CN108385743B - Deviation rectifying technology for building - Google Patents
Deviation rectifying technology for building Download PDFInfo
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- CN108385743B CN108385743B CN201810256772.XA CN201810256772A CN108385743B CN 108385743 B CN108385743 B CN 108385743B CN 201810256772 A CN201810256772 A CN 201810256772A CN 108385743 B CN108385743 B CN 108385743B
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- 238000005516 engineering process Methods 0.000 title abstract description 7
- 230000007704 transition Effects 0.000 claims abstract description 19
- 238000000034 method Methods 0.000 claims abstract description 17
- 239000002689 soil Substances 0.000 claims description 41
- 238000007789 sealing Methods 0.000 claims description 5
- 239000004927 clay Substances 0.000 claims description 4
- 239000004033 plastic Substances 0.000 description 30
- 229920003023 plastic Polymers 0.000 description 30
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 24
- 238000005086 pumping Methods 0.000 description 16
- 229910052742 iron Inorganic materials 0.000 description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 12
- 238000010276 construction Methods 0.000 description 10
- 238000005192 partition Methods 0.000 description 7
- 238000005553 drilling Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 230000008569 process Effects 0.000 description 4
- WABPQHHGFIMREM-UHFFFAOYSA-N lead(0) Chemical compound [Pb] WABPQHHGFIMREM-UHFFFAOYSA-N 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 230000001360 synchronised effect Effects 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 2
- 230000009471 action Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 239000003292 glue Substances 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 239000010802 sludge Substances 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
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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
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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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- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Foundations (AREA)
- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a deviation rectifying technology of a building, which is characterized in that the deviation rectifying technology is divided into a jacking area, a transition area and a forced landing area according to the inclination condition of the building, the centroid of the building after being inclined is determined firstly, the lengths of 1/8 raft plates on two sides of the centroid of the building are determined as the transition area, and a deviation rectifying method combining jacking and forced landing is adopted; two bights in forced landing district set up interim concrete wall, do the concrete bottom plate in concrete well bottom and carry out the back cover, set up the forced landing hole in the position of 100 ~ 150mm above the concrete bottom plate, every concrete well sets up a level forced landing hole, a vertical forced landing hole and two slants forced landing holes, and the slant forced landing hole angle is 45 ~ 55 degrees.
Description
Technical Field
The invention relates to a deviation rectifying technology, in particular to a deviation rectifying technology for buildings.
Background
In some building projects, the inclination of buildings occurs due to uneven foundation settlement during the construction process, the conventional treatment method is to immediately reinforce the foundation and then construct the subsequent building layers, and the method has the defect that the inclination of the buildings can occur along with the increase of the building layers after the reinforcement is finished. If this is prevented, the safety of the basic works is improved, and the cost of works is greatly increased while the safety is increased. In addition, the traditional deviation rectifying method adopts a single deviation rectifying method, if a jacking method is adopted, an overlarge bearing pressure is possibly generated, so that a safety problem occurs, if a forced landing method is adopted, a sudden sinking condition is possibly caused, so that unsafe factors exist, and the phenomenon of deviation rectifying is easily caused by the simple deviation rectifying method.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a deviation rectifying technology for a building to achieve the aim of safely rectifying deviation.
According to the characteristic that the project is inclined, the invention adopts a batch deviation rectifying method, primarily distributes deviation rectifying amount according to the number of layers which are not built, and determines the deviation rectifying amount each time according to the condition after the project is loaded.
Dividing the building into a jacking area, a transition area and a forced landing area according to the inclination condition of the building, firstly determining the centroid of the building after inclination, determining the lengths of the rafts 1/8 on the two sides of the centroid of the building as the transition area, and adopting a deviation rectifying method combining jacking and forced landing.
