CN108505553B - The method for correcting error of strip footing brick-concrete building - Google Patents
The method for correcting error of strip footing brick-concrete building Download PDFInfo
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- CN108505553B CN108505553B CN201810347608.XA CN201810347608A CN108505553B CN 108505553 B CN108505553 B CN 108505553B CN 201810347608 A CN201810347608 A CN 201810347608A CN 108505553 B CN108505553 B CN 108505553B
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- cushion cap
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
- E02D35/005—Lowering or lifting of foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Foundations (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of method for correcting error of strip footing brick-concrete building, it is characterized in that construction procedure includes: that (1) determines forced landing area and jacking area；The center of gravity that building is calculated according to load assignment situation divides forced landing area and jacking area after determining the center of gravity of building；(2) load wall is reinforced；(3) concrete bar shaped cushion cap is reinforced；(4) building is jacked；(5) it force-lands to building；Structure of the invention performance is good, securely and reliably.
Description
Technical field
The present invention relates to a kind of method for correcting error, in particular to a kind of method for correcting error of strip footing brick-concrete building.
Background technique
It to rectify a deviation after the inclination of strip footing brick-concrete building, but construction risk is larger during rectifying a deviation.Tradition side
Method is using single forced landing or jack-up construction method, and the stress no matter generated in the construction of that method is all very big, it is necessary to right
Conventional method is adjusted.Since the load wall stiffness and strength of brick mix structure want far short of what is expected relative to frame structure, force-landing
Or biggish secondary stress can be generated during jack-up construction, and if do not reinforced to it, it is possible to it will cause structure destruction,
Generate safety problem.Biggish secondary stress can be generated during building forced landing or jack-up construction to concrete foundation, it is also right
Concrete bar shaped cushion cap may cause destruction.
Summary of the invention
The present invention is to provide a kind of method for correcting error of strip footing brick-concrete building, solves the problems, such as Deviation Correction Construction safety.
Construction procedure of the present invention includes:
(1) forced landing area and jacking area are determined；
The center of gravity that building is calculated according to load assignment situation divides forced landing area and jacking after determining the center of gravity of building
Area；Forced landing or jack-up construction are using laterally basic axis as operating unit, and laterally basis axis refers to short side basis axis, In
The forced landing amount or jacking amount of same lateral basis axis be it is identical, forced landing amount or jacking amount are according to every lateral basic axis
Average correction amount determine；8~10 settlement observation points are arranged in every lateral basic axis, according to 8-10 settlement observation
The average value of point determines average correction amount.
(2) load wall is reinforced；
Step is reinforced using as follows: removing the painting of load wall first, then the brick surface of load wall hangs rinforcement bar again,
Rinforcement bar diameter is 14~16mm, and rinforcement bar spacing is 350~400mm, and rinforcement bar welds anchor rib, anchor every 400~500mm
Gu muscle diameter is 14~16mm, the brick dust seam that anchor rib protrudes into load wall is anchored；Rinforcement bar is carried out after anchoring pre-
Stress tension；Rinforcement bar after prestressed stretch-draw becomes fold-line-shaped；Adjacent rinforcement bar is fixed with fixing muscle.
(3) concrete bar shaped cushion cap is reinforced；
Strengthening of foundation is using as follows: concrete bar shaped cushion cap side is implanted into reinforcing bar, and implantation bar diameter is 25~32mm, plants
Entering reinforcing bar distribution spacing is 400~450mm；It is implanted into reinforcing bar specific steps are as follows: it is drilled with preformed hole in concrete bar shaped cushion cap side,
Reserved hole depth is 300~350mm, and reserving bore dia is 27~34mm, is then inserted into reinforcing bar, preformed hole and reinforcing bar in preformed hole
Between gap closed using high strength epoxy resin glue；Concrete bar shaped cushion cap is added after implantation reinforcement construction
Gu concrete bar shaped cushion cap ruggedized construction uses rectangular cushion cap, rectangular cushion cap is widened and is increased to concrete bar shaped cushion cap,
Concrete bar shaped cushion cap is wrapped in the inside by rectangular cushion cap, and Widening is determined according to forced landing amount or jacking amount, when forced landing amount or top
Rising amount is less than or equal to 30mm, and 200mm is widened on the every side of concrete bar shaped cushion cap, and the concrete bar shaped cushion cap amount of increasing is 100mm；When
Forced landing amount or jacking amount are greater than 30mm and are less than or equal to 50mm, and 400mm, concrete bar shaped are widened in the every side of concrete bar shaped cushion cap
The cushion cap amount of increasing is 200mm；When forced landing amount or jacking amount are greater than 50mm and are less than or equal to 70mm, the every side of concrete bar shaped cushion cap
Widen 600mm, the concrete bar shaped cushion cap amount of increasing is 300mm；When forced landing amount or jacking amount are greater than 70mm, concrete bar shaped cushion cap
800mm is widened on every side, and the concrete bar shaped cushion cap amount of increasing is 400mm.Rectangular cushion cap concrete strength uses C30 or more.
