CN204849780U - Utilize excavation supporting system of vacuum gravity dam body as self stabilization - Google Patents
Utilize excavation supporting system of vacuum gravity dam body as self stabilization Download PDFInfo
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- CN204849780U CN204849780U CN201520579770.6U CN201520579770U CN204849780U CN 204849780 U CN204849780 U CN 204849780U CN 201520579770 U CN201520579770 U CN 201520579770U CN 204849780 U CN204849780 U CN 204849780U
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- gravity dam
- vacuum
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- dam body
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Abstract
The utility model relates to a soft soil area utilizes the produced vacuum gravity dam body of evacuation as the excavation supporting system of self stabilization, by vacuum pumping system, front -seat stagnant water curtain system, back row stagnant water curtain system, top layer seal membrane and retaining pile system, makes up into the excavation supporting system jointly. This excavation supporting system mainly utilizes after the evacuation gravity dam body of double stagnant water curtain and the certain width of top layer seal membrane intermediate formation, and the dead weight effect that relies on vacuum gravity dam body stops the soil body to be out of shape to foundation ditch inside, is a support system who utilizes gravity dam that the evacuation formed as the self stabilization. Compared with the prior art, the utility model, have characteristics such as the cost is low, time limit for a project weak point, green, safe and reliable.
Description
Technical field
The utility model relates to a kind of utilization and vacuumizes the foundation pit support system of produced gravity dam body as self-stabilization, and this support system is applicable to the provisional pattern foundation pit supporting structure in soft clay area or other provisional retaining support.
Background technology
The developed areas such as China's Yangtze River Delta, every year for the expense in bracing of foundation pit up to more than hundred billion yuan, the soil-baffling structure adopted in current China pattern foundation pit supporting structure mainly contains the methods such as agitation pile gravity dam, castinplace pile, the stake of SMW engineering method.Wherein agitation pile gravity dam supporting cement consumption is high, cost is high, speed of application is slow, distortion is large, larger on construction quality impact.Reinforced concrete circular soldier pile reinforcing bar and concrete amount greatly, about have the reinforcing bar of 1/3 to can not get abundant application; The problems such as in construction, there is mud contamination, cost is high, and curing period is long, and speed of application is slow.SMW engineering method stake Shaped steel recovery difficulty, cost affects comparatively large by the duration, be usually difficult to control.
Summary of the invention
The purpose of this utility model is: the defect existed for above-mentioned prior art, there is provided a kind of utilization to vacuumize and produce the gravity dam body method as the pattern foundation pit supporting structure of self-stabilization, profit New Supporting system in this way has that speed is fast, cost is low, be out of shape little feature.
For solving the problem, the technical solution adopted in the utility model is: by vacuumizing, make front-seat water-stop curtain, rear row's water-stop curtain, vertical drainage pipe, top layer diaphragm seal, excavation free face diaphragm seal, prefabricated reinforced concrete flexural member jointly form a gravity dam system, rely on the self-stabilization of gravity dam to play the effect of pattern foundation pit supporting structure.
The described vacuum, gravity dam body that utilizes is as the foundation pit support system of self-stabilization, by suction that vacuum produces, the soil body surrounded between front-seat water-stop curtain, rear row's water-stop curtain, top layer diaphragm seal is made to form a gravity dam, by the stable gear soil of gravity dam self gravitation, thus excavation slope is kept to stablize.
The described vacuum, gravity dam body that utilizes is as the foundation pit support system of self-stabilization, by suction that vacuum produces, the soil body surrounded between front-seat water-stop curtain, rear row's water-stop curtain, top layer diaphragm seal is made to form a gravity dam, due to the effect of negative pressure of vacuum, accelerate the consolidation of the soil body in vacuum, gravity dam, increase the shear strength of dam body, improve the gear soil nature energy of gravity dam.
The described vacuum, gravity dam body that utilizes is as the foundation pit support system of self-stabilization, and front-seat water-stop curtain is cement mixing method, implantable rigidity flexural member as required in agitation pile; Rear row's water-stop curtain is cement mixing method or vertical antiseepage film of laying.
The described vacuum, gravity dam body that utilizes is as the foundation pit support system of self-stabilization, and vertical drainage pipe is iron pipe or the plastic conduit of diameter 30-50, and the effect of gutter mainly reduces vacuum and decays to depths, and gutter total length lays eyelet, outsourcing water strainer; The external pumped vacuum systems of vertical drainage pipe.
The described vacuum, gravity dam body that utilizes is as the foundation pit support system of self-stabilization, foundation ditch, after stage excavation, arranges diaphragm seal at excavation free face, prevents excavation free face air from entering dam body, simultaneously due to the supporting role of atmospheric pressure, reduce dam body towards the displacement of facing sky excavation face.