In order to make the jacking can go on smoothly, set up the jacking roof beam after chiseling the wall body at the wall body jacking position in jacking district, jacking roof beam position is in raft foundation upper portion 350 ~ 400mm distance department, and the jacking roof beam height is 400mm, sets up the jacking hole between jacking roof beam and the raft foundation, and the jacking hole height is 350 ~ 400mm, and the width is 200 ~ 250mm so that the jack operates. In order to avoid damage to the wall body during jacking, concrete piers are arranged on two sides of the jacking hole to enhance local pressure resistance, the height of each concrete pier is 350-400 mm, and the width of each concrete pier is 150-200 mm. The distance between the jacking holes is arranged according to the jacking amount of the building, the distance between the jacking holes on the outermost side is 1.2-1.5 m, the distance between the jacking holes on the more adjacent transition areas is gradually increased, and the increasing amplitude of the distance between the jacking holes on the adjacent axes is 0.1-0.2 m.
Arranging temporary concrete walls at two corners of the forced landing area, wherein the width of each temporary concrete wall is 200mm, and the depth of each temporary concrete wall is 500mm below the bottom of the raft foundation; the four temporary concrete walls form a concrete well.
A concrete bottom plate is made at the bottom of the concrete well for bottom sealing, and the thickness of the concrete bottom plate is 200 mm; the forced landing hole is arranged at the position 100-150 mm above the concrete bottom plate, the diameter of the forced landing hole is determined according to the soil quality condition, when the soil quality is mucky soil, the diameter of the forced landing hole is larger than or equal to 50mm and smaller than 60mm, when the soil quality is clay, the diameter of the forced landing hole is larger than or equal to 60mm and smaller than 70mm, when the soil quality is silty soil, the diameter of the forced landing hole is larger than or equal to 70mm and smaller than 80mm, and when the soil quality is sandy soil, the diameter of the forced landing hole is larger than or equal to 80mm and smaller than or equal to 90 mm.
Every concrete well sets up a level and compels to descend hole, a vertical compel to descend hole and two slant compels to descend the hole, and slant compels to descend the hole angle and be 45 ~ 55 degrees.
The construction steps comprise:
(1) arranging a temporary support in the jacking area, and unloading the load borne by the wall body where the jacking is positioned;
(2) chiseling off the wall body at the positions of the jacking beams, the jacking holes and the concrete piers;
(3) binding the jacking beam and the concrete pier steel bars, erecting a template, and then pouring concrete;
(4) the construction steps of the temporary concrete wall are as follows: chiseling out a trench at two corners of the forced landing area, wherein concrete partition plates are arranged on the inner side and the outer side of the trench, the thickness of each concrete partition plate is 12-15 mm, the depth of each concrete partition plate is 500mm below the bottom of the raft foundation, the concrete partition plates play a role of wall protection, sludge in the trench is cleaned, a reinforcement cage is placed in the trench, and then concrete is poured;
(5) and binding concrete bottom plate reinforcing steel bars at the bottom of the concrete well and pouring concrete.
The forced landing hole construction process comprises the following steps: firstly, a drill bit of a drilling machine is used for pre-drilling loose soil bodies, then the loose soil bodies are pressed into a hard plastic pipe, a plastic sleeve cover is arranged at the top of the hard plastic pipe, the hard plastic pipe and the plastic sleeve cover are connected through screw threads, a water outlet hole is formed in the center of the plastic sleeve cover, the diameter of the water outlet hole is 30mm, an iron sheet with the thickness of 12mm and the diameter of 40mm is arranged on the inner side of the water outlet hole, the iron sheet is fixed on the plastic sleeve cover through a small iron nail, and the inner side of the; the central authorities of iron sheet apopore set up the venthole, and the venthole diameter is 8mm, and the outside sets up the rubber that thickness is 10mm, the diameter is 30mm, and the rubber point glues at the plastics upper shield surface, can break the rubber in the venthole outside after the rigid plastic tube fills high-pressure gas to 1.8MPa, and high-pressure gas passes through the venthole and sprays to the soil body, reaches the purpose of loose soil body. After the high-pressure air is sprayed to the soil body, the iron sheet can be pulled out by lead wires to be separated from the hard plastic pipe, so that the water outlet hole is opened.
