizontal support of diaphragm wall, simultaneously, anti-side shear wall is multidirectional stressed structure, both act as the side direction fulcrum that foundation ditch periphery is gone along with sb. to guard him, assume responsibility for again the vertical force of superstructure, compared with the utility model is constructed with existing employing contrary sequence method or along way, because anti-side shear wall can be used as braced structures in the early stage, and be again the ingredient of agent structure, so, overcome prior art to execute man-hour requirement and build the problem that temporary support then removes again, not only enormously simplify difficulty of construction, shorten the construction period, and because eliminate temporary support, considerably reduce construction cost.
(2) the utility model adopts diaphragm wall+floor+anti-side shear wall as the native water-stopping structure of gear at the periphery regional area of foundation ditch, can be unearthed from all the other regions of foundation ditch, and all the other regions of foundation ditch adopt back-pressure soil balance external lateral earth pressure, temporary support need not be established again, or the utility model adopts diaphragm wall+floor+anti-side shear wall as the native water-stopping structure of gear along the circumference of the perimeter zone of foundation ditch, can be unearthed from central area, all can significantly shorten the ground works duration.
The cross section of the utility model anti-side shear wall 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, only bear vertical force, the anti-side shear wall more than first floor is converted into cylinder, not only economical, and the space of the major structure of construction first floor can be made larger.
(4) the connected mode between the base plate cushion cap of anti-side shear wall and basement, can make the connection of base plate cushion cap and anti-side shear wall more firm.
(5) chemise is set on the metope of anti-side shear wall, and water expandable waterstop is set, and the reinforcing bar of base plate cushion cap adopt ring-shaped stirrup weld with the vertical muscle of anti-side shear wall make both form complete structure, effectively prevent the seepage of underground water.
(6) the area that the utility model is applicable to foundation ditch is greater than or equal to 20,000 square metres, and when the degree of depth of foundation ditch is greater than or equal to the situation of 15 meters, advantage is more remarkable.
Accompanying drawing explanation
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail.
Fig. 1 is the top view of the utility model foundation pit system embodiment 1 diaphragm wall and the distribution of anti-side shear wall;
Fig. 2 is the vertical face figure of the utility model foundation pit system embodiment 1 in work progress;
Fig. 3 is that face figure is indulged in the local of the utility model foundation pit system embodiment 1;
Fig. 4 is the schematic diagram that the cross section of the utility model embodiment 1 anti-side shear wall successively reduces from bottom to up;
Fig. 5 is the schematic diagram that the utility model embodiment 1 anti-side shear wall is connected with the base plate cushion cap of basement.
Detailed description of the invention
Embodiment 1
The area that the present embodiment is applicable to foundation ditch is greater than or equal to 20,000 square metres, and the degree of depth of foundation ditch is greater than or equal to the situation of 15 meters.As shown in Figures 1 to 3, a kind of foundation pit system using diaphragm wall as vertical cantilever fulcrum, comprise at least one deck basement, basement is formed by connecting by respective floor correspondence with the basement in all the other regions being positioned at foundation ditch 1 primarily of the basement 31 of the perimeter zone 11 being positioned at foundation ditch 1, wherein, the basement 31 being positioned at the perimeter zone 11 of foundation ditch adopts reverse construction, and the basement being positioned at all the other regions of foundation ditch 1 adopts along way construction, the basement 31 being positioned at the perimeter zone 11 of foundation ditch comprises diaphragm wall 13, anti-side shear wall 14 and floor 15, diaphragm wall 13 is arranged along the inwall circumference of foundation ditch 1, namely diaphragm wall 13 is outer rims of the perimeter zone 11 of foundation ditch, the inner edge of the perimeter zone 11 of foundation ditch is then the central area 12 of foundation ditch 1 and the line of demarcation of the perimeter zone 11 of foundation ditch 1, anti-side shear wall 14 is distributed in the perimeter zone 11 of foundation ditch 1, in the present embodiment, anti-side shear wall 14 is according to the circle distribution of the perimeter zone 11 of foundation ditch, namely all the other regions of foundation ditch 1 are the central areas 12 of foundation ditch 1, floor 15 layering is located on anti-side shear wall 14 and diaphragm wall 13.Anti-side shear wall 14 near the perimeter zone 11 of foundation ditch 1 inner edge and all perpendicular to the metope of diaphragm wall 13 corresponding thereto diametrically.The side direction soil power that diaphragm wall is subject to, perpendicular to diaphragm wall 13, farthest can be born in the long limit of anti-side shear wall 14, safer.
