CN103290865A - Building inclination rectifying method - Google Patents
Building inclination rectifying method Download PDFInfo
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- CN103290865A CN103290865A CN2013101885760A CN201310188576A CN103290865A CN 103290865 A CN103290865 A CN 103290865A CN 2013101885760 A CN2013101885760 A CN 2013101885760A CN 201310188576 A CN201310188576 A CN 201310188576A CN 103290865 A CN103290865 A CN 103290865A
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Abstract
The invention discloses a building inclination rectifying method. The building deviation rectifying method is characterized by including that horizontal holes are manually or mechanically drilled on the basis of one side, smaller in settlement, of a building, additional stress gravity distribution is generated on a foundation due to decreasing of a loaded area under the action of upper building load, a stress concentration effect is generated by additional stress in soil, and the horizontal holes and soil around the same are elastically and plastically deformed to enable setting of the foundation so as to achieve the building inclination rectification purpose. The inclination rectifying amount is controlled within 20mm every day, and lime slurry is required to be poured into the horizontal holes if the inclination amount is overlarge. The building inclination rectifying method is obvious in building inclination rectifying effect and remarkable in social and economic benefits.
Description
Technical field
The present invention relates to a kind of shift method of building, particularly a kind of method for correcting error of building.
Background technology
Building inclination is the performance of foundation instability, and the main cause of its foundation instability has: the 1. weakness of foundation soil.Foundation soil generally has became uneven, and the unequal phenomenon of soft or hard if ground is dealt with improperly, particularly under the eccentric load effect, differential settlement takes place very easily, causes the inclination of building; 2. two buildings make subsidiary stress stack in the ground at a distance of near excessively, and settlement of foundation strengthens and causes mutual inclination between building (or adjacent cells); 3. near construction and during dewatering existing building causes that adjacent house foundation dehydration is fixed, the building run-off the straight; 4. building center of gravity and the substrate centre of form very big situation about departing from occurs through regular meeting.At the building run-off the straight, can adopt suitable technical measures, make the ground generation sedimentation at the less position of sedimentation, thereby adjust the already present differential settlement of building, reaching new sedimentation equilibrium, thus the inclination of correction building.
Summary of the invention
Technical problem to be solved by this invention provides the method for correcting error of the good building of a kind of security performance.
The present invention bores lateral aperture by artificial or mechanical means under the basis of the less side of building settlement, under the top-out load action long-pending the reducing of gene load-bearing section and the subsidiary stress weight distribution takes place, subsidiary stress produces stress concentration effect in the soil, lateral aperture and surrounding soil generation elastic-plastic deformation make setting of ground and force building to reach back the purpose of inclining.
In engineering practice, bore a row, two rows, three rows, four round holes respectively, find that the subsidiary stress regularity of distribution has following:
(1) from substrate to the soil layer the first row of horizontal hole summit scope, subsidiary stress changes by two trend; The earth pillar in the hole dia scope of holing, down to the hole summit, subsidiary stress roughly presents linear decrease trend from substrate; Down to interface under this soil layer, subsidiary stress roughly is linear increment trend to earth pillar in the adjacent two hole scopes from substrate;
(2) arrive point at the bottom of the hole again along the hole summit to horizontal side wall point, subsidiary stress increases afterwards earlier and reduces, before boring, hole summit and end point subsidiary stress reduce, left and right horizontal sidewall point subsidiary stress obviously increases, size produces stress concentration effect for 2.2～2.4 times of preceding this position subsidiary stress of boring; The subsidiary stress maximum value is positioned at hole horizontal side wall point place in every row of horizontal hole, the subsidiary stress of the first round hole horizontal side wall point is bigger than the second round hole horizontal side wall point, and the variation of hole row number changes influence not quite to the subsidiary stress amplitude at identical hole sidewall point place;
(3) earth pillar between adjacent two holes is in hole diameter thickness range soil layer, subsidiary stress except change in very among a small circle in left and right horizontal sidewall point position big, less in other regional change of this soil layer, can will should be considered as the uniform stress field in subsidiary stress field, zone, size is consistent with the subsidiary stress of this soil layer mid point; Simplify the post midpoint subsidiary stress value that fetches earth and represent this stress field;
(4) put the soil layer of the scope between the summit, round hole on earth at the bottom of the top round hole, subsidiary stress also has two variation tendencies: in the round hole dia scope of top, put down to arranging earth pillar between two adjacent holes in the end at the bottom of hole, subsidiary stress roughly is linear increment trend; In top row's two adjacent hole earth pillar width ranges, from summit, the last hole of round on earth, the subsidiary stress trend that roughly tapers off;
(5) at the bottom of the round hole, the end point downwards, the subsidiary stress trend that also tapers off; When downwards roughly to the soil depth position of 3 times of hole diameter scopes, the subsidiary stress value at respective depth location point place before the subsidiary stress size is tending towards holing.
