CN101787717A - Controllable accurate combined inclination correction method - Google Patents
Controllable accurate combined inclination correction method Download PDFInfo
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- CN101787717A CN101787717A CN 201010125050 CN201010125050A CN101787717A CN 101787717 A CN101787717 A CN 101787717A CN 201010125050 CN201010125050 CN 201010125050 CN 201010125050 A CN201010125050 A CN 201010125050A CN 101787717 A CN101787717 A CN 101787717A
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Abstract
The invention provides a controllable accurate combined inclination correction method. Vertical wells are dug beside a less settled side of a building (structure); soil is horizontally dug up under a base in the vertical wells 'well by well, batch by batch and at intervals of a hole'; anchor cable construction is carried out on the base of the less settled side; anchor cables are loaded and tensioned stage by stage, and feedback information is real-timely monitored; when the stress value of the anchor cables reaches a design load and the amount of inclination correction does not reach a predetermined inclination correction target yet, the anchor cables are unloaded, the number of soil-dug holes under the base is continuously increased, and the anchor cables are loaded again until the inclination correction target is reached. The invention introduces the prestressed anchor cable technique into the field of building (structure) inclination correction control, and is organically integrated with a base soil-digging forced-settlement inclination correction method to reduce the bearing area of a foundation by digging out soil and enhance the additional stress of the base by loading the anchor cables, so that part of the foundation can be forced to settle, the inclination correction rate and inclination correction direction of the building (structure) are controlled by regulating the stress of the anchor cables at different parts, and thereby the purpose of inclination correction is achieved.
Description
Technical field the invention belongs to building or structure (below be collectively referred to as building) deviation rectifying project technical field, the combined inclination correction method that specifically a kind of controllability is good, precision is high.
Background technology building rectification technology is a new branch of science that grows up along with human being's production, living needs, a branch that belongs to the geotechnical engineering specialty, mean that building are owing to foundation or building itself cause differential settlement to surpass prescribed limit because of the differential weathering of certain reason such as earthquake, water damage, loading, unloading, landslide or structure itself, artificial destruction etc., make the building deviation of gravity center bottom surface centre of form and the cracking that tilts, when having a strong impact on its normal function of use, measure is set upright in the rectification of being taked.
At present, the building inclination correction method roughly has kind more than 30, according to processing mode can be summed up as forced landing method, lifting method, study in France in advance, horizontal five big classes such as Loading Method and synthesis.Because the diversity of building and the complexity of ground geological conditions, the inclination correction method of different inclination building also is not quite similar, no matter adopt the sort of method to implement rectification, all must solve control and precision problem, the unexpected destruction problem of fragile material (i.e. " prominent sinking "), problem such as rectification is not in place or rectification is excessive, incline again.Guarantee being perfectly safe in the rectification process, just must possess the safeguard measure that controllability is good, precision is high with efficient.
Substrate soil digging correcting method belongs to a kind of in the forced landing method, is the most basic inclination correction method in the building deviation rectifying project.It is to draw to dig under the basis of the heavy less side of building, take out an amount of foundation soil, cut down the lifting surface area of substrate, under the effect of superstructure load, this side foundation stress increases, cause the sedimentation that ground is new, thereby effectively adjust the differential settlement on basis, set upright the purpose of building to reach rectification.
At present, because substrate soil digging correcting method does not form the theoretical system of system as yet, this type of technology still is that the experience that instructs, uses for reference in the past instructs engineering practice with the soil mechanics theory.Therefore, such inclination correction method soil digging amount is difficult to accurate grasp, and building are easy to generate defective such as prominent sink, exist that construction risk is big, poor controllability and rectification precision are low.
Prestress anchorage cable has been widely used in all kinds of geotechnical slope field of reinforcement such as water power, highway, railway, mine, municipal administration as a kind of anchoring, has obtained remarkable economic efficiency and social benefit, has become the main means that all kinds of geotechnical engineerings are reinforced.Its principle is: pass soft stratum or slide plane by boring, anchoring section is entered stablize the rock stratum certain depth so that anchored force to be provided, secondly the anchor head place is provided with counter force system outside, then anchor cable is applied prestressed stretch-draw, locking, thereby reach the purpose of reinforcing unstable rock mass, augmentor realizes that by electric oil pump hydraulic system and oil pressure gauge controllability is good.Prestress anchorage cable is applied in the building deviation rectifying project Engineering Projects is not arranged as yet as a kind of rectification control technology.
