CN107328388A - It is a kind of high without the high Trigonometric Leveling of prism without instrument - Google Patents
It is a kind of high without the high Trigonometric Leveling of prism without instrument Download PDFInfo
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- CN107328388A CN107328388A CN201710531441.8A CN201710531441A CN107328388A CN 107328388 A CN107328388 A CN 107328388A CN 201710531441 A CN201710531441 A CN 201710531441A CN 107328388 A CN107328388 A CN 107328388A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01C—MEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
- G01C5/00—Measuring height; Measuring distances transverse to line of sight; Levelling between separated points; Surveyors' levels
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Abstract
The present invention is a kind of high without the high Trigonometric Leveling of prism without instrument, using can be resistant to adverse circumstances and keep steady operation performance total powerstation, with two prism bars, two prisms bar fixed difference is predicted in advance, geodimeter is set up between two measuring points, the process of measurement of first backsight forward sight again, change face observes backsight and the forward sight discrepancy in elevation respectively, necessary alignment prism center during observation, survey sets point height to be measured, using round measurement, apart from adjustment, ensure that measurement accuracy meets second grade leveling precision, this method has continued to use the operating procedure of precision level, popular saying is exactly to replace spirit level to carry out data acquisition using total powerstation, the discrepancy in elevation of indium steel ruler acquisition between points is replaced with prism bar, precision meets related specifications requirement.Simple to operate, convenient and efficient, data are reliable, and effectively, the method is with the obvious advantage in the mountain region measurement of the level, urban architecture foundation ditch elevation transmission measurement, the transmission measurement of skyscraper elevation for precision.
Description
[technical field]
The present invention is a kind of high without the high Trigonometric Leveling of prism without instrument, it is adaptable to which the mountain region level of big rise and fall is surveyed
Amount, urban architecture deep basal pit elevation transmission measurement can be achieved reduction measurement cost, save time of measuring, it is ensured that measurement accuracy
Purpose.
[background technology]
Carried out, measured for mountain region and deep basal pit, measurement circuitry is long using spirit level and indium steel ruler more than the existing measurement of the level,
Turning point is more, and data processing amount is big, need to expend a large amount of manpower and materials, and time-consuming longer, and precision hardly possible can meet requirement.
With the update of measuring apparatus instrument, measuring instrument precision and performance more and more higher, traditional measurement operation
Pattern does not only make full use of and played the function of modern measuring instrument, does not also embody the advantage of high-tech content, will be by
Gradually it is eliminated, such as traditional operation ceiling hammer measure traverse line and the pattern of setting-out in measuring by prism and centering rod instantly
Substituted, traditional taped measurement has seldom been used in actual accurate measurement operation, and traditional high-precision leveling uses micrometer
Device adds indium steel ruler to carry out, and adds indium watt chi to replace by electronic level.
To give full play to the performance advantage of modern instrument, reduction measurement labor intensity ensures measurement accuracy grade, now invented
A kind of " no instrument height is without the high Trigonometric Leveling of prism ", this method not only has speed than traditional precise leveling method
Degree, precision, the advantage in cost, more have and overturn traditional meaning, spirit level should can be eliminated in this way in engineering survey
Application, instrument configuration can be reduced in construction, the utilization of resources can be accomplished ultimate attainment.
[content of the invention]
The technical scheme that the present invention takes is：
First, measuring instrument type selecting
1st, the instrument of all models of geodimeter (total powerstation) precision higher than more than 1+1PPM and brand.
2nd, prism bar (both centering rod, rear same) lowest order height is not preferably greater than 1.35m, is erected using centering rack, centering rod
General to use two, one can just complete in short distance measurement.
2nd, the preparation before measuring
1st, instrument calibration
Calibration must be carried out to total powerstation, the indices after calibration must are fulfilled for the requirement of related specifications, especially before measurement
Its change face ranging and the discrepancy in elevation this two indexs must are fulfilled within 3mm.
2nd, the measurement of the high fixed difference of prism bar
The high fixed difference of prism bar is constant, refers to that two prism bars portray the difference of value in sustained height, before measuring
In order to eliminate this constant error, this difference is measured in advance using instrument.
