CN102635119A - Supporting method for construction of swirl well - Google Patents
Supporting method for construction of swirl well Download PDFInfo
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- CN102635119A CN102635119A CN2012101226434A CN201210122643A CN102635119A CN 102635119 A CN102635119 A CN 102635119A CN 2012101226434 A CN2012101226434 A CN 2012101226434A CN 201210122643 A CN201210122643 A CN 201210122643A CN 102635119 A CN102635119 A CN 102635119A
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Abstract
The invention discloses a supporting method for the construction of a swirl well. By using the supporting method, thin and long rod piece soil nails which are more densely arrayed are placed into an in-situ soil body in a foundation pit excavation process and a reinforced concrete pavement layer is sprayed on a slope surface. A composite soil body is formed by the common work of the soil nails, the soil body and the sprayed concrete pavement layer. A construction of the swirl well supported by a soil nail well comprises the following steps of: excavating one section of the base groove of the swirl well according to a small sloping coefficient; drilling holes by utilizing a drilling machine and putting an anchor rod; grouting and blocking; suspending a steel bar net sheet and spraying fine stone concrete to form a foundation side wall; gradually excavating and gradually carrying out combined bolting and shotcrete on the soil nails until the designed elevation of the foundation pit of the swirl well is achieved; and then, carrying out the section construction process of the cylinder wall of the reinforced concrete and an inner structure from bottom to top. By using the method, the supporting problem of a super-deep foundation pit under a hard soil layer environment is solved; and compared with a drop shaft sinking method, an underground diaphragm wall and a reverse process construction method, the method disclosed by the invention has the characteristics of simple construction process, low construction cost and fast construction speed.
Description
Technical field
The present invention relates to a kind of construction supporting method, relate to a kind of supporting method of eddy flow well construction specifically.
Background technology
The iron sheet that the eddy flow well is widely used in metallurgy industry reclaims and reclaimed water system, is the steel bar concrete tubular structure, and generally darker, difficulty of construction is big.Along with the fast development of metallurgy industry, the applied more and more of eddy flow well, scale is increasing, to construction quality, safety and duration require increasingly high.The eddy flow well can adopt drop shaft sinking, diaphragm wall or reverse construction according to the difference of geological conditions usually.Drop shaft sinking: take this scheme more in general area, utilize the deadweight of eddy flow well to sink section construction; Segmentation is sunk, and sinks to design attitude, carries out the back cover construction again; But underground when adamantine severely-weathered and middle weathering lithosphere is arranged when running into, open caisson can't sink, and this scheme is infeasible; Underground diaphragm wall method: usually descending the softer area of soil property to be fit to this scheme, especially be fit to coastal area silt soil strata construction, receiving subterranean strata restriction equally but this area is underground, the lithosphere place can't grooving, and this scheme is also infeasible; Contrary sequence method: in the area of some soil properties than no rock stratum under the hag, eddy flow well depth foundation ditch can adopt " full-reverse method " construction of campshed supporting+high-pressure rotary-spray water-stop curtain supporting, but underground has the rock stratum to distribute here, and castinplace pile can't drilling construction, and this scheme is infeasible; Cubic metre of earth heavy excavation method: also can take to put fully the mode of sloping heavy excavation according to normal thinking foundation pit construction, but eddy flow well foundation ditch dark near-29m, and factory building, building have not allowed complete heavy excavation construction on every side; Therefore above-mentioned several method undergroundly just is difficult to implement when the situation that hard soil layer need take Blasting Excavation is arranged running into.
Summary of the invention
In order to solve the problem that exists in the prior art, the present invention provides a kind of supporting method of eddy flow well construction, overcomes in the prior art in the difficult problem of hard soil layer eddy flow well construction.