Settlement of foundation has following characteristics:
(1) in the foundation width scope, the native settling amount of same leveling course is all identical, has the layering characteristics;
(2) produce being limited in scope of settling amount owing to boring causes the increase of soil body subsidiary stress, influencing the degree of depth is downward 3 times of diameter degree of depth places, round hole, the end;
(3) big before than boring of the settlement of foundation after the boring, hole row number the more, settlement of foundation is corresponding just bigger.
(4) downward along foundation bed, settlement of foundation reduces gradually, and the settling amount of earth pillar also has the stratification characteristics between hole.
When adopting brill lateral aperture forced landing technology to carry out rectification, establish hole diameter, spacing, number, row's number and hole from the correction amount of the parameter influence grounds such as distance of substrate.
1, hole is from the influence of substrate distance to the correction amount
Table 1 is that two rounds, hole diameter are that 200mm, hole spacing are that 600mm, hole number are under 4 conditions, and each reference point is respectively correction amount under 30～80cm situation at hole from substrate distance.A is the end test point, and B is the middle part test point.
Each reference point of table 1 is at the correction value of different holes under the substrate distance situation
| Hole is from substrate distance | A(cm) | B(cm) |
| 30 | 44.2 | 45.7 |
| 40 | 41.4 | 42.7 |
| 50 | 40.2 | 41.5 |
| 60 | 39.0 | 40.3 |
| 70 | 36.6 | 37.8 |
| 80 | 33.0 | 34.0 |
When hole is 30cm from substrate distance, the correction value maximum of each reference point; Along with the increase of hole from substrate distance, the correction value reduces gradually.When hole was changed to 80cm from substrate distance from 30cm, A point correction value was reduced to 33.0mm from 44.2cm, and the amplitude of variation maximum reaches 33.9%; B point correction value is reduced to 34.0mm from 45.7mm, and the amplitude of variation minimum is 34.4%.Hole causes that from the change of substrate distance the effect of each reference point correction magnitude variations is apparent in view, and therefore, hole is an important parameter of control ground correction amount from substrate distance.In the actual engineering, bore position is controlled within the specific limits apart from the distance of substrate.This be because: hypertelorism, cause cutting depth to increase; In addition, the soil body may outwards cave under the upper load effect under the substrate, especially suffering the outside slump of the soil body under the back substrate of water logging bubble, may cause uncontrollable sedimentation.Hypotelorism, foundation soil attenuation under the substrate, the substrate counter-force changes excessive, and basic internal force is inhomogeneous, causes the basis that the sedimentation adjustment capability of foundation soil is descended.In addition, hole is from substrate distance also will consider whether the to suit operation of construction machinery.Comprehensive above factor, hole is taken as 500mm from substrate distance.
2, hole diameter is to the influence of ground correction amount
In the actual engineering, the size of hole diameter is determined that by drilling machine its scope is at 100～300mm, and therefore, the present invention decides according to the actual machine situation the size variation scope of hole diameter.Table 2 is that two rounds, hole are that 500mm, hole spacing hole diameter are that 600mm, hole number are under 4 conditions from substrate distance, and each reference point is respectively correction amount under 100～300mm situation in the hole diameter hole diameter.
The correction amount of each reference point of table 2 under different hole diameter situations
| Hole diameter | A(cm) | B(cm) |
| 100 | 32.4 | 33 |
| 120 | 36.6 | 37 |
| 150 | 39.5 | 40 |
| 200 | 41.6 | 42 |
| 250 | 43.7 | 44 |
| 300 | 47.8 | 48 |
3, the hole spacing is to the influence of ground correction amount
The hole spacing influences the change of stress concentration effect, therefore selects for use different hole spacing analyses to the influence of correction amount.Table 3 is that two rounds, hole are that 500mm, hole diameter are that 200mm, hole number are under 4 conditions from substrate distance, and each reference point is respectively correction value under 400～900mm situation in the hole spacing.
