CN104819709A - Super high-rise upright perpendicularity correcting method - Google Patents
Super high-rise upright perpendicularity correcting method Download PDFInfo
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- CN104819709A CN104819709A CN201510224413.2A CN201510224413A CN104819709A CN 104819709 A CN104819709 A CN 104819709A CN 201510224413 A CN201510224413 A CN 201510224413A CN 104819709 A CN104819709 A CN 104819709A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01C—MEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
- G01C15/00—Surveying instruments or accessories not provided for in groups G01C1/00 - G01C13/00
- G01C15/12—Instruments for setting out fixed angles, e.g. right angles
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Abstract
A super high-rise upright perpendicularity correcting method includes measurement on a circle center of an upright, which includes following steps: (S1) arranging a plurality of reflection patches attaching to the surface of the upright on any N points on the same horizontal cross section of the to-be-test upright, wherein N is an integer being not less than 2; (S2) measuring the coordinates of the any N points with a total station instrument; and (S3) grouping the coordinates of the N points pairwisely, and measuring the circle center coordinates of the upright with each group in a resection manner, and calculating an average value of the circle center coordinates of all groups. The super high-rise upright perpendicularity correcting method, through the resection principle, is applied in on-site steel upright perpendicularity correction, so that on the premise that ensuring precision, the method can avoid a complex process of erecting a prism overhead, thereby greatly increasing work efficiency.
Description
Technical field
The invention belongs to building field, relate to construction method, be specifically related to the bearing calibration of a kind of Super High verticality of stand column.
Background technology
High-rise building is often referred to the buildings of more than 40 layers or height more than 100 meters, the design of existing high-rise building adopts the framed structure based on cylindrical steel pipe concrete column more, the committed step of the perpendicularity correction in steel core concrete column installation process just in high-rise building process of construction.
The method of conventional ultra high layer steel column perpendicularity calibration has following several:
1. adopt two transits to coordinate diagonal eyepiece to carry out tracking observation control in two orthogonal directions of steel column simultaneously.Shortcoming need eject the line of observation with it at steel column in advance, requires high to upper and lower dotting punch position accuracy, and often has otic placode and hinder bullet to lead to line.
2., with little prism and mould, adopt total powerstation directly to measure Coordinate system of the pillar heart.Also according to size moulds such as steel column capital size making, and little prism can be arranged on mold center, installer climbs up capital, the mould being provided with little prism is fixed on capital, and now the coordinate of little prism is Coordinate system of the pillar heart.This method shortcoming is that mould is too heavy, and workman carries inconvenience, if run into shaft reducing, need make a large amount of mould, waste material.
3. use reflection paster, directly measure the coordinate of on dotting punch 3.Installer climbs up capital, is placed on respectively by reflection paster above 3 dotting punches, measures four point coordinate respectively and coordinate control net is compared, thus draws verticality.This method advantage is by the measurement to unique point coordinate, directly can reflect the skew of the post heart and the twist of steel column.Shortcoming is that total powerstation observation must be overlooked and can measure, and steel column timing workman constantly must climb steel column, the waste plenty of time.
4. circular steel column is observed the horizontal angle at edge, the left and right sides and on same cross section, is sticked reflection paster and measures flat distance, horizontal angle.But in actual applications, due to the parallax effects that illumination and shade cause, when remote (during external control, measuring distance is 60m) survey is established, survey crew angle measurement deviation is larger; And the range finding of this method utilizes non-prism to measure, distance accuracy is not high, and the accuracy of measurement result reduces greatly.
Summary of the invention
For overcoming the technological deficiency that existing various column bearing calibration exists, the invention discloses the bearing calibration of a kind of Super High verticality of stand column.