Summary of the invention the object of the invention is to provide a kind of combined inclination correction method that can improve building rectification efficient, artificial controllability and rectification accuracy, the generation of the phenomenon of can effectively avoiding inclining again behind " prominent heavy " and rectification in the building rectification.
For achieving the above object, the technical scheme taked of the present invention is:
A kind of controllable accurate combined inclination correction method is organically combined prestress anchorage cable Loading Control and horizontal drilling soil digging forced landing, is applied in building rectification field, realizes by following steps:
1. at the other excavating shaft of the heavy less side of inclination building, the vertical shaft degree of depth is to basic 1.7m～2.0m down, and formation can be for the working space of substrate soil digging;
2. according to design length, aperture, spacing and the direction in soil digging hole, horizontal soil digging under the basis in vertical shaft, soil digging should " divide well, in batches, every the hole " carry out, must strengthen the settlement observation of building during the soil digging rectification, when there is the slight dip amount on soil digging to basis, stop the soil digging operation, enter next step operation;
3. according to heeling moment, basis and the foundation soil strength of building, it is stressed to calculate quantity and the single anchor cable of laying anchor cable, according to the design aperture and the length of anchor cable, on the heavy less side group plinth of building, carry out anchor cable construction, anchor cable must pass the basis and go deep in the ground good ground;
4. after treating that cement mortar reaches design strength in the anchor cable hole, anchor head place erection stress sensor, hydraulic jack and locking device outside the anchor cable on the building basis, constitute afterburner system by anchor cable, hydraulic jack and coupled electric oil pump, constitute dynamometric system by the oil pressure gauge that is provided with on strain gauge and the electric oil pump;
5. utilize hydraulic jack that anchor cable is carried out loaded and tensioned stage by stage, write down the reading of oil pressure gauge and sensor simultaneously, check afterburning size, monitor building sedimentation and displacement situation in real time, in time feedback information;
6. according to feedback information, when the afterburning value of anchor cable does not reach design load as yet, building return to incline and are about to reach when being scheduled to rectification target, stop the anchor cable reinforcing; After the afterburning value of anchor cable reaches design load, building return the amount of inclining and do not reach as yet when being scheduled to rectification target, hydraulic jack is unloaded, continue to increase substrate soil digging hole number, when there is the slight dip amount on soil digging to basis, utilize hydraulic jack to anchor cable classification pressurization once more, write down the reading of sensor and oil pressure gauge simultaneously, finely tune the control rectification, till reaching rectification target;
7. after reaching predetermined rectification target, the anchor cable of heavy side is less applied prestressing force and is locked on the building basis, in case incline again;
8. closely knit with the cement mortar filling to soil digging hole under the basis, vertical shaft rams with dirt and fills out, and returns to original ground.
Above-mentioned vertical shaft is according to strata condition, must excavation section by section, and brick or steel concrete retaining wall are set, the well domestic demand is aided with illumination, waterproof measure.
Above-mentioned soil digging bore dia is 90mm～300mm, and the soil digging hole length is 2m～15m.When incline direction is parallel with the building limit, that soil digging hole its direction of parallel laying is consistent with incline direction; When incline direction is tending towards building to the angular direction, be set as soil digging hole cloth radial.
Above-mentioned anchor cable aperture is 90～130mm, the steel wire bundle of anchor cable is that Φ 15.24 steel strand process by 4～8 high strength low relaxed, diameters generally, the anchor cable design load is bigger, then big more, the steel strand radical in anchor cable aperture also the more, anchor cable grouting strength of cement mortar is not less than M30.
When above-mentioned anchor cable carries out loaded and tensioned stage by stage, general per 100～150kN is an one-level, it is 0.5～1 hour that the lotus time is held in every grade of loading, when if building basis local strength can't satisfy the requirement of maximum load power, must be on the basis outside the anchor cable anchor head place steel concrete anchor cable pad pier or anchor cable beam are set, to improve basic local bearing capacity, anchor cable pier or anchor cable beam concrete strength are not less than C25.