(4) building is jacked；
It raw on structure foundation local products can disturb to influence to jack effect when due to force-landing on building, thus it is first right
Building is jacked, and is then force-landed again to building.
Minimum Jacking point quantity determines according to the following formula: n=kP/N, n are Jacking point quantity；K is safety coefficient, and value is
1.5；P is top total load head；N is the design load for jacking supporting-point, takes 0.8 times of jack nominal operation load.It determines
Out after minimum Jacking point quantity, Jacking point is configured further according to building load deployment scenarios, Jacking point spacing is 0.8~
1.5m increases Jacking point quantity when minimum Jacking point quantity is not enough arranged.Jacking point arrangement will avoid door-window opening, work as door
Increase concrete lintel when window hole width is greater than 1.2m, below door-window opening to be reinforced.
(5) it force-lands to building；
From vertical drilling at concrete bar shaped cushion cap edge 200mm, drilling depth is 20~30m, bore diameter is 150~
200mm.Drilling rod is connected with high-pressure rubber pipe with high-pressure pump, clear water is conveyed into hole by high-pressure pump.Clear water is from sprayer body
Sprayed in the form of high-pressure water jet in nozzle, cutting damage effect formed to foundation soil, high-pressure water pressure control 1.5~
2.5MPa, flow control is in 40~45L/min.The foundation soil cut mixes together with water, returns to ground after forming mud.Through
After high pressure jer cutting, a mud column is just formd under basis.
Structure of the invention performance is good, securely and reliably.
Detailed description of the invention
Fig. 1 is that load wall reinforces schematic diagram, and Fig. 2 is that concrete bar shaped cushion cap reinforces schematic diagram.
In each attached drawing: 1, rinforcement bar, 2, the rinforcement bar after prestressed stretch-draw, 3, fixing muscle, 4, implantation reinforcing bar, 5, rectangular hold
Platform, 6, concrete bar shaped cushion cap.
Specific embodiment
The present embodiment construction procedure includes:
(1) forced landing area and jacking area are determined；
The center of gravity that building is calculated according to load assignment situation divides forced landing area and jacking after determining the center of gravity of building
Area；Forced landing or jack-up construction are using laterally basic axis as operating unit, and laterally basis axis refers to short side basis axis, In
The forced landing amount or jacking amount of same lateral basis axis be it is identical, forced landing amount or jacking amount are according to every lateral basic axis
Average correction amount determine；8~10 settlement observation points are arranged in every lateral basic axis, according to 8-10 settlement observation
The average value of point determines average correction amount.
(2) load wall is reinforced；
Step is reinforced using as follows: removing the painting of load wall first, then the brick surface of load wall hangs rinforcement bar again,
Rinforcement bar diameter is 14~16mm, and rinforcement bar spacing is 350~400mm, and rinforcement bar welds anchor rib, anchor every 400~500mm
Gu muscle diameter is 14~16mm, the brick dust seam that anchor rib protrudes into load wall is anchored；Rinforcement bar is carried out after anchoring pre-
Stress tension；Rinforcement bar after prestressed stretch-draw becomes fold-line-shaped；Adjacent rinforcement bar is fixed with fixing muscle.
(3) concrete bar shaped cushion cap is reinforced；
Strengthening of foundation is using as follows: concrete bar shaped cushion cap side is implanted into reinforcing bar, and implantation bar diameter is 25~32mm, plants
Entering reinforcing bar distribution spacing is 400~450mm；It is implanted into reinforcing bar specific steps are as follows: it is drilled with preformed hole in concrete bar shaped cushion cap side,
Reserved hole depth is 300~350mm, and reserving bore dia is 27~34mm, is then inserted into reinforcing bar, preformed hole and reinforcing bar in preformed hole
Between gap closed using high strength epoxy resin glue；Concrete bar shaped cushion cap is added after implantation reinforcement construction
Gu concrete bar shaped cushion cap ruggedized construction uses rectangular cushion cap, rectangular cushion cap is widened and is increased to concrete bar shaped cushion cap,
Concrete bar shaped cushion cap is wrapped in the inside by rectangular cushion cap, and Widening is determined according to forced landing amount or jacking amount, when forced landing amount or top
Rising amount is less than or equal to 30mm, and 200mm is widened on the every side of concrete bar shaped cushion cap, and the concrete bar shaped cushion cap amount of increasing is 100mm；When
Forced landing amount or jacking amount are greater than 30mm and are less than or equal to 50mm, and 400mm, concrete bar shaped are widened in the every side of concrete bar shaped cushion cap
The cushion cap amount of increasing is 200mm；When forced landing amount or jacking amount are greater than 50mm and are less than or equal to 70mm, the every side of concrete bar shaped cushion cap
Widen 600mm, the concrete bar shaped cushion cap amount of increasing is 300mm；When forced landing amount or jacking amount are greater than 70mm, concrete bar shaped cushion cap
800mm is widened on every side, and the concrete bar shaped cushion cap amount of increasing is 400mm.Here the concrete bar shaped cushion cap amount of increasing is exactly in attached drawing
Dash area height.Rectangular cushion cap concrete strength uses C30 or more.