3rd, execute-in-place
Measure after the completion of preparation, start in-site measurement.Instrument is shown in Fig. 1 a, two between being placed in two tested points during measurement
Prism bar is respectively placed in front and rear viewpoint that (prism bar height is forbidden to extend and shorten centering all in lowest order in measurement process
Bar height), using the process of measurement of first backsight forward sight again, change face observation backsight and the forward sight discrepancy in elevation, must take aim at during observation respectively
Quasi- prism centers, indicate the point site number of prism bar 1 and prism bar 2 respectively during record, and respectively record front-and rear-view change face away from
From and the discrepancy in elevation.
Distance is long between two measuring points, it is impossible to when single station completes measurement, can be carried out by the way of interim turning point, interim turning point
Ensure that depression does not occur for prism bar for principle, rearscope bar must assure that in the original location during turning station, it is only necessary to rotate rib
Mirror just can be to be shown in Fig. 1 b.
If also needing to continue to turn station, the operation of forward sight prism is identical with rearscope.This measurement operator scheme forward sight distance
It is advisable respectively with 20m~100m with backsight distance, the distance difference of front-and rear-view is smaller better, indivedual places are because of sighting condition limitation
Or can not be set up across instrument during rivers valley in 2 centre positions, it is no less than 30m, the automatic lock of band with the distance of short side
Location survey distance meter forward sight distance and backsight distance cannot be greater than 300m respectively, and front-and rear-view is away from can arbitrarily set, on condition that ensureing observation
In can see that prism crosshair is defined.
4th, data processing
Either using closure level or annexed leveling line, it is necessary to which, using measurement is come and gone, distance takes change face to put down
Average, the discrepancy in elevation also uses change face average value, and the discrepancy in elevation is remembered that calculating principle is to subtract backsight plus forward sight when calculating, must adopted during adjustment
With apart from adjustment, station adjustment must not be used, in the processing of interior page data, maximum difficulty is the calculating of the discrepancy in elevation, is especially existed
Calculate particularly complicated during using two prism bar measurements and unequal two prism pole lengths, be exemplified below：
The length of prism bar 1 is 1.3m, is placed on A points, A point height 1895.3250m, in this direction change face average reading
For -3.8524m.
The length of prism bar 2 is 1.302m, is placed on B points, B point height 1900.6332m, change face reading is in this direction
1.4587m。
Subtract backsight plus rearscope pole length according to triangulated height calculation formula backsight elevation plus forward reading subtracts
Forward sight prism pole length is equal to B point heights, is calculated as follows：
HB=HA+L1-h1+h2-L2
HB- B point heights
HA- A point heights
L1The length of-prism bar 1
h1Change face average reading in-rear apparent direction
h2Change face average reading in-preceding apparent direction
L2The length of-prism bar 2
(1895.325+1.3- -3.8524)+1.4578-1.302=1900.6332m
It can be drawn from above formula, two prism pole lengths can be merged into -0.002m (both two prism bar differences in height), in
It is that calculating formula can be simplified to：
HB=HA-h1+h2-LDifference in height
HB- B point heights
HA- A point heights
h1Change face average reading in-rear apparent direction
h2Change face average reading in-preceding apparent direction
LDifference in height- rearscope pole length subtracts forward sight prism bar length difference
1895.325- (- 3.8524)+1.4578+ (- 0.002)=1900.6332m
Herein it is worth noting that the difference in height of two prism bars has positive and negative point, because two ribs in measurement process
Mirror bar must distinguish the positive and negative value of the difference in height of two prism bars, all the time in ceaselessly conversion front-and rear-view position in calculating
It is the difference that rearscope pole length subtracts forward sight prism pole length, both prism bar 1 was in backsight, the prism in forward sight of prism bar 2
Bar difference in height is that the height of prism bar 1 subtracts the height=prism bar difference in height of prism bar 2, and prism bar 2 is in backsight, and prism bar 1 is preceding
Apparent time prism bar difference in height is that the height of prism bar 2 subtracts the height=prism bar difference in height of prism bar 1.