Technical scheme of the present invention is following:
A kind of supporting method that is used for the eddy flow well construction may further comprise the steps:
(1) boring
Construction lofting at first; Earth excavation is put angle of slope according to 45 °-90 ° in the shoveling process and is put the slope, adopts auger boring then; The aperture is 80-200mm; At interval uniform level of pitch-row and vertical distance are carried out the soil mechanics checking computations according to foundation depth and are drawn the required soil nailing length of each layer, and the downward inclination angle of soil nailing horizontal direction design load is 0-30 °;
(2) settle the soil nailing reinforcing bar
Behind the pore-forming, carry out hole inspection clearly before inserting the soil nailing reinforcing bar, if occur local infiltration in the hole, the hole or drop and loosen the soil and to handle immediately of collapsing.The soil nailing reinforcing bar is inserted Kong Zhongqian, and the centering locating support is installed on reinforcing bar, in time soil nailing is sent in the hole together with Grouting Pipe when inserting the soil nailing reinforcing bar, and Grouting Pipe 200mm～500mm at the bottom of the hole, it is the L type that the soil nailing reinforcing bar is stayed outside termination;
(3) slip casting
Mix the system cement paste according to design mixture proportion; Adopt slurry filling machine to carry out slip casting, elder generation's high velocity, low pressure is from hole-bottom slurry-injection during slip casting, and pressure is controlled at 0.4Mpa～0.6Mpa; After cement paste overflows from the aperture; Low speed heavy pressure slip casting again from the aperture, pressure is controlled at 1Mpa～2Mpa, in slip casting, Grouting Pipe is withdrawn from the uniform velocity lentamente;
(4) the net sheet of wire-tiing
Reinforced mesh welding or overlap joint colligation, the lap length on every limit should be not less than a grid length of side or 200mm when laying reinforced mesh, and net sheet and domatic gap are not less than 20mm;
(5) sprayed mortar
Penetrating of sprayed mortar apart from remaining in the scope of 0.6m～1.0m; And make jet perpendicular to wall; Spray the rear of reinforcing bar earlier at the position that reinforcing bar is arranged; The route of sprayed mortar upwards carries out from wall excavation layer bottom gradually, but bottom reinforcement bars net lap-joint pneumatically placed concrete not earlier, treat with lower floor steel mesh reinforcement overlap joint colligation after with lower layer wall surface pneumatically placed concrete simultaneously.
Said step (2) soil nailing reinforcing bar L type termination is the direct bending of reinforcing bar or is welded on the soil nailing.The centering locating support is every to be provided with one at a distance from 2m.
Grouting Pipe is embedded in below the slurry surface all the time in said step (3) the slip casting process.
Colligation connects reinforcing rib on said step (4) reinforced mesh, and the reinforcing rib transverse weld is on each soil nailing.
Before said step (5) sprayed mortar, reply plant equipment, wind, water lines and circuit are checked and test running comprehensively, and on the wall of limit, are squeezed into the vertical section reinforcing bar at a distance from fixed range.The concrete pavement seam portion is made 45 inclined-plane overlap joint, and the soil nailing shingle nail at foundation ditch edge is outward flanging 1m at foundation ditch place suitable for reading, flange counter-slope 0.01: 1.
Soil-nail wall support is in Excavation Process, will place the original position soil body than the slender rod piece soil nailing of solid matter row, and on domatic, sprays the steel concrete surface layer.Co-operation through soil nailing, the soil body and sprayed mortar surface layer forms the compound soil body.Soil-nail wall support make full use of the soil layer medium from load, form from steady structure, bear less rock deformation pressure, soil nailing bears main pulling force, the sprayed mortar surface layer is regulated surperficial stress distribution, embodies mass action.Simultaneously because the soil nailing arrangement is closeer, through after the high-pressure slip-casting diffusion soil body performance being improved.Soil-nail wall support eddy flow well construction method be earlier with eddy flow well foundation trench according to less put one section of sloping coefficient excavation after, adopt rig boring, following anchor pole; The slip casting shutoff, the suspension reinforced mesh sprays pea gravel concreten and forms foundation pit side-wall; Excavation piecemeal, soil nailing combined bolting and shotcrete piecemeal is until eddy flow well substrate design absolute altitude; The process of section construction steel concrete barrel and the internal construction up end of from then, bottom soil nailing wall can serve as the concrete external mold.
The invention has the beneficial effects as follows: this method has solved the supporting problem of ultra-deep foundation pit under the hard soil layer environment; Same drop shaft sinking, diaphragm wall, top-down construction method are compared, and the method has the advantages that construction technology is easy, construction cost is low, speed of application is fast.
The eddy flow depth is typically negative work high above the ground zones generally at underground more than 20 meters.There is the place of rock stratum can't adopt the method for drop shaft sinking, full-reverse method and diaphragm wall supporting to construct underground at all; Even adopt the semi-inverse method construction, great difficulty is also arranged on construction technology, operation is various; Construction technology is complicated, and the difficult control of quality is if run into hard granite; When needing explosion; The construction safety quality is difficult to more guarantee that bigger uncertain factor will appear in cost input and construction period like this that construction risk is bigger.By contrast, adopt the soil nailing wall to carry out side slope and safeguard that the foundation ditch monitoring technology had both solved the environmental limitations that can not normally put the slope because of the place is narrow and small in addition, the safety of having protected peripheral original structure is again constructed Whirlwind tank with stable smoothly; Compare with semi-inverse method, this method has been saved many operations, when having solved technical barrier, has effectively controlled construction cost again, has shortened the construction period, has good social benefit.