Super High verticality of stand column of the present invention bearing calibration, comprises the measurement in the column center of circle, and the measurement in the described column center of circle comprises the steps:
Any N point that S1 is in same level cross section at tested column arranges the reflection paster being close to leg surface, described N be not less than 2 positive integer;
S2 utilizes total powerstation to measure described any N point coordinate separately;
N point coordinate divides into groups by S3 between two, utilizes the rear principle that crosses to measure column central coordinate of circle to each group, whole each groups is measured the column central coordinate of circle obtained and averages;
Rear is utilized to cross principle measurement column central coordinate of circle (Xp, Yp) for utilizing
Xp=Xa+ecosα+fsinα；
Yp=Ya+esinα-fcosα；
Wherein Xa, Yb are respectively horizontal ordinate and the ordinate of this group A, B at 2, and e is the half of A, B distance between two points, and f is the distance of the column center of circle to AB line, and α is the position angle of line segment AB.
Preferably, in described any N point, central angle corresponding to the arc length between adjacent 2 is not more than 15 degree, only gets to meet arc length is corresponding central angle therebetween and be not more than 15 degree 2 and carry out grouping mea-sure in step S3.
Preferably, described total powerstation is Suo Jia cx-102 total powerstation.
Preferably, described any N point is all positioned at column top plan.
Adopt Super High verticality of stand column of the present invention bearing calibration, utilize the principle of resection to be applied to on-the-spot steel column perpendicularity calibration, under the prerequisite ensureing precision, avoid the complicated processes of erection prism of ascending a height, greatly improve work efficiency.
Accompanying drawing explanation
Fig. 1 is that the rear of the present invention principle that crosses measures the schematic diagram in the cylinder center of circle;
Fig. 2 be rear of the present invention cross principle measure a kind of embodiment schematic diagram;
Fig. 3 is the change schematic diagram that distance offsets increases with incident angle;
Fig. 4 is for measuring distance between two points and incident angle relation schematic diagram;
Fig. 5 is a kind of embodiment schematic diagram of the present invention.
Embodiment
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is described in further detail.
Super High verticality of stand column of the present invention bearing calibration, comprises the measurement in the column center of circle, and wherein the measurement in the column center of circle comprises the steps:
Any N point that S1 is in same level cross section at tested column arranges the reflection paster being close to leg surface, described N be not less than 2 positive integer;
S2 utilizes total powerstation to measure described any N point coordinate separately;
N point coordinate divides into groups by S3 between two, utilizes the rear principle that crosses to measure column central coordinate of circle to each group, whole each groups is measured the column central coordinate of circle obtained and averages;
Rear is utilized to cross principle measurement column central coordinate of circle (Xp, Yp) for utilizing
e=((Xa-Xb)^2+(Ya-Yb)^2)^(1/2)/2
f=(r^2-e^2)^(1/2)
Xp=Xa+ecosα+fsinα；
Yp=Ya+esinα-fcosα；
As shown in Figure 1, A, B are 2 points in any a group, and wherein Xa, Xb, Ya, Yb are respectively horizontal ordinate and the ordinate of this group A, B at 2, and e is the half of A, B distance between two points, and f is the distance of the column center of circle to AB line, and α is the position angle of line segment AB.Each reflection paster can be set directly at steel column top, convenient installation.
Position angle, also known as azimuth, is one of method of the differential seat angle measured in the plane between object.From the north pointer direction line of certain point, according to the horizontal sextant angle between clockwise direction to target direction line.
E can according to distance between two points formula, by A, B two point coordinate calculate, e, f, r become three limits of a right-angle triangle, can utilize Pythagorean theorem further, calculate the distance f of column center of circle P to AB line.
N at least will get 2, but usually can get the integer of more than 3, calculate multiple P point coordinate, because each point is positioned at same cylindrical cross-section, and total powerstation distance each point distance is usually much larger than each dot spacing, measuring distance is more or less the same, and can be considered equal precision measurement (namely weights are identical), therefore obtain real-time Coordinate system of the pillar heart value after adjustment, namely directly get arithmetic mean as final P point coordinate.
