CN104763162A - Counter-jacking repairing scheme for loaded offset concrete filled steel tube column - Google Patents
Counter-jacking repairing scheme for loaded offset concrete filled steel tube column Download PDFInfo
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- CN104763162A CN104763162A CN201410856562.6A CN201410856562A CN104763162A CN 104763162 A CN104763162 A CN 104763162A CN 201410856562 A CN201410856562 A CN 201410856562A CN 104763162 A CN104763162 A CN 104763162A
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Abstract
The invention discloses a counter-jacking repairing scheme for a loaded offset concrete filled steel tube column and relates to the field of building repairing. The counter-jacking repairing scheme for the loaded offset concrete filled steel tube column includes steps that (1) analyzing to confirm pre-loading counterforce and loading stages; (2) preparing for repairing; (3) applying jacking pre-stress stage by stage; (4) removing an original steel column; (5) mounting a new steel column; (6) detecting the repaired steel column; (7) removing the pre-stress stage by stage to remove temporary supports; (8) repeating the steps 3 to 7 to repair the other steel columns. After the temporary supports in the counter-jacking repairing scheme for the loaded offset concrete filled steel tube column apply pre-stress, the original steel column bears very small axial force, in the controllable range, the analysis proves that the construction stress change can be ignored, the maximum displacement change amount is 0.28 millimeters before and after construction, and therefore, the displacement change amount can be ignored; the stress and displacement change in the steel column change process and before and after change can be ignored, and the whole counter-jacking repairing process is safe and reliable.
Description
Technical field
The present invention relates to building maintenance field, more particularly, the present invention relates to that a kind of off normal steel core concrete column carried is counter pushes up recovery scenario.
Background technology
There is off normal phenomenon for various reasons sometimes in the steel core concrete column in building, the engineering pipe column of the maintenance of this programme discussion is circular hollow section, pipe diameter is 800mm, wall thickness 35mm, from basement, one through to L3 floor face, wherein under ground portion is provided with shear stud, external wrapping concrete; L1 layer is steel core concrete column above.Between L1 layer to L3 layer, tubular pillar length is 12.6m, and in L1 and L3 layer plane, concrete-filled steel tubular column is connected with concrete beam, without lateral support between L1 layer and L3 layer.
The existing recovery scenario to steel core concrete column removes the way of off normal post after often directly taking to repair new post, easily cause new post unbalance stress, cause cracking, cause potential safety hazard, and the major accident such as building collapse when sometimes even causing construction.
Summary of the invention
Problem to be solved by this invention is to provide a kind of anti-top recovery scenario of the off normal steel core concrete column carried.
To achieve these goals, the technical scheme that the present invention takes is: 1, steel core concrete column off normal is counter pushes up recovery scenario, it is characterized in that, comprises the steps:
(1) analyze and determine the anti-power of top of pre-add and load classification: before anti-top, MIDAS structure analysis software need be adopted to calculate the anti-power of top of jack according to design conditions and construction operating mode, the malformation loaded in classification and repair process.
(2) repair and prepare: install and instead push up temporary support, lay jack, setting pressure, Displacement monitor system;
(3) classification applies jacking prestressing force: at each fulcrum of off normal steel column, jack classification is synchronously applied jacking prestressing force to respective value, be divided into Pyatyi, every grade 20%;
(4) original steel column is removed: remove offset segment steel column, the wind weldering of off normal shell of column 8.3m to 12.5m place is separated along steel pipe column transverse cuts, then progressively by the vertically burst excision of the steel pipe of offset segment, concrete coring machine is adopted to reject the annular concrete of periphery again, eliminating thickness is 100mm to 150mm, finally knocks out inner concrete;
(5) new steel column is installed: rejected by the steel pipe inner annular concrete of being close within the scope of about 300mm ~ 500mm below off normal steel column cut surface, eliminating thickness is 100mm to 150mm, and adopt wind to weld the clean-out opening of steel pipe column side bottom cutting 2 ~ 4 diameter 30mm, after concrete is rejected, clean with clear water, then assembling and disassembling section steel column, grouting in post;
(6) detect the steel column after repairing: after slip casting, carry out natural curing 3 to 5 days, then steel column weld joint ultrasonic detection detection is carried out to steel column, and adopt test cube in the same condition to detect filling intensity;
(7) step by step removal prestressing force to remove temporary support: detect qualified after, classification off-load jack, after off-load, remove temporary support;
(8) step 3 ~ 7 are repeated to repair other steel columns.
