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DRAFT Indonesian Railway Standard Attachment Vol 3
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1
Fig.1 (Clause 6)
Absolute point indicating point
Table 1 (Clause 9)
Table on allowable cant deficiency
In terms of type of rolling stock
Item Ordinary Train Electric and Diesel unit train
Allowable
Shortage of
cant
50 mm 60 mm
Table 2 (Clause 12)
Slack Table (Track Widening)
Slack (Track
Widening) (mm)
Curve Radius (m)
Rolling stock type
Other 2 axle bogie and
non bogie stock Triple axle locomotive
0 600 < R 800 <R
5 350 R < 600 500 R < 800
10 200 R < 350 450 R < 500
15 150 R < 200 280 R <450
20 100 R <150 200 R <280
25 - 100 R 200
Formula S = 1000 (B2/2R) - S = 1000 (9B
2/32R) -
Where: S = Slack (Track widening)
B = Wheel base (m)
R = Curve radius (m)
= Movable amount between rail and wheel flange
= (1067 –2) – ( 1000 + 30 x 2 + 3 ) = 2 mm
B T C
0 0 0 K000M
rail
sleeper
Letters to be written in while
against the grounds painted
in black
2
2
Fig. 2 (Clause 13)
Slack for opposite-direct Turnouts
Fig.3 (Clause 21)
Slope for drainage on Surface roadbed
1. Single line
2. Double lines
1,067 mm + Slack 1,067 mm + Slack
Slack Fold point Fold point
1,067 mm + Slack 1,067 mm + Slack
Fold point
Fold point
Upper face of
surface roadbed
Shoulder of
formation level
Drainage slope
5% (adjustable depending upon the necessity)
Width of formation level
from centre of track gauge
Drainage slope
5% (adjustable depending upon the necessity)
Width of formation level
from centre of track gauge
Upper face of
surface roadbed
1067 –
2 1000 - 3
30 30
3
Table 3 (Clause 33.1) (Pending)
Maximum train speed of each track structure and each train type
Kind of train
composition B type train C-1 type train
M Track
structure T1 T2 T3 T4 T1 T2 T3 T4
R42-W60-C25
R42-C60-C25
R42-W60-C30
R42- C60-C30
R50-W60-C30
R50-C60-C30
R54-W60-C-30
R54-C60-C30
R60-C60-C30
Note: T1--- Annual passing tonnage more than 20 million ton
T2 ---- Annual passing tonnage 10 ~ 20 million ton
T3 ---- Annual passing tonnage 5 ~ 10 million ton
T4 ---- Annual passing tonnage less than 5 million ton
4
Table 4 (Clause 33.2)
Train restriction speed of each curve radius
Curve radius (m)
Maximum restriction speed of curve ( km/h)
Curve of no connection
turnout Curve with
connection to
turnout B type train C-1 type train
More than 1800 m 120 km/h 120 95 km/h
1600 120 115 95
1400 115 110 90
1200 110 105 85
1000 105 100 80
800 100 95 75
700 95 90 70
600 90 85 65
500 85 80 60
450 80 75 55
400 75 70 55
350 70 65 50
300 65 60 50
250 60 55 45
225 55 50 45
200 50 45 40
175 45 40 40
150 40 35 35
125 35 30 30
100 30 25 25
Formula 3.7√R 3.5√R 2.75√R
Note: R--- Curve radius
5
Fig 4 (Clause 46)
Sleeper arrangement of abutment end
1. Case of right angle bridge
2. Case of diagonal bridge
Ballast stopper
Ballast stopper
Sleeper supporter
Note: Sleeper spacing from abutment back side through
the 4th
sleeper shall be as follows
1. In Case of wooden sleeper less than 400mm
2. In Case of PC sleeper less than 440mm
3. In Case of sleepers after the 4th
(wooden, PC and
any others), it shall be according to the attached
table no.2 in clause 36, standard on track relate
facilities installation (recording sleeper arrangement
etc.)