Description of drawings
Fig. 1 is an eddy flow well soil-nail wall support sketch map of the present invention;
1-soil nailing 2-spilled water hole 3-concrete bar sheet 4-eddy flow well center line wherein
The specific embodiment
Below in conjunction with accompanying drawing the present invention is described in further detail.
The construction principle:
Each item regulation of " building slope engineering legislation ", " building foundation pit supporting tecnical regulations " and design scheme that soil-nail wall support eddy flow well construction method is carried out.
At first be reported as the basis, on the basis of abundant combination site operation environment, economize on the use of funds and the duration, formulate the constructure scheme of science, note guaranteeing engineering construction safety according to ensuring the quality of products, taking into account with eddy flow well design drawing and geologic prospect.
Fully carry out preparation of construction before the construction: collect design drawing and geologic prospect data, confirm constructure scheme; Confirm construction equipment and sequence of construction according to constructure scheme; The Mix Ratio Test of steel reinspection and concrete; Construction equipment, test detecting equipment, materials needed are complete, and each item technical data, measure are told somebody what one's real intentions are, and the building site person in charge put in place.
Job practices is introduced:
Soil nailing adopts φ 25 secondary indented barss, and level interval and vertical interval are 1.5m; In conjunction with on-the-spot actual, lithosphere moves towards to from West to East, approximate 45 ° from the horizontal by the angle; Binding isotherm calculates; 1～9 layer on soil nailing length foundation ditch top is 20m (containing crotch), is 18m (containing crotch) near 10～18 layers of foundation ditch bottom, soil nailing length and distributing specifically see attached list 1 with accompanying drawing 1.The downward inclination angle of soil nailing horizontal direction design load is 10 °.Injecting paste material adopts P.S32.5 cement, water/binder ratio 1: 0.4.Prop up armour layer and adopt the thick steel mesh reinforcement sprayed mortar of 120mm, concrete grade is C30, and reinforced mesh is that φ 8, one grade reinforcing steels are welded into 200mm * 200mm grid sheet.
Subordinate list 1: soil nailing design parameters statistical form
| Level number | Soil nailing diameter (mm) | Length (m) | Angle of incidence (degree) | To spacing (m) | Horizontal spacing (m) |
| 5. | 25.00 | 20.00 | 10.00 | 1.50 | 1.50 |
| 6. | 25.00 | 20.00 | 10.00 | 1.50 | 1.50 |
| 7. | 25.00 | 20.00 | 10.00 | 1.50 | 1.50 |
| 8. | 25.00 | 20.00 | 10.00 | 1.50 | 1.50 |
| 9. | 25.00 | 20.00 | 10.00 | 1.50 | 1.50 |
| 10. | 25.00 | 20.00 | 10.00 | 1.50 | 1.50 |
| 11. | 25.00 | 20.00 | 10.00 | 1.50 | 1.50 |
| 12. | 25.00 | 20.00 | 10.00 | 1.50 | 1.50 |
| 13. | 25.00 | 20.00 | 10.00 | 1.50 | 1.50 |
| 14. | 25.00 | 18.00 | 10.00 | 1.50 | 1.50 |
| 15. | 25.00 | 18.00 | 10.00 | 1.50 | 1.50 |
| 16. | 25.00 | 18.00 | 10.00 | 1.50 | 1.50 |
| 17. | 25.00 | 18.00 | 10.00 | 1.50 | 1.50 |
| 18. | 25.00 | 18.00 | 10.00 | 1.50 | 1.50 |
| 19. | 25.00 | 18.00 | 10.00 | 1.50 | 1.50 |
| 20. | 25.00 | 18.00 | 10.00 | 1.50 | 1.50 |
| 21. | 25.00 | 18.00 | 10.00 | 1.50 | 1.50 |
| 22. | 25.00 | 18.00 | 10.00 | 1.50 | 1.50 |
The soil-nail wall support construction technology process:
---------boring---is settled soil nailing---slip casting---the net sheet of wire-tiing---sprayed mortar to earth excavation to construction lofting on the deburring slope
The soil-nail wall support work progress:
1. boring
In the shoveling process; According to putting slope (can adjust) at 1: 0.3 according to the geological conditions difference; Adopt auger boring then, aperture 120mm should make the position, hole and makes a mark and number before the boring according to designing requirement; When running into obstruction in the pore-forming process and need adjust the position, hole, must not damage the original safe coefficient of supporting and protection structure.