5th, accuracy assessment
Testing is carried out in strict accordance with above operating procedure, mis-tie misclosure is come and gone and conforms to difference and must be fulfilled for corresponding measurement of the level etc.
Level is required, needs to mend survey again if being unsatisfactory for requiring, testing in this way is entirely capable of meeting《Railroad engineering survey specification》
(TB10101-2009) second-order levelling required precision in.
The method of the present invention solves the mountain region measurement of the level and urban architecture foundation ditch measurement of higher degree circuit length, turning point are more, several
Big, the shortcoming of time and effort consuming according to amount.This method is simple to operate, convenient and efficient, and data are reliable, and precision is effective, it is adaptable to mountain region water
Locating tab assembly and the urban architecture foundation ditch measurement of higher degree.
[brief description of the drawings]
Fig. 1 a-1b prism bars fixed difference is surveyed and set
Fig. 2 record formats
[embodiment]
This method Successful tests are applied to the project levels such as beautiful mill railway, ring Hunan Road, Kunming OCC base pit engineerings and surveyed
Amount, simple to operate, convenient and efficient, data are reliable, and precision is effective, with higher application and promotional value.
A kind of " no instrument height is without the high Trigonometric Leveling of prism ", the performance for making full use of measuring instrument to update is excellent
Gesture, use can be resistant to adverse circumstances and keep the total powerstation of steady operation performance, with two prism bars, predict in advance digonous
Mirror bar fixed difference, sets up geodimeter (total powerstation) between two measuring points, the process of measurement of first backsight forward sight again, respectively change face
Backsight and the forward sight discrepancy in elevation are observed, necessary alignment prism center during observation, survey sets point height to be measured, and using round measurement, distance is flat
Difference, it is ensured that measurement accuracy meets second grade leveling precision, and this method has continued to use the operating procedure of precision level, and popular saying is just
It is to replace spirit level to carry out data acquisition using total powerstation, the discrepancy in elevation of indium steel ruler acquisition between points, essence is replaced with prism bar
Degree meets related specifications requirement.
A kind of " no instrument height is without the high Trigonometric Leveling of prism " of the invention, simple to operate, convenient and efficient, data can
Lean on, effectively, the method is with the obvious advantage in the mountain region measurement of the level and the transmission measurement of urban architecture foundation ditch elevation for precision.
Advantage of the present invention is as follows：
1st, perfection solves the problems, such as that the larger quasi- instrument of landform reclaimed water of drop repeatedly puts inefficiency and deviation accumulation caused by station.
2nd, make spirit level measure in chi face portray the unavoidable present situation of value error and be resolved.
3rd, overcome and the error that instrument height is produced is measured in the traditional triangle measurement of higher degree.
4th, overcome and the error that prism height is produced is measured in the traditional triangle measurement of higher degree.
5th, solve typically without prism height and be asked without inefficiency caused by can only using a prism bar in instrument high measurement
Topic.
6th, build and generally entered with elevation transmission measurement in bridge pier grade height and relatively low building using steel ruler is hung in deep basal pit, room
OK, this method troublesome poeration, and influenceed very big by place, temperature and drop, and testing is carried out using patent of the present invention can
Perfection solves all the problems above.
7th, traditional measurement of the level needs front-and rear-view away from equal to overcome i angle errors, to accomplish front-and rear-view away from it is equal be one
Very cumbersome thing is, it is necessary to which spirit level or front-and rear-view chi move back and forth could repeatedly realize, and use this patent measuring method
Without the concern for front-and rear-view away from it is equal the problem of, this method can greatly improve measurement efficiency in practical operation.
First, measuring instrument type selecting
1st, geodimeter (total powerstation) precision is higher than more than 1+1PPM.
2nd, prism bar lowest order height is not preferably greater than 1.35m, is erected using prism bar.
2nd, the preparation before measuring
1st, instrument calibration
Calibration must be carried out to total powerstation, the indices after calibration must are fulfilled for the requirement of related specifications, especially before measurement
Its change face ranging and this two indexs of the discrepancy in elevation it is necessary≤3mm (value refers to differences of the 100m apart from calibration).
