CN102953393A - Seismic box type cover structure for building liquefied foundation - Google Patents
Seismic box type cover structure for building liquefied foundation Download PDFInfo
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- CN102953393A CN102953393A CN2012105081203A CN201210508120A CN102953393A CN 102953393 A CN102953393 A CN 102953393A CN 2012105081203 A CN2012105081203 A CN 2012105081203A CN 201210508120 A CN201210508120 A CN 201210508120A CN 102953393 A CN102953393 A CN 102953393A
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Abstract
The invention relates to a building foundation structure, in particular to a seismic box type cover structure for a building liquefied foundation, which comprises a grid-type mixing pile box body, wherein the grid-type mixing pile box body comprises a reinforcement pile and a retaining pile, the reinforcement pile is arranged under a building exterior wall or an exterior column foundation, and the retaining pile is arranged under a building interior wall or an interior column foundation; the bottom of the grid-type mixing pile box body penetrates through the foundation liquefied soil into the non-liquefied soil, and a stiffener waterproof cushion ply is arranged between the foundation surface and the grid-type mixing pile box body. The seismic box type cover structure for the building liquefied foundation has the characteristics that the rigid of the foundation is improved in a horizontal direction, the shear force of the a liquefied soil layer under dynamic loads is inhibited, pore water pressure in the liquefied soil layer under dynamic loads is also inhibited from increasing, and the drainage of pore water is prevented. The seismic box type cover structure for the building liquefied foundation is suitable for liquefiable sites of buildings less than 10 floors high, and has the advantages of convenient convenience in construction, reasonable cost and obvious effect.
Description
Technical field
The present invention relates to a kind of structure foundation structure, specifically the box capping structure of a kind of building liquefied foundation antidetonation.
Background technology
Being usually used in eliminating sunken measure and the method for foundation liquefaction shake in the engineering design has:
1. adopt non-liquefaction soil layers to replace whole liquefaction soil layers, or increase the thickness of non-liquefaction soil layers.But the method is only applicable in the thinner situation of liquefaction soil layers.
2. adopt enciphered method (as the punching of shaking, vibroflotation compaction, crushed stone pile etc.) consolidation process, but when running into the higher liquefaction soil layers of plasticity, shake punching and ground extruding DeGrain, broken stone pile can not moulding.
3. adopt base foundation or other deep foundations to process, successful, but when processing the liquefaction soil layers of highly lower building, cost is higher.
Summary of the invention
The present invention provides a kind of building liquefied foundation antidetonation box capping structure in order to solve the existing problem of eliminating the sunken measure of foundation liquefaction shake and method existence.
The present invention is achieved by the following technical solutions: the box capping structure of building liquefied foundation antidetonation, the agitation pile box body that comprises grid type, the agitation pile box body of described grid type comprises the reinforcing pile that places under skin or the outer patten, place the fender pile under inner wall of building or the interior patten, the bottom of agitation pile box body is passed the foundation liquefaction soil layer and is goed deep into non-liquefaction soil layers, be equipped with reinforcing rib waterproof bed course between the top of ground basal plane and agitation pile box body, and reinforcing rib waterproof bed course is goed deep at the top of agitation pile box body.
Skin refers to and is positioned at the outermost wall of first floor building on the ground, and column jacket refers to and is positioned at the outermost support column of first floor building on the ground.In like manner, inner wall of building refers to the wall that is positioned at first floor building inboard on the ground, and inner prop refers to the support column that is positioned at first floor building inboard on the ground.
Described reinforcing rib waterproof bed course can adopt reinforcing rib waterproof bed course well known in the art, joins the reinforcing rib waterproof bed course of rubble, the reinforcing rib waterproof bed course that cement is joined earth material such as cement reinforcing rib waterproof bed course, cement.
Further, reinforcing rib waterproof bed course of the present invention is that volume ratio is that the lime of 2:8 and soil compaction or compacting form, and the coefficient of consolidation of reinforcing rib waterproof bed course is more than or equal to 0.97, and thickness is not less than 500mm; Or volume ratio is that the lime of 3:7 and soil compaction or compacting form, and the coefficient of consolidation of reinforcing rib waterproof bed course is more than or equal to 0.97, and thickness is not less than 500mm; Or volume ratio is that the cement of 3:7 and soil compaction or compacting form, and the coefficient of consolidation of reinforcing rib waterproof bed course is more than or equal to 0.97, and thickness is not less than 500mm.The volume ratio of lime and earth material is 2:8 or 3:7, the volume ratio of cement and earth material is 3:7, all be to consider effectively economical with materials of above-mentioned ratio, on engineering properties, the coefficient of consolidation of the reinforcing rib waterproof bed course under above-mentioned ratio is more than or equal to 0.97, can satisfy the bearing capacity of ground and the purpose that foundation settlement requires, the thickness of reinforcing rib waterproof bed course is not less than 500mm can be reduced top-out the stress of the agitation pile box body of grid type is concentrated, reach simultaneously waterproof requirement, suppress the rising of liquefiable soil layer Pore Pressure under the dynamic load, played the purpose of anti-liquefaction.