As shown in Figure 4, the cross section of anti-side shear wall 14 successively reduces from backplane level 2 to the major structure of construction first floor 36 of basement, the anti-side shear wall 14 being positioned at the major structure of construction first floor more than 36 is all converted into post, not only economical, and the space of the major structure of construction first floor can be made larger.
As shown in Figure 5, anti-side shear wall 14 stretches in the base plate cushion cap 21 of the backplane level 2 of basement downwards, base plate cushion cap 21 is collar tie beam, anti-side shear wall 14 stretches in the centre bore of collar tie beam, anti-side shear wall 14 is on two metopes in basement floor layer 2 and is respectively equipped with chemise 16, inner side and outer side in chemise 16 is respectively equipped with a row of horizontal muscle 17, be provided with a row in the inner side of every row of horizontal muscle 17 and indulge muscle 18, horizontal bar corresponding in two row of horizontal muscle 17 is by lacing wire 19 drawknot, the reinforcing bar of base plate cushion cap 21 comprises ringwise horizontal bar 22 and wales the stirrup 23 of horizontal bar, wherein, the inner side of stirrup 23 is welded with the vertical muscle 18 in chemise 16.The both sides of the part that anti-side shear wall 14 stretches in base plate cushion cap 21 are provided with beard muscle 24, beard muscle 24 has the section of stretching out that a pair passes anti-side shear wall, the section of stretching out of beard muscle 24 to stretch in base plate cushion cap 21 anchoring or welds with the plate gluten of base plate cushion cap 21, anchoring shown in Fig. 5 of the present embodiment is specifically: due to construction error, the section of stretching out of beard muscle is not corresponding with the plate gluten of base plate cushion cap, therefore cannot weld together.
The metope that anti-side shear wall 14 stretches into the part in base plate cushion cap 21 is all wound around water-swellable waterstop 3 with anti-side shear wall 14 on the metope of base plate cushion cap 21 upper surface, and water-swellable waterstop 3 is positioned at inside chemise 16, the seepage of underground water effectively can be stoped.
An above-mentioned construction method using diaphragm wall as the foundation pit system of vertical cantilever fulcrum, specifically comprises the following steps:
(1) the building line along foundation ditch 1 excavates for arranging the hole groove of diaphragm wall 13 to the backplane level of basement, by the reinforcing bar cage hoisting of diaphragm wall 13 in the groove of hole, then forms diaphragm wall 13 to concrete perfusion in the groove of hole;
(2) below the multiple hole groove for arranging anti-side shear wall 14 to the backplane level of basement of the perimeter zone of foundation ditch 1 excavation, in the present embodiment, multiple anti-side shear wall 14 is according to the circle distribution of the perimeter zone of foundation ditch 1, by the reinforcing bar cage hoisting of anti-side shear wall 14 in the groove of hole, then form anti-side shear wall to concrete perfusion in the groove of hole;
(3) adopt reverse construction to be positioned at the basement 31 of the perimeter zone of foundation ditch 1:
1. along the inwall of diaphragm wall 13 and the inner side of anti-side shear wall 14, excavation is positioned at negative one deck 33 of the basement of the perimeter zone of foundation ditch 1, and the earthwork is unearthed from all the other regions of foundation ditch 1, is namely unearthed from the central area 12 of foundation ditch 1;
2. the floor of the floor of the construction building agent structure first floor and negative one deck of basement, upwards to construct superstructure from the floor of the first floor meanwhile;
3. along the inwall of diaphragm wall 13 and the inner side of anti-side shear wall 14, excavation is positioned at negative two layers of the basement of the perimeter zone of foundation ditch 1, and the earthwork is unearthed from the central area of foundation ditch 1, the floor of negative two layers of construction basement;
4. step is repeated 3., until complete the basement of the perimeter zone being positioned at foundation ditch 1, in work progress, the floor support top diaphragm wall 13 of anti-side shear wall 14 and successively construction downwards, make diaphragm wall 13 as vertical cantilever fulcrum, the overall cantilever retaining structure formed the peripheral soil body;
(4) adopt the basement 32 being positioned at the central area of 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 the backplane level of basement;
1. the basement 32 being positioned at the central area 12 of foundation ditch 1 along way construction is adopted, negative two layer 34 and the basement bottom board layer 35 of the basement 32 of the central area 12 being positioned at foundation ditch 1 shown in Fig. 2, during construction, reserving gaps between the basement 32 in the central area 12 of foundation ditch 1 and the corresponding floor of the basement 31 of the completed perimeter zone 11 at foundation ditch 1;
(5) fill up described reserved gap, thus the basement 31 being positioned at the perimeter zone 11 of foundation ditch 1 is connected as one with the basement 32 of the central area 12 being positioned at foundation ditch 1.