Above-mentioned controllable accurate combined inclination correction method provided by the invention, first the prestress anchorage cable technology is incorporated in the building rectification control field, and organically combine with substrate soil digging forced-landing tilt correcting method, reduce the double effect of foundation bearing area, anchor cable pressurization increase net foundation pressure by soil digging, impel the local sedimentation of ground, and by adjusting the stressed size of different parts anchor cable, the control building return and incline speed and return the direction of inclining, thereby reach the purpose of rectification.Afterburner system is made of jointly hydraulic jack, electric oil pump and anchor cable, and dynamometric system is made up of sensor and oil pressure gauge and verification mutually, anchor cable tension when afterburning, the basis pressurized, foundation stress increases, and then quickens less heavy side foundation settlement distortion, eliminates basic relative settlement.The anchor cable reinforcing is big more, and immerge is big more, so return the speed of inclining by controlling afterburning controlled amount system building; By adjusting the stressed of anchor cable in the different vertical shafts of building periphery, just can control the direction of inclining of returning of building.This method biggest advantage is that controllability is good, accuracy is high, safety is safe, because application of force size accurately shows by oil pressure gauge, strain gauge; Load with off-load and precisely control by the electric oil pump knob, if it is higher with the online then controllability of computer, if the jack reinforcing is excessive, the immerge amplitude is also big, then anchor cable tension force reduces thereupon automatically, and then has reduced basic stress, has slowed down the basic rate of settling, the dual Checking Mechanism of this " self-actuating brake " function and oil pressure gauge and sensor has greatly improved rectification process safe reliability, has reduced risk.In addition, that anchor cable pressurization rectification device takes up room is little, load that tonnage is big, operation is simple, compare with simple soil digging forced-landing tilt correcting method, not only improved rectification efficient, and avoided the blindness of soil digging and the heavy effect of dashing forward, reduce the rectification risk, greatly improved controllability, accuracy and the safety of rectification.After particularly rectification is finished, apply suitable prestressing force and be locked on the basis, plurality of advantages such as can improve the stability of building and prevent to incline again to anchor cable.The present invention can be applicable to building rectification field of reinforcement for the building rectification provides a kind of new controllable accurate combined inclination correction method.
Description of drawings Fig. 1 is substrate boring soil digging of the present invention and anchor cable pressurization regulation and control combined inclination correction method schematic diagram;
Fig. 2 reinforces principle schematic for anchor cable locking of the present invention anti-" inclining again ".
Among the figure: 1. building; 2. heavy less side; 3. how heavy side; 4. vertical shaft; 5. retaining wall; 6. anchor cable; 7. hydraulic jack; 8. strain gauge; 9. basic; 10. ground; 11. soil digging hole; 12. residue eccentric moment; 13. center of gravity; 14. anchor cable prestressing force.
The specific embodiment is for further setting forth technological means and the technique effect that the present invention is adopted when realizing predetermined purpose, the invention will be further described below in conjunction with specific embodiment and accompanying drawing thereof.
As shown in Figure 1 and Figure 2, technical solution of the present invention is used for certain high-rise residential building rectification stabilization works, its concrete implementation step is as follows:
At first, excavating shaft 4 on the basis 9 of the heavy less side 2 of inclination building 1, vertical shaft 4 plan-positions and the basis 9 outer part overlap joint 0.7m～1.0m width of choosing, vertical shaft 4 is according to strata condition palpus excavation section by section, dig to 9 times 1.8m places, basis, form the working space of substrate soil digging operation, vertical shaft retaining wall 5 can build up with brick or steel concrete, is aided with illumination, waterproof measure according to geological condition in vertical shaft 4; Calculate the soil digging amount according to the ground maximum load capacity afterwards, return the amount of inclining and building planar dimension design soil digging hole length, aperture, spacing and direction in conjunction with building, soil digging hole 11 diameters generally are controlled in 90mm～300mm scope, the soil digging hole length is controlled in 2m～15m scope, when incline direction is parallel with building 1 certain limit, that soil digging hole 11 its directions of parallel laying are consistent with incline direction; When incline direction is tending towards 1 pair of angular direction of building, be set as soil digging hole 11 cloth radial, 9 times employing rigs in