1. TACHYMETRY
END

2. MENU
INTRODUCTION
TACHYMETRY
SYSTEM
FIELD WORK
Defination
Type
Example work
Purpose
Basic principles
Practical 1
END

3. DEFINATION OF TACHYMETRY
The word tachymetry is derived from the Greek takhus metron
meaning ‘swift measurement’. It is a branch of surveying where
height and distances between ground marks are obtained by
optical means only. An example of tachymetry method is the
stadia method. The distance between marks can be obtained
without using a tape. The tachymeter is any theodolite adapted,
or fitted with an optical device to enable measurement to be
made optically.
Cross
Hair
reticle
i=
Stadia
Interval
Two Types of Stadia Hair
END

4. PRINCIPLES OF OPTICAL DISTANCE MEASUREMENT
Isosceles triangle
Distance AB = ½ (Cd) x Cot α/2
If distance AB = D, distance Cd = S ,
so
D = ½ S Cot α/2
Whereby
D = distance between two point
S = base line
α = paralactic angle
END

5. PRINCIPLES OF OPTICAL DISTANCE MEASUREMENT
END

6. TACHYMETRY SYSTEM
1
Fixed angle:
The stadia system
i.
Incline Sights With
the Staff Vertical
i.
Incline Sights With
the Staff Normal
2
Variable angle
i.
i.
Tangential system
– vertical staff
Substence system
– horizontal staff
END

7. STADIA SYSTEM
Horizontal angle
Final bering
Stadia
Concept
Vertical angle
Zenith angle
Text
Plotting
Reduced level
Reading staff – upper, middle, above
Distance
END

8. Theodolite
Staf
Kanta objek
Diafragma
A
Titik fokal
b
i
x
x
S
a
c
f
d
D
B
From these similar triangles:
l
f
=
s i
Paksi alat
f --- the focal length of the object glass
F – the outer focal point of the object glass
i --- the stadia interval ab
I--- the distance from the outer focal point to the staff
D---the horizontal distance required
s--- the staff intercept AB
c---the distance from object glass to instrument axis
but l = D – (f + c),
So, the stadia formula:
D - (f + c) f
=
s
i
D − ( f + c) =
D=
f
s
i
f
s + ( f + c)
i
D = KS + C
END

9. EVALUATION OF STADIA CONSTANTS, K&C
UPPER STADIA = 1.620
MIDDLE STADIA = 1.420
LOWER STADIA =
1.220
Inst.
Stn.
A
Staff
stn.
C
D
Vertical
angle, V
90000’00”
90000’00”
UPPER STADIA = 1.871
MIDDLE STADIA = 1.421
LOWER STADIA =
0.971
Upper
stadia
Middle
stadia
Lower
stadia
1.620
1.871
1.420
1.421
1.220
0.971
Remarks
Distance AC = 40 m
Distance AD = 90 m
END

10. EVALUATION OF STADIA CONSTANTS, K&C
Distance
(m)
40
90
Upper
stadia
Middle
stadia
Lower
stadia
1.620
1.620
1.871
1.420
1.420
1.421
1.220
1.220
0.971
1.871
1.421
0.971
∆ Upper &
middle
stadia
∆ Middle &
lower stadia
0.200
0.450
0.200
0.450
Total of
stadia
(staff
intercept
)
0.400
0.900
K and C can be calculate by using the stadia formula, D = Ks + C.
D is the distance between staff and the tachymeter, s stands for staff
intercept.
40 = 0.4 K + C ------------------------------ (1)
90 = 0.9 K + C ------------------------------ (2)
Now, we can solve the problem by using simultaneous equation.
(2) – (1)
90 – 40 = 0.9 K – 0.4 K
5050 0.5 K
=
=
K 0.5 100
PRACTISE 1
K=
Replace K =100
in (1)
40 = 0.4 ( 100) +
C
C = 40 -40
C=0
END

11. PRACTISE 1
Distance
(m)
30
55
90
Upper
stadia
Middle
stadia
Lower
stadia
1.433
1.433
1.710
1.710
2.352
1.283
1.283
1.435
1.435
1.902
1.903
1.133
1.133
1.160
1.160
1.452
D =K S + C
30 = 0.30K + C ………(i)
55 = 0.55K + C ……. (ii)
90 = 0.90K + C ………(iii)
∆ Upper &
middle stadia
∆ Middle &
lower stadia
RESULT
K = 100
C=0
END
Total of
stadia
(staff
intercept)

