CI PA 2003 XIX 11 ' International Symposium, 30 September - 04 October, 2003, Antalya, Turkey 
504 
A: Kind of point, 1 theodolite station 
2 -> premarked control point 
3 -> detail control point 
4 -> section point 
BC: Code number of crossection 
DEF: serial number of point 
3. DATA PROCESSING 
3.1 Calculations 
During the time following each monthly campaign all collected 
data were suitably processed. All calculations not executed in 
situ were completed at home in order to enable the survey work. 
All measured points were determined in a common geodetic 
reference system. The X-axis of the system was determined by 
two points on the long axis of the Greek Orthodox Katholikon 
within the monument complex. The south entrance of the 
Church was given the height of 754m above sea level, using a 
nearby vertical reference point. In this way all external 
influences on the determination accuracy of the points was 
excluded. 
All survey stations and the control points of the first campaign 
were adjusted in a common network. However, this was 
considered unnecessaary thereafter as the geodetic 
measurements ensured the required accuracy for the survey 
stations. 
It is estimated that the accuracy achieved for the survey stations 
was of the order of 5mm, for the premarked control points of 
the order of 8 mm, of the other detail points about 12mm. 
3.2 Survey and Photogrammetric Work 
The basic section lines for each crossection were plotted within 
the AutoCAD environment. Initially version 10 of the software 
was used, while for the last campaign, i.e. seven years later 
version 2000!! For the correct projection of the points a 3D 
rotation was considered necessary. For this purpose special 
software was developed, in order to perform this rotation. 
It was also established that most photogrammetric software 
refuses to perform the adjustment of a stereopair if the reference 
system of the control points does not simulate the situation of 
the aerial photography. This means that the reference system 
should have the Z axis pointing towards the camera. 
All photogrammetric stereopairs were oriented and plotted 
either on a Leica DVP digital stereoplotter, or an Adam MPS-2 
analytical stereoplotter. The three dimensional photo 
grammetric outputs were later processed by the team of 
architects, in order to produce the final drawings (Figure 3). 
SVT 
Figure 3: A sample of the vertical crossections - South facade 
An interesting project was the compilation of the drawing of the 
roof tops. As aerial photography over the Old City Jerusalem 
was prohibited, the plan was compiled by suitably adjusting 
photogrammetric measurements from several 35mm colour 
slides taken with an amateur camera and a zoom lens with 
unknown geometry (Georgopoulos and Modatsos, 2002) 
(Figure 4). 
Figure 4: Rooftop plan 
A total of 35 drawings were produced. Included are the four 
plots of the plan drawing. All these plans cover an area of 
40000 square metres approximately at the scale of 1:50. 
4. CONCLUDING REMARKS 
This unique project can never end. The complexity of a 
monument such as the Church of the Holy Sepulchre, does not 
present an easy task, when its documentation is concerned. 
Moreover the fact that it is a living monument presents even 
more difficulties. All religious communities active within its 
walls and the endless crowds of pilgrims who visit the Church 
every day all year round present even more obstacles, which 
can never be overcome or set aside. One should work with 
respect to the place and the people active in it. 
However this project has been an excellent example of co 
operation. On one hand, there is interdisciplinary co-operation. 
Surveyors, Architects, Photographers, Archaeologists and 
Photogrammetrists worked harmoniously for a really long time 
under adverse conditions to complete the difficult task. On the 
other hand there is interreligious co-operation. Greek Orthodox,