Beneficial effect: after the anti-temporary support Shi Hanzhang pushed up in recovery scenario of this steel core concrete column off normal, raw steel post is very little by axle power, within controlled range, the prestress value suitable size of applying.Before construction and after construction, north side steel column is stressed from 6244.1KN to 6241.1KN, southern side steel column is stressed from 5486KN to 5489.4KN, and variable quantity is-3KN and+3.4KN, rate of change-0.048% and-0.06%, substantially do not change, construction stress change is negligible.Move forward and backward variable quantity in construction and be 0.28mm to the maximum, displacement variable is almost negligible.In general, steel column replacement process is with replacement front and back are stressed and change in displacement is almost negligible, and whole anti-top repair process is safe and reliable.
Claims (7)
1. the steel core concrete column off normal carried is counter pushes up a recovery scenario, it is characterized in that, comprises the steps:
(1) analyze and determine the anti-power of top of pre-add and load classification: before anti-top, MIDAS structure analysis software need be adopted to calculate the anti-power of top of jack according to design conditions and construction operating mode, the malformation loaded in classification and repair process.
(2) repair and prepare: install and instead push up temporary support, lay jack, setting pressure, Displacement monitor system;
(3) classification applies jacking prestressing force: at each fulcrum of off normal steel column, jack classification is synchronously applied jacking prestressing force to respective value, be divided into Pyatyi, every grade 20%;
(4) original steel column is removed: remove offset segment steel column, the wind weldering of off normal shell of column 8.3m to 12.5m place is separated along steel pipe column transverse cuts, then progressively by the vertically burst excision of the steel pipe of offset segment, concrete coring machine is adopted to reject the annular concrete of periphery again, eliminating thickness is 100mm to 150mm, finally knocks out inner concrete;
(5) new steel column is installed: rejected by the steel pipe inner annular concrete of being close within the scope of about 300mm ~ 500mm below off normal steel column cut surface, eliminating thickness is 100mm to 150mm, and adopt wind to weld the clean-out opening of steel pipe column side bottom cutting 2 ~ 4 diameter 30mm, after concrete is rejected, clean with clear water, then assembling and disassembling section steel column, grouting in post;
(6) detect the steel column after repairing: after slip casting, carry out natural curing 3 to 5 days, then steel column weld joint ultrasonic detection detection is carried out to steel column, and adopt test cube in the same condition to detect filling intensity;
(7) step by step removal prestressing force to remove temporary support: detect qualified after, classification off-load jack, after off-load, remove temporary support;
(8) step 3 ~ 7 are repeated to repair other steel columns.
2. push up recovery scenario according to a kind of off normal steel core concrete column carried according to claim 1 is counter, it is characterized in that: when the analysis prestressing force in described step (1) and malformation, should consider each construction operating mode in the structure stress operating mode of former row and repair process, acquired results is in order to contrast with the monitored data in actual repair process.
3. push up recovery scenario according to a kind of off normal steel core concrete column carried according to claim 1 is counter, it is characterized in that: the making height of the anti-top temporary support in described step (2) is no more than 100mm, in order to regulate and jack with at the bottom of the actual jack clear height sum distance Vierendeel girder selected.
4. push up recovery scenario according to a kind of off normal steel core concrete column carried according to claim 1 is counter, it is characterized in that: in described step (2), every root post is by analyzing required prestressing force 1.5 times of buying jack, and in the program, every root post has selected 2 500 tons, 1 400 tons and t3 platform 250 tons of outfit jack.
5. push up recovery scenario according to a kind of off normal steel core concrete column carried according to claim 1 is counter, it is characterized in that: in described step (3) ~ (7), every platform jack is equipped with an electric oil pump, in order to keep prestressing force in hierarchical loading, unloading and repair process, and before construction, electric oil pump and supporting oil pressure gauge are demarcated.
6. push up recovery scenario according to a kind of off normal steel core concrete column carried according to claim 1 is counter, it is characterized in that: in the jack loading in described step (3) ~ (7), unloading and repair process, need adopt displacement transducer (dial gage), total powerstation carrys out monitoring of structures distortion and analyze the difference of be out of shape, thus can structural safety in confirmation repair process and follow-up reparation step proceed.