Further, the agitation pile box body of described grid type also comprise between reinforcing pile and the fender pile or/and the connection stake between fender pile and fender pile, described reinforcing pile is that the cement mixing method of 500mm forms by three row's diameters, fender pile is that the cement mixing method of 500mm forms with being connected stake by two row's diameters, and the lap length between the adjacent cement mixing method is not less than 100mm, and the length of the grid that reinforcing pile, fender pile and connection stake are connected and wide ratio are less than or equal to 2:1.Be the rigidity that reinforcing pile that the cement mixing method of 500mm forms has increased ground in the horizontal by three row's diameters, suppressed the shear stress of liquefiable soil layer under the dynamic loading.Be the fender pile that forms of the cement mixing method of 500mm and be connected stake and played the effect of assisting by two row's diameters, so that the stability with integral body is constructed in box capping of the present invention.Reinforcing pile and fender pile have the load-bearing effect of support of buildings in the vertical, have reduced simultaneously the settling amount of ground.
Lap length is not less than 100mm, so that box capping structure of the present invention has whole stability, has simultaneously the effect of waterproof, antiseepage.
Because seismic wave may be from any direction, the length of grid and wide ratio can effectively increase the horizontal and vertical rigidity of ground less than or equal to 2:1, have effectively suppressed dynamic load down cut stress, have the effect that reduces sedimentation.
What described cement mixing method adopted is cement mixing method well known in the art, and its construction method is those skilled in the art's common practise.
Further, the bottom of the agitation pile box body degree of depth of going deep into non-liquefaction soil layers is not less than 1000mm.In order to prevent liquefaction soil layers impact on non-liquefaction soil layers when the earthquake, prevent the diffusion of pore water, the degree of depth that non-liquefaction soil layers is goed deep in the bottom of requirement agitation pile box body is not less than 1000mm, can effectively improve like this supporting capacity of agitation pile box body, play the purpose that reduces foundation deformation.
Further, the top of the agitation pile box body degree of depth that enters reinforcing rib waterproof bed course is not less than 300mm.If the degree of depth is less than 300mm, the disengagement phenomenon that agitation pile box body and reinforcing rib waterproof bed course just probably in construction or under the geological process, occur, reinforcing rib waterproof bed course does not have the effect of waterproof, does not have the effect that prevents agitation pile box body pore water pressure yet.
The box capping of building liquefied foundation antidetonation of the present invention is configured in the rigidity that has transversely increased ground, suppressed the shearing force of liquefiable soil layer under the dynamic load, suppressed simultaneously the rising of liquefiable soil layer Pore Pressure under the dynamic load, prevented the eliminating of pore water, this structure is applicable to highly be lower than 10 layers building iquefaction site, and easy construction, cost rationally, successful.
Description of drawings
Fig. 1 is the structural representation of the horizontal section of the box capping structure of building liquefied foundation antidetonation of the present invention.
Fig. 2 is the structural representation of vertical section of the box capping structure of building liquefied foundation antidetonation of the present invention.
Fig. 3 is the part-structure schematic diagram of Fig. 1.
Fig. 4 is the part-structure schematic diagram of Fig. 2.
Among the figure: 1-reinforcing pile, 2-fender pile, 3-reinforcing rib waterproof bed course, 4-connect stake, the length of a-grid, b-grid wide, c-lap length, d-thickness, the e-degree of depth, the f-degree of depth.
