UNITED NATIONS
ECONOMIC AND SOCIAL COUNCIL
ECONOMIC COMMISSION FOR AFRICA
Third Regional Cartographic Conference for Africa
Addis Ababa Ethiopia), 30 October - 10 November 1972 Provisicnal agenda item 7(a)
Distr.
LIMITED
E / CN.14 / CART /308 13 October 1972
Original: ENGLISH
*
**
EVAWATION OF SHORT-RANGE DISTANCE-MEASURING INSTRUMENTS Submitted by the Government of the United States
of America
Since the development of the first electro-optical instrument in 1948 and the first microwave instrument in 1957, tremendous strides have been made in instrumentation for measurement of precise distances. The measure- ment of distances by tape and chaining crews are fast giving way to new technological developments in the engineering field. The time-eonsuming and laborious task.of taping over flat or mountainous terrai~ was a good approach in its'day; but the engineering field today must have the instru- mentation to perform these projects in a minimum amount of time and with greater accuracy than before~
Iricr-ea.sed accuracy is gained \ Lth the new distan .e- measuri ng equipment by eliminating the numerous tape 1enlr'hs wi-lih improper tension, improper inclination correctionf improper catellar,y co~rections9 improper temperature oorrections and the human error involved in each tape length. True, the new distance-measuring equipment has inaccuracies in the systems, primarily
refract~ve index correction, frequenoy driftr instrument constants, human errorsin plumbing over the points, and human errors in instrument readout.
JOOst of these can be eliminated if oertain procedures are used.
~ This is a combination and update of the following papers:
NEW DISTANCE MEASURING INSTRUMENTS
Presented at the July 21-251 1969, ASCE Washington National Transportation Engineering Meeting,
Washington, D.C.
SHORT-RANGE ELECTRONIC DISTANCE MEltSuiUNG INSTRUMENTS Presented at the September 8,
19
i, AmerioanCongress on Surveying and Mapping Fall Convention, San Franci§co, California. .
**
By Raymond N. Tomlinson, Chief, Co-ordination Group, National Geodetic Survey.E/CN.14/CARr/308
Page 2 -
What are "short-range measurements"? The definitions for short, . middle, and Long-irange measurements vary wi th each surveying firm or
.agency. A surveyor performing all his work f'rom tripod set-ups would probably consider lines of one to two miles as long range, whereas in geodetic control projects utilizing towers, the one to two mile lines would be considered short, two to ten miles middle, and 10 to 60 miles long range. Since the majority of surveyors measure lengths under 2,000 meters, this paper will consider short-range measurements to include all new EDMI over the range of 50 meters to 5,000 meters.
Unless you can look forward to the surveying era we have entered and purchase precision theodolites and EDMI, you will not have the capability to perform these surveys to the precision necessary nor accomplisn the project in the time allowed. Precision theodolites have been here about 50 years and do you have one? Look at the new EDMI around you and you will see it won't take 50 years to convince the progressive surveyors to purchase moMI. Sure there,.are disadvantages to EDMI, but not n ear'Ly as many when compared to inaccuracies of taping and time involved.
Most surveyors are hesitant to purchase theodolites and EDMI due to cost, training of personnel, and confusion as to which instruments are best suited for his needs. You are besieged with fantastic claims by the manufacturers, his instrument is the best, will perform 24 hours a day, seven days a week, climb walls and satisfy your wife. I don't know about the 24 hours a day, seven 'days a week, but'I do know that most of these instruments will satisfy your wife. She will be satisfied becau~e you will receive more projects, will increase your production, increase.your income and most of all, increase her allowance (money) which satisfies her.
In order to tell you about the new instruments, some of their faults, some advantages, test results, etc., we must first consider t~ainingof p er-sonne'l and related equipment.
TRAINING OF PERSOl'lNEL
Training of personnel is an age old story as the n.ew employee.suse to work their way up through the ranks 'a f t er starting at the bottom.