12. PRACTICAL 1
PROCEDURE OF
FIELD WORK
Equipment
Review
Datum
To order to make
the field work
Method of
field booking
Method precision
work
Field booking
Calculate of
•K & C
(average value),
• Final bering
•Plotting

13. PURPOSE VIEW FIELD WORK PRACTICAL 1
BE = 6m
B
E
AB = 5m
DE = 5m
A
D
AC = 6m
CD = 5m
C

14. EXAMPLE RESULT PRACTICAL 1 - TACHEOMETRY BOOKING FORM
(Determine value K & C)
Inst. Stn. Staff Horizontal
and Ht. of stn. angle, HL
inst. axis
Horizontal
angle, HR
Average
horizontal
angle
Vertical
angle, V
Upper
stadia
Middle
stadia
Lower
stadia
A
B
SETTING
SETTING
105015’30” 285015’30”
90000’00”
1.205
0.955
0.705
(1.455 m)
C
155010’36” 335012’30” 335011’33”
90000’00”
1.050
0.750
0.450
C
A
SETTING
SETTING
335011’33” 155011’33”
90000’00”
1.345
1.045
0.745
(1.305 m)
D
45020’26”
225032’30” 225026’28”
90000’00”
1.250
1.000
0.750
D
C
SETTING
225026’28”
SETTING
45026’28”
90000’00”
1.530
1.280
1.030
(1.250 m)
E
345005’26” 165002’30” 165003’58”
90000’00”
0.855
0.605
0.355
E
D
SETTING
SETTING
165003’58” 345003’58”
90000’00”
1.855
1.605
1.355
(1.256 m)
B
265045’55”
85040’05”
90000’00”
1.055
0.755
0.455
B
E
SETTING
85043’00”
SETTING
265043’00”
90000’00”
1.355
1.055
0.755
(1.355 m)
A
285015’26” 105012’30” 105013’58”
90000’00”
1.555
1.305
1.055
85043’00”
Remarks
GIVEN REFERENCE
BERING AB =
105015’30”

15. PRECISION WORK
TRABAS CLASS
SECOND CLASS
Kelas
= 105015’30” - 105013’58”
= 001’32” (DIFFERENCE < 2’)
Tikaian
Jarak
Bering Bering
Lurus Dicerap Dicerap Dipelot
Piawai 1:25000
Tutup
(Selisih)
Cerapan
Penyilang
0.001m
1”
10”
1’15” @ 10” ps
2
1
1:8000
0.001m
1”/10”
10”
1’15” @ 10” ps
2
2
1:4000
0.001m
10”/20”
30”
2’30” @ 20” ps
2
3
1:3000
0.01m
1’
1’
5’ @ 40” ps
1
KELAS KERJA TERABAS

16. REPORT PRACTICAL
CC 201
ENGINEERING SURVEY 2
MARK DISTRIBUTION
PRACTICAL REPORT CC 201
ASSESSMENT
REPORT
I. COVER PAGE
II. TITLE
III. THEORY
IV. OBJECTIVE
V. TOOLS / EQUIPMENT
VI. PROCEDURE
VII. RESULT
VIII. DISCUSSION
IX. CONCLUSION
X. REFERENCE
TOTAL
MARKS
FORMAT LAPORAN AMALI
AMALI UKUR TEKIMETRI
1.Dapatkan nilai K dan C bagi setiap teodolit yang digunakan
2.Pengukuran butiran topografi tapak.
Setiap kerja amali diatas perlu disertakan data pembukuan, pengiraan setiap satu dan
lakaran butiran kerja.
END
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17. KESIMPULAN
•
KERJA AMALI YANG LENGKAP SIAP DGN:i. P bukuan B
em
ering Yg B
etul
ii. P
elarasan B
ering Guna K
aedah Tertentu
iii. P
engiraan nilai purata K& C
iv. P plotan L
em
ukisan
JIKA ADA MASALAH
AMALI,
END

18. THANK YOU
END

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TAMAT