(6) Detecting the settlement conditions of the jacking area, the transition area and the forced landing area, and determining the jacking amount of the jacking area and the forced landing amount of the forced landing area; the numerical value of each jacking quantity or forced falling quantity is determined finally according to the settlement condition by primarily adopting the ratio of the total deviation correcting quantity to the number of the layers which are not built;
(7) constructing a jacking area, namely installing a jack in place and then carrying out synchronous jacking, wherein the synchronous jacking adopts intelligent control, so that the phenomenon that the local pressure is too large due to uneven jacking quantity is avoided; the jacking construction adopts multiple operations, and the jacking amount of each operation is less than or equal to 30 mm;
(8) building a masonry body on the upper layer of the jacking area;
(9) constructing a forced landing area, wherein the construction adopts multiple operations, and the forced landing amount of each operation is less than or equal to 30 mm; the forced landing sequence adopts the following steps: firstly, the forced landing of the vertical forced landing hole is implemented, then the forced landing of the inclined forced landing hole is implemented, and then the forced landing of the horizontal forced landing hole is implemented; firstly, the soil body close to the transition area is forced to descend gradually, and the purpose is to avoid the soil body from suddenly sinking. The forced landing process comprises the following steps: firstly, inputting high-pressure gas into the hard plastic pipe through an air compressor, wherein the air pressure is 1.5-2 MPa, the high-pressure gas enters the hard plastic pipe and then blows off a rubber at the top of the hard plastic pipe, and the high-pressure gas is sprayed to a soil body through an air outlet for 3-5 min; and pulling the iron sheet out of the hard plastic pipe by using a lead wire, then injecting clear water, and spraying the clear water to the soil body for 8-15 min under the action of high-pressure air. And finally adopting a mud pumping measure.
When the soil is mucky soil, when the forced landing amount is less than or equal to 10mm, the mud pumping speed is more than or equal to 250mL/min and less than 280mL/min, when the forced landing amount is more than 10mm and less than 20mm, the mud pumping speed is more than or equal to 280mL/min and less than 310mL/min, and when the forced landing amount is more than 20mm and less than or equal to 30mm, the mud pumping speed is more than or equal to 310mL/min and less than or equal to 340 mL/min; when the soil quality is clay, when the forced landing amount is less than or equal to 10mm, the mud pumping speed is greater than or equal to 270mL/min and less than 300mL/min, when the forced landing amount is greater than 10mm and less than 20mm, the mud pumping speed is greater than or equal to 300mL/min and less than 330mL/min, and when the forced landing amount is greater than 20mm and less than or equal to 30mm, the mud pumping speed is greater than or equal to 330mL/min and less than or equal to 360 mL/min; when the soil quality is silty soil, when the forced landing amount is less than or equal to 10mm, the mud pumping speed is more than or equal to 290mL/min and less than 320mL/min, when the forced landing amount is more than 10mm and less than 20mm, the mud pumping speed is more than or equal to 320mL/min and less than 350mL/min, and when the forced landing amount is more than 20mm and less than or equal to 30mm, the mud pumping speed is more than or equal to 350mL/min and less than or equal to 380 mL/min; when the soil quality is sandy soil, when the forced landing amount is less than or equal to 10mm, the mud pumping speed is more than or equal to 310mL/min and less than 340mL/min, when the forced landing amount is more than 10mm and less than 20mm, the mud pumping speed is more than or equal to 340mL/min and less than 370mL/min, and when the forced landing amount is more than 20mm and less than or equal to 30mm, the mud pumping speed is more than or equal to 370mL/min and less than or equal to 400 mL/min.
TABLE 1 relationship between mud pumping rate and deviation correction amount for different soil texture
(10) Building a layer of masonry on the forced landing area and the transition area; along with the loading of the masonry on the forced landing area and the transition area, the forced landing deviation correction is further enhanced, and the deviation correction effect can be more obvious through the adjustment of the loading mode;
(11) repeating the step (6), the step (7), the step (8), the step (9) and the step (10) until the top-layer masonry is built;
(12) and (5) monitoring the secondary settlement of the building, removing the jacking equipment if the requirement is met, pulling out the hard plastic pipe of the forced landing hole, and sealing the jacking hole by using concrete with the strength of C30. And if the requirement is not met, continuing to adopt forced landing until the requirement is met.