Today, most everyone wants to start at the top for top money. Even in periods of unemployment, most of you find it difficult to obtain ~ersonnel
to perform surveying functions. Thi s is the age in which we are liVing and more of a reason why you have to purchase~MI.an d theodolites.
Transit and taping procedures re~uire too many employees when compared wi th the new m:>MI.
New EDMI currently on the market can be operated very efficiently
after only a few hours' training of personnel with previous EDMI experience.
For others, it requires about the 'Sam e number of hours to become proficient in operating procedures, but weeks, .mon t h s , and years to become proficient due to the day-to-day encounters of blocked lines, passing traffic, eccen-
t~ic set-ups,.etc.
:;/ CN. 14/ CART/ 308 Page 3
Too often we fail in our trai ning pr ograms to tea ch our employees to perform their duties in an effi ci ent and accurat e manner. If we are doing work to 1/5,000, wo only teach them met hod s an~ procedures to obtain this accuracy when they 'sh~ul d be trained to perform projects of 1/5,000 work with the same procedures that are required for 1/10,000, 1/20,000 or higher. The National Geodetic Survey trains its empl oy ees in pr oc edu r es used in the higher order of control which are also used in the lower
orders. By using the same procedu:-es, they can be shifted from one project to another and the only difference woul d be in the number of posi tions and number of length measurement s to be observed. Set-up time, sta tion
descriptions, etc., ar e the same for all cla s s es of con trol if the project is performed in ac cor dan c e wi th sp ec i f i ca t ion s . If your personnel are well trained, they can mak e precision set-u p s just as fast as th e old dropping a rock method. Training in the operating pr ocedu res, set-up procedures, obtaining good meteorol ogi ca l data , obt aining di ff eren c es in elevation, etc., must be stress ed to obtain satisfactory length mea su r emen t s,
Tr a i ni ng of personnel in control fiel d pr ocedur es i s avai l abl e , and we in NOS , National Geod et i c Survey, recentl y bega n a workshop program for training personnel in the proper pr ocedu r es rela ted to theodolites, EDMI, and computations. We hope to gi ve thi s workshop about twi c e ~ yea r at various locations throughout th e United Stat es. Al so , training in geod et i c field proceiures is available through otner sources if you so desire.
RELATED EQUI PMENT
This is an area which concerns us the most due to the numerous complaints we ~ec ei v e . You mu s t have the proper related equi pment to perform any survey project efficiently and ac curately. A sa l esman 1s out to make a living just like we are, and you can see by the TV commercials that each brand is the best. The EDMI sa lesmen are havi ng to perform the same way to st a y up or ahead of their competit ors. We know sa lesmen for each of the manuf a c t u r ed instruments and th ey really are human; but their livelihood is selling instruments. Some Vii l l tell you thei r instrument measures so accurately that temperature and pr es s ur e can be omitted, set the instrument near the sta tion and thi s little knob will ad ju s t for the offset, etc. Most of your sal esm en ar e familiar wi t h certain asp ec t s of surveYing and could really help you in setting up or being fitted out wi t h the proper equipment, but you wi l l not let him. Af t er he arriyes and starts to quote accuracies, measuring time, etc., you say -- well brand "X" costs less and perfo rms the same function in half the time.
What other choice does the sa l es man have but to be competitive and get the sale.
Mos t salesmen know tha t for preC1s~on measu r emen ts you need gocd
meteorological information, you need preoision plumbing, trained employees, etc.
In the purchas e of a 84,000 to $10, 000 ~mMI , do you st op to consider what relat ed equipment is needed? Wi l l this EDMI int er chang e wi t h other
equipment? You need accurate thermomet ers and ba r omet ers for al l EDMI and with mi c r owav e instruments, you also ne ed a very good ps ychronometer.
• E/ CN• 14/CARr/ 308
Page 4 .
On hot sunny days, you need a good umbrella to shade the meteorolo- gical ~uipment, and equally so of your EDMI. It may be
90
degrees or higher on the outside of your EDMI, but with the sun beating down on it, what is the temperature Lnsi.d e? How is this increased. temperatureaffecting instrument frequencies? They are going crazy and producing poor length measu r-em ente
SELECTION OF ED~U
i'le receive numerous inquiries regarding the various new moMI and in all cases they desire to purchase an instrument best suited to their needs.