The correction amount of each reference point of table 3 under different hole spacer conditions
| The hole spacing | A(cm) | B(cm) |
| 400 | 48.6 | 50.0 |
| 500 | 44.4 | 45.7 |
| 600 | 42.3 | 43.5 |
| 700 | 39.8 | 40.9 |
| 800 | 35.1 | 36.1 |
| 900 | 29.6 | 30.5 |
4, the several influences to ground correction amount of hole row
Table 4 is that 500mm, hole diameter are that 200mm, hole spacing are under the 600mm condition for hole from substrate distance, and each reference point is correction value under 1～4 row's situation at hole row number m, and A point, B point, C point, D point, E point, F point be even layout in axial direction.
The correction amount of each reference point of table 4 under different m situations
According to a large amount of engineering practices, boring lateral aperture forced landing technical data selects as follows: hole row is several to be chosen according to the correction amount, for the correction amount less than 20cm, hole row number is 1 row, for the correction amount more than or equal to 20cm less than 30cm, hole row number is 2 rows, for the correction amount more than or equal to 30cm less than 40cm, hole row number is 3 rows, and greater than 40cm, hole row number is 4 rows for the correction amount.
Hole is from substrate distance H=500A
1B
1C
1D
1E
1, A
1For structure types is adjusted coefficient, B
1For building storey is adjusted coefficient, C
1For the correction amount is adjusted coefficient, D
1For the foundation soil type is adjusted coefficient, E
1For the ground water content is adjusted coefficient, the parameter adjustment coefficients by using table 5 of different situations.
Hole diameter D=200A
2B
2C
2D
2E
2, A
2For structure types is adjusted coefficient, B
2For building storey is adjusted coefficient, C
2For the correction amount is adjusted coefficient, D
2For the foundation soil type is adjusted coefficient, E
2For the ground water content is adjusted coefficient, the parameter adjustment coefficients by using table 5 of different situations.
Hole spacing L=600A
3B
3C
3D
3E
3, A
3For structure types is adjusted coefficient, B
3For building storey is adjusted coefficient, C
3For the correction amount is adjusted coefficient, D
3For the foundation soil type is adjusted coefficient, E
3For the ground water content is adjusted coefficient, the parameter adjustment coefficients by using table 5 of different situations.
The parameter adjustment coefficient of table 5 different situations
Correction amount control if the correction amount is excessive, be injected lime mortar boring lateral aperture in every day 20mm, lime mortar can produce expansion, plays the effect that suppresses foundation settlement.
Rectifying effect of the present invention is obvious, social benefit and remarkable in economical benefits.
The specific embodiment
Certain 6 layers of residential building is brick mix structure, and is L-shaped, and height 18m was built in 1985, and building area is 4800m
2, establish A, B, four unit of C, D, vertical wall bearing system, every layer of interlayer collar tie beam.Wherein A, B unit basis are the rubble strip foundation, buried depth 2.6m.C, D unit are reinforced concrete strip foundation, establish one deck basement, embedded depth of foundation 3.6m.Between D, C unit, be provided with Temperature Joint and foundation settlement seam.1999, this building A, B, C, the run-off the straight of D unit.2003, find the whole south dip 120mm of vertical wall, surpass the permissible value of national regulation 3 ‰ regulations, cross wall local dip even reach 11 ‰, this inclination causes the whole building center of gravity to produce very big skew, the aggravation of base pressure uneven distribution.Because soak in the part, foundation soil modulus of compressibility difference increases, cause building inclination to continue development again, for guaranteeing resident's life security in the residential building, must carry out the rectification stabilization works.
The present embodiment technical data is selected as follows: hole row is several to be chosen according to the correction amount, for the correction amount less than 20cm, hole row number is 1 row, for the correction amount more than or equal to 20cm less than 30cm, hole row number is 2 rows, for the correction amount more than or equal to 30cm less than 40cm, hole row number is 3 rows, greater than 40cm, hole row number is 4 rows for the correction amount.
