International Archives of the Photogrammetry, Remote Sensing and Spatial Information Sciences, Vol XXXV, Part B5. Istanbul 2004 
  
  
Figure 9 — A detail of the control network with the ellipsoids 
of errors 
Figure 10 — The 756 points and 26 edges are visible, on the 
left the broken tower 
  
Figure 11 — The network superimposed to an existing map 
Table 4- 
Traditional adjustment ox Oy Oz 
14. 20312. 0.241: + 0.030 
15 x0.342 40.120 40.021 
16 0.070 +0051 +0.009 
3Dom Adjustment ox oy oz 
14 + 0.014 + 0.009 + 0.016 
15-+ 0.018 +.0012 0.035 
16 + 0.004 + 0.003 + 0.001 
For resection in space the traditional adjustment gives the 
accuracy in the order on 0.1-0.3 m while the 3Dom 
adjustment brings the accuracy in the order of cm. 
The computation has been performed in a local reference 
system. After then the network has been adapted to the local 
datum. 
5 CONCLUSIONS 
The sd of the coordinates of the points are always inferior to 
1 cm and in the 90% of the inferior cases to 0.5 cm. The s0 of 
the angular observations results 44 cc; in general the measure 
of the instrumental heights have strong influence on the 
genesis-of the sO. In the case of the 3dom adjustment with the 
independence of the theodolite stations, possible instrumental 
errors of measure of the height only have influence on the 
clevation of the occupied point and do not propagate. 
The results are better in term of accuracy for the final 
adjusted coordinates compared to the traditional adjustment 
planimetry + altimetry. But the advantages are mainly in 
terms of operational conditions since there is the possibility 
do not to be obliged to inter-visibility between adjacent 
theodolite stations. The disadvantages are on the contrary the 
difficulty to estimate the approximate coordinates of the 
observed points. To find such coordinates the algorithm of 
co-planarity is suitable, avoiding again the constraint of the 
inter-visibility of the stations. 
Finally the proposed procedure has an educational value 
showing the students the differences and the analogies 
between photogrammetry and surveying methods, algorithms 
and procedures. 
References 
=  Fangi G. (1990). The Direct Linear Trasformation 
with the Camera Station Points, ISPRS Arch. 
Intercommission working Group III/IV, Tutorial on 
"Mathematical Aspects of Data Analysis", Rodhes, 
pp. 275-293 
«  P.Clini, G. Fangi (1991) — Two examples of non- 
conventional photogrammetric techniques: the 
nativity 's interior facade and the spire of 
S.Barnaba''s bell tower in the Sagrada Familia — 
Barcelona — Cipa XIV Intern. Symp. Delphi 
October 1991, 169-182 
«  G. Fangi - The Coplanarity Condition For The 
Orientation In Surveying- ISPRS WG VI/3, 
Meeting "international Co-operation and 
Technology Transfer" Bahia Blanca (Argentina) - 
Ottobre 27-31, 1997 Perugia Marzo 1998, ISPRS 
Arch. Vol.XXXII part 6W4, 151- 166 
=  G.Fangi — Note di fotogrammetria - CLUA 
Editions Ancona, 1996 
= Monti, L.Mussio — Esempio di compensazione 
plano-altimetrica, Bollettino Sifet n.2 1983. 
«  K. Kraus - Photogrammetrv - Levrotto and Bella 
Torino 1994 
=  Fangi G. (1999) — The Blind Traverse a useful Tool 
for  Close-Range Photogrammetry — ISPRS 
Archives, Commission V , July 7-9 , Thessalonic, 
vol. XXXII Part SWII pgg. 118-125 
«=  Mussio L. Ricerche di Geodesia Topografia e 
Fotogrammetria, n. 4 CLUP, Milano 1984 
= Di Girolamo L., G. Fangi — Numerical Problem in 
Overdetermined system solution with least squares 
criterion — Reports on Surveying and Geodesy, 
Distart, Nautilus, Bologna, 1996 
Acknowledgements 
The A. wants to thank the student Francesco Ieva for his help 
during the operations of survey. 
Note: The present work has been financed by Cofin 2000 
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