(4) building is jacked；
Minimum Jacking point quantity determines according to the following formula: n=kP/N, n are Jacking point quantity；K is safety coefficient, and value is
1.5；P is top total load head；N is the design load for jacking supporting-point, takes 0.8 times of jack nominal operation load.It determines
Out after minimum Jacking point quantity, Jacking point is configured further according to building load deployment scenarios, Jacking point spacing is 0.8~
1.5m increases Jacking point quantity when minimum Jacking point quantity is not enough arranged.Jacking point arrangement will avoid door-window opening, work as door
Increase concrete lintel when window hole width is greater than 1.2m, below door-window opening to be reinforced.
(5) it force-lands to building；
From vertical drilling at concrete bar shaped cushion cap edge 200mm, drilling depth is 20~30m, bore diameter is 150~
200mm.Drilling rod is connected with high-pressure rubber pipe with high-pressure pump, clear water is conveyed into hole by high-pressure pump.Clear water is from sprayer body
Sprayed in the form of high-pressure water jet in nozzle, cutting damage effect formed to foundation soil, high-pressure water pressure control 1.5~
2.5MPa, flow control is in 40~45L/min.The foundation soil cut mixes together with water, returns to ground after forming mud.Through
After high pressure jer cutting, a mud column is just formd under basis.
Claims (1)
1. a kind of method for correcting error of strip footing brick-concrete building, it is characterized in that construction procedure includes:
(1) forced landing area and jacking area are determined；
The center of gravity that building is calculated according to load assignment situation divides forced landing area and jacking area after determining the center of gravity of building；Compel
Drop or jack-up construction are using laterally basic axis as operating unit, and laterally basis axis refers to short side basis axis, identical cross
Be to the forced landing amount or jacking amount of basic axis it is identical, forced landing amount or jacking amount be according to every laterally basic axis be averaged
Correction amount determines；Every laterally basic axis 8~10 settlement observation points are set, according to putting down for 8-10 settlement observation point
Mean value determines average correction amount；
(2) load wall is reinforced；
Load wall reinforces step using as follows: removing the rendering layer of load wall first, then hangs and add on the brick surface of load wall
Gu muscle, rinforcement bar diameter is 14~16mm, and rinforcement bar spacing is 350~400mm, and rinforcement bar is welded every 400~500mm and anchored
Muscle, anchor rib diameter are 14~16mm, and the brick dust seam that anchor rib protrudes into load wall is anchored；After anchoring to rinforcement bar into
Row prestressed stretch-draw；Rinforcement bar after prestressed stretch-draw becomes fold-line-shaped；Adjacent rinforcement bar is fixed with fixing muscle；
(3) concrete bar shaped cushion cap is reinforced；
Strengthening of foundation is using as follows: in concrete bar shaped cushion cap side, implantation reinforcing bar is set, implantation bar diameter is 25~32mm,
Being implanted into reinforcing bar distribution spacing is 400~450mm；It is implanted into reinforcing bar specific steps are as follows: be drilled in concrete bar shaped cushion cap side reserved
Hole, reserve hole depth be 300~350mm, reserve bore dia be 27~34mm, then preformed hole be inserted into reinforcing bar, preformed hole and
Gap is closed using high strength epoxy resin glue between reinforcing bar；Be implanted into reinforcement construction after to concrete bar shaped cushion cap into
Row reinforce, concrete bar shaped cushion cap ruggedized construction use rectangular cushion cap, rectangular cushion cap concrete bar shaped cushion cap is widened and
Increase, concrete bar shaped cushion cap is wrapped in the inside by rectangular cushion cap, and rectangular cushion cap concrete strength uses C30 or more；
(4) building is jacked；
Minimum Jacking point quantity determines according to the following formula: n=kP/N, n are Jacking point quantity；K is safety coefficient, value 1.5；
P is top total load head；N is the design load of Jacking point, takes 0.8 times of jack nominal operation load；It determines at least to push up
After rising point quantity, it is configured Jacking point further according to building load deployment scenarios, Jacking point spacing is 0.8~1.5m, when most
When few Jacking point quantity is not enough arranged, increase Jacking point quantity；
(5) it force-lands to building；
From vertical drilling at concrete bar shaped cushion cap edge 200mm, drilling depth is 20~30m, bore diameter is 150~
