CN204059124U - A kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure - Google Patents
A kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure Download PDFInfo
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- CN204059124U CN204059124U CN201420439159.9U CN201420439159U CN204059124U CN 204059124 U CN204059124 U CN 204059124U CN 201420439159 U CN201420439159 U CN 201420439159U CN 204059124 U CN204059124 U CN 204059124U
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Abstract
The utility model discloses a kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure, it is characterized in that having set sand pile in ground, sand pile top is equipped with hardcore bed, Wa You gutter, both sides, after pre-pressing and strong tamping, implant in sand pile stake position and have vertical drainage Grouting Pipe, in hardcore bed, be equipped with horizontal drainage Grouting Pipe simultaneously, cellular concrete has been built at hardcore bed two ends, hardcore bed is top embankment and structure, after foundation deformation is stable, in ground, slip casting has been carried out by draining Grouting Pipe, and high-pressure slip-casting has been carried out bottom forced ramming reinforcing district, finally form continuous bearing plate body in bottom, sand pile slurry becomes rigid pile body structure admittedly.The utility model relates to structure, and to overcome the heavy tamping treatment degree of depth limited, when roadbed and structure construction and the problem that after operation, settlement after construction is still larger, has the advantages such as speed of application is fast, cost reduces relatively, have good technical economic benefit.
Description
Technical field
The utility model relates to a kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure, is applicable to flabbiness ground strengthened engineering, belongs to Foundation Design technical field.
Background technology
The factor affecting soft soil roadbed settlement is a lot, be built in the subgrade construction on soft foundation, though taken certain disease control measure when designing, as arranged changeover portion between ground, Different treatments before adopting rigid pile or flexible pile composite foundation consolidation process high fill section or filling the back of abutments, rationally arranging bridges and culverts structure, adopt light soil filler, strictly control packing quality, arranging hazard to bridge's pier etc., but in a period of time, still settlement of soft foundation anomaly can be there is in some sections after putting into effect.
At present, a lot, conventional Treatment Methods of Soft Ground has following several for the kind of soft foundation and the kind of common processing method soft foundation: 1, roll over compacting, dig optimum moisture content processed, to soil matrix compaction in layers, to improve intensity and to reduce compressibilty.2, consolidation, saturated soft soil is under load action, and after discharging consolidation, shear strength can be improved, then reach the object of reinforcing.3, compacting method, after soil matrix pore-forming, fills with materials such as sand, stone, dirt lime, the pile body that tamping becomes diameter larger in hole, and hole reduces, and improves bearing capacity and reinforcing.4, chemical stabilization, utilizes chemical solution or cementing system, adopts pressure fill with or be uniformly mixed the measures such as material, makes soil particle cementation, reach the object of compacted soil.5, packing sedimentation by throwing stones, is a kind of form of strong displacement soil, need not draws water and dig silt, easy construction.6, berm with superloading method is the berm filling one fixed width and irregular take the altitude in embankment both sides, and it uses mechanical balance principle to keep the stable of roadbed.7, geosynthetics autonomy etc. method.
Thicker substratum is generally there is during the composite foundation with piles in inhomogeneous strata reinforcing deep soft base that present stage generally adopts, because substratum is not effectively reinforced, the water body row existed in substratum is not out, cause the poor stability of substratum matrix, easily cause stabilization zone matrix or vertical reinforcement generation settlement after construction, often have influence on the normal usage function of building, so traditional method for processing foundation is not suitable for structure foundation process settlement after construction and settlement after construction difference being had to strict demand.The maximum effective reinforcement depth of conventional composite foundation with piles in inhomogeneous strata is generally no more than 20 meters, therefore, the consolidation effect taking which kind of method to guarantee substratum when soft base is deep, the sedimentation and deformation requirement that particularly settlement after construction meets building normal usage function controlling soft base have become the significant technology issues of current field of foundation treatment.
Utility model content
The purpose of this utility model overcomes deficiency of the prior art, provide a kind of guarantee substratum when soft base is deep consolidation effect, control soft base sedimentation and deformation particularly settlement after construction meet the sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure of building normal usage function.
This sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure, sand pile has been set in ground, sand pile top is equipped with hardcore bed, Wa You gutter, both sides, after pre-pressing and strong tamping, implant in sand pile stake position and have vertical drainage Grouting Pipe, in hardcore bed, be equipped with horizontal drainage Grouting Pipe simultaneously, cellular concrete has been built at hardcore bed two ends, hardcore bed is top embankment and structure, after foundation deformation is stable, in ground, slip casting has been carried out by draining Grouting Pipe, and high-pressure slip-casting has been carried out bottom forced ramming reinforcing district, finally form continuous bearing plate body in bottom, sand pile slurry becomes rigid pile body structure admittedly.