The specific embodiment
The box capping structure of building liquefied foundation antidetonation, the agitation pile box body that comprises grid type, the agitation pile box body of described grid type comprises the reinforcing pile 1 that places under the skin basis, place the fender pile 2 under the inner wall of building basis, the bottom of agitation pile box body is passed the foundation liquefaction soil layer and is goed deep into non-liquefaction soil layers, be equipped with reinforcing rib waterproof bed course 3 between the top of ground basal plane and agitation pile box body, and reinforcing rib waterproof bed course 3 is goed deep at the top of agitation pile box body; The agitation pile box body of described grid type also comprises the connection stake 4 between reinforcing pile 1 and fender pile 2, described reinforcing pile 1 is that the cement mixing method of 500mm forms by three row's diameters, fender pile 2 is that the cement mixing method of 500mm forms with being connected stake 4 by two row's diameters, and the lap length c between the adjacent cement mixing method is 200mm, and reinforcing pile 1, fender pile 2 and the long a that is connected the grids that stake 4 forms equal 2:1 with the ratio of wide b; Described reinforcing rib waterproof bed course 3 is reinforcing rib waterproof bed courses that cement is joined rubble; The degree of depth e that non-liquefaction soil layers is goed deep in the bottom of agitation pile box body is 1000mm; The degree of depth f that the top of agitation pile box body enters reinforcing rib waterproof bed course 3 is 300mm.
The box capping structure of building liquefied foundation antidetonation, the agitation pile box body that comprises grid type, the agitation pile box body of described grid type comprises the reinforcing pile 1 that places under the outer patten of building, place the fender pile 2 under the patten in the building, the bottom of agitation pile box body is passed the foundation liquefaction soil layer and is goed deep into non-liquefaction soil layers, be equipped with reinforcing rib waterproof bed course 3 between the top of ground basal plane and agitation pile box body, and reinforcing rib waterproof bed course 3 is goed deep at the top of agitation pile box body; The agitation pile box body of described grid type also comprises the connection stake 4 between fender pile 2 and fender pile 2, described reinforcing pile 1 is that the cement mixing method of 500mm forms by three row's diameters, fender pile 2 is that the cement mixing method of 500mm forms with being connected stake 4 by two row's diameters, and the lap length c between the adjacent cement mixing method is 100mm, and reinforcing pile 1, fender pile 2 and the long a that is connected the grids that stake 4 forms equal 1.5:1 with the ratio of wide b; Described reinforcing rib waterproof bed course 3 is that volume ratio is that lime and the soil compaction of 2:8 forms, and the coefficient of consolidation of reinforcing rib waterproof bed course 3 equals 0.97, and thickness d equals 700mm; The degree of depth e that non-liquefaction soil layers is goed deep in the bottom of agitation pile box body is 1200mm; The degree of depth f that the top of agitation pile box body enters reinforcing rib waterproof bed course 3 equals 350mm.
The box capping structure of building liquefied foundation antidetonation, the agitation pile box body that comprises grid type, the agitation pile box body of described grid type comprises the reinforcing pile 1 that places under the skin basis, place the fender pile 2 under the patten in the building, the bottom of agitation pile box body is passed the foundation liquefaction soil layer and is goed deep into non-liquefaction soil layers, be equipped with reinforcing rib waterproof bed course 3 between the top of ground basal plane and agitation pile box body, and reinforcing rib waterproof bed course 3 is goed deep at the top of agitation pile box body; The agitation pile box body of described grid type also comprises between reinforcing pile 1 and the fender pile 2 and the connection stake 4 between fender pile 2 and fender pile 2, described reinforcing pile 1 is that the cement mixing method of 500mm forms by three row's diameters, fender pile 2 is that the cement mixing method of 500mm forms with being connected stake 4 by two row's diameters, and the lap length c between the adjacent cement mixing method is 150mm, and reinforcing pile 1, fender pile 2 and the long a that is connected the grids that stake 4 forms equal 1.2:1 with the ratio of wide b; The compacting of the lime that described reinforcing rib waterproof bed course 3 volume ratios are 3:7 and earth material forms, and the coefficient of consolidation of reinforcing rib waterproof bed course 3 equals 0.99, and thickness d equals 500mm; The degree of depth e that non-liquefaction soil layers is goed deep in the bottom of agitation pile box body equals 1000mm; The degree of depth f that the top of agitation pile box body enters reinforcing rib waterproof bed course 3 equals 320mm.
The box capping structure of building liquefied foundation antidetonation, the agitation pile box body that comprises grid type, the agitation pile box body of described grid type comprises the reinforcing pile 1 that places under the outer patten of building, place the fender pile 2 under the inner wall of building basis, the bottom of agitation pile box body is passed the foundation liquefaction soil layer and is goed deep into non-liquefaction soil layers, be equipped with reinforcing rib waterproof bed course 3 between the top of ground basal plane and agitation pile box body, and reinforcing rib waterproof bed course 3 is goed deep at the top of agitation pile box body; The agitation pile box body of described grid type also comprises the connection stake 4 between reinforcing pile 1 and fender pile 2, described reinforcing pile 1 is that the cement mixing method of 500mm forms by three row's diameters, fender pile 2 is that the cement mixing method of 500mm forms with being connected stake 4 by two row's diameters, and the lap length c between the adjacent cement mixing method is 120mm, and reinforcing pile 1, fender pile 2 and the long a that is connected the grids that stake 4 forms equal 1.7:1 with the ratio of wide b; Described reinforcing rib waterproof bed course 3 is that volume ratio is that the cement of 3:7 and earth material compacting form, and the coefficient of consolidation of reinforcing rib waterproof bed course 3 equals 0.97, and thickness d equals 1000mm; The degree of depth e that non-liquefaction soil layers is goed deep in the bottom of agitation pile box body equals 1130mm; The degree of depth f that the top of agitation pile box body enters reinforcing rib waterproof bed course 3 equals 330mm.