The invention has the advantages of good mechanical property, safety and reliability, and has better application prospect.
Drawings
FIG. 1 is a plan view of deviation rectification, FIG. 2 is a structure diagram of jacking, A is a jacking area, B is a transition area, and C is a forced landing area.
Reference numerals: 1. the temporary concrete wall 2, forced landing hole 3, jack 4, raft foundation 5, jacking beam 6, jacking hole 7 and concrete pier.
Detailed Description
The present embodiment is described in detail below with reference to the accompanying drawings.
Dividing the building into a jacking area, a transition area and a forced landing area according to the inclination condition of the building, firstly determining the centroid of the building after inclination, determining the lengths of 1/8 rafts on two sides of the centroid of the building as the transition area, and adopting a deviation rectifying method combining jacking and forced landing.
Set up jacking roof beam 5 after the wall body is dug out at the wall body jacking position in jacking district, jacking roof beam 5 position is in raft foundation 4 upper portion 350mm distance department, and jacking roof beam 5 is highly 400mm, sets up jacking hole 6 between jacking roof beam 5 and the raft foundation 4, and jacking hole 6 is highly 350mm, and the width is 200 mm. Concrete piers 7 are arranged on two sides of the jacking hole 6, and the height of each concrete pier 7 is 350mm, and the width of each concrete pier 7 is 200 mm. The distance between the jacking holes 6 is arranged according to the jacking amount of the building, the distance between the jacking holes 6 on the outermost side is 1.3m, the distance between the jacking holes 6 on the more adjacent transition areas is gradually increased, and the increasing amplitude of the distance between the jacking holes 6 on the adjacent axes is 0.15 m.
Arranging temporary concrete walls 1 at two corners of the forced landing area, wherein the width of each temporary concrete wall 1 is 200mm, and the depth of each temporary concrete wall 1 is 500mm below the bottom of the raft foundation 4; the four temporary concrete walls 1 form concrete wells;
a concrete bottom plate is made at the bottom of the concrete well for bottom sealing, and the thickness of the concrete bottom plate is 200 mm; the forced landing hole 2 is arranged at the position 120mm above the concrete bottom plate, and the diameter of the forced landing hole 2 is 65 mm.
Every concrete well sets up a level and compels to descend hole 2, a vertical compel to descend hole 2 and two slant compels to descend hole 2, and slant compels to descend hole 2 angle and be 50 degrees.
The construction steps comprise:
(1) arranging a temporary support in the jacking area, and unloading the load borne by the wall body where the jacking is positioned;
(2) chiseling off the wall body at the positions of the jacking beam 5, the jacking hole 6 and the concrete pier 7;
(3) binding the steel bars of the jacking beam 5 and the concrete pier 7, erecting a template, and then pouring concrete;
(4) the construction steps of the temporary concrete wall 1 are as follows: chiseling out slotted holes at two corners of the forced landing area, arranging concrete partition plates on the inner side and the outer side of each slotted hole, wherein the thickness of each concrete partition plate is 12-15 mm, the depth of each concrete partition plate is 500mm below the bottom of the raft foundation 4, cleaning sludge in the slotted holes, placing reinforcement cages in the slotted holes, and then pouring concrete;
(5) and binding concrete bottom plate reinforcing steel bars at the bottom of the concrete well and pouring concrete.
The forced landing hole 2 is constructed by the following steps: firstly, a drill bit of a drilling machine is used for pre-drilling loose soil bodies, then the loose soil bodies are pressed into a hard plastic pipe, a plastic sleeve cover is arranged at the top of the hard plastic pipe, the hard plastic pipe and the plastic sleeve cover are connected through screw threads, a water outlet hole is formed in the center of the plastic sleeve cover, the diameter of the water outlet hole is 30mm, an iron sheet with the thickness of 12mm and the diameter of 40mm is arranged on the inner side of the water outlet hole, the iron sheet is fixed on the plastic sleeve cover through a small iron nail, and the inner side of the; the central authorities of iron sheet apopore set up the venthole, and the venthole diameter is 8mm, and the outside sets up the rubber that thickness is 10mm, the diameter is 30mm, and the rubber point glues at the plastics upper shield surface, and the rubber outside the venthole is washed out to the rigid plastic pipe inflation high pressure gas after 1.8MPa, and high pressure gas passes through the venthole and sprays to the soil body, reaches the purpose of loose soil body. After the high-pressure air is sprayed to the soil body, the iron sheet is pulled out by a lead wire to be separated from the hard plastic pipe, so that the water outlet hole is opened.
