CN108505553A - 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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- CN108505553A CN108505553A CN201810347608.XA CN201810347608A CN108505553A CN 108505553 A CN108505553 A CN 108505553A CN 201810347608 A CN201810347608 A CN 201810347608A CN 108505553 A CN108505553 A CN 108505553A
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- cushion cap
- jacking
- concrete
- building
- bar shaped
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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
-
- 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)
- Paleontology (AREA)
- 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：(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；(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, more particularly to a kind of method for correcting error of strip footing brick-concrete building.
Background technology
Strip footing brick-concrete building will rectify a deviation after tilting, but construction risk is larger during rectifying a deviation.Tradition side
Method is to use single forced landing or jack-up construction method, and no matter the stress that generates is all very big in the construction of that method, it is necessary to right
Conventional method is adjusted.Since the load wall rigidity and intensity of brick mix structure want far short of what is expected relative to frame structure, force-landing
Or larger secondary stress is will produce during jack-up construction, and if do not reinforced to it, it is possible to structure can be caused to destroy,
Generate safety problem.Building force-lands or jack-up construction can generate concrete foundation larger secondary stress in the process, also right
Concrete bar shaped cushion cap may damage.
Invention content
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,
The forced landing amount or jacking amount of same lateral basis axis are identical, and 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：The painting of load wall is removed first, then the brick surface of load wall hangs rinforcement bar again,
A diameter of 14~the 16mm of rinforcement bar, rinforcement bar spacing are 350~400mm, and rinforcement bar welds anchor rib, anchor every 400~500mm
Gu a diameter of 14~16mm of muscle, the brick dust seam that anchor rib stretches 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, is planted
It is 400~450mm to enter reinforcing bar distribution spacing；Be implanted into reinforcing bar the specific steps are：It is drilled with preformed hole in concrete bar shaped cushion cap side,
Reserved hole depth is 300~350mm, a diameter of 27~34mm of preformed hole, 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 to widen and increase 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 concrete bar shaped cushion cap widens 200mm per side, and the concrete bar shaped cushion cap amount of increasing is 100mm；When
Forced landing amount or jacking amount are more than 30mm and are less than or equal to 50mm, and concrete bar shaped cushion cap widens 400mm, concrete bar shaped per side
The cushion cap amount of increasing is 200mm；When forced landing amount or jacking amount are more than 50mm and are less than or equal to 70mm, concrete bar shaped cushion cap is per side
Widen 600mm, the concrete bar shaped cushion cap amount of increasing is 300mm；When forced landing amount or jacking amount are more than 70mm, concrete bar shaped cushion cap
Widen 800mm per side, the concrete bar shaped cushion cap amount of increasing is 400mm.Rectangular cushion cap concrete strength uses C30 or more.
(4) building is jacked；
Structure foundation local products can be given birth to disturbance 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
After going out 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 more 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, and ground is returned to 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.
Description of the drawings
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 implementation mode
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,
The forced landing amount or jacking amount of same lateral basis axis are identical, and 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：The painting of load wall is removed first, then the brick surface of load wall hangs rinforcement bar again,
A diameter of 14~the 16mm of rinforcement bar, rinforcement bar spacing are 350~400mm, and rinforcement bar welds anchor rib, anchor every 400~500mm
Gu a diameter of 14~16mm of muscle, the brick dust seam that anchor rib stretches 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, is planted
It is 400~450mm to enter reinforcing bar distribution spacing；Be implanted into reinforcing bar the specific steps are：It is drilled with preformed hole in concrete bar shaped cushion cap side,
Reserved hole depth is 300~350mm, a diameter of 27~34mm of preformed hole, 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 to widen and increase 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 concrete bar shaped cushion cap widens 200mm per side, and the concrete bar shaped cushion cap amount of increasing is 100mm；When
Forced landing amount or jacking amount are more than 30mm and are less than or equal to 50mm, and concrete bar shaped cushion cap widens 400mm, concrete bar shaped per side