Hole is from substrate distance H=500A
1B
1C
1D
1E
1, A
1For structure types is adjusted coefficient, B
1For building storey is adjusted coefficient, C
1For the correction amount is adjusted coefficient, D
1For the foundation soil type is adjusted coefficient, E
1For the ground water content is adjusted coefficient, the parameter adjustment coefficients by using table 5 of different situations.
Hole diameter D=200A
2B
2C
2D
2E
2, A
2For structure types is adjusted coefficient, B
2For building storey is adjusted coefficient, C
2For the correction amount is adjusted coefficient, D
2For the foundation soil type is adjusted coefficient, E
2For the ground water content is adjusted coefficient, the parameter adjustment coefficients by using table 5 of different situations.
Hole spacing L=600A
3B
3C
3D
3E
3, A
3For structure types is adjusted coefficient, B
3For building storey is adjusted coefficient, C
3For the correction amount is adjusted coefficient, D
3For the foundation soil type is adjusted coefficient, E
3For the ground water content is adjusted coefficient, the parameter adjustment coefficients by using table 5 of different situations.
Determine that according to above-mentioned situation hole row number is 3 rows, hole is 600mm from substrate distance, and hole diameter is 220mm, and the hole spacing is 650mm.
This project correction is from May, 2003, and complete 7 the end of month, and one deck resident moves back and moves in.Wall crazing does not take place in the correction completion, and the settlement observation result is more satisfactory.
Claims (2)
1. the method for correcting error of a building, it is characterized in that under the basis of the less side of building settlement, boring lateral aperture by artificial or mechanical means, under the top-out load action long-pending the reducing of gene load-bearing section and the subsidiary stress weight distribution takes place, subsidiary stress produces stress concentration effect in the soil, lateral aperture and surrounding soil generation elastic-plastic deformation make setting of ground and force building to reach back to incline purpose;
Boring lateral aperture forced landing technical data selects as follows: hole row is several to be chosen according to the correction amount, for the correction amount less than 20cm, hole row number is 1 row, for the correction amount more than or equal to 20cm less than 30cm, hole row number is 2 rows, for the correction amount more than or equal to 30cm less than 40cm, hole row number is 3 rows, greater than 40cm, hole row number is 4 rows for the correction amount;
Hole is from substrate distance H=500A
1B
1C
1D
1E
1, A
1For structure types is adjusted coefficient, B
1For building storey is adjusted coefficient, C
1For the correction amount is adjusted coefficient, D
1For the foundation soil type is adjusted coefficient, E
1For the ground water content is adjusted coefficient, the parameter adjustment coefficients by using table 5 of different situations;
Hole diameter D=200A
2B
2C
2D
2E
2, A
2For structure types is adjusted coefficient, B
2For building storey is adjusted coefficient, C
2For the correction amount is adjusted coefficient, D
2For the foundation soil type is adjusted coefficient, E
2For the ground water content is adjusted coefficient, the parameter adjustment coefficients by using table 5 of different situations;
Hole spacing L=600A
3B
3C
3D
3E
3, A
3For structure types is adjusted coefficient, B
3For building storey is adjusted coefficient, C
3For the correction amount is adjusted coefficient, D
3For the foundation soil type is adjusted coefficient, E
3For the ground water content is adjusted coefficient, the parameter adjustment coefficients by using table 5 of different situations.
The parameter adjustment coefficient of table 5 different situations
2. the method for correcting error of building according to claim 1 is characterized in that the control of correction amount in every day 20mm, if the correction amount is excessive, inject lime mortar boring lateral aperture, and lime mortar can produce expansion, plays the effect that suppresses foundation settlement.