The described sand pile that set in ground in reinforcing area, sets many sand piles according to reinforcing scope with equilateral triangle or foursquare shape.
Described vertical drainage Grouting Pipe is arranged on sand pile center, 10 ~ 20cm bottom vertical drainage Grouting Pipe distance from bottom sand pile, hardcore bed 5 ~ 10cm is stretched at vertical drainage Grouting Pipe top, often arranges vertical drainage Grouting Pipe and is connected with a horizontal drainage Grouting Pipe.
Described horizontal drainage Grouting Pipe is arranged in hardcore bed, 5 ~ 10cm bottom distance hardcore bed, every root horizontal drainage Grouting Pipe and one is arranged vertical drainage Grouting Pipe tee junction and is connected, one end shutoff of every root horizontal drainage Grouting Pipe, the other end stretches out roadbed 5 ~ 10cm and is connected with mud jacking pump line.
After described integral construction completes, hardcore bed defines continuous bearing plate body structure, and sand pile slurry becomes rigid pile body structure admittedly.
The beneficial effects of the utility model are:
1, laid hardcore bed on sand pile top and formed good bearing stratum, improved bearing capacity of foundation soil, reduced settling amount, accelerated the discharging consolidation of soft layer, prevented frost heave to a certain extent and eliminate the breathing of expansive soil.
2, pouch water filling precompressed can reduce the upper earthing selfweight stress of pore water pressure increase of ground, and effective stress is increased, thus makes ground obtain precompressed, effective sedimentation and the stable problem solving ground, makes the supporting capacity of ground be improved simultaneously.
3, after precompressed, dynamic consolidation construction is carried out to ground, makes the soil body of ground obtain compacting further, the soil body become closely knit after, compared with the intensity of the raising ground of limits and the compressibilty of ground can be reduced.
4, the bottom high-pressure slip casting of forced ramming reinforcing district is made to form continuous bearing plate body in bottom eventually through horizontal drainage Grouting Pipe and vertical drainage Grouting Pipe to slip casting in ground, sand pile slurry becomes rigidity pile body admittedly, further entirety strengthens the supporting capacity of ground, reduces the sedimentation degree of ground.
5, build the wide cellular concrete of 1m at hardcore bed two ends, alleviate the deadweight of roadbed to a certain extent, and the later stage to hardcore bed carry out slip casting slurry solid time, cellular concrete can play closed effect, ensure that construction quality.
Accompanying drawing explanation
Fig. 1 is the schematic cross-sectional view for laying hardcore bed phase structure;
Fig. 2 is the schematic cross-sectional view of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure;
Fig. 3 is draining Grouting Pipe concrete outcome schematic diagram;
Description of reference numerals: diaphragm wall 1, V-arrangement are repaired groove 2, drawn hole 3, water conservancy diversion Grouting Pipe 4, steel plate for sealing water 5, connecting reinforcement 6, hydro-expansive rubber 7, slip casting occluding body 8, leak stopping spirit 9, surface reconditioning layer 10, soil layer 11.
Detailed description of the invention
Below in conjunction with drawings and Examples, the utility model is described further.Although the utility model will be described in conjunction with preferred embodiment, should know, not represent the utility model restriction in the described embodiment.On the contrary, the utility model will contain can be included in attached claims limit scope of the present utility model in alternative, modified and equivalent.
If Fig. 1 is the schematic cross-sectional view of laying hardcore bed phase structure, Fig. 2 is the schematic cross-sectional view of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure, and Fig. 3 is draining Grouting Pipe concrete outcome schematic diagram.With reference to shown in Fig. 1, Fig. 2, Fig. 3, the required highway reinforced is two-way Four-Lane Road Class I highway, cross section after water discharging body mud jacking shutoff in embankment completes is primarily of roadbed 1, hardcore bed 2, gutter 3, horizontal drainage Grouting Pipe 4, cellular concrete 5, Soft Soil Layer 6, sand pile 7, relatively bearing stratum 8, vertical drainage Grouting Pipe 9, tee junction 10, forced ramming reinforcing layer 13, rams closely knit macadam 14 and forms; Crevices during construction draining forms primarily of hardcore bed 2, gutter 3, Soft Soil Layer 6, sand pile 7, relatively bearing stratum 8.