Total powerstation preferably adopts Suo Jia CX-102 type total powerstation to measure, and this instrument adopts RED-tech ranging technology.0.9 second quick distance measurement can be implemented to any object, even if ultra-fine hot spot still can obtain precision distance measurement result in little incident angle situation, and the range observation of 500m super range non-prism far away can be carried out, use during reflection paster and can guarantee reflector plate distance accuracy.
Suo Jia CX-102 adopts the biaxial compensator of specific coding angle measurement technique and outfit, ensure that the measuring accuracy under any operating condition and reliability, possess and under the terrain environment of complexity, operation can obtain the specific coding angle measurement of measurement result employing and the biaxial compensator of outfit of high stability, guarantee the measuring accuracy under severe operating condition and reliability, even if the measurement result of high stability also can be obtained under the terrain environment of complexity, adopting IACS(angle self-calibration system) technology drastically increases the reliability of angular measurement.
The present invention is when controlling in real time, need the problem that between the distance measuring light beam of consideration measuring equipment and measurand, incident angle is just right, and adopt reflection paster well to solve the problems referred to above as signal data reflective support: first, the measuring accuracy of reflection paster measurement pattern is highly stable, and certifying agency can detect that its precision is at submillimeter level; The second, launch paster and can pass through angle magnetic patch, well solve incident angle problem.
But reflection paster adopts diffuse reflection range finding, folded light beam and former incident beam perfect parallelism can not be guaranteed and reverse as CCR prism.For guaranteeing distance accuracy, still need do the experiment of reflection paster distance accuracy before testing, understanding incident angle and to adjust the distance the correlativity and influence value measured.
Experimental apparatus is Suo Jia cx-102 total powerstation.Experiment distance is 20m, 40m, 60m.First using prism Accurate Measurement distance, as comparing foundation, then adopting reflector plate to find range, as fiducial value with different incident angle γ.Incident angle γ is from 0 ° of beginning, and increment is 5 °.In an experiment, find when the incident angle sighting reflector plate is greater than 65 °, range observation just difficult for very much.
Take incident angle as transverse axis, with range deviation amount for the longitudinal axis, draw out 20m respectively, distance offsets curve during 40m, 60m range observation, as shown in Figure 3, as seen from Figure 3, along with the increase gradually of incident angle r, distance offsets also increases gradually.When incident angle γ is greater than 65 °, utilize reflector plate measuring distance just very difficult; When incident angle is less than 15 °, it is less than 1mm to the impact of range finding.Therefore incident angle should carry out layback when being greater than 15 °.
According to this conclusion, when utilizing of the present invention, just need consider reflection paster spacing, to meet the requirement that incident angle is not more than 15 °.Because the present invention adopts a total powerstation fixed position to measure usually, therefore each reflection paster setting space should be considered that the incident angle of different reflection paster is maximum and preferably no more than 15 °, therefore should should be not more than 15 ° with the corresponding central angle of the camber line between group 2.
Such as shown in Figure 4, OA is the radius 0.8m of steel column, OB to be observed range 60m, AB be observation incident ray, incident angle is 15 degree, the mirror point that A ' is A.The arc length of AA ' is then reflection paster effective coverage.Can seek knowledge according to Heron's formula, ∠ BOA=14.8 °, then the arc length of AA ' is 2*sin ∠ BOA*OA ≈ 0.40m, and namely 3 when to put up spacing that sheet often puts up sheet be 20cm, need not consider layback.
Preparatory stage before measuring, set up the building coordinate system be suitable for, and measure or obtained by additive method the radius of steel column to be measured, and shift to an earlier date coding on counter.
Give as shown in Figure 5 and utilize computer program to realize a kind of embodiment of the present invention, after computer program has been write, settle total powerstation to suitable position, total powerstation is made all to be no more than 15 degree to the laser incident angle of each reflection paster, measure the coordinate of unique point residing for each reflection paster, after calculating cylinder central coordinate of circle, information is passed to operating personnel in time, after steel column is installed and is corrected by operating personnel, duplicate measurements again.Counter can directly show steel column side-play amount, and survey crew can feed back to operating personnel corresponding information in time, as the foundation of steel column perpendicularity calibration.