Since we are not allowed to endor s e anyone particular instrument,.we can only state our findings in the use of the var'Lou s instruments. This approach is much b ett er tnan an endo r s em ent of one instrument because each prospective buyer has different applications and one brand of instrument will not fit all user needs to the best and most practical application.
In order to select the proper EDM! for your firm, division, or agency, numerous things must be consi d er-ed, Since the purchase of new EDMI represents a substantial investment, we must considert~e following:
What .a r e my average length of lines?
Will lines be in excess of 5,000 meters and how often?
What type of te~rain wi l l the projects cover?
Is project area subject to high humidity and/or temperatures?
How exp er-i enc ed are my operating personn el ? Simplicity of operation?
What training in operating procedures are needed?
How about interch~1geabilitywith other equipment?
What accuracies are needed on future projects?
Power requirements?
Weight?
Related equipment?
Costs?
Many other items could .be li sted, but th e most important for a firm or agency would be the answers to training of personnel, rela~ed equipment, accuracy, and interchangeability.
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E/CN.l4/CART/ 308 Page 5
Too many buyers arepurchacfngEDMI that are not compatible with other instruments, will not interchan~, and do not purchase reliable thermometers and barometers. What have you gained. in purchasing ne.v EDMI to be used with a one-minute transit? , Sur e,the time saved ov~r taping is a ~jQr item, but the positions determined are still in error due to angLuation performed. If your instruments will not interchange then adaptors, extra tr:lpods, etc., are required which wastes the time saved with EDMI.
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TEST AND EVALUATION
~he tests on all EDMI were conducted at our base lines at Beltsville, Maryland, and/or Culpeper, Virginia~ All measur ement s were made using our regular field methods and procedures and are not laboratory results. Wor k- ing under regular field conditions, on different days, with various weather conditions should give a better evaluation of the operation andaccur~cies
that the average surveyor can expect from these instruments.
Precision thermometers, psychronometers, and barometers were used along with adjustable tripods, optical plummets, fully charged batteries, an umbrella to shade the ins t rument and meteorological equipment. Manufacturer's operat- ing procedures,wer e followed and identical prisms were used for all "measure- ments shown except for the DI-IO which uses a different type prism.
. . . ,
The Beltsville base line is laid out as shown below, has been'measured four times with Irrvar- tapes standardized to 1/1,000,000 by the National Bureau of Standards and preciselevollingwas obtained between all marks. The author was in charge of the last three measurements and furnished personnel from his geodetic mobile field party for, '~he or i P1.r:.cl measurement.u
Beltsville Base Line o
O. 50
o 150
o 300
o o
600
o 1250
o 1800
·Thi s base line will be remeasured during the fall of 1972 as the data obtained from the new EDMI tested over the base shows that the monUlnent at 1250 has moved approximately 6 mm away from the monument at 1800.
You are'told that temperature and pressure are unnecessary with some of the new EDMI, but this is untrue. Let us look at a few measurements with and without temperature and pressure and decide if you can afford these errors which can accumulate. For each 10C error in reading the thermometer, you have lost 1 PPM; for each error in reading the pressure by 0.1 inch, you have lost
another 1 PPM. '
Typical measurements are given in the table below and the refractive index correction includes an average value of J.4 PPM for humidity for'l i ght wave
instruments. .
E/CN.14/CART/308 Page 6
Slope-measured
Length w/o Refractive Index coz-reotd,o l .coz-recf..on
Temp Pressure (meters) (meters)
23.4 29.73 1099.9867 + .0108
25.5 29.70 1099.9798 + .0131
26.2 29.72 499.9884 + .0056
25.8 29.70 1649.9686 + .0201
30.1 29.90
164909649
+ p 0234Can you afford 5 mm to 2 em per length error in your work'? What if you have 20 courses with an average error of l-cm per course with the instrument, another mm for plumbing on each set-up, human errors, untuned or malfunction-. ing instruments? This type of blunder could·put you out of business. Micro- wave instruments have the added disadvantagebf needing precise ~ry and wet bulb temperatures for determining humidity. Under certain conditions, an error of 10C between the dry and wet bulb can cause up to 17 PPM error in your distance - can you afford this?