Installation piling machine, prepares enough sand material, and its sand material will be stacked along the segmentation of sand pile processing line direction of advance, carries out labor organization, confides a technological secret and safe work of telling somebody what one's real intentions are.Sand pile 7 is set according to the construction process of sand pile after preparation completes.
Set after sand pile 7 completes, lay hardcore bed 2 at sand pile top, hardcore bed 2 thickness is 0.5m, adopts the middle rubble that grating is good; In horizontal drainage bed course 2, horizontal uniform intervals arranges crushed gravel material, and lateral separation is 3m, and crushed gravel material cross section width is 0.5m.Simultaneously at distance hardcore bed horizontal 1m place excavation longitudinal drainage ditch 3, gutter 3 is connected with hardcore bed 2.After gutter 3 and hardcore bed 2 have been constructed, the mode of strong rammer is adopted to tamp consolidated subsoil region at hardcore bed 2 top.
After strong rammer completes, hardcore bed 2 is repaired and overlayed, simultaneously at hardcore bed 2 two ends formwork, build cellular concrete 5.In sand pile 7, set vertical drainage Grouting Pipe 9, in hardcore bed 2, lay horizontal drainage Grouting Pipe 4, horizontal drainage Grouting Pipe 4 and vertical drainage Grouting Pipe 9 tee junction 10 couple together simultaneously.Caliber is 40mm, and horizontal drainage Grouting Pipe 4 adopts 45# seamless steel pipe, and strength grade is Q235, and horizontal drainage Grouting Pipe 4 and vertical drainage Grouting Pipe 9 wall thickness are 5mm.The lateral wall of steel pipe is drilled with colored hole 11, hole is surrounded by geotextiles 12 to flower.Define below hardcore bed 2 and ram closely knit macadam 14.
After draining Grouting Pipe has been constructed, carry out roadbed 1 at hardcore bed 2 top to construct, roadbed 1 is treated after having constructed after roadbed bulk settling, by horizontal drainage Grouting Pipe 4 and vertical drainage Grouting Pipe 9 respectively to mud jacking in hardcore bed 2 and sand pile 7, hardcore bed 2 is made to form the solid bed course loaded plate of slurry respectively and sand pile 7 forms the solid sand pile of slurry; Mud jacking slurries first adopt water/binder ratio to be the high water-cement ratio cement grout of 5:1, then adopt water/binder ratio to be that middle low water ratio cement's liquid of 1:1 carries out slip casting; Cement adopts 42.5# Portland cement.
After slip casting completes, the other end of slip casting steel pipe 4 is closed, and Grouting Pipe surrounding soil in shutoff excavation face, prevent slurries from flowing out.Finally make to form continuous bearing plate body bottom foundation dynamic consolidation stabilization zone, sand pile slurry becomes rigidity pile body admittedly.
Claims (5)
1. a sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure, it is characterized in that: in ground, set sand pile (7), sand pile (7) top is equipped with hardcore bed (2), Wa You gutter, both sides (3), after pre-pressing and strong tamping, implant in sand pile (7) stake position and have vertical drainage Grouting Pipe (12), in hardcore bed, be equipped with horizontal drainage Grouting Pipe (4) simultaneously, cellular concrete (5) has been built at hardcore bed (2) two ends, hardcore bed (2) is top embankment (1) and structure, after foundation deformation is stable, in ground, slip casting has been carried out by draining Grouting Pipe, and high-pressure slip-casting has been carried out bottom forced ramming reinforcing district, finally form continuous bearing plate body in bottom, sand pile slurry becomes rigid pile body structure admittedly.
2. sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure according to claim 1, is characterized in that: the described sand pile (7) that set in ground sets with equilateral triangle or foursquare shape in reinforcing area according to reinforcing scope and carries out the many sand piles (7) of dynamic consolidation construction.
3. sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure according to claim 1, it is characterized in that: described vertical drainage Grouting Pipe (9) is arranged on sand pile center, 10 ~ 20cm bottom vertical drainage Grouting Pipe (9) distance from bottom sand pile, hardcore bed 5 ~ 10cm is stretched at vertical drainage Grouting Pipe (9) top, often arranges vertical drainage Grouting Pipe (9) and is connected with a horizontal drainage Grouting Pipe (4).
4. sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure according to claim 1, it is characterized in that: described horizontal drainage Grouting Pipe (4) is arranged in hardcore bed, 5 ~ 10cm bottom distance hardcore bed, every root horizontal drainage Grouting Pipe (4) and one is arranged vertical drainage Grouting Pipe (9) tee junction (10) and is connected, one end shutoff of every root horizontal drainage Grouting Pipe (4), the other end stretches out roadbed 5 ~ 10cm and is connected with mud jacking pump line.
5. sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure according to claim 1, it is characterized in that: after described embankment structure integral construction completes, hardcore bed (2) defines continuous bearing plate body structure, and sand pile slurry becomes rigid pile body structure admittedly.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420439159.9U CN204059124U (en) | 2014-08-06 | 2014-08-06 | A kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure |
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| CN201420439159.9U CN204059124U (en) | 2014-08-06 | 2014-08-06 | A kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure |
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| CN204059124U true CN204059124U (en) | 2014-12-31 |
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| CN201420439159.9U Expired - Fee Related CN204059124U (en) | 2014-08-06 | 2014-08-06 | A kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure |
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Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104711967A (en) * | 2015-03-30 | 2015-06-17 | 辽宁工程技术大学 | Method for carrying out combined vacuum preloading treatment on soft foundation by gravel piles |
| CN104746505A (en) * | 2015-03-12 | 2015-07-01 | 新疆石油工程建设有限责任公司 | Method for treating miscellaneous fill foundation combing dynamic consolidation and compaction grouting |
| CN105507336A (en) * | 2015-11-27 | 2016-04-20 | 上海长凯岩土工程有限公司 | Method for forming composite foundation by using dewatering well |
| CN105672245A (en) * | 2016-01-21 | 2016-06-15 | 上海强劲地基工程股份有限公司 | Method for forming high-strength cement soil body in flow plasticity soft soil |
| CN107190726A (en) * | 2017-05-23 | 2017-09-22 | 天津大学 | A kind of fluid injection pressure charging system handled for super soft ground |
| CN107816010A (en) * | 2017-10-31 | 2018-03-20 | 中铁四局集团第工程有限公司 | A kind of Coastal beach area roadbed dykes and dams cofferdam construction method |
| CN108221601A (en) * | 2018-01-16 | 2018-06-29 | 中建市政工程有限公司 | Roadbed construction method, structure and equipment for aeolian sand section |
| CN108265693A (en) * | 2018-01-09 | 2018-07-10 | 河海大学 | A kind of soft soil foundation reinforcing method |
| CN108277793A (en) * | 2018-03-01 | 2018-07-13 | 江西基业科技有限公司 | Dual consolidation method for processing foundation and composite foundation |
| CN108677919A (en) * | 2018-03-01 | 2018-10-19 | 江西基业科技有限公司 | Using the dual consolidation method for processing foundation and composite foundation of building waste aggregate |
| CN111254771A (en) * | 2020-03-25 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Plateau wet area railway embankment structure and construction method thereof |
| CN111364305A (en) * | 2020-03-18 | 2020-07-03 | 广州众粤市政园林设计工程有限公司 | Municipal road soft soil foundation treatment method |
| CN111636404A (en) * | 2020-06-05 | 2020-09-08 | 中交第三航务工程局有限公司 | Construction method of offshore wind power compacted sand pile foundation bed |
| CN111676951A (en) * | 2020-04-28 | 2020-09-18 | 中国一冶集团有限公司 | Construction method for treating shallow soft soil layer by combining stone throwing, silt squeezing and sand bag well treatment |
| CN112049103A (en) * | 2020-09-14 | 2020-12-08 | 中国建筑第五工程局有限公司 | Construction method for rapid drainage and reinforcement of soft soil foundation |
| CN112627796A (en) * | 2020-12-22 | 2021-04-09 | 五矿盐湖有限公司 | Construction method of brine mining channel system |
| CN112681045A (en) * | 2020-12-22 | 2021-04-20 | 湖北省路桥集团有限公司 | Ramp way back-pressure embankment deformation control structure and construction method |
| CN113174794A (en) * | 2021-04-09 | 2021-07-27 | 冉洪钊 | Municipal road reinforcing device and construction method |
