ion 
the 
nts 
rom 
mon 
one 
nts 
jome 
red 
nal 
bed 
ect 
ith 
Jing 
own 
nal 
sion 
nts 
nts 
int 
) , 
ents 
iial 
ants 
Lird 
ous 
the 
two 
sach 
ors 
ital 
ial 
ired 
es. 
sach 
rom 
     
  
  
  
  
  
  
  
  
  
  
  
  
  
  
Table 1. RMS errors and Standard errors in milimeters 
Data from 6 unknowns 6 unknowns 7 unknowns 9 unknowns | 10 unknowns | 12 unknowns 
stereopairs (f=99.620mm) (£299.151mm) 
mx /my /mz Mx /My / Mz mx /my /mz m /my /mz mx /my /mz mx /my /mz 
Gx /Gv /Gz Gx/Gv/Gz Gx/Gv/Gz Gx /G v /G z Gx /Gv / Gz €x / Gy / Cz 
First 5,7/1,5/1,2 
5,8/1,9/1, 1 
Second 5,15/1,1/0,6 | 5,1/2,0/0,6 1 5,3/2,9/0,5 
5,9/2,0/1,.2] 6,4/2,1/1,2 | 6,5/2,1/1,2 
Third B,8/1,7/1,2 
1,9/2,3/1 3 
Al] three |T0,3/12,2/4,010,4/3,5/0.9 424, 7/1 10,8 | 4,8/1,3/0,8 
eimultan. [8,6/ .0,1/3,6| 4,5/1,5/0,9 3,6/1 50 7.1 3,9/1,2/0.7 
ZZ 
Conclusion + References from JOURNALS: 
> Preuss, R.,1975. Testowanie naziemnych 
TO obtain the maximum accuracy the kamer pomiarowych. Geodezia i 
investiga- 
use of the 
experimental 
recommend the 
results: ofthe 
tions allow to 
following: 
i. At last 2 photoplates, taken from each 
station with suitably distributed control 
points within the object. 
2. Simultaneous calibration of the focal 
lenght and correction of the measured 
eiements of external orientation 
(7 unknowns for each photo). IL the 
distribution of more control points is 
possible - 9 unknowns (determination of 
the. principal. point also), correction of 
the lens distortion. .on the basis. of 
preliminary data for the coefficients, or 
if there are no data, determination of liu 
only by ensuring a sufficient number of 
control points. 
3. On the basis of 4 control points in 
both front and rear object plane in case 
when the distorsion is not determined 
analytically. 
Dr Lilia Koleva 
á,Simeonov Vek Street, 
BG-1111 sofia, Bulgaria 
AUTHOR'S ADDRESS: 
B 
Kartografia, Warzsawa,3. 
References from BOOKS: 
Livingston, R.G., 1980. Manual of 
Photogrammetry, 4th edition, ASP, Falls 
Church, VA, USA, pp. 258-260. 
References from GREY LITERATURE: 
a) Wester-Ebinghaus, W., 1986. 
Ingenieur Photogrammetrie - Mathemati- 
sche Aussatz und Instrumentalle Voraus- 
zetzungen. XVII Int.Congr.of Surveyors, 
Comm. 6, Toronto-Canada, pp. 336-359. 
b) Koleva, L. 198%a. Rapport entre la 
modele photogrammetrique et analytique 
et la precision des resultats. XI Int. 
Simp. de Architecturale Photogrammet- 
rie, CIPA, Sofia-Bulgaria, pp. 206-211. 
c) Koleva, L., 1989b. Terrestrial 
photogrammetric methods for determi- 
nation of deformation of transport 
structures.Doctor Thesis(in Bulgarian), 
Sofia. 
dj «Koleva, L., i990.Analysis of Multi- 
variant solutions in use of analitical 
photogrammetry for high precision 
measurements of engineering structures. 
XIX int. Congr... of Surveyors,. Comm.5, 
Helsinki-Finland, pp. 453-456.