CA-IOOO - This is a new lightweight (7 Lbs, with battery pack) microwave instrument that has been tested while in the prototype stage only. Operation of the instruments are very simple and lia\re the advantage over lightwave instru- ments of two-way voice communication, measurements "chrough haze, fog, rain and other types of at~ospheric turbulence.
Highway traffic, grazing lines arid measurements through brush caused minor signal fluctuations; and the automatic frequency control (AFC) could not be maintained in all oases. The AFC could normally be maintained very easily except when the heavy traffic or brush 'vas near the master unit.
Usine' the antenna wave guide ~xtension caused e·~cessive noi.se and the measured lengths were about 0.5 feet too long in each case.
Measurements are made from the master unit only and some objections were voiced that the system should allow for taking measurements frolJ1 both ends of a line. Lightwave instruments can only measure one-way r'l.istances and are universally accepted; thereforer these objections ar~ not valid.
Some testsI resul ta over short ana. Long ranges for the prototype instru- ment are given in Table 1.
Distornat DI-IO - This is an excellent instrument .for stake-out and sub- division projects.with speed and very good accuracy. Inst~Yments have also been used very successfully on control survey projects.
The internal battery will need to be replaced or recharged after 2-4 hours of continuous operation. The unit has an external battery hookup for use during extended operations.
The atmospheric correction graph supplied with the instrument is adequate for the range of the instrument and can be used easily in the field.
E/CN.14/CART/ 300 Page 1
On the first instrument tested in December 1968, the distance readings would change when the connecting cables were moved or blown by the wind. The tests made on the instrUment received in May 1969, indicated the cable move- ment has no effect on the readout. However, if one sharply orimps the oable to the receiving optics a c~.nge in the reading oan be deteoted; but when released, the correot reading returns on the display.
If a moving objeot crosses the measured path of the first instrument, the readings would be interruptod and the instrument would have to be turned off and the measurement repeated. On the instrument received in May 1969, the measured path was repeatedly blocked for short and long intervals, but the instrument oon~inued with the proper readout when the obstruction passed.
When using retro-refleotive prd.sms, other than those supplied with the instrument, a differen"li CAL value must be determined.
Over a 100 m oourse, one Distomat 3-prism refleotor returned maximum light; three diffused prisms (3-inch diam eaoh) returned one division of light;
and one retro-refleotive prism(2.5 inoh diam) returned six divisions of light.
The readout will not stabilize with more than ten divisions of light re- turn and the same is true when trYing to measure with only one division of light returnc
Measurements in exoess of 1=000 m rrmst be known to the nearest 100 m as the reading for a 1,095.50 m line will be displayed as 95.50 m and the 1,000 m must be added. In measurements in excess of 1,000 m, the readout would not stabilize, but the high en d low readings visua:;'ly were meane<i to determine the distance.
Test results are given in Table 2.
Hewlett-Pao¥-.ard 3800 - This instrument is very easy to operate and has very good repeatability. The total package is lightweight and the range is very good with a small amount of refleotors.
In resolving to the nearest foot or meter, the instructions say, turn the knob (coded with crosshatching) until in the crosshatoh area of indioating dial for the foot or meter readings but this can cause an error of one foot or meter when nulling the fine reading in the high 91s or low O's.
When setting the instrument ill the yoke, an inexperiencea. operator can very easily set it in an improper position. When plaoing the instrument in
the yoke, be sure the horizontal and vertical olamps hav~ been released. This will allow the instrument to be positioned properly as the sockets will move to the proper position due to weight of the instrument. When signal strength falls to 50 or below, it is very difficult to obtain a measurement.