The cushion cap amount of increasing is 200mm；When forced landing amount or jacking amount are more than 50mm and are less than or equal to 70mm, concrete bar shaped cushion cap is per side
Widen 600mm, the concrete bar shaped cushion cap amount of increasing is 300mm；When forced landing amount or jacking amount are more than 70mm, concrete bar shaped cushion cap
Widen 800mm per side, 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
After going out 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 more 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, and ground is returned to 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 so that laterally basic axis is as operating unit, and on same lateral basis, the forced landing amount or jacking amount of axis are
Identical, forced landing amount or jacking amount are determined according to the average correction amount of every lateral basic axis；Every laterally basic
8~10 settlement observation points are arranged in axis, and average correction amount is determined according to the average value of 8-10 settlement observation point；
(2) load wall is reinforced；
Load wall reinforces step using as follows：The painting for removing load wall first, then hangs reinforcing on the brick surface of load wall
Muscle, a diameter of 14~16mm of rinforcement bar, rinforcement bar spacing are 350~400mm, and rinforcement bar is welded every 400~500mm and anchored
Muscle, a diameter of 14~16mm of anchor rib, the brick dust seam that anchor rib stretches into load wall are 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：Concrete bar shaped cushion cap side is implanted into reinforcing bar, and implantation bar diameter is 25~32mm, is implanted into steel
It is 400~450mm that muscle, which is distributed spacing,；Be implanted into reinforcing bar the specific steps are：It is drilled with preformed hole in concrete bar shaped cushion cap side, is reserved
Hole depth is 300~350mm, a diameter of 27~34mm of preformed hole, then reinforcing bar is inserted into preformed hole, between preformed hole and reinforcing bar
It is closed using high strength epoxy resin glue in gap；Concrete bar shaped cushion cap is reinforced after implantation reinforcement construction,
Concrete bar shaped cushion cap ruggedized construction uses rectangular cushion cap, rectangular cushion cap to widen and increase concrete bar shaped cushion cap, side
Concrete bar shaped cushion cap is wrapped in the inside by shape 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 for jacking supporting-point, takes 0.8 times of jack nominal operation load；It determines most
After few Jacking point quantity, it is configured Jacking point further according to building load deployment scenarios, Jacking point spacing is 0.8~1.5m,
When minimum 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, and ground is returned to 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 more 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 |
Applications Claiming Priority (2)
| 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 true CN108505553A (en) | 2018-09-07 |
| CN108505553B 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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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0913416A (en) * | 1995-06-27 | 1997-01-14 | Daito Kogyo Kk | Correcting method for sunk building |
| CN1725258A (en) * | 2005-07-12 | 2006-01-25 | 范晓征 | Intercom remote control device with identity code function |
| CN101994325A (en) * | 2010-12-22 | 2011-03-30 | 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 |
| CN105625742A (en) * | 2016-02-17 | 2016-06-01 | 朱奎 | Brick wall reinforcing structure |
| CN106320403A (en) * | 2016-09-20 | 2017-01-11 | 武汉理工大学 | Inclination rectification and reinforcement method for existing building |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3455861B2 (en) * | 1995-03-03 | 2003-10-14 | 清水建設株式会社 | Foundation structure and foundation construction method |
| 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 |
| 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 |
| 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 |
-
2017
- 2017-01-21 CN CN201810347651.6A patent/CN108532655B/en active Active
- 2017-01-21 CN CN201710072383.7A patent/CN106836323B/en not_active Expired - Fee Related
- 2017-01-21 CN CN201810347608.XA patent/CN108505553B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0913416A (en) * | 1995-06-27 | 1997-01-14 | Daito Kogyo Kk | Correcting method for sunk building |
| CN1725258A (en) * | 2005-07-12 | 2006-01-25 | 范晓征 | Intercom remote control device with identity code function |
| CN101994325A (en) * | 2010-12-22 | 2011-03-30 | 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 |
| CN105625742A (en) * | 2016-02-17 | 2016-06-01 | 朱奎 | Brick wall reinforcing structure |
| CN106320403A (en) * | 2016-09-20 | 2017-01-11 | 武汉理工大学 | Inclination rectification and reinforcement method for existing building |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108532655A (en) | 2018-09-14 |
| CN108505553B (en) | 2019-12-03 |
| CN106836323A (en) | 2017-06-13 |
| CN108532655B (en) | 2019-11-29 |
| CN106836323B (en) | 2018-09-18 |
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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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