200mm；Drilling rod is connected with high-pressure rubber pipe with high-pressure pump, clear water is conveyed into hole by high-pressure pump；Clear water is from sprayer body
Sprayed in the form of high-pressure water jet in nozzle, cutting damage effect formed to foundation soil, high-pressure water pressure control 1.5~
2.5MPa, flow control is in 40~45L/min；The foundation soil cut mixes together with water, returns to ground after forming mud；Through
After high pressure jer cutting, a mud column is just formd under basis；
Jacking point arrangement will avoid door-window opening, when door-window opening width is greater than 1.2m, increase concrete below door-window opening
Lintel is reinforced.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810347608.XA CN108505553B (en) | 2017-01-21 | 2017-01-21 | The method for correcting error of strip footing brick-concrete building |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810347608.XA CN108505553B (en) | 2017-01-21 | 2017-01-21 | The method for correcting error of strip footing brick-concrete building |
| CN201710072383.7A CN106836323B (en) | 2017-01-21 | 2017-01-21 | The deviation rectification construction method of strip footing brick-concrete building |
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| CN201710072383.7A Division CN106836323B (en) | 2017-01-21 | 2017-01-21 | The deviation rectification construction method of strip footing brick-concrete building |
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| CN108505553A CN108505553A (en) | 2018-09-07 |
| CN108505553B true CN108505553B (en) | 2019-12-03 |
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| CN201810347651.6A Active CN108532655B (en) | 2017-01-21 | 2017-01-21 | The deviation rectification construction method of brick-concrete building |
| CN201710072383.7A Expired - Fee Related CN106836323B (en) | 2017-01-21 | 2017-01-21 | The deviation rectification construction method of strip footing brick-concrete building |
| CN201810347608.XA Active CN108505553B (en) | 2017-01-21 | 2017-01-21 | The method for correcting error of strip footing brick-concrete building |
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| CN201810347651.6A Active CN108532655B (en) | 2017-01-21 | 2017-01-21 | The deviation rectification construction method of brick-concrete building |
| CN201710072383.7A Expired - Fee Related CN106836323B (en) | 2017-01-21 | 2017-01-21 | The deviation rectification construction method of strip footing brick-concrete building |
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| JP3455861B2 (en) * | 1995-03-03 | 2003-10-14 | 清水建設株式会社 | Foundation structure and foundation construction method |
| JPH0913416A (en) * | 1995-06-27 | 1997-01-14 | Daito Kogyo Kk | Correcting method for sunk building |
| CN1099515C (en) * | 1998-07-16 | 2003-01-22 | 赵启 | Integral building-translating equipment and method |
| JP3804063B2 (en) * | 2001-10-15 | 2006-08-02 | 株式会社佐藤住建 | Reinforcement structure and reinforcement method of foundation structure in building |
| CN100386781C (en) * | 2005-07-12 | 2008-05-07 | 范晓征 | Intercom remote control device with identity code function |
| CN101725258B (en) * | 2008-10-30 | 2012-09-19 | 上海天演建筑物移位工程有限公司 | Integral jacking method of heritage buildings |
| CN101691765B (en) * | 2009-09-21 | 2011-01-26 | 唐业清 | Double-ash well pole stress relief coordination and rectification method for complex foundation |
| CN101994325B (en) * | 2010-12-22 | 2012-11-28 | 建研地基基础工程有限责任公司 | Reinforced foundation and method for improving bending and shearing resistance of existing building rigid foundation |
| CN107165436B (en) * | 2016-02-17 | 2020-01-07 | 朱奎 | Brick wall reinforcing structure |
| CN106120811A (en) * | 2016-08-24 | 2016-11-16 | 中天建设集团有限公司天津分公司 | A kind of foundation ditch periphery distortion preventing and deviation rectification construction method |
| CN106320403A (en) * | 2016-09-20 | 2017-01-11 | 武汉理工大学 | Inclination rectification and reinforcement method for existing building |
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Also Published As
| Publication number | Publication date |
|---|---|
| CN106836323B (en) | 2018-09-18 |
| CN108505553A (en) | 2018-09-07 |
| CN108532655A (en) | 2018-09-14 |
| CN106836323A (en) | 2017-06-13 |
| CN108532655B (en) | 2019-11-29 |
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Effective date of registration: 20230524 Address after: Room 410, 4th Floor, No. 31 Tiyuan Road, Yuhua District, Changsha City, Hunan Province, 410000 Patentee after: Hunan Chuangming Architectural Design Consulting Co.,Ltd. Address before: 325000 Jinchuan Road, Tianhe street, Wenzhou economic and Technological Development Zone, Zhejiang, 4 Patentee before: Ye Changqing |
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