While switohing fromone setting to another, there is a tendency to move instrument off target. The stationary thumb holders help, but there is still a tendency to move the instrumefitc
E/CN.14/CART!308 Page 8
In takfug the fine·reading, you must be ·sure the instrument has veiy good balance, keep watching the left hand monitor to assure it is in the center as you are nulling for exact center on the right hand monitor.
The manufacturer states the refractive index for this instrument to be:
278 -
1.Q2:..14....!E.
27.3.2 + t
but we have found this to give measured length that are proportionally·short.
for more accurat e results.
We 1.16e: 282 105.1)4 x.p
213.2 + t
Some test results obtained with these instruments ar e given in Tables .3 and 4.
M A-100 -
This instrument has been found to be the most p~ecise and is being used for crustal movement studies. Hhen the instrument is properly poj.nted on the reflectors, the observer can zero the null met er at any one position and if this position is ~aintained for al l readings, the correct distance will be obtainedOver a
150
m course, one diffus ed prism C3-inch diam) returned six divisions of light and at450
m, three retro-refl ective prisms returned 12 divisions of lightMeasurements in excess of 1,750 m have not been tested. However, at the 1,750 m distarlce, 20-30 divisions of light wer e returned from seven-nine retro- reflective prisms. It is believed the instrument will easil~r measure 2,000 m,
The instrument has a four-digit oounter readout with a reso~ution of
0.1
mm and requires a subtraction process to obtain the pro per distance.Th~ instrument constants must be checked over precise taped base lines as the refractive index furnished by the manufacturer:
274 _ lCJj.5 P 273.2 + t cannot alwayS be used. We have foUnd in some cases that: ?82 _
1-05.45
xp- ~73.2 + t .mus t be used to obtain the correct distances.
Test results ar e given in Tables
5, 6
and7.
Ranger - Operating instructions should be revised as follows:
Intensity control knob should be completely cloc~!ise instead of counter- clockwise, as this opens the aper tur e for maximum light in the counterclockwise · position. At the completion of measurement s for a line, the intensity control knob should be turned completely clocbfise. If the next line to be.mea sured is very short, you will not overload the photodiode.·
Panel light knob should be completely counterclockwis e instead of clockwise.
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E/CN.l4/CART/308 Page 9
Battery must be fully charged.
When adjusting the intensity contro l knob, be su-e that the needle is set at the middle of the green, as an er-ror of a few millimeters will be obtained if you measure while in t~ehigh or low green areas.
Touching the instrument to obtain a measurement will change the signal
strength at times due to the fact that you are pushing the instrument off target.
After a few days of training, this can be eliminated due to the fact that push- ing is not required but only a slight contact with your "warm little finger" on the heat sensitive button.
We had some problems measuring to diffused prisms which have been corrected by the manufacturer. A filter can be placed over the transmitting optics'- to diffuse the outgoing light and reports from users have been very favorable.
In testing and evaluating this instrument, I was aaazed at the eimplicity of operations, speed in which preliminary data was obtained, and ac~'ate measure- ments obtained in heavy traf:fic. An average of' nine measurements .per minute can
be obtained with ease. .
Some test results obtained with this in~t~~ent are given in Table.8.
CONCWS IONS
A comparison of the results obtained with these short range instruments is given in Table
9.
These results indicate the five instruments agree!within a :few millimeters. Results given in the various tables indicate the repeatabi- lity of each instrument.The DI-IO, H-P 380, and MA-IOO utilize infrared light source and it is difficult tc :find the re:flectors when approaching the maximum measuring range.
This problem can be eliminated through the use of a signal light being chem :from the reflector st~tion back to the instrument station. With the Range~
which utilizes visible laser light, it is easier to point and find your refleo- tors. The CA-IOOO depends on watching the signal strength meter after general orientations of both instruments.
Results obtained with Geodimeters have not been included. However, numerous tests over various taped base line have shown that the results.obtained will approach those discussed in this report when measured lengths are in excess of one mile.
Of all the instruments tested, the advantages of EDMI far outnumber the disadvantages of taping. You receive more production with increased accuracy.