(6) Detecting the settlement conditions of the jacking area, the transition area and the forced landing area, and determining the jacking amount of the jacking area and the forced landing amount of the forced landing area; the numerical value of each jacking quantity or forced falling quantity is determined finally according to the settlement condition by primarily adopting the ratio of the total deviation correcting quantity to the number of the layers which are not built;
(7) constructing a jacking area, installing the jack 3 in place, and then synchronously jacking, wherein the synchronous jacking adopts intelligent control; the jacking construction adopts multiple operations, and the jacking amount of each operation is less than or equal to 30 mm;
(8) building a masonry body on the upper layer of the jacking area;
(9) constructing a forced landing area, wherein the construction adopts multiple operations, and the forced landing amount of each operation is less than or equal to 30 mm; the forced landing sequence adopts the following steps: the forced landing of the vertical forced landing hole 2 is implemented firstly, then the forced landing of the inclined forced landing hole 2 is implemented, and then the forced landing of the horizontal forced landing hole 2 is implemented. The forced landing process comprises the following steps: firstly, inputting high-pressure gas into the hard plastic pipe through an air compressor, wherein the air pressure is 1.5-2 MPa, the high-pressure gas enters the hard plastic pipe and then blows off a rubber at the top of the hard plastic pipe, and the high-pressure gas is sprayed to a soil body through an air outlet for 3-5 min; and pulling the iron sheet out of the hard plastic pipe by using a lead wire, then injecting clear water, and spraying the clear water to the soil body for 8-15 min under the action of high-pressure air. Finally, a mud pumping measure is adopted, the soil is clay, the forced reduction amount is 15mm, and the mud pumping speed is 320 mL/min.
(10) Building a layer of masonry on the forced landing area and the transition area; along with the loading of the masonry on the forced landing area and the transition area, the forced landing deviation correction is further enhanced, and the deviation correction effect can be more obvious through the adjustment of the loading mode;
(11) repeating the step (6), the step (7), the step (8), the step (9) and the step (10) until the top-layer masonry is built;
(12) and the building settlement is monitored again, and the building settlement monitoring shows that the deviation rectifying effect is good and the deviation rectifying effect is recovered to be normal from the original 3.6 percent inclination rate. And then removing the jacking equipment, pulling out the hard plastic pipe of the forced landing hole 2, and sealing the jacking hole 6 by using concrete with the strength of C30.
After the project is put into use, the building settlement is small, and the inclination condition does not occur.