7. push up recovery scenario according to a kind of off normal steel core concrete column carried according to claim 1 is counter, it is characterized in that: in described step (5), adopt the high-strength castable of HPG ungauged regions self-compaction cement based to carry out slip casting reparation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410856562.6A CN104763162A (en) | 2014-12-29 | 2014-12-29 | Counter-jacking repairing scheme for loaded offset concrete filled steel tube column |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410856562.6A CN104763162A (en) | 2014-12-29 | 2014-12-29 | Counter-jacking repairing scheme for loaded offset concrete filled steel tube column |
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| CN104763162A true CN104763162A (en) | 2015-07-08 |
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| CN201410856562.6A Pending CN104763162A (en) | 2014-12-29 | 2014-12-29 | Counter-jacking repairing scheme for loaded offset concrete filled steel tube column |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110067260A (en) * | 2019-04-11 | 2019-07-30 | 牛斌 | Sheltered reverse excavation station steel pipe column tilts processing method |
| CN111879393A (en) * | 2020-07-29 | 2020-11-03 | 梧州学院 | Method and system for repairing weighing sensor |
| CN112554599A (en) * | 2020-12-08 | 2021-03-26 | 上海宝冶集团有限公司 | Correction method for error occurrence of recheck after installation of steel pipe column by reverse construction method |
| CN112709220A (en) * | 2020-12-24 | 2021-04-27 | 上海建工四建集团有限公司 | Deviation rectifying method for steel pipe column deviation by reverse construction method |
| CN113216675A (en) * | 2021-03-24 | 2021-08-06 | 陕西省建筑科学研究院有限公司 | Method for shifting support rod and cable clamp in cable structure |
| CN113356080A (en) * | 2021-07-10 | 2021-09-07 | 江苏百崮钢结构工程有限公司 | Middle transverse horizontal reverse jacking device for main tie beam of steel arch bridge |
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| US5012622A (en) * | 1985-03-05 | 1991-05-07 | Shimizu Construction Co., Ltd. | Structural filler filled steel tube column |
| CN102505866A (en) * | 2011-11-18 | 2012-06-20 | 广州华特建筑结构设计事务所 | Displacement method of defective concrete of column body |
| CN102704682A (en) * | 2012-07-05 | 2012-10-03 | 中国海诚工程科技股份有限公司 | Rectification processing method of steel pipe column or steel pipe concrete column |
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2014
- 2014-12-29 CN CN201410856562.6A patent/CN104763162A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5012622A (en) * | 1985-03-05 | 1991-05-07 | Shimizu Construction Co., Ltd. | Structural filler filled steel tube column |
| CN102505866A (en) * | 2011-11-18 | 2012-06-20 | 广州华特建筑结构设计事务所 | Displacement method of defective concrete of column body |
| CN102704682A (en) * | 2012-07-05 | 2012-10-03 | 中国海诚工程科技股份有限公司 | Rectification processing method of steel pipe column or steel pipe concrete column |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110067260A (en) * | 2019-04-11 | 2019-07-30 | 牛斌 | Sheltered reverse excavation station steel pipe column tilts processing method |
| CN110067260B (en) * | 2019-04-11 | 2021-04-20 | 北京城建设计发展集团股份有限公司 | Method for treating inclination of station steel pipe column by cover-excavation top-down method |
| CN111879393A (en) * | 2020-07-29 | 2020-11-03 | 梧州学院 | Method and system for repairing weighing sensor |
| CN111879393B (en) * | 2020-07-29 | 2022-05-31 | 梧州学院 | Method and system for repairing weighing sensor |
| CN112554599A (en) * | 2020-12-08 | 2021-03-26 | 上海宝冶集团有限公司 | Correction method for error occurrence of recheck after installation of steel pipe column by reverse construction method |
| CN112709220A (en) * | 2020-12-24 | 2021-04-27 | 上海建工四建集团有限公司 | Deviation rectifying method for steel pipe column deviation by reverse construction method |
| CN112709220B (en) * | 2020-12-24 | 2023-02-14 | 上海建工四建集团有限公司 | Deviation rectifying method for steel pipe column deviation by reverse construction method |
| CN113216675A (en) * | 2021-03-24 | 2021-08-06 | 陕西省建筑科学研究院有限公司 | Method for shifting support rod and cable clamp in cable structure |
| CN113216675B (en) * | 2021-03-24 | 2023-02-10 | 陕西省建筑科学研究院有限公司 | Method for shifting stay bar and cable clamp in cable structure |
| CN113356080A (en) * | 2021-07-10 | 2021-09-07 | 江苏百崮钢结构工程有限公司 | Middle transverse horizontal reverse jacking device for main tie beam of steel arch bridge |
| CN113356080B (en) * | 2021-07-10 | 2022-09-20 | 江苏百崮钢结构工程有限公司 | Middle transverse horizontal reverse jacking device for main tie beam of steel arch bridge |
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