izuki R. 
Japanese 
Tokyo: 
ipanese), 
| 501988. 
succhler, 
(Eds.), 
Kluwer 
National 
Survey 
(Eds.). 
mation 
Bureau, 
SOME PROBLEM IN LARGE SCAL MAPPING 
SENIOR ENGINEER 
TLOKWENG LAND BOARD 
BOTSWANA 
Abstract: This paper concerned in computer aid 
drawing in working station. Firstly, study precision 
in large mapping using photogrammetry method; 
Secondly,collection data from field work and from 
photogrammetry, the data comunication between 
different type of computers and between computers and 
handle computers. How to improve hardware and 
software system in the proccesing data. And compare 
cadastral survey in Estern part and Arica. 
1 PRECISION OF SCALE MAPPING USING PHOTOGRAMMETRY 
METHOD 
There is a test in one map, map scale 1:1000,photo 
scale about 1:4000, about 50 checking points,they 
were done using the theodolite T2 plus distance meter 
DI3000.Traverse accurate is 8". Meantime measured 
checking points in analog plotter B8S and analytical 
plotter BCl.Its plalimitry precision as table 1 (for 
B8S) and table 2 (for BC1). Compare the differences 
of coordinates between photogrammetry points and 
field checking points. Get mean square error 0.481 
(for B8S) and 0.506 (for BC1). 
So we can say from test map, it can be got good 
result using photogrammetry method in scale 1:1000 in 
analytical plotter and analog plotter. 
  
  
  
  
  
  
  
  
table 1 
point error error point error error 
no. (mm) die. no. (mm) die. 
40 0.35 5 5 0.50 X 
39 0 4 0.30 X 
38 0.30 x 7 0.40 X 
37 0 9 0.60 a 
35 0.40 N 13 1.20 K 
33. 0.30 K 16 0.10 ^ 
34 0 14 0.10 4— 
42 0.40 A 19 0 
41 0.30 114 0.40 4— 
31 0.25 N 25 0.30 A 
30 0.60 N 24 0.60 N 
28 0.30 R 21 0 
43 0.75 n 22 0.40 R 
44 0.60 N 112 0.25 P4 
45 0.20 A 105 0.25 x 
47 0.30 x 106 0.60 N 
1 0.55 R 61 0.65 R 
2 0.30 M 67 0.60 N. 
3 0.45 \ 71 0.60 = 
48 0.80 E 70 0.30 N 
60 0.60 ©“ 69 0.25 N 
51 0.70 Pg 72 0.50 a 
57 0.75 N 
table 2 
point error error point error error 
no. (mm) die. no. (mm) die. 
à 0.55 ~~ 25 0.50 => 
2 0.50 Z 27 2.00 em 
4 0.35 A 28 0.45 A 
5 0.40 A 30 0.55 A 
7 0.50 id 31 0.55 — 
8 0.15 x 33 0.355. — 
9 0.40 m 34 0.55... 7 
14 0.70 2 35 1.00 KR 
17 0.35 ee 37 0.50. 7 
19 0.35 ^ 38 0.10 A 
20 0.45 JM 39 0.30. "7 
22 0.50 — 40 0.40. 7 
24 0.40 A 41 0.25 2A 
  
  
  
57 
MA LI RONG 
SICHUAN RESEARCH INSTITUTE OF 
SURVEYING AND MAPPING 
CHINA 
COMMISSION IV 
  
  
  
table 2 
point error error point error error 
no. (mm) die. no. (mm) die. 
42 0.75 zu 44 0.05 um 
43 0.45 JP 47 0.35 A 
48 0 51 0.35 Am 
53 0.35 P 54 0.40 A 
55 1.25 N 57 0.50 A 
58 0.10 ^ 59 0.20 — 
60 0.25 A 61 0.55 A 
63 0.40 um 67 0.50 7 
69 0.30 7 70 0.59 7 
71 0.40 2 72 0.35 «47 
74 0.45 A 75 0.55 7 
77 0.10 JA 79 0.45 pm 
80 0.15 N 81 0.35 pP 
82 0.25 A 83 0.20 R 
84 0.50 A 85 0.40 N 
86 0.25 A 87 0.30 A 
89 0.05 90 0.40 NX 
105 0.35 Jm 106. 0.35 K 
107 0.45 N 109 0.45 — 
112 0.50 — 114 015 A 
  
  
  
2 COMMUNICATION 
From section 1 we have known photogrammetry method 
can be used for producing large scale map. So in 
large area,photogrammetry method will be used and in 
small area field work still shoud be used. 
So data acquisition can be from different methods and 
different equipments.From analytical plotter if using 
photogrammetry methods and data automatical 
recording, from analog plotter it must be connect 
with recording equipment ,from total station with 
electric field book ,from handle computer it must be 
transfer to your computer if you use theodolite plus 
distance  metre,from another computer you must 
transfer data between different computers.It can be 
from digitizer and scaner,also modem, data will 
directly to your computer and the another computer 
far away from you. At last it can be manual. 
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
OUT  |PLOTER 
PRINTER 
MODEM |] 
MANUAL 
[ COMPUTER 
SCANER sat pere Ei 
AP 
prermmme 1H mm 
| ANALOG 
PLOTTER WITH 
RECORDING 
EQUIPMENT 
TOTAL STATION Ps | | ee 
ANOTHER COMPUTER |. HANDLE COMPUTER 
  
  
  
  
  
T 
THEODOLITE PLUS 
DISTANCE METRE 
  
  
  
  
FIGURE 1