Embodiment 2
The present embodiment answers Construction Party to the requirement of construction speed, first to construct a wherein high building, the position of this high building is the local of the perimeter zone of foundation ditch, be the periphery regional area of foundation ditch, all the other regions of foundation ditch are made up of the central area of foundation ditch and all the other regions of periphery of foundation ditch, therefore, the difference of the present embodiment and embodiment 1 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 building line along foundation ditch excavates for arranging the hole groove of diaphragm wall to the backplane level of basement, by the reinforcing bar cage hoisting of diaphragm wall in the groove of hole, then forms diaphragm wall to concrete perfusion in the groove of hole;
(2) below the multiple hole groove for arranging anti-side shear wall to the backplane level of basement of periphery regional area excavation of foundation ditch, by the reinforcing bar cage hoisting of anti-side shear wall in the groove of hole, then form anti-side shear wall to concrete perfusion in the groove of hole;
(3) adopt reverse construction to be positioned at the basement of the periphery regional area of foundation ditch:
1. along the inwall of diaphragm wall and the inner side of anti-side shear wall, excavation is positioned at negative one deck of the basement of the periphery regional area of foundation ditch, and the earthwork is unearthed from all the other regions of periphery of foundation ditch;
2. the floor of the floor of the construction building agent structure first floor and negative one deck of basement, upwards to construct superstructure from the floor of the first floor meanwhile;
3. along the inwall of diaphragm wall and the inner side of anti-side shear wall, excavation is positioned at negative two layers of the basement of the periphery regional area of foundation ditch, and the earthwork is unearthed from all the other regions of periphery, the floor of negative two layers of construction basement;
4. step is repeated 3., until complete the basement of the periphery regional area being positioned at foundation ditch, in construction period, the floor support top diaphragm wall of anti-side shear wall and successively construction downwards, make diaphragm wall as vertical cantilever fulcrum, the overall cantilever retaining structure formed the peripheral soil body;
(4) adopt the basement being positioned at all the other regions of foundation ditch along way construction:
1. carry out step (3) in 1. while step, the earthwork in all the other regions of excavation pit is to the backplane level of basement;
2. the basement being positioned at all the other regions of foundation ditch along way construction is adopted, during construction, reserving gaps between the basement in all the other regions of foundation ditch and the corresponding floor of the basement of the completed periphery regional area at foundation ditch;
Filling steps (4) in the gap reserved, connect as one with the basement in the basement making the periphery regional area being positioned at foundation ditch and all the other regions of being positioned at foundation ditch.
Step (4) in, adopt and be positioned at the basement in all the other regions of foundation ditch along way construction, specifically comprise the following steps:
1. the earthwork of the central area of excavation pit, is unearthed from all the other regions of periphery of foundation ditch, and the earthwork in all the other regions of periphery of foundation ditch is as back-pressure soil section, and all the other regions of the periphery of foundation ditch are the unearthed passage of the periphery regional area of foundation ditch and the central area of foundation ditch;
2. the basement being positioned at the central area of foundation ditch along way construction is adopted, and the earthwork in simultaneously all the other regions of periphery of excavation pit, be unearthed from all the other regions of periphery of the foundation ditch of rear excavation, the basement being positioned at the central area of foundation ditch becomes the supporting-point of the interim horizontal support of all the other regional earthworks of periphery excavating foundation ditch;
3. the basement being positioned at all the other regions of periphery of foundation ditch along way construction is adopted, reserving gaps between the basement in all the other regions of periphery of foundation ditch and the corresponding floor of the basement of the central area at foundation ditch;
4. fill up described reserved gap, thus the basement of the basement being positioned at all the other regions of periphery of foundation ditch with the central area being positioned at foundation ditch is connected as one.
Embodiment of the present utility model is not limited thereto; according to foregoing of the present utility model; according to ordinary technical knowledge and the customary means of this area; do not departing under the utility model above-mentioned fundamental technics thought prerequisite; the utility model also has the amendment of other various ways, replacement or change, all drops within the utility model rights protection scope.
Claims (8)
1. the foundation pit system using diaphragm wall as vertical cantilever fulcrum, comprise at least one deck basement, it is characterized in that: described basement is formed by connecting by respective floor correspondence with the basement in all the other regions being positioned at foundation ditch primarily of the basement of the perimeter zone being positioned at foundation ditch, wherein, the basement being positioned at the perimeter zone of foundation ditch adopts reverse construction, and the basement being positioned at all the other regions of foundation ditch adopts along way construction, the basement being positioned at the perimeter zone of foundation ditch comprises diaphragm wall, anti-side shear wall and floor, described diaphragm wall is arranged along the inwall circumference of foundation ditch, described diaphragm wall is the outer rim of foundation ditch perimeter zone, the inner edge of the perimeter zone of foundation ditch is then the line of demarcation of the central area of foundation ditch and the perimeter zone of foundation ditch, described anti-side shear wall is distributed in the perimeter zone of foundation ditch, described floor layering is located on anti-side shear wall and diaphragm wall.