basis or water injecting gun soil digging in vertical shaft 4, soil digging hole 11 is according to the principle construction of " dividing well; in batches; every the hole ", stressed to guarantee basis 9, distortion is evenly linear, the settlement observation of soil digging hole 11 construction periods reinforcement building 1, when there is the slight dip amount on the basis of the heavy at least side 3 of soil digging, (be difficult to generally speaking quantize when promptly being in the sinking critical condition, during practical operation, can place the soil block of a cutting rule at place, soil digging hole, observation the crack occurs and promptly stops soil digging, can think reluctantly in theory when the rate of settling of heavy side 3 reaches 1.8～2.2mm/d less), stop soil digging; Heeling moment according to building 1, basis 9 and foundation soil strength, it is stressed to calculate quantity and the single anchor cable of laying anchor cable 6, design aperture and length according to anchor cable 6, on heavy less side 2 bases 9 of building 1, carry out anchor cable 6 constructions, anchor cable 6 must pass basis 9 and go deep in the ground good ground, the aperture is controlled in 90～130mm scope, the steel wire bundle of anchor cable 6 is generally high strength low relaxed by 4～8, diameter is that Φ 15.24 steel strand process, anchor cable 6 design loads are bigger, then the anchor cable aperture is big more, the steel strand radical also the more, anchor cable grouting strength of cement mortar is not less than M30; After the anchor cable strength of cement mortar reaches design strength, anchor head place erection stress sensor 8 outside on basis 9, hydraulic jack 7 and locking device, by anchor cable 6, hydraulic jack 7 and coupled electric oil pump constitute afterburner system, constitute dynamometric system by the oil pressure gauge that is provided with on strain gauge 8 and the electric oil pump, when if building 1 basic 9 local strengths can't satisfy the requirement of anchor cable 6 maximum load power, must be on basis 9 outside the anchor cable anchor head place steel concrete anchor cable pad pier or anchor cable beam are set, to improve basic local bearing capacity, anchor cable pier or anchor cable beam concrete strength are not less than C25; Utilizing 7 pairs of anchor cables of hydraulic jack 6 to carry out grading tension loads, increase the building 1 ground subsidiary stress of heavy side 2 less to reach, impel the purpose of these side group plinth 9 sedimentations, it is one-level that grading tension loads general per 100～150kN, it is 0.5～1 hour that the lotus time is held in every grade of loading, writes down the reading of oil pressure gauge and strain gauge 8 simultaneously, checks afterburning size, monitor building sedimentation and displacement situation in real time, in time feedback information; According to feedback information, when the afterburning values of anchor cable 6 do not reach design load as yet, building incline for 1 time and are about to reach when being scheduled to rectification target, stop anchor cable 6 reinforcings; After anchor cable 6 afterburning values reach design load, 1 time amount of inclining of building does not reach when being scheduled to rectification target as yet, to hydraulic jack 7 unloadings, continue to increase the quantity in substrate soil digging hole 11, when there is the slight dip amount on the basis of the heavy at least side 3 of soil digging, utilize 7 pairs of anchor cable 6 classifications pressurizations of hydraulic jack once more, write down the reading of strain gauge 8 and oil pressure gauge simultaneously, finely tune the control rectification, till reaching rectification target; After rectification was finished, the anchor cable 6 of heavy side 2 applied anchor cable prestressing force F to being arranged on less, and locking building 1 basis 9 is in case " inclining again "; Closely knit to the 9 times soil digging hole 11 usefulness cement mortar fillings in basis, vertical shaft 4 usefulness dirt ram to be filled out, and returns to original ground, and Lime-Loess Strength is consistent with former foundation soil strength, and the on-the-spot examination of proportioning is joined the back and determined.
The rectification evidence of certain high-rise residential building: it is scientific and reasonable, safe, practicable safely adopting this inclination correction method.This kind inclination correction method has not only improved artificial controllability and the rectification accuracy of building in the rectification process greatly, and " prominent heavy " phenomenon does not take place, and has strengthened the long-time stability and the shock resistance in building on the whole.
Above, describing the specific embodiment of the present invention with reference to the accompanying drawings, is not to be used for limiting the invention.Those skilled in the art can understand, under situation without departing from the spirit and scope of the present invention, under technology enlightenment provided by the present invention, can also make other equivalent modifications and improvement to the specific embodiment of the present invention, these changes and replace all drop in claims of the present invention institute restricted portion.