| CN114908775A (en) * | 2022-05-18 | 2022-08-16 | 陕西工业职业技术学院 | Loess landslide comprehensive treatment structure and construction method thereof |
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2014
- 2014-08-06 CN CN201420439159.9U patent/CN204059124U/en not_active Expired - Fee Related
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| CN104746505A (en) * | 2015-03-12 | 2015-07-01 | 新疆石油工程建设有限责任公司 | Method for treating miscellaneous fill foundation combing dynamic consolidation and compaction grouting |
| CN104711967A (en) * | 2015-03-30 | 2015-06-17 | 辽宁工程技术大学 | Method for carrying out combined vacuum preloading treatment on soft foundation by gravel piles |
| CN105507336A (en) * | 2015-11-27 | 2016-04-20 | 上海长凯岩土工程有限公司 | Method for forming composite foundation by using dewatering well |
| CN105672245A (en) * | 2016-01-21 | 2016-06-15 | 上海强劲地基工程股份有限公司 | Method for forming high-strength cement soil body in flow plasticity soft soil |
| CN105672245B (en) * | 2016-01-21 | 2018-04-03 | 上海强劲地基工程股份有限公司 | Flow the method that the high strength cement soil body is formed in plasticity weak soil |
| CN107190726A (en) * | 2017-05-23 | 2017-09-22 | 天津大学 | A kind of fluid injection pressure charging system handled for super soft ground |
| CN107816010A (en) * | 2017-10-31 | 2018-03-20 | 中铁四局集团第工程有限公司 | A kind of Coastal beach area roadbed dykes and dams cofferdam construction method |
| CN108265693A (en) * | 2018-01-09 | 2018-07-10 | 河海大学 | A kind of soft soil foundation reinforcing method |
| CN108221601B (en) * | 2018-01-16 | 2021-04-23 | 中建市政工程有限公司 | Roadbed construction method, structure and equipment for aeolian sand section |
| CN108221601A (en) * | 2018-01-16 | 2018-06-29 | 中建市政工程有限公司 | Roadbed construction method, structure and equipment for aeolian sand section |
| CN108677919A (en) * | 2018-03-01 | 2018-10-19 | 江西基业科技有限公司 | Using the dual consolidation method for processing foundation and composite foundation of building waste aggregate |
| CN108277793A (en) * | 2018-03-01 | 2018-07-13 | 江西基业科技有限公司 | Dual consolidation method for processing foundation and composite foundation |
| CN111364305A (en) * | 2020-03-18 | 2020-07-03 | 广州众粤市政园林设计工程有限公司 | Municipal road soft soil foundation treatment method |
| CN111364305B (en) * | 2020-03-18 | 2022-02-01 | 广州众粤市政园林设计工程有限公司 | Municipal road soft soil foundation treatment method |
| CN111254771A (en) * | 2020-03-25 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Plateau wet area railway embankment structure and construction method thereof |
| CN111254771B (en) * | 2020-03-25 | 2024-05-03 | 中铁二院工程集团有限责任公司 | Railway embankment structure in plateau wet area and construction method thereof |
| CN111676951A (en) * | 2020-04-28 | 2020-09-18 | 中国一冶集团有限公司 | Construction method for treating shallow soft soil layer by combining stone throwing, silt squeezing and sand bag well treatment |
| CN111636404A (en) * | 2020-06-05 | 2020-09-08 | 中交第三航务工程局有限公司 | Construction method of offshore wind power compacted sand pile foundation bed |
| CN111636404B (en) * | 2020-06-05 | 2021-08-13 | 中交第三航务工程局有限公司 | Construction method of offshore wind power compacted sand pile foundation bed |
| CN112049103A (en) * | 2020-09-14 | 2020-12-08 | 中国建筑第五工程局有限公司 | Construction method for rapid drainage and reinforcement of soft soil foundation |
| CN112681045A (en) * | 2020-12-22 | 2021-04-20 | 湖北省路桥集团有限公司 | Ramp way back-pressure embankment deformation control structure and construction method |
| CN112627796A (en) * | 2020-12-22 | 2021-04-09 | 五矿盐湖有限公司 | Construction method of brine mining channel system |
| CN112681045B (en) * | 2020-12-22 | 2022-06-07 | 湖北省路桥集团有限公司 | Ramp way back-pressure embankment deformation control structure and construction method |
| CN113174794A (en) * | 2021-04-09 | 2021-07-27 | 冉洪钊 | Municipal road reinforcing device and construction method |
| CN114908775A (en) * | 2022-05-18 | 2022-08-16 | 陕西工业职业技术学院 | Loess landslide comprehensive treatment structure and construction method thereof |
| CN114908775B (en) * | 2022-05-18 | 2023-06-02 | 陕西工业职业技术学院 | Loess landslide comprehensive treatment structure and construction method thereof |
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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 | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20141231 Termination date: 20170806 |