2nd, the measurement of the high fixed difference of prism bar
The high fixed difference of prism is constant, and the prism bar minimum altitude of general same model is equal, but because bubble is inclined
The reasons such as oblique or center rod bending can cause two prism bars highly inconsistent, be measured when two prism bars are highly inconsistent
Error occurs in 2 points of the discrepancy in elevation, and the error is exactly equal to the difference in height of two prisms bar, such as：
The change face average reading in the direction of prism bar 1 is 0.1082m, and the change face average reading in the direction of prism bar 2 is
0.1058m, then the difference in height of two prism bars is 0.1082-0.1058=0.0024m, constant in order to eliminate this before measuring
Error, this difference is measured using instrument in advance.It is specifically shown in Fig. 1：
First instrument is placed in outside point A 100m, change face measuring prism bar 1 after leveling, records the discrepancy in elevation, then be placed on point A
Prism bar 2, change face measuring prism bar 2 records the discrepancy in elevation, two prism bars must not extend during measurement, be in lowest order, aims at
When alignment prism crosshair, the change face reading of prism bar 1 averaged, and the change face reading of prism bar 2 is averaged, two average values
Difference be that prism bar constant height is poor, the difference it is every station measurement in occur, measurement record in should record each rib
Mirror bar reference numeral, is calculated as follows formula：
The calculating of the high constant difference of prism bar
HConstant difference=(1hJust+1h)÷2-(2hJust+2h)÷2
HConstant difference- prism bar constant difference
1hJustThe telescope direct reading of-prism bar 1
1hThe reversing face reading of-prism bar 1
2hJustThe telescope direct reading of-prism bar 2
2hThe reversing face reading of-prism bar 2
Note：Single station discrepancy in elevation must deduct the steady state value when calculating, and the difference in height steady state value has positive and negative change, is always
The rearscope bar discrepancy in elevation of measure subtracts the difference of the forward sight prism bar discrepancy in elevation of measure, and the discrepancy in elevation here refers to according to aforesaid operations
The discrepancy in elevation of measurement, met journey and refers to " data processing " chapters and sections.
3rd, execute-in-place
Measure after the completion of preparation, start in-site measurement.Instrument is placed between two tested points during measurement, two prism bars
It is respectively placed in front and rear viewpoint (prism bar height all in lowest order), using the process of measurement of first backsight forward sight again, respectively just
Reversing face observes backsight and the forward sight discrepancy in elevation, and necessary alignment prism center, indicates prism bar 1 and prism bar 2 respectively during observation during record
Point position position, and the record backsight change face distance and backsight change face discrepancy in elevation respectively, record format is as shown in Figure 2.
Distance is long between two measuring points, it is impossible to when single station completes measurement, can be carried out by the way of interim turning point, interim turning point
Ensure that depression does not occur for prism bar for principle, rearscope bar must assure that in the original location during turning station, it is only necessary to rotate rib
Mirror just can be so that if also needing to continue to turn station, the operation of forward sight prism is identical with rearscope.It is this measurement operator scheme forward sight away from
From be advisable respectively with 20m~100m with a distance from backsight, the distance difference of front-and rear-view is smaller better, and indivedual places are because of sighting condition limit
System can not be set up across instrument during rivers valley in 2 centre positions, be no less than 30m with the distance of short side, band is automatic
Locking rangefinder forward sight distance and backsight distance cannot be greater than 300m respectively, and front-and rear-view is away from can arbitrarily set.
4th, data processing
Either using closure level or annexed leveling line, it is necessary to using measurement is come and gone, must be used during adjustment
Apart from adjustment, station adjustment must not be used.
