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Brown [1979] points out that in the future, photogrammetry will 
not be. competativé, from an economic. point of view, with the 
new surveying technology. Thus,. the need tg " increase the 
productivity of photogrammetry and the exploitation of the 
multipurpose. nature , of the photograph is  mecessary... lf . one 
looks: at the. form .of the cadastre with the need of 4 geodetic 
reference framework, base maps and cadastral boundary maps, and 
the need to integrate this with. other types of data, such as 
natural resource records, then the necessity to simplify data 
collection and aggregate diverse data types becomes apparent. 
It is: in this ‘area that” ‘the multipurpose nature of the 
photographic medium can be exploited. Since aerial photography 
would be necessary to provide the base map, why not utilize it 
for densification as well? 
The accuracy of photogrammetry and it's resultant products is 
well documented. Unfortunately, for control. densification, 
much “of the. literature deals with projects . requiring, new 
control surveys... in. order to optimize . the photogrammetrically 
derived ground coordinates. The necessity of ground control is 
a major encumbrance on the economy of photogrammetry. 
Therefore, if the acquisition of new survey control can be held 
to a minimum, costs will | correspondingly decrease. This can 
not be at the expense of the desired accuracy.of. ‚the ground 
points. Within many localities there exists a wealth of 
cadastral survey information that could be utilized in. the 
photogrammetric bundle adjustment. This. information is 
normally in the form of distances and directions although other 
types of data may also be present. This could be incorporated 
into “the | adjustment : through constraints, | either weight or 
functional (Case, 1961; Merchant, 1973]. 
MATHEMATICAL MODELS 
One can use the functional form to represent the inclusion of 
the constraint into the adjustment process as 
BX.) =D (1) 
For horizontal angles, the math model is shown as 
1 
Gta) 9 0p - (Ot 7X0? (0, > V3 )%]% = (2) 
where D, is the measured distance and-X; , Yj ,0Z; and Xe, V s 
and Z, are the coordinates of points j and k at the ends of 
the line. If the distances are mark-to-mark, then equation (2) 
must. add, within the radical, the. difference insZ-squared. -for 
azimuth, the mathematical model is normally shown as 
G(X (X wl: (3) 
a) = a - tan c = 0