Claims (9)
1. the box capping of building liquefied foundation antidetonation is constructed, it is characterized in that, the agitation pile box body that comprises grid type, the agitation pile box body of described grid type comprises the reinforcing pile (1) that places under skin or the outer patten, place the fender pile (2) under inner wall of building or the interior patten, the bottom of agitation pile box body is passed the foundation liquefaction soil layer and is goed deep into non-liquefaction soil layers, be equipped with reinforcing rib waterproof bed course (3) between the top of ground basal plane and agitation pile box body, and reinforcing rib waterproof bed course (3) is goed deep at the top of agitation pile box body.
2. the box capping of building liquefied foundation antidetonation according to claim 1 is constructed, it is characterized in that, the agitation pile box body of described grid type also comprises and being positioned between reinforcing pile (1) and the fender pile (2) or/and be positioned at connection stake (4) between fender pile (2) and the fender pile (2), described reinforcing pile (1) is that the cement mixing method of 500mm forms by three row's diameters, fender pile (2) is that the cement mixing method of 500mm forms with being connected stake (4) by two row's diameters, and the lap length between the adjacent cement mixing method (c) is not less than 100mm, reinforcing pile (1), the ratio of fender pile (2) and the length (a) that is connected the grid that stake (4) forms and wide (b) is less than or equal to 2:1.
3. the box capping of building liquefied foundation antidetonation according to claim 1 and 2 is constructed, it is characterized in that, described reinforcing rib waterproof bed course (3) is that volume ratio is that the lime of 2:8 and soil compaction or compacting form, and the coefficient of consolidation of reinforcing rib waterproof bed course (3) is more than or equal to 0.97, and thickness (d) is not less than 500mm; Or volume ratio is that the lime of 3:7 and soil compaction or compacting form, and the coefficient of consolidation of reinforcing rib waterproof bed course (3) is more than or equal to 0.97, and thickness (d) is not less than 500mm; Or volume ratio is that the cement of 3:7 and soil compaction or compacting form, and the coefficient of consolidation of reinforcing rib waterproof bed course (3) is more than or equal to 0.97, and thickness (d) is not less than 500mm.
4. the box capping structure of building liquefied foundation antidetonation according to claim 1 and 2 is characterized in that, the bottom of agitation pile box body is goed deep into the degree of depth of non-liquefaction soil layers (e) and is not less than 1000mm.
5. the box capping structure of building liquefied foundation antidetonation according to claim 3 is characterized in that, the bottom of agitation pile box body is goed deep into the degree of depth of non-liquefaction soil layers (e) and is not less than 1000mm.
6. the box capping structure of building liquefied foundation antidetonation according to claim 1 and 2 is characterized in that, the degree of depth (f) that the top of agitation pile box body enters reinforcing rib waterproof bed course (3) is not less than 300mm.
7. the box capping structure of building liquefied foundation antidetonation according to claim 3 is characterized in that, the degree of depth (f) that the top of agitation pile box body enters reinforcing rib waterproof bed course (3) is not less than 300mm.
8. the box capping structure of building liquefied foundation antidetonation according to claim 4 is characterized in that, the degree of depth (f) that the top of agitation pile box body enters reinforcing rib waterproof bed course (3) is not less than 300mm.