2. settle the soil nailing reinforcing bar
Behind the pore-forming, carry out hole inspection clearly before inserting soil nailing reinforcing bar 1, if occur local infiltration in the hole, the hole or drop and loosen the soil and to handle immediately of collapsing.The soil nailing reinforcing bar is inserted Kong Zhongqian, on reinforcing bar, to install earlier the centering locating support, with guarantee reinforcing bar be in center, hole and slip casting after its protective layer thickness be not less than 25mm.Every along soil nailing length at a distance from 2m, a pair of medium-height trestle is set.In time soil nailing is sent in the hole together with Grouting Pipe when inserting the soil nailing reinforcing bar, Grouting Pipe 200mm～500mm at the bottom of the hole is advisable.The soil nailing steel bar end curves the L type, and L shaped hook is about 15cm, and bar splice is adopted and is welded to connect.
3. slip casting
Mix the system cement paste according to design mixture proportion, adopt slurry filling machine to carry out slip casting.Elder generation's high velocity, low pressure is from hole-bottom slurry-injection during slip casting, and pressure is controlled at 0.4Mpa～0.6Mpa, after cement paste overflows from the aperture, and low speed heavy pressure slip casting again from the aperture, pressure is controlled at 1Mpa～2Mpa.In slip casting, conduit is withdrawn from the uniform velocity lentamente, grouting pipe is embedded in below the slurry surface all the time in the slip casting process, to guarantee that gas can all be overflowed in the hole.Should residual or loosening assorted soil in the hole be removed totally before the slip casting, slip casting begins or Halfway Stopping when surpassing 30min, answers lubricated grouting pump of water or cement water grout and pipeline thereof.
4. the net sheet of wire-tiing
Reinforced mesh 3 can weld or overlap colligation, and the lap length on every limit should be not less than a grid length of side or 200mm when laying reinforced mesh, and net sheet and domatic gap are not less than 20mm.Each soil nailing is provided with horizontal reinforcing rib, and reinforcing rib adopts φ 20 2 grade reinforcing steels, elongated layout.Reinforcing rib is welded on the soil nailing, and reinforcing rib is connected with the colligation of surfacing steel bar net sheet.
5. sprayed mortar
Before the sprayed mortar, reply plant equipment, wind, water lines and circuit are checked and test running comprehensively.And inhomogeneous boring on the soil nailing body of wall, insert pvc pipe, the water of retaining in the body of wall can be flowed out from spilled water hole 2, guarantee the steadiness of soil nailing wall.In order to guarantee that sprayed mortar thickness reaches uniform design load, can on the wall of limit, squeeze into the vertical section reinforcing bar as the thickness sign at a distance from certain distance.Penetrating apart from should remaining in the scope of 0.6m～1.0m of sprayed mortar, and make jet perpendicular to wall.The rear that can spray reinforcing bar at the position that reinforcing bar is arranged earlier the space occurs with the back that prevents reinforcing bar.The route of sprayed mortar can upwards carry out from wall excavation layer bottom gradually, but bottom reinforcement bars net lap-joint pneumatically placed concrete not earlier, treat with lower floor steel mesh reinforcement overlap joint colligation after with lower layer wall surface pneumatically placed concrete simultaneously.The concrete pavement seam portion is made 45 inclined-plane overlap joint.The soil nailing shingle nail at foundation ditch edge should be at foundation ditch place suitable for reading outward flanging 1m, flange counter-slope 0.01: 1.
6 ... Concrete curing:
2h answers wet curing after the final set of surface layer sprayed mortar, and curing time is no less than 3 days, and maintenance can be taked wet curing or the maintenance of spray curing agent.
This supporting method for designing is applicable to that geological conditions is better, and groundwater table is lower, underground to have the rock stratum, normally excavate under the difficult geological conditions, and the place, job site is narrow and small the construction environment of the original building of periphery next-door neighbour.
Although the present invention has been carried out foregoing description in conjunction with accompanying drawing; But the present invention is not limited to the above-mentioned specific embodiment, and the above-mentioned specific embodiment only is schematically, rather than restrictive; Those of ordinary skill in the art is under enlightenment of the present invention; Under the situation that does not break away from aim of the present invention and claim institute protection domain, can also make a lot of distortion, these all belong to the row of protection of the present invention.