The method that in the present invention, the disclosed embodiments describe or the software module that the step of algorithm can directly use hardware, processor to perform, or the combination of the two is implemented.Software module can be placed in the storage medium of other form any known in random access memory (RAM), internal memory, ROM (read-only memory) (ROM), electrically programmable ROM, electrically erasable ROM, register, hard disk, moveable magnetic disc, CD-ROM or technical field.
Previously described is each preferred embodiment of the present invention, preferred implementation in each preferred embodiment is if not obviously contradictory or premised on a certain preferred implementation, each preferred implementation can stack combinations use arbitrarily, design parameter in described embodiment and embodiment is only the invention proof procedure in order to clear statement inventor, and be not used to limit scope of patent protection of the present invention, scope of patent protection of the present invention is still as the criterion with its claims, the equivalent structure change that every utilization instructions of the present invention and accompanying drawing content are done, in like manner all should be included in protection scope of the present invention.
Claims (4)
1. Super High verticality of stand column bearing calibration, comprises the measurement in the column center of circle, it is characterized in that, the measurement in the described column center of circle comprises the steps:
Any N point that S1 is in same level cross section at tested column arranges the reflection paster being close to leg surface, described N be not less than 2 positive integer;
S2 utilizes total powerstation to measure described any N point coordinate separately;
N point coordinate divides into groups by S3 between two, utilizes the rear principle that crosses to measure column central coordinate of circle to each group, whole each groups is measured the column central coordinate of circle obtained and averages;
Rear is utilized to cross principle measurement column central coordinate of circle (Xp, Yp) for utilizing
Xp=Xa+ecosα+fsinα；
Yp=Ya+esinα-fcosα；
Wherein Xa, Yb are respectively horizontal ordinate and the ordinate of this group A, B at 2, and e is the half of A, B distance between two points, and f is the distance of the column center of circle to AB line, and α is the position angle of line segment AB.
2. Super High verticality of stand column bearing calibration as claimed in claim 1, it is characterized in that, in described any N point, central angle corresponding to the arc length between adjacent 2 is not more than 15 degree, only gets to meet arc length is corresponding central angle therebetween and be not more than 15 degree 2 and carry out grouping mea-sure in step S3.
3. Super High verticality of stand column bearing calibration as claimed in claim 1, it is characterized in that, described total powerstation is Suo Jia cx-102 total powerstation.
4. Super High verticality of stand column bearing calibration as claimed in claim 1, it is characterized in that, described any N point is all positioned at column top plan.
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| CN201510224413.2A CN104819709A (en) | 2015-05-06 | 2015-05-06 | Super high-rise upright perpendicularity correcting method |
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| CN201510224413.2A CN104819709A (en) | 2015-05-06 | 2015-05-06 | Super high-rise upright perpendicularity correcting method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108008401A (en) * | 2017-11-27 | 2018-05-08 | 广州华洲信息科技有限公司 | Portable laser rangefinder |
| CN111764673A (en) * | 2020-07-23 | 2020-10-13 | 中国建筑第八工程局有限公司 | Correction equipment for installation of box-type steel column and correction method thereof |
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| CN101915567A (en) * | 2010-07-30 | 2010-12-15 | 陕西建工集团机械施工有限公司 | Method for measuring and positioning inclined structure of high-rise building |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108008401A (en) * | 2017-11-27 | 2018-05-08 | 广州华洲信息科技有限公司 | Portable laser rangefinder |
| CN111764673A (en) * | 2020-07-23 | 2020-10-13 | 中国建筑第八工程局有限公司 | Correction equipment for installation of box-type steel column and correction method thereof |
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Application publication date: 20150805 |
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