Positive and negative values situation occurs because triangulated height only gathers relative instrument height in discrepancy in elevation data, the discrepancy in elevation during measurement, remembers
It must be recorded during record in strict accordance with the raw measurement data of positive and negative values, both honest to be recorded as "+", negative value is recorded as "-", during calculating
Using the computational methods for subtracting backsight+forward sight, i.e.,：
Subtract backsight plus rearscope pole length according to triangulated height calculation formula backsight elevation plus forward reading subtracts
Forward sight prism pole length is equal to B point heights, is calculated as follows：
HB=HA+L1-h1+h2-L2
HB- B point heights
HA- A point heights
L1The length of-prism bar 1
h1Change face average reading in-rear apparent direction
h2Change face average reading in-preceding apparent direction
L2The length of-prism bar 2
It can be drawn from above formula, two prism pole lengths can merge (both two prism bar differences in height), then calculating formula
It can be simplified to：
HB=HA-h1+h2-LDifference in height
HB- B point heights
HA- A point heights
h1Change face average reading in-rear apparent direction
h2Change face average reading in-preceding apparent direction
LDifference in height- rearscope pole length subtracts forward sight prism bar length difference
Herein it is worth noting that the difference in height of two prism bars has positive and negative point, because two ribs in measurement process
Mirror bar must distinguish the positive and negative value of the difference in height of two prism bars, all the time in ceaselessly conversion front-and rear-view position in calculating
It is the difference that rearscope pole length subtracts forward sight prism pole length, both prism bar 1 was in backsight, the prism in forward sight of prism bar 2
Bar difference in height is that the height of prism bar 1 subtracts the height=prism bar difference in height of prism bar 2, and prism bar 2 is in backsight, and prism bar 1 is preceding
Apparent time prism bar difference in height is that the height of prism bar 2 subtracts the height=prism bar difference in height of prism bar 1.
5th, accuracy assessment
The performance advantage for making full use of measuring instrument to update, use can be resistant to adverse circumstances and keep stable work
Make the total powerstation of performance, with two prism bars, two prisms bar fixed difference is predicted in advance, geodimeter is set up between two measuring points
(total powerstation), the process of measurement of first backsight forward sight again, change face observation backsight and the forward sight discrepancy in elevation, must aim at rib respectively during observation
Mirror center, survey sets point height to be measured, using round measurement, apart from adjustment, it is ensured that measurement accuracy meets second grade leveling precision, the party
Method has continued to use the operating procedure of precision level, and popular saying is exactly to replace spirit level to carry out data acquisition using total powerstation,
The discrepancy in elevation of indium steel ruler acquisition between points is replaced with prism bar, total powerstation accuracy of reading currently used in the market can be accurate
To 0.1mm, and second grade leveling is 0.1mm by related specifications precision prescribed, meets accuracy of reading requirement.
During observation using in the crosshair alignment prism of the total powerstation without following function with use optical level cross
Silk aim at indium steel ruler to portray value its pointing accuracy equivalent, if be observed using the total powerstation with following function, substantially with
The electronic level measurement of the level is identical, thus infers that it meets accuracy of observation requirement.
Prism bar to put it is identical to a principle with indium steel ruler, indium steel ruler adjusts the vertical of the face of eating using level(l)ing bubble
Degree, and prism bar equally ensures the perpendicularity of prism bar using level(l)ing bubble, thus infers that it meets to point and perpendicularity and wants
Ask.
Spirit level determines the discrepancy in elevation between points using horizontal line of sight, and total powerstation is used between measuring point and instrument
The discrepancy in elevation determines the discrepancy in elevation of point-to-point transmission, and its Computing Principle is identical, and thus inference operations principles, which is met, requires.
Spirit level is overcomes i angle errors to be evaded using front-and rear-view away from equal, and total powerstation is using then in the absence of i angles mistake
The influence of difference, its principal element influenceed is the 2C values of altitude circle, so averaging using change face in observation
Professional etiquette is kept away, and wants total powerstation substantially to take advantage in this accuracy assessment, and single total powerstation discrepancy in elevation is according to vertical angle and oblique distance calculating
Draw, the error of distance can be transmitted to the discrepancy in elevation in total station survey, but according to the range accuracy of total powerstation in the market
2mm, angle measurement accuracy was calculated according to 1 second, and one direction measurement length is according to the difference of its influence discrepancy in elevation of 100m：
Sin (± 1 second) × (100 ± 0.002)=0.000484814m
It is 0.000969627m to calculate its difference with worst positive one second and negative one second
It is 1.26mm to calculate allowable error according to the √ L of second-order levelling 4, show that its instrument progress is met from the data
Second-order levelling requirement.