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| CN201310188576.0A CN103290865B (en) | 2013-05-11 | 2013-05-11 | Building inclination rectifying method |
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|---|---|---|---|
| CN201310188576.0A CN103290865B (en) | 2013-05-11 | 2013-05-11 | Building inclination rectifying method |
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| CN103290865B CN103290865B (en) | 2015-04-15 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104763004A (en) * | 2014-01-02 | 2015-07-08 | 百盛联合建设集团有限公司 | Soil foundation building rectifying method |
| CN106320403A (en) * | 2016-09-20 | 2017-01-11 | 武汉理工大学 | Inclination rectification and reinforcement method for existing building |
| CN106522293A (en) * | 2016-11-29 | 2017-03-22 | 叶香雄 | Deviation rectifying method for building with raft foundation |
| CN106906855A (en) * | 2017-03-04 | 2017-06-30 | 叶长青 | Method for correcting error with raft foundation building |
| CN108867724A (en) * | 2018-09-20 | 2018-11-23 | 中铁西北科学研究院有限公司 | A kind of inclination correction method based on well shape tunnel boring extracting soil |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1271045A (en) * | 2000-03-03 | 2000-10-25 | 天津建岩岩土工程有限公司 | Inclined building correcting method |
| CN1439790A (en) * | 2002-11-25 | 2003-09-03 | 甘肃工业大学 | Sloping building correcting method and special tool thereof |
| CN102839825A (en) * | 2012-09-25 | 2012-12-26 | 天津建岩岩土工程有限公司 | Reverse rectifying method for building |
| CN102888864A (en) * | 2011-07-21 | 2013-01-23 | 唐业清 | Method for centralizing and strengthening obliquely damaged pontoon raft shallow-buried foundation building |
| JP2013040439A (en) * | 2011-08-11 | 2013-02-28 | Shinsei Kaihatsu:Kk | Bag body for lifting building and repair method for building using the bag body |
-
2013
- 2013-05-11 CN CN201310188576.0A patent/CN103290865B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1271045A (en) * | 2000-03-03 | 2000-10-25 | 天津建岩岩土工程有限公司 | Inclined building correcting method |
| CN1439790A (en) * | 2002-11-25 | 2003-09-03 | 甘肃工业大学 | Sloping building correcting method and special tool thereof |
| CN102888864A (en) * | 2011-07-21 | 2013-01-23 | 唐业清 | Method for centralizing and strengthening obliquely damaged pontoon raft shallow-buried foundation building |
| JP2013040439A (en) * | 2011-08-11 | 2013-02-28 | Shinsei Kaihatsu:Kk | Bag body for lifting building and repair method for building using the bag body |
| CN102839825A (en) * | 2012-09-25 | 2012-12-26 | 天津建岩岩土工程有限公司 | Reverse rectifying method for building |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104763004A (en) * | 2014-01-02 | 2015-07-08 | 百盛联合建设集团有限公司 | Soil foundation building rectifying method |
| CN104763004B (en) * | 2014-01-02 | 2016-10-05 | 百盛联合建设集团有限公司 | Soil base building method for correcting error |
| CN106320403A (en) * | 2016-09-20 | 2017-01-11 | 武汉理工大学 | Inclination rectification and reinforcement method for existing building |
| CN106522293A (en) * | 2016-11-29 | 2017-03-22 | 叶香雄 | Deviation rectifying method for building with raft foundation |
| CN108385742A (en) * | 2016-11-29 | 2018-08-10 | 叶香雄 | Deviation correcting technology with raft foundation building |
| CN106906855A (en) * | 2017-03-04 | 2017-06-30 | 叶长青 | Method for correcting error with raft foundation building |
| CN108286270A (en) * | 2017-03-04 | 2018-07-17 | 叶长青 | A kind of deviation rectification construction method with raft foundation building |
| CN108286271A (en) * | 2017-03-04 | 2018-07-17 | 叶长青 | Deviation rectification construction method with raft foundation building |
| CN108396795A (en) * | 2017-03-04 | 2018-08-14 | 叶长青 | The method for correcting error of building |
| CN106906855B (en) * | 2017-03-04 | 2018-09-18 | 叶长青 | Method for correcting error with raft foundation building |
| CN108286270B (en) * | 2017-03-04 | 2020-05-01 | 叶长青 | Deviation rectifying construction method for building with raft foundation |
| CN108867724A (en) * | 2018-09-20 | 2018-11-23 | 中铁西北科学研究院有限公司 | A kind of inclination correction method based on well shape tunnel boring extracting soil |
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Effective date of registration: 20191220 Address after: 314200 Building 2, Gaofeng Road, industrial park, Caoqiao street, Pinghu City, Jiaxing City, Zhejiang Province Patentee after: ZHEJIANG JIAYUAN HORTICULTURAL LANDSCAPE CO.,LTD. Address before: 313000 1-C, building 1, No. 656, Qixing Road, high tech Zone, Wuxing District, Huzhou City, Zhejiang Province Patentee before: Huzhou xinbeilian Network Technology Co.,Ltd. |
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