Claims (5)
1. controllable accurate combined inclination correction method is characterized in that: prestress anchorage cable Loading Control and horizontal drilling soil digging forced landing are organically combined, are applied in building or inclined building correcting field, specifically realize by following steps:
1. at inclined building or the other excavating shaft of the heavy less side of structure, the vertical shaft degree of depth is to basic 1.7m～2.0m down, and formation can be for the working space of substrate soil digging;
2. according to design length, aperture, spacing and the direction in soil digging hole, horizontal soil digging under the basis in vertical shaft, soil digging should " divide well, in batches, every the hole " carry out, must strengthen the settlement observation of building or structure during the soil digging rectification, when there is the slight dip amount on soil digging to basis, stop the soil digging operation, enter next step operation;
3. according to heeling moment, basis and the foundation soil strength of building or structure, it is stressed to calculate quantity and the single anchor cable of laying anchor cable, design aperture and length according to anchor cable, carry out anchor cable construction on building or the heavy less side group plinth of structure, anchor cable must pass the basis and go deep in the ground good ground;
4. after treating that cement mortar reaches design strength in the anchor cable hole, anchor head place erection stress sensor, hydraulic jack and locking device outside the anchor cable on building or structure base, constitute afterburner system by anchor cable, hydraulic jack and coupled electric oil pump, constitute dynamometric system by the oil pressure gauge that is provided with on strain gauge and the electric oil pump;
5. utilize hydraulic jack that anchor cable is carried out loaded and tensioned stage by stage, write down the reading of oil pressure gauge and sensor simultaneously, check afterburning size, monitor building or structure sedimentation and displacement situation in real time, in time feedback information;
6. according to feedback information, when the afterburning value of anchor cable does not reach design load as yet, building or structure return to incline and are about to reach when being scheduled to rectification target, stop the anchor cable reinforcing; After the afterburning value of anchor cable reaches design load, building or structure return the amount of inclining and do not reach as yet when being scheduled to rectification target, hydraulic jack is unloaded, continue to increase substrate soil digging hole number, when there is the slight dip amount on soil digging to basis, utilize hydraulic jack to anchor cable classification pressurization once more, write down the reading of sensor and oil pressure gauge simultaneously, finely tune the control rectification, till reaching rectification target;
7. after reaching predetermined rectification target, to the anchor cable of heavy side less apply prestressing force and be locked in building or structure base on, in case incline again;
8. closely knit with the cement mortar filling to soil digging hole under the basis, vertical shaft rams with dirt and fills out, and returns to original ground.
2. controllable accurate combined inclination correction method according to claim 1 is characterized in that: described vertical shaft is according to strata condition, must excavation section by section, and brick or steel concrete retaining wall are set, the well domestic demand is aided with illumination, waterproof measure.
3. controllable accurate combined inclination correction method according to claim 1, it is characterized in that: described soil digging bore dia is 90mm～300mm, the soil digging hole length is 2m～15m, and is when incline direction is parallel with building or structure limit, that soil digging hole its direction of parallel laying is consistent with incline direction; When incline direction is tending towards building or structure to the angular direction, be set as soil digging hole cloth radial.
4. controllable accurate combined inclination correction method according to claim 1, it is characterized in that: described anchor cable aperture is 90～130mm, the steel wire bundle of anchor cable is that Φ 15.24 steel strand process by 4～8 high strength low relaxed, diameters generally, the anchor cable design load is bigger, then big more, the steel strand radical in anchor cable aperture also the more, anchor cable grouting strength of cement mortar is not less than M30.
5. controllable accurate combined inclination correction method according to claim 1, it is characterized in that: when described anchor cable carries out loaded and tensioned stage by stage, general per 100～150kN is an one-level, it is 0.5～1 hour that the lotus time is held in every grade of loading, when if building or structure base local strength can't satisfy the requirement of maximum load power, must be on the basis outside the anchor cable anchor head place steel concrete anchor cable pad pier or anchor cable beam are set, to improve basic local bearing capacity, anchor cable pier or anchor cable beam concrete strength are not less than C25.