Claims (1)
1. A deviation rectifying method for building features that the building is divided into a lifting region, a transition region and a forced landing region according to the inclination of building, after the inclined centroid of building is determined, the lengths of 1/8 rafts are determined as transition regions at both sides of the centroid of building, and the lifting and forced landing combined deviation rectifying method is used;
chiseling a wall body at the wall body jacking position of the jacking area, and then arranging a jacking beam, wherein the jacking beam is positioned at the upper part of the raft foundation at a distance of 350-400 mm, the height of the jacking beam is 400mm, a jacking hole is arranged between the jacking beam and the raft foundation, the height of the jacking hole is 350-400 mm, and the width of the jacking hole is 200-250 mm; arranging concrete piers on two sides of the jacking hole, wherein the height of each concrete pier is 350-400 mm, and the width of each concrete pier is 150-200 mm; the distance between the jacking holes is arranged according to the jacking amount of the building, the distance between the jacking holes on the outermost side is 1.2-1.5 m, the distance between the jacking holes is gradually increased as the jacking holes are closer to the transition region, and the increasing amplitude of the distance between the jacking holes on adjacent axes is 0.1-0.2 m;
arranging temporary concrete walls at two corners of the forced landing area, wherein the width of each temporary concrete wall is 200mm, and the depth of each temporary concrete wall is 500mm below the bottom of the raft foundation; forming a concrete well by the four temporary concrete walls;
a concrete bottom plate is made at the bottom of the concrete well for bottom sealing, and the thickness of the concrete bottom plate is 200 mm; arranging forced landing holes at positions 100-150 mm above a concrete bottom plate, wherein the diameters of the forced landing holes are determined according to the soil quality conditions, when the soil quality is mucky soil, the diameters of the forced landing holes are more than or equal to 50mm and less than 60mm, when the soil quality is clay, the diameters of the forced landing holes are more than or equal to 60mm and less than 70mm, when the soil quality is silty soil, the diameters of the forced landing holes are more than or equal to 70mm and less than 80mm, and when the soil quality is sandy soil, the diameters of the forced landing holes are more than or equal to 80mm and less than or equal to 90 mm;
each concrete well is provided with a horizontal forced landing hole, a vertical forced landing hole and two inclined forced landing holes, and the angle of each inclined forced landing hole is 45-55 degrees;
the forced landing hole forced landing sequence adopts the following steps: the forced landing of the vertical forced landing hole is implemented firstly, then the forced landing of the inclined forced landing hole is implemented, and then the forced landing of the horizontal forced landing hole is implemented.
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| CN201810256772.XA CN108385743B (en) | 2016-11-29 | 2016-11-29 | Deviation rectifying technology for building |
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| CN201810256772.XA CN108385743B (en) | 2016-11-29 | 2016-11-29 | Deviation rectifying technology for building |
| CN201611135762.8A CN106522293B (en) | 2016-11-29 | 2016-11-29 | Method for correcting error with raft foundation building |
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| CN201611135762.8A Active CN106522293B (en) | 2016-11-29 | 2016-11-29 | Method for correcting error with raft foundation building |
| CN201810256772.XA Active CN108385743B (en) | 2016-11-29 | 2016-11-29 | Deviation rectifying technology for building |
| CN201810262680.2A Active CN108396794B (en) | 2016-11-29 | 2016-11-29 | Deviation rectifying method for building |
| CN201810256595.5A Active CN108385742B (en) | 2016-11-29 | 2016-11-29 | Deviation correcting technology with raft foundation building |
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| CN201810256806.5A Active CN108385744B (en) | 2016-11-29 | 2016-11-29 | Combined deviation rectifying method for building |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101215929A (en) * | 2007-12-26 | 2008-07-09 | 南京工业大学 | House deviation rectifying sink well given force construction method |
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| JP3612116B2 (en) * | 1995-06-29 | 2005-01-19 | 株式会社日東テクノ・グループ | Building restoration method by compaction grouting |
| CN1078651C (en) * | 1996-12-31 | 2002-01-30 | 林礼 | Straightening method for inclined house on soft ground foundation |
| CN101787717B (en) * | 2010-03-13 | 2011-09-14 | 中铁西北科学研究院有限公司 | Controllable accurate combined inclination correction method |
| CN101793098B (en) * | 2010-03-13 | 2011-09-07 | 中铁西北科学研究院有限公司 | Coordinated interactive combined rectification method |
| CN103290865B (en) * | 2013-05-11 | 2015-04-15 | 叶长青 | Building inclination rectifying method |
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| CN101215929A (en) * | 2007-12-26 | 2008-07-09 | 南京工业大学 | House deviation rectifying sink well given force construction method |
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| CN108385745B (en) | 2020-01-17 |
| CN108385742B (en) | 2019-09-10 |
| CN106522293B (en) | 2018-08-07 |
| CN108385745A (en) | 2018-08-10 |
| CN106522293A (en) | 2017-03-22 |
| CN108385744A (en) | 2018-08-10 |
| CN108385744B (en) | 2020-01-17 |
| CN108396794B (en) | 2020-01-17 |
| CN108385743A (en) | 2018-08-10 |
| CN108385742A (en) | 2018-08-10 |
| CN108396794A (en) | 2018-08-14 |
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