Claims (7)
1. a supporting method that is used for the eddy flow well construction is characterized in that, may further comprise the steps:
(1) boring
Construction lofting at first; Earth excavation is put angle of slope according to 45 °-90 ° in the shoveling process and is put the slope, adopts auger boring then; The aperture is 80-200mm; At interval uniform level of pitch-row and vertical distance are carried out the soil mechanics checking computations according to foundation depth and are drawn the required soil nailing length of each layer, and the downward inclination angle of soil nailing horizontal direction design load is 0-30 °;
(2) settle the soil nailing reinforcing bar
Behind the pore-forming, carry out hole inspection clearly before inserting the soil nailing reinforcing bar, if occur local infiltration in the hole, the hole or drop and loosen the soil and to handle immediately of collapsing.The soil nailing reinforcing bar is inserted Kong Zhongqian, and the centering locating support is installed on reinforcing bar, in time soil nailing is sent in the hole together with Grouting Pipe when inserting the soil nailing reinforcing bar, and Grouting Pipe 200mm～500mm at the bottom of the hole, it is the L type that the soil nailing reinforcing bar is stayed outside termination;
(3) slip casting
Mix the system cement paste according to design mixture proportion; Adopt slurry filling machine to carry out slip casting, elder generation's high velocity, low pressure is from hole-bottom slurry-injection during slip casting, and pressure is controlled at 0.4Mpa～0.6Mpa; After cement paste overflows from the aperture; Low speed heavy pressure slip casting again from the aperture, pressure is controlled at 1Mpa～2Mpa, in slip casting, Grouting Pipe is withdrawn from the uniform velocity lentamente;
(4) the net sheet of wire-tiing
Reinforced mesh welding or overlap joint colligation, the lap length on every limit should be not less than a grid length of side or 200mm when laying reinforced mesh, and net sheet and domatic gap are not less than 20mm;
(5) sprayed mortar
Penetrating of sprayed mortar apart from remaining in the scope of 0.6m～1.0m; And make jet perpendicular to wall; Spray the rear of reinforcing bar earlier at the position that reinforcing bar is arranged; The route of sprayed mortar upwards carries out from wall excavation layer bottom gradually, but bottom reinforcement bars net lap-joint pneumatically placed concrete not earlier, treat with lower floor steel mesh reinforcement overlap joint colligation after with lower layer wall surface pneumatically placed concrete simultaneously.
2. according to the said supporting method that is used for the eddy flow well construction of claim 1, it is characterized in that said step (2) soil nailing reinforcing bar L type termination is the direct bending of reinforcing bar or is welded on the soil nailing.
3. according to the said supporting method that is used for the eddy flow well construction of claim 1, it is characterized in that said step (2) centering locating support is every to be provided with one at a distance from 2m.
4. according to the said supporting method that is used for the eddy flow well construction of claim 1, it is characterized in that Grouting Pipe is embedded in below the slurry surface all the time in said step (3) the slip casting process.
5. according to the said supporting method that is used for the eddy flow well construction of claim 1, it is characterized in that colligation connects reinforcing rib on said step (4) reinforced mesh, the reinforcing rib transverse weld is on each soil nailing.
6. according to the said supporting method that is used for the eddy flow well construction of claim 1; It is characterized in that; Before said step (5) sprayed mortar, reply plant equipment, wind, water lines and circuit are checked and test running comprehensively, and on the wall of limit, are squeezed into the vertical section reinforcing bar at a distance from fixed range.
7. according to the said supporting method that is used for the eddy flow well construction of claim 1; It is characterized in that; Said step (5) concrete pavement seam portion is made 45 inclined-plane overlap joint, and the soil nailing shingle nail at foundation ditch edge is outward flanging 1m at foundation ditch place suitable for reading, flange counter-slope 0.01: 1.