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102251542A (en) * | 2011-04-18 | 2011-11-23 | 张继红 | Construction method for deviation correction of pile foundation by high-pressure spraying disturbance and construction equipment used in same |
| CN102966128A (en) * | 2012-11-28 | 2013-03-13 | 三峡大学 | Water and air jetting correction method with anchor rod static steel casing |
| CN104878788A (en) * | 2015-04-03 | 2015-09-02 | 山东建筑大学 | Horizontal opposite soil-digging slant rectification method for indoor shafts of building |
| CN105155602A (en) * | 2015-09-11 | 2015-12-16 | 中铁西北科学研究院有限公司 | Multi-support foundation strengthening comprehensive controlling method |
| CN105256848A (en) * | 2015-09-11 | 2016-01-20 | 中铁西北科学研究院有限公司 | Coordinating and controllable soil digging and slant rectifying method in roadway |
| CN105569099A (en) * | 2014-10-13 | 2016-05-11 | 湖南征驰工程技术咨询有限公司 | Method for correcting building inclination caused by pile inclination |
| CN106120809A (en) * | 2016-08-12 | 2016-11-16 | 中国电建集团成都勘测设计研究院有限公司 | A kind of anchor pier structure and a kind of method reducing anchor cable load |
| CN106522293A (en) * | 2016-11-29 | 2017-03-22 | 叶香雄 | Deviation rectifying method for building with raft foundation |
| CN107524179A (en) * | 2016-06-20 | 2017-12-29 | 中国二十冶集团有限公司 | Structures hanging part sandblasting reinforcement means |
| CN108239937A (en) * | 2017-09-14 | 2018-07-03 | 贵州桥梁建设集团有限责任公司 | Arch bridge tower frame self-balance control method |
| CN109736369A (en) * | 2019-01-10 | 2019-05-10 | 江苏工程职业技术学院 | A kind of subsidence control method based on building stress relief method rectification |
| WO2023214286A1 (en) * | 2022-05-01 | 2023-11-09 | Bahman Niroumand | Lifting and repairing foundations |
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| CN102251542A (en) * | 2011-04-18 | 2011-11-23 | 张继红 | Construction method for deviation correction of pile foundation by high-pressure spraying disturbance and construction equipment used in same |
| CN102966128A (en) * | 2012-11-28 | 2013-03-13 | 三峡大学 | Water and air jetting correction method with anchor rod static steel casing |
| CN102966128B (en) * | 2012-11-28 | 2016-03-16 | 三峡大学 | Anchor rod static pressure steel pile casting aqueous vapor syzygies method for correcting error |
| CN105569099A (en) * | 2014-10-13 | 2016-05-11 | 湖南征驰工程技术咨询有限公司 | Method for correcting building inclination caused by pile inclination |
| CN104878788A (en) * | 2015-04-03 | 2015-09-02 | 山东建筑大学 | Horizontal opposite soil-digging slant rectification method for indoor shafts of building |
| CN104878788B (en) * | 2015-04-03 | 2016-05-11 | 山东建筑大学 | The horizontal subtend soil digging of Indoor environment vertical shaft correcting method |
| CN105155602A (en) * | 2015-09-11 | 2015-12-16 | 中铁西北科学研究院有限公司 | Multi-support foundation strengthening comprehensive controlling method |
| CN105256848A (en) * | 2015-09-11 | 2016-01-20 | 中铁西北科学研究院有限公司 | Coordinating and controllable soil digging and slant rectifying method in roadway |
| CN105155602B (en) * | 2015-09-11 | 2017-03-08 | 中铁西北科学研究院有限公司 | A kind of many fulcrums foundation stabilization synthesis inclination correction method |
| CN107524179A (en) * | 2016-06-20 | 2017-12-29 | 中国二十冶集团有限公司 | Structures hanging part sandblasting reinforcement means |
| CN106120809A (en) * | 2016-08-12 | 2016-11-16 | 中国电建集团成都勘测设计研究院有限公司 | A kind of anchor pier structure and a kind of method reducing anchor cable load |
| 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 |
| CN108239937A (en) * | 2017-09-14 | 2018-07-03 | 贵州桥梁建设集团有限责任公司 | Arch bridge tower frame self-balance control method |
| CN109736369A (en) * | 2019-01-10 | 2019-05-10 | 江苏工程职业技术学院 | A kind of subsidence control method based on building stress relief method rectification |
| CN109736369B (en) * | 2019-01-10 | 2020-07-07 | 江苏工程职业技术学院 | Settlement control method based on building stress relief method rectification |
| WO2023214286A1 (en) * | 2022-05-01 | 2023-11-09 | Bahman Niroumand | Lifting and repairing foundations |
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