Testing is carried out in strict accordance with above operating procedure, mis-tie misclosure is come and gone and conforms to difference and must be fulfilled for corresponding measurement of the level etc.
Level requires that precision can be met《Railroad engineering survey specification》(TB10101-2009) second-order levelling required precision in.
Claims (5)
1. it is a kind of high without the high Trigonometric Leveling of prism without instrument, it is characterised in that to be surveyed using a kind of brand-new Levelling
Operator scheme is measured, is placed in during the measurement of higher degree using total powerstation instead of spirit level between two tested points, two prism bars are respectively placed in
In front and rear viewpoint, the measuring sequence both Levelling of backsight-forward sight-forward sight-backsight is measured using geodimeter (total powerstation)
Rear-preceding-anterior-posterior observation procedure in instrument measurement, change face observation backsight and the forward sight discrepancy in elevation and distance, must take aim at during observation respectively
Quasi- prism centers, indicate the point position position of prism bar 1 and prism bar 2 respectively during record, and respectively record front-and rear-view change face away from
From and the discrepancy in elevation；Distance is long between two measuring points, it is impossible to when single station completes measurement, can be carried out by the way of interim turning point, interim to turn
Depression does not occur for promise prism bar for principle, and the forward sight for turning a upper station during standing is changed into backsight, and prism bar must assure that
Original position, it is only necessary to rotate prism alignment instrument, if also need continue turn station, forward sight prism operation it is identical with rearscope up to
Onto measurement stake point.
2. it is a kind of high without the high Trigonometric Leveling of prism without instrument according to claim 1, it is characterised in that specific measurement
Step is as follows：
(1) instrument calibration
Calibration must be carried out to total powerstation, the indices after calibration must are fulfilled for the requirement of related specifications, especially just before measurement
Reversing face ranging and the discrepancy in elevation this two indexs must are fulfilled within 3mm/100m；
(2) measurement of the high fixed difference of prism bar
The high fixed difference of prism bar is constant, refers to that two prism bars portray the difference of value in sustained height, before measuring in order to
This constant error is eliminated, this difference is measured in advance using instrument；
(3) execute-in-place
Measure after the completion of preparation, start in-site measurement, instrument is placed between two tested points during measurement, two prism bar difference
(prism bar height is forbidden to extend and shortens centering rod highly all in lowest order, in measurement process) is placed in front and rear viewpoint, is adopted
With the process of measurement of first backsight forward sight again, change face observation backsight and the forward sight discrepancy in elevation respectively, during observation must alignment prism center,
The point site number of prism bar 1 and prism bar 2, and record front-and rear-view change face distance and the discrepancy in elevation respectively are indicated during record respectively；
Distance is long between two measuring points, it is impossible to when single station completes measurement, can be carried out by the way of interim turning point, interim turning point ensures
Depression does not occur for prism bar for principle, and rearscope bar must assure that in the original location during turning station, it is only necessary to rotate prism just
Can be with；
(4) data processing
No matter using closure level or annexed leveling line, it is necessary to which using measurement is come and gone, distance takes change face average value, high
Difference also uses change face average value, and the discrepancy in elevation remembers that calculating principle is to subtract backsight plus forward sight when calculating, distance must be used during adjustment
Adjustment, must not use station adjustment, and in the processing of interior page data, maximum difficulty is the calculating of the discrepancy in elevation：
(5) accuracy assessment
In strict accordance with above operating procedure carry out testing, come and go mis-tie misclosure and conform to difference must be fulfilled for corresponding measurement of the level grade will
Ask, need to mend survey again if being unsatisfactory for requiring, testing in this way is entirely capable of meeting《Railroad engineering survey specification》
(TB10101-2009) second-order levelling required precision in.