9. the box capping structure of building liquefied foundation antidetonation according to claim 5 is characterized in that, the degree of depth (f) that the top of agitation pile box body enters reinforcing rib waterproof bed course (3) is not less than 300mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210508120.3A CN102953393B (en) | 2012-12-03 | 2012-12-03 | Seismic box type cover structure for building liquefied foundation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210508120.3A CN102953393B (en) | 2012-12-03 | 2012-12-03 | Seismic box type cover structure for building liquefied foundation |
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| CN102953393A true CN102953393A (en) | 2013-03-06 |
| CN102953393B CN102953393B (en) | 2015-01-21 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103758113A (en) * | 2014-01-03 | 2014-04-30 | 中化二建集团有限公司 | Liquefaction resistance foundation stabilization method by grate hooping |
| CN111366320A (en) * | 2020-03-20 | 2020-07-03 | 盐城摩因宝新材料有限公司 | Building pile foundation anti-seismic engineering detection system and detection method thereof |
| CN112889559A (en) * | 2021-01-21 | 2021-06-04 | 北京市建设工程质量第一检测所有限责任公司 | Pre-reinforcement method for soil liquefaction caused by straight root system arbor swing under typhoon action |
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| JPS615125A (en) * | 1984-06-18 | 1986-01-10 | Kajima Corp | Foundation of building |
| JPH03158525A (en) * | 1989-11-16 | 1991-07-08 | Takenaka Komuten Co Ltd | High horizontal load bearing foundation practice using solidification method |
| CN101285312A (en) * | 2007-04-12 | 2008-10-15 | 竹内谨治 | Building foundation structure and construction method for soil improvement and raft foundation |
| CN101691724A (en) * | 2009-09-17 | 2010-04-07 | 西南交通大学 | Liquefied soil foundation quake-proof road-bridge transition section structure of ballastless track of high-speed railway |
| CN201530968U (en) * | 2009-09-18 | 2010-07-21 | 西南交通大学 | High-speed railway liquefying soil foundation-roadbed seismic strengthening structure |
| JP2010248781A (en) * | 2009-04-15 | 2010-11-04 | Takenaka Komuten Co Ltd | Soil improving body |
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2012
- 2012-12-03 CN CN201210508120.3A patent/CN102953393B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS615125A (en) * | 1984-06-18 | 1986-01-10 | Kajima Corp | Foundation of building |
| JPH03158525A (en) * | 1989-11-16 | 1991-07-08 | Takenaka Komuten Co Ltd | High horizontal load bearing foundation practice using solidification method |
| CN101285312A (en) * | 2007-04-12 | 2008-10-15 | 竹内谨治 | Building foundation structure and construction method for soil improvement and raft foundation |
| JP2010248781A (en) * | 2009-04-15 | 2010-11-04 | Takenaka Komuten Co Ltd | Soil improving body |
| CN101691724A (en) * | 2009-09-17 | 2010-04-07 | 西南交通大学 | Liquefied soil foundation quake-proof road-bridge transition section structure of ballastless track of high-speed railway |
| CN201530968U (en) * | 2009-09-18 | 2010-07-21 | 西南交通大学 | High-speed railway liquefying soil foundation-roadbed seismic strengthening structure |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103758113A (en) * | 2014-01-03 | 2014-04-30 | 中化二建集团有限公司 | Liquefaction resistance foundation stabilization method by grate hooping |
| CN103758113B (en) * | 2014-01-03 | 2015-11-25 | 中化二建集团有限公司 | A kind of grid encloses the anti-liquefied foundation reinforcement means of hoop |
| CN111366320A (en) * | 2020-03-20 | 2020-07-03 | 盐城摩因宝新材料有限公司 | Building pile foundation anti-seismic engineering detection system and detection method thereof |
| CN112889559A (en) * | 2021-01-21 | 2021-06-04 | 北京市建设工程质量第一检测所有限责任公司 | Pre-reinforcement method for soil liquefaction caused by straight root system arbor swing under typhoon action |
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| CN102953393B (en) | 2015-01-21 |
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Inventor after: Han Pengju Inventor after: Qi Yuanyuan Inventor after: Liu Feijiao Inventor after: Ren Chao Inventor after: Hao Haiyan Inventor after: Wang Maosang Inventor after: Bai Xiaohong Inventor after: Liu Xin Inventor after: Du Yong Inventor after: Wang Haijie Inventor after: Zhang Wenbo Inventor before: Han Pengju Inventor before: Hao Haiyan Inventor before: Bai Xiaohong Inventor before: Liu Xin Inventor before: Du Yong Inventor before: Wang Haijie Inventor before: Zhang Wenbo Inventor before: Qi Yuanyuan Inventor before: Liu Feijiao |
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Free format text: CORRECT: INVENTOR; FROM: HAN PENGJU HAO HAIYAN BAI XIAOHONG LIU XIN DU YONG WANG HAIJIE ZHANG WENBO QI YUANYUAN LIU FEIJIAO TO: HAN PENGJU REN CHAO HAO HAIYAN WANG MAOSANG BAI XIAOHONG LIU XIN DU YONG WANG HAIJIE ZHANG WENBO QI YUANYUAN LIU FEIJIAO |
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Granted publication date: 20150121 Termination date: 20181203 |