Through these increases, you obtain more projects which will soon pay for any of the EDMI. If you train your person.~l in the proper field methods and procedures, use the proper related equipment, have inst~~entation with inter- changeability, then field surveYing produotion will increase many times over.
The market and demand for EDMI C0vers all the above instrum&nts as eaph one is best suited to certain applications and projects.
Table 1: CA-I000 Tellurometer (all meas~ements in feet) ;;F~
.- . ~@
J .....
;- . ~l-'-,
.
.. ," South Base .North Base North Base ,!EO to o~(").
Date ' 150-600'," 60~1800 ' 150-1800 to liB" 't o "B" to S. Base ,S. Mtn. ~'."
10/21/72 :":1476.413 , 3937~003 , 5413.318 'S;;'-tJ
.363 : .041 .341
s
_.~
.361 - .000 .354 '
.368 .001 .336
10/22/72' 7040.218 22656.924 29691.817
*
.)03 .941 .;076 ,
.336 .891 ~821
*
10/27/72 99908.168
.168 Means 1476.374 3937.011' 5413.337' 7040.286 22656.919 29697.076 ','9908. 168
Taped 1476.372 3936.990 5413.3?2 7040.615 22656.585 29691.260
MRA-3 Measurement 9990.5.930
Di.ff. Feet -- 0.002 - 0.021 + 0.025, + 0~389 - 0.334 + 0.184 - 2.238
(meters )
.-
(- 0.0006)- (';';'0.'00)4 ) (+ 0.0076) (+0.1186 ) (-0.1018 ) (+ 0.0.561) , (- 0.6821)*
Rejected due to using antenna wave guide,extension..:
."
Table 2: Distomat DI-10 Wild
Date 150-50 150-300 300-600 150-600 1250-1800 600-1250 300-1250 150-1250
- -
5/15/69 149.993 299.998 450.000 549.997 650.0CX5 950.010 1::'00.0CX5
5/16/69 100~012 ·150. 000 300.009 450.002 550.002 650.000 950.016 lCf99.992
7/12/69 150.001 449.996
7/16/69 150.002 300.009 449.994 549.997 650.004- 950.014
7/17/69 149.996 300.010 950.008
Mean 100.012 149.998 300.007 449.997 549.999 650.003 950.012 lCf99.999
Taped 100.010 149.993 300.0CX5 449.999 549.990 650.007 950.013 lCf99.992
Dif'f'. m - 0.. 002 - 0.005 - 0.001 + 0.002 - 0.009 + 0.004- + 0.001
-
0.007,
•
t;r:j.
'6 z
•~
~~
~~~ :::B
Table 3: Hew1et.:t-Packard 3800
A(Instrument Noe._ 1J.3'm121__&_3_21J
Date 150-50 150-350 150-600 1250-1800 600-1250 150-1250 600-1800 350-1800
5/25/11 - 100.0031 449.9818 549.9914 649.9932
10;)9.98851199.9883 1649.9182
.9918 549.9938 .9996 .9926 .9869 .9196
.9930 550.0031 .9984 .9921
.9981 .9911 .9913
.9981 . .9915
5/26/11
100.0021449.9923 1199.9936 1649.9840
.0028
.990;).9954 .9844
.9958
.9965
0_ 4 • ••6/3/11· 100.0011 449.9912 1199.9912 ·1649. 9816
99.99M
.9942 .9935 lt 9825
.9894 .9964
.9959 .9955
6/4/11 · 100. 0055 449.9926 1199.9839 1649.9169
.oosi .9911 .9712
.9815
-
.,.Mean 100.0023 449.9935 549.9981 649.9914
10;)9.99251199.9912 1649.98et)
Taped 100.0104- - 449. 9990'· .
549~9899 ·· ..
650~0070. 11
00.Oet)o ..1199.9969 1649.9959 Diff.
m+ .0001
1:. ..",, . +.0055 - 0.0C82
+ •0a:J6
+.0135
+.0031
+.015j The above values computed using · ref ract i ve index: 218 _ 105.54
xp and.0.4 PPM for humidity.