The described vacuum, gravity dam body that utilizes is as the foundation pit support system of self-stabilization, and the width of vacuum, gravity dam body is 0.8-1.5 times of cutting depth.
The described vacuum, gravity dam body that utilizes is as the foundation pit support system of self-stabilization, and water-stop curtain inserts 0.8-1.6 times that hole subsoil body length is cutting depth.
The utility model compared with prior art, has the following advantages:
1. utilize the effect of pull of vacuum, make the soil body between forward and backward row's water-stop curtain jointly form gravity dam body, phase
For traditional cement mixing method dam body, both met foundation ditch stability and safety needs, also saved cement consumption, there is safe and reliable, reduction cost feature.
2., owing to remaining on negative pressure state between forward and backward row's water-stop curtain, excavate free face due to atmospheric pressure effect,
Corresponding atmospheric pressure can be applied towards hole wall, significantly can reduce gravity dam towards the distortion in hole, solve conventional soil cement gravity dam distortion problems of too.
3., due to negative pressure of vacuum effect, accelerate the soil solidifying between water-stop curtain, add the intensity of gravity dam.
4. can be implanted into rigid pile bending resistance component at front-seat water-stop curtain as required, length exceedes monolithic stability and slides
Face, increases the rigidity of gravity dam body, increases rigidity and the bending resistance shear behavior of prop, greatly can reduce the deflection of foundation ditch.
Accompanying drawing explanation
Fig. 1 utilizes vacuum, gravity dam body as the foundation pit support system schematic diagram of self-stabilization.
As shown in the figure: 1. front-seat water-stop curtain, water-stop curtain is arranged 2., 3. vertical drainage pipe, 4. top layer diaphragm seal, 5. pumped vacuum systems, 6. excavates free face diaphragm seal, 7. rigidity flexural member, 8. gravity dam body width, 9. the excavation of foundation pit degree of depth, 10. water-stop curtain inserts the hole end degree of depth.
Detailed description of the invention
Utilize vacuum, gravity dam body as a foundation pit support system for self-stabilization, comprise front-seat water-stop curtain 1, rear row's water-stop curtain 2, vertical drainage pipe 3, top layer diaphragm seal 4, pumped vacuum systems 5, excavation free face diaphragm seal 6 and prefabricated reinforced concrete flexural member 7.By suction that vacuum produces, make the soil body surrounded between front-seat water-stop curtain 1, rear row's water-stop curtain 2, top layer diaphragm seal 4 form a gravity dam, by the stable gear soil of gravity dam self gravitation, thus keep excavation slope to stablize; Due to the effect of negative pressure of vacuum, accelerate the consolidation of the soil body in vacuum, gravity dam, increase the shear strength of dam body, improve the gear soil nature energy of gravity dam.
Described front-seat water-stop curtain 1 is cement mixing method (rotary churning pile or vertical seepage control film), and implantable rigidity flexural member 7 as required in agitation pile, can be shaped steel or precast reinforced concrete structure; Rear row's water-stop curtain 2 is cement mixing method or vertical antiseepage film of laying.
Described vertical drainage pipe 3 is iron pipe or the plastic conduit of diameter 30-50, and gutter total length lays eyelet, outsourcing water strainer.The external pumped vacuum systems 5 of vertical drainage pipe 3, keeps negative pressure by vacuumizing the soil body making to surround between front-seat water-stop curtain 1, rear row's water-stop curtain 2, top layer diaphragm seal 4, thus forms a vacuum, gravity dam gear soil body.
Foundation ditch, after stage excavation, arranges diaphragm seal 6 at excavation free face, prevents excavation free face air from entering dam body, simultaneously due to the supporting role of atmospheric pressure, reduces dam body towards the displacement of facing sky excavation face.
The width 8 of described vacuum, gravity dam body is 0.8-1.5 times of cutting depth 9.
Described front-seat water-stop curtain 1 and rear row's water-stop curtain 2 insert 0.8-1.6 times that hole subsoil body length 10 is cutting depth 9
Further the utility model is described in detail below by embodiment:
As shown in Figure 1, by vacuumizing, make front-seat water-stop curtain 1, rear row's water-stop curtain 2, vertical drainage pipe 3, top layer diaphragm seal 4, excavation free face diaphragm seal 6, a rigidity flexural member 7 composition gravity dam system jointly, cutting depth 6m.
Front-seat water-stop curtain 1 adopts cement mixing method, and agitation pile diameter is 700mm, the long 15m of agitation pile, and cover is beaten, and agitation pile is implanted into the H profile steel of 500 × 300 × 11 × 18, becomes rigidity flexural member 7, the long 15m of shaped steel.