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| CN2012101226434A CN102635119A (en) | 2012-04-24 | 2012-04-24 | Supporting method for construction of swirl well |
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| CN103321235A (en) * | 2013-07-16 | 2013-09-25 | 中冶建工集团有限公司 | Composite soil nailing wall slope support method |
| CN104831737A (en) * | 2015-04-29 | 2015-08-12 | 孔志坚 | Construction method of basement support for subway station |
| CN104631878B (en) * | 2015-01-09 | 2016-09-07 | 中国十九冶集团有限公司 | Aluminum casting machine well construction method |
| CN106522235A (en) * | 2016-11-01 | 2017-03-22 | 中化二建集团有限公司 | Narrow site deep foundation pit excavation supporting construction method |
| CN106884670A (en) * | 2017-03-06 | 2017-06-23 | 西安科技大学 | A kind of support method for underground goaf roof of coal mine |
| CN107326913A (en) * | 2017-05-23 | 2017-11-07 | 西北矿冶研究院 | Open slope supporting method |
| CN108385700A (en) * | 2018-03-07 | 2018-08-10 | 中铁十九局集团第七工程有限公司 | Slope reinforcement and guard method |
| CN108643188A (en) * | 2018-05-17 | 2018-10-12 | 福建省惠东建筑工程有限公司 | A kind of novel foundation pit support device |
| CN109281239A (en) * | 2018-10-25 | 2019-01-29 | 浙江省交通规划设计研究院有限公司 | Ribbed abutments in road operation state bore slope cutting method |
| CN110552540A (en) * | 2019-08-08 | 2019-12-10 | 上海二十冶建设有限公司 | construction method of inverted retaining wall supporting structure of cyclone tank adjacent to existing building |
| CN112627199A (en) * | 2020-12-02 | 2021-04-09 | 中国十九冶集团有限公司 | Construction method for foundation pit support of cyclone well |
| CN113123358A (en) * | 2021-04-30 | 2021-07-16 | 水发规划设计有限公司 | Ship pool deformation prevention structure under coal mining differential settlement effect and construction method |
| CN114032928A (en) * | 2021-11-05 | 2022-02-11 | 南华大学 | Soil nailing wall construction method for pre-reinforcing slope rock-soil mass |
| CN115059096A (en) * | 2022-03-30 | 2022-09-16 | 上海二十冶建设有限公司 | Construction method of shale geology adjacent to rotational flow pool of existing factory building |
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| CN103321235A (en) * | 2013-07-16 | 2013-09-25 | 中冶建工集团有限公司 | Composite soil nailing wall slope support method |
| CN104631878B (en) * | 2015-01-09 | 2016-09-07 | 中国十九冶集团有限公司 | Aluminum casting machine well construction method |
| CN104831737A (en) * | 2015-04-29 | 2015-08-12 | 孔志坚 | Construction method of basement support for subway station |
| CN106522235A (en) * | 2016-11-01 | 2017-03-22 | 中化二建集团有限公司 | Narrow site deep foundation pit excavation supporting construction method |
| CN106884670A (en) * | 2017-03-06 | 2017-06-23 | 西安科技大学 | A kind of support method for underground goaf roof of coal mine |
| CN107326913A (en) * | 2017-05-23 | 2017-11-07 | 西北矿冶研究院 | Open slope supporting method |
| CN108385700A (en) * | 2018-03-07 | 2018-08-10 | 中铁十九局集团第七工程有限公司 | Slope reinforcement and guard method |
| CN108643188A (en) * | 2018-05-17 | 2018-10-12 | 福建省惠东建筑工程有限公司 | A kind of novel foundation pit support device |
| CN109281239A (en) * | 2018-10-25 | 2019-01-29 | 浙江省交通规划设计研究院有限公司 | Ribbed abutments in road operation state bore slope cutting method |
| CN109281239B (en) * | 2018-10-25 | 2021-03-26 | 浙江省交通规划设计研究院有限公司 | Rib type abutment taper slope cutting method in road operation state |
| CN110552540A (en) * | 2019-08-08 | 2019-12-10 | 上海二十冶建设有限公司 | construction method of inverted retaining wall supporting structure of cyclone tank adjacent to existing building |
| CN112627199A (en) * | 2020-12-02 | 2021-04-09 | 中国十九冶集团有限公司 | Construction method for foundation pit support of cyclone well |
| CN113123358A (en) * | 2021-04-30 | 2021-07-16 | 水发规划设计有限公司 | Ship pool deformation prevention structure under coal mining differential settlement effect and construction method |
| CN113123358B (en) * | 2021-04-30 | 2023-10-31 | 水发规划设计有限公司 | Ship pool deformation prevention and control structure under action of uneven settlement of coal mining and construction method |
| CN114032928A (en) * | 2021-11-05 | 2022-02-11 | 南华大学 | Soil nailing wall construction method for pre-reinforcing slope rock-soil mass |
| CN115059096A (en) * | 2022-03-30 | 2022-09-16 | 上海二十冶建设有限公司 | Construction method of shale geology adjacent to rotational flow pool of existing factory building |
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Application publication date: 20120815 |