3. it is a kind of high without the high Trigonometric Leveling of prism without instrument according to claim 2, it is characterised in that if needing to continue
Turn station, the operation of forward sight prism is identical with rearscope, forward sight distance and backsight distance are advisable with 20m~100m respectively, front-and rear-view
Distance difference it is smaller better, when instrument can not be set up in 2 centre positions, 30m, band are no less than with the distance of short side
Automatic locking rangefinder forward sight distance and backsight distance cannot be greater than 300m respectively, and front-and rear-view is away from can arbitrarily set, on condition that protecting
It can see that prism crosshair is defined in card observation.
4. it is a kind of high without the high Trigonometric Leveling of prism without instrument according to claim 1, it is characterised in that to use two
Calculation formula is as follows when prism bar is measured and two prism pole lengths are unequal：Add according to triangulated height calculation formula backsight elevation
Upper rearscope pole length subtracts backsight plus forward reading subtracts forward sight prism pole length equal to B point heights, is calculated as follows：
HB=HA+L1-h1+h2-L2
HB- B point heights
HA- A point heights
L1The length of-prism bar 1
h1Change face average reading in-rear apparent direction
h2Change face average reading in-preceding apparent direction
L2The length of-prism bar 2
It can be drawn from above formula, two prism pole lengths can merge both two prism bar differences in height, then calculating formula can simplify
Into：
HB=HA-h1+h2-LDifference in height
HB- B point heights
HA- A point heights
h1Change face average reading in-rear apparent direction
h2Change face average reading in-preceding apparent direction
LDifference in height- rearscope pole length subtracts forward sight prism bar length difference
Herein it is worth noting that the difference in height of two prism bars has positive and negative point, because two prism bars in measurement process
In ceaselessly conversion front-and rear-view position, the positive and negative value of the difference in height of two prism bars must be distinguished in calculating, after being all the time
The difference of forward sight prism pole length is subtracted depending on prism pole length, both prism bar 1 was in backsight, and the prism bar in forward sight of prism bar 2 is high
It is that the height of prism bar 1 subtracts the height=prism bar difference in height of prism bar 2 to spend difference, and prism bar 2 is in backsight, and prism bar 1 is in forward sight
Prism bar difference in height is that the height of prism bar 2 subtracts the height=prism bar difference in height of prism bar 1.
5. it is a kind of high without the high Trigonometric Leveling of prism without instrument according to claim 1, it is characterised in that measurement used
The instrument of instrument type selecting, all models of the geodimeter precision higher than more than 1+1PPM and brand；Prism bar both centering rod (after
Together), lowest order height is not preferably greater than 1.35m, is erected using centering rack, and centering rod typically uses two, one in short distance measurement
Root can just be completed.
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| CN108981660A (en) * | 2018-07-31 | 2018-12-11 | 中国十七冶集团有限公司 | A kind of Opposite side survey method of triangulated height |
| CN108981661A (en) * | 2018-07-31 | 2018-12-11 | 中国十七冶集团有限公司 | The measuring device and measuring method of spheric and atmospheric aberration are eliminated in trigonometric levelling |
| CN110567448A (en) * | 2019-08-29 | 2019-12-13 | 中铁十二局集团建筑安装工程有限公司 | Method for measuring elevation coordinates by total station |
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| CN112556643A (en) * | 2020-11-30 | 2021-03-26 | 中铁大桥局集团第二工程有限公司 | Elevation measurement method for settlement observation of pier in water |
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| CN112629490A (en) * | 2021-01-06 | 2021-04-09 | 中铁大桥局集团第一工程有限公司 | Differential correction triangular height measurement assembly and measurement method |
| CN114396915A (en) * | 2022-01-23 | 2022-04-26 | 中国电建集团河北省电力勘测设计研究院有限公司 | Underground electric power tunnel engineering elevation measurement method |
| CN114396915B (en) * | 2022-01-23 | 2023-11-17 | 中国电建集团河北省电力勘测设计研究院有限公司 | Underground electric power tunnel engineering elevation measurement method |
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