213.2
+t
..
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E/CN.14!CPm/300
Page13
';
Table 4: Hewlett-Packard
3800
B (Instrument Nos.111 ,' , ,134, 291, 293, 294,
296
&299)
Date
15
()-50 150-600 600-1800 150-1800
-- -
6/6/72 100.00n 1199.9870 1649.9890
99.9968 .9868 .9854
6/10/72 449.9946
100.0074 .9918 1199.9947 1649.9863
.99a5 ' .9884 .9810
'. 9931 .9902 .9885
.9891 .9955 .9852
'.9954 1200.0002 .9858
450.0028 1199.9949 .9907
449.9864 .9926 .9845
.9934, .9967
450.0910 449.9982 450.0044 ,
i.e . 0046
449.9938 .9985 : . 9985 .9953 .9942 : . 9952 : . 9902
: ,
6/11/72 99.9977 449.9979 .. , 1199. 9980 1649.9991
99.9937 : . 9986 .9946 .9990
100.0016 .9984 1200.0020 .9949
100.0008 .9954 .0039 .9976
100.0018 .9928 .0015 ' .9946
99.9988 .9951 .0029 .9941
99.9981 450.00a5 .0040 . 9986
100.0038 449.9963 449.9991 450.0010 449.9982 450.0048 449.9993 450.00a5
Mean
roo.ooos 449..9968 1199.9961 1649.99(1)
Taped
100.0104 449.9990 1199.9969 1649.9959
Diff. M. + 0.oce9 +
q.0022
+0.0000
+ 0.0(Jj0 The above values oomput~d usi~g refractive index:282 _ 1Q5.54xp
and
0.4
PPM for humidity.273.2
+ t-
- -'''''',- _. _ - - - _
..._ . _ ._- - - - ---
J
~"b1e...2.: fIlA-lOO ~~l~~ (P!'ototype)
Dis·tauce
...EE~
_ _ _ J'o
_----5.I1.9.IffL-::-~~5.Ll1/§2150 300 149.995 149.992
300 600 300.005 300.010
150 600 450.002 450.000
1,250 1,800 549.995 549.990
600 1,250 650.003 650.005
300 1,250 950.013 950.000
150 1,250 1,100.. 005 1,100.010
600 1,800 1,199.994 1,199.996
300 1,800 1,500.010 1,500.006
150 1,800 1,649.991 1,649.988
Difference in MeCBl.-_ __ _ _Taped.
-_
. ...Centimeter149.994 1490993 - 0.1
300.000 300.006 - 0.2
450.005 449.999 - 0~6
549.992 549.990 - 0.2
650.004. 650.001 + 0.3
950.010 950.013 + 0.3
1,100.008 1,100.006 - 0.2
1,199.995 1,199.991 + 0.2
1,500.000
,
1,500.003 - 0.5
.1,649.992- 1,649.996 + 0.4
(J:~;;p~(")
C1l !2:
f-' •I...
.,':-...:!""
o~
.~
VJ~@
..
Table 6~ MA-IOO Tellurometer No. 1,?1
- - - -•
Date
150-300 150-350 150-600 1250-1800 600-1250 150-1250 600-1800 150-1800
5/13/70 449.9953 549.9990 650.0002 1100.0032 1199.9912 1649.9936
.9953 .9969 649.9985 .0036 .9968 .9956 •
(.0054)R * 650.0002
(. 0Q4,3)R *
_ 5./
14/ 70 149.99Q) 199.9811 449.9964 549.9930 650.0003
lC89.99861649.9884
.9940 .0015 .9902
5/20/70 449.9931 549.9959 649.9995
1C89.99341199.9934 - 1649.9856
.9935 .9953 650.00Q) .9949
,.9869
. •9931 .9941 .9954 .9837
Mean 149.99C6
199.9811 449.9946 549.9946 649.9998
lC89.99821199.9938 1649.9891
Taped149.9929 199.9838 449.9990 549.9899 650.0010 - 1l 00. 0a5 0 1199.9969 1649.9959
Diff. M. +0.0023
+0.0021
+0.0044 - 0.0041
+ 0.0012 + 0.0018 +-o. 0031
+ 0.0C68*
No warm-up timei
•~~o
>tj~
~"
I_..JIJJ,....~i •
MA-IOO_.Te_11urometer (Instrument Nos. 173 & 325)
...