2. the foundation pit system using diaphragm wall as vertical cantilever fulcrum according to claim 1, described anti-side shear wall is distributed in the local of the perimeter zone of foundation ditch, the local of the perimeter zone of described foundation ditch is called the periphery regional area of foundation ditch, and all the other regions of described foundation ditch are made up of the central area of foundation ditch and all the other regions of periphery of foundation ditch; Or described anti-side shear wall is according to the circle distribution of the perimeter zone of foundation ditch, namely all the other regions of described foundation ditch are the central areas of foundation ditch.
3. the foundation pit system using diaphragm wall as vertical cantilever fulcrum according to claim 2, is characterized in that: described anti-side shear wall near the perimeter zone of foundation ditch inner edge and all perpendicular to the metope of diaphragm wall corresponding thereto diametrically.
4. the foundation pit system using diaphragm wall as vertical cantilever fulcrum according to claim 3, it is characterized in that: the cross section of described anti-side shear wall successively reduces to the first floor of major structure of construction from the backplane level of basement, and the anti-side shear wall being positioned at more than the major structure of construction first floor is all converted into post.
5. the foundation pit system using diaphragm wall as vertical cantilever fulcrum according to claim 4, it is characterized in that: described anti-side shear wall stretches in the base plate cushion cap of basement downwards, described base plate cushion cap is collar tie beam, described anti-side shear wall stretches in the centre bore of collar tie beam, described anti-side shear wall is on two metopes in basement floor layer and is respectively equipped with chemise, inner side and outer side in described chemise is respectively equipped with a row of horizontal muscle, be provided with a row in the inner side of every row of horizontal muscle and indulge muscle, horizontal bar corresponding in two row of horizontal muscle is by lacing wire drawknot, the reinforcing bar of base plate cushion cap comprises ringwise horizontal bar and wales the stirrup of horizontal bar, wherein, the inner side of stirrup is welded with the vertical muscle in chemise.
6. the foundation pit system using diaphragm wall as vertical cantilever fulcrum according to claim 5, it is characterized in that: the both sides of the part that anti-side shear wall stretches in base plate cushion cap are provided with beard muscle, described beard muscle has the section of stretching out that a pair passes anti-side shear wall, and the section of stretching out of described beard muscle to stretch in base plate cushion cap anchoring or welds with the plate gluten of base plate cushion cap.
7. the foundation pit system using diaphragm wall as vertical cantilever fulcrum according to claim 6, it is characterized in that: on the metope that anti-side shear wall stretches into the part in base plate cushion cap, on the metope of base plate cushion cap upper surface, be all wound around water-swellable waterstop with anti-side shear wall, and described water-swellable waterstop is positioned at inside chemise.
8. the foundation pit system using diaphragm wall as vertical cantilever fulcrum according to claim 7, is characterized in that: the area of foundation ditch is greater than or equal to 20,000 square metres, and the degree of depth of foundation ditch is greater than or equal to 15 meters.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520673066.7U CN205000340U (en) | 2015-08-31 | 2015-08-31 | Regard as foundation ditch of vertical cantilever fulcrum to go along with sb. to guard him system with underground continuous wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520673066.7U CN205000340U (en) | 2015-08-31 | 2015-08-31 | 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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| CN205000340U true CN205000340U (en) | 2016-01-27 |
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| CN201520673066.7U Expired - Fee Related CN205000340U (en) | 2015-08-31 | 2015-08-31 | 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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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105113514A (en) * | 2015-08-31 | 2015-12-02 | 广东省建筑设计研究院 | Foundation pit enclosure system using underground diaphragm wall as vertical cantilever supporting point and construction method |
| 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 |
-
2015
- 2015-08-31 CN CN201520673066.7U patent/CN205000340U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105113514A (en) * | 2015-08-31 | 2015-12-02 | 广东省建筑设计研究院 | Foundation pit enclosure system using underground diaphragm wall as vertical cantilever supporting point and construction method |
| CN105113514B (en) * | 2015-08-31 | 2017-01-04 | 广东省建筑设计研究院 | Foundation pit enclosure system with underground continuous wall as vertical cantilever fulcrum and construction method |
| 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 |
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