Vertical drainage pipe 3 is diameter 30mm, thickness 2mm steel pipe, elongatedly beats diameter 8mm hole, and hole prolongs steel pipe periphery plum blossom-shaped and arranges, 2 layers, outsourcing 100 order gauze.Gutter interplanar spacing is 800mm, face, Yangjing triangular arrangement.
Rear row's agitation pile 2 adopts cement mixing method, and agitation pile diameter is 700mm, overlap joint 200mm, the long 15m of agitation pile.
Top layer diaphragm seal 4 is two-layer polyvinyl chloride film, and thickness 0.2mm lays the Woven geofabric of 200g/ ㎡ bottom film.
Pumped vacuum systems 5 is centrifugal vacuum pump, keeps internal negative pressure at 80-90kPa; Foundation ditch do not go out ± 0.000 before, vacuum in dam body should be kept to be not less than 80kPa.
Gravity dam width 8 is 1.0 times of the excavation of foundation pit degree of depth 9.
Water-stop curtain inserts 1.2 times that the hole end degree of depth 10 is the excavation of foundation pit degree of depth 9.
In digging process, often excavate 1.5m, lay excavation free face diaphragm seal 6.
The utility model utilizes vacuum, gravity dam body as the foundation pit support system of self-stabilization, is not limited to above embodiment, and the change that those skilled in the art make unsubstantiality all falls into protection domain of the present utility model.
Claims (6)
1. one kind utilizes vacuum, gravity dam body as the foundation pit support system of self-stabilization, comprise front-seat water-stop curtain (1), rear row's water-stop curtain (2), vertical drainage pipe (3), top layer diaphragm seal (4), pumped vacuum systems (5), excavation free face diaphragm seal (6) and rigidity flexural member (7), it is characterized in that: pumped vacuum systems (5) is connected with vertical drainage pipe (3), make the soil body surrounded between front-seat water-stop curtain (1), rear row's water-stop curtain (2), top layer diaphragm seal (4) form a gravity dam.
2. utilize vacuum, gravity dam body as the foundation pit support system of self-stabilization according to claim 1, it is characterized in that: described front-seat water-stop curtain (1) is cement mixing method, cement mixing method is rotary churning pile or vertical seepage control film, agitation pile is implanted into rigidity flexural member (7), is shaped steel or precast reinforced concrete structure; Rear row's water-stop curtain (2) is cement mixing method or vertical antiseepage film of laying.
3. utilize vacuum, gravity dam body as the foundation pit support system of self-stabilization according to claim 1, it is characterized in that: the iron pipe that described vertical drainage pipe (3) is diameter 30-50 or plastic conduit, gutter total length lays eyelet, outsourcing water strainer; Vertical drainage pipe (3) external pumped vacuum systems (5), keeps negative pressure by vacuumizing the soil body making to surround between front-seat water-stop curtain (1), rear row's water-stop curtain (2), top layer diaphragm seal (4), thus forms a vacuum, gravity dam gear soil body.
4. utilize vacuum, gravity dam body as the foundation pit support system of self-stabilization according to claim 1, it is characterized in that: foundation ditch, after stage excavation, arranges diaphragm seal (6) at excavation free face.
5. utilize vacuum, gravity dam body as the foundation pit support system of self-stabilization according to claim 1, it is characterized in that: the 0.8-1.5 that the width (8) of described vacuum, gravity dam body is cutting depth (9) doubly.
6. utilize vacuum, gravity dam body as the foundation pit support system of self-stabilization according to claim 1, it is characterized in that: described front-seat water-stop curtain (1) and rear row's water-stop curtain (2) insert 0.8-1.6 times that hole subsoil body length (10) is cutting depth (9).
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520579770.6U CN204849780U (en) | 2015-08-05 | 2015-08-05 | Utilize excavation supporting system of vacuum gravity dam body as self stabilization |
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| CN201520579770.6U CN204849780U (en) | 2015-08-05 | 2015-08-05 | Utilize excavation supporting system of vacuum gravity dam body as self stabilization |
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| CN204849780U true CN204849780U (en) | 2015-12-09 |
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| CN201520579770.6U Expired - Fee Related CN204849780U (en) | 2015-08-05 | 2015-08-05 | Utilize excavation supporting system of vacuum gravity dam body as self stabilization |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105089059A (en) * | 2015-08-05 | 2015-11-25 | 上海金同济土木技术工程有限公司 | Foundation pit support system utilizing vacuum gravity dam body to achieve self stabilization |
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2015
- 2015-08-05 CN CN201520579770.6U patent/CN204849780U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105089059A (en) * | 2015-08-05 | 2015-11-25 | 上海金同济土木技术工程有限公司 | Foundation pit support system utilizing vacuum gravity dam body to achieve self stabilization |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20151209 Termination date: 20210805 |
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| CF01 | Termination of patent right due to non-payment of annual fee |