Table 7: O\~<,
0
~
Diff. <,
6/10/72 6/11/72 8/3/72 8/9/72 8/10/72 Mean Taped rom \.,V
g
150-50 100.0060 100.0031 100.0010 100.0002 100.0021 200.0104 + .0011
"
150-300 ,",. 149.9946 149.9946... ~4.9·99?9. -. !"OO~~:__
150-350·. 199.9860 .- - ,- 199.9860 199.9838 - .0022
300-600 300.0059 300.°059. _300•.0061 + .0002
. .
..
150-600 449.9989 450.0000 449.9996 449.9984 450.0000 , 449.9994 449.9990 - .0004-
. .
600-1250 650.0081 650.0081 650.0010 - .0011
300-1250 950.0169 950.0169 950.0131 - .0038 .
600-1800 1200.0010 1200.0002 1200.0040 1200.0001 1200.0052 1200.0021 1199.9969. - .0052
300-1800 1500.0011 1500.0011 1500.0030 - .0047
150-1800 1649.9911 1649.9918 1649.9989 1649.9939 1649.9959 + .0020--
'..
50-1800 1149.9960 1149.9996 1149.9918 1150.0053 + .0085
"
...'
~j'-
..
Table 8:
Ran~Date 150-600
.. (A)600-1800 -
(A) i5~1800 (A)11/4/70 450.006
;5 1199.993 15 1649.992
·7
11/7/70 449.999
.15 .998 38 .991 110
11/8/70 .004
.83 .993
.29 .993
,91
11/14/70 .004
•45 .004 20 .989
·15
.11/17/70 .004
:60 .997 30 .992 50
11/27/70 .000
:30 .993 30 .989 30
11/28/70 .997
.11/23/70 8513.4~4 5
.468 6 .4(59 7 ·
I .
Mean 450.002
,1199.996 1649.991 8513.467
*
Taped 449.999 +199.997 1649.996 8513.471
nirr,
M.- 0.003
+0.001
+0.005
+0.004
;0 .(A)
Number of complete measurements •
. * Mean result of measurements made with 1 IOOde1 8 and 3 model 4 laser geodimeters.
These measurements were made on different days.
~a
•Z
....
. . ~
l!
a.!::is
E/CN.14/CAR!r/3oo Page 18
Table 9: Comparison of Accuraci~s obtained (Taped - Measured in Me~ers)
CA-loo0
nr-i
0 H-P 3800 MA-l00 R!'Ulger15<>-50 -0.0020 +0.0<:$0 +o.Oa77
150-300 -0.00)5 +0.0002
150-350 0.0000
300-600 -0.00<:$ -0.00<:$
150-600 -o.OOC6 +0.0020 -0.0038 -0.0007 ":'0.0030
1250-1800 -0.0<:$1 -0.0002 -0.0034
600-1250 +0.0040 +0.0<:$6 +0.0030
300-1250 -0~00l1 -0.0003
·1 5 0-1 25 0
-o.ooro
+0.0135 +0.0029 ..600-1800 -0.0C64 +0.0033 -0.0007 ·+0.OOC$
300-1800 -0.0001
150-1800 +0.oor6 +0.0102 +0.0042 .+0. 0049
50-1800 +0.0005
Range and Accuracy. Claimed by the Manufacturer
:Range Accuracy
CA-I000 45 to 30,000+ meters + 1.5 em
nr-i0 1 to 2,000 me t e r s + 1 em
H-P 3800
o
to 3, 000+ meters + 5 mm + Ipil00,000MA-I00
o
to 2,000 meters±
0.2 to O.~ em:Ranger