6
Table 5 (Clause 36)
Using standard of heat treated rail
Table 7 (Clause 39) (Reference)
Glued insulation rail using standard of each radius curve
Kind Using range
Normal rail and
Heat treated rail
R 300 type Curve radius 260m ~ 400m
R 600 type Curve radius
Straight type More than 3001m curve radius and straight
Section
Track classification Straight
Curve
Inner rail Outer rail
1st class line
Rail end
head
hardened
rail
R>800
25 m rail -
Rail end head
hardened rail
Short rail ---
Normal rail
R⋜800 25m rail &
short rail ---
Normal rail
R>800
Rail end head
hardened rail
R⋜800 Head hardened rail
2nd
class line
High speed
line more
than 100
km/h
R>500
Rail end head
hardened rail
R⋜500 Head hardened
rail
3rd
class
line
Other line
Normal rail Normal rail
R>500
Normal rail
R⋜500 Head hardened
rail
4th
, 4th
S
class line
Passing
tonnage
more than 3
million tone
R>300
Normal rail
R⋜500 Head hardened
rail
Other line Normal rail
7
Table 6 (Clause 38)
Mix using table of short cut rail
Rail
Curve radius
25m rail of R60,R54,R50 & R42 Remarks
Standard length Short rail
160 m 50 (3) ② *181 (11) ⑦ 1.Shot rail mean is cut
rail of 130mm length
2. Inside figure of ( ) &
are shown
approximate value
200 88 (3) ③ *143 (5) ⑧
240 11 (1) 119 (11)
250 16 (1) 114 (7)
260 20 (2) 110 (11)
300 35 (3) 95 (8)
340 46 (6) ④ 84 (11) ⑦
350 49 (3) 81 (5)
360 51 (2) 79 (3)
380 55 (3) 75 (4)
400 59 (5) 71 (6)
420 62 (1) 68 (1)
440 66 (1) 64 (1)
460 69 (1) ⑨ 61 (1) ⑧
480 71 (6) 59 (5)
500 73 (9) 57 (7)
520 76 (4) ⑦ 54 (3) ⑤
540 78 (13) ③ 52 (9) ②
560 80 (3) ⑧ 50 (2) ⑤
580 81 (5) 49 (3)
600 83 (7) 47 (4)
650 86 (2) 44 (1)
700 90 (9) 40 (4)
750 92 (5) ⑰ 38 (2) ⑦
800 95 (19) 35 (7)
Note:
1. In the upper table, cutting measure of each rail are shown follow table.
(unit: mm)
Cutting measure R54 and R42 R60
One cut 130 130
Two cut 231 260
2. Short rail to be use mix use by proportion of this table
8
X
YYY
L
V12
X
X
C12
1
2
C
C
12
Table 8 (Clause 41) (Unfinished)
Processing of rail
CR R
13.5m 17m 25m
V Y Y1 Y2 V Y Y1 Y2 V Y Y1 Y2
80 974 918 749 466
100 780 735 600 374
120 650 613 500 312
140 558 526 429 268
160 488 460 375 235
180 434 409 334 209
200 392 369 302 189
220 355 335 273 171
240 325 307 250 157
250 312 294 240 150
260 300 283 231 145
280 279 263 215 134
300 260 245 200 125
320 244 230 188 118
340 230 217 177 111
350 223 210 172 107
360 217 204 167 104
400 195 184 150 94
500 156 147 120 75
600 130 123 100 63
X 3,000m
X1 6,000m
X2 9,000m
2
3
24R
L - L C R: Curve radius
2
2
2
cR R V
L: Curve length
V)-(RR V 22 x C: Chord length
V: Center versine
9
Table 9 (Clause 45)
Bridge sleeper spacing
1. In the case of main line
Center spacing
of bridge beam
1st
line
2nd
line
3rd
line
4th
line
4th
S
line
Less than 1.7m 46 pcs 46pcs 41pcs 41pcs 41pcs
1.7m 52 52 52 46 41
1.8m 60 60 60 54 46
More than 1.8m 68 68 68 63 63
2. In the case of siding
Center spacing
of bridge beam
Important siding General
siding
Especially few
using siding
Under 1,8m Same to above 4th
and 4th
S
37 pcs 34pcs
More than 1.8m Same to above 4th
and 4th
S
39 37
Table 10 (Clause 50)
Type of synthesis sleeper (Reference)
1. Ordinary and Turnout sleeper
Type of sleeper Dimensions ( cm )
height width Length
Ordinary sleeper 12 or 13 22 200
12 or 13 22 200
Turnout sleeper 14 23 220 ~ 400
2. Bridge sleeper (Reference)
Space between
sleeper supporting
girders (m)
Dimensions ( cm )
height width Length
1.2
14 ~ 20 20
210
1.4
1.5 240
1.7
1.8
2.0
270
Note:
1. This table shall apply to the special cases that are not indicated in it.
2. As sleeper for both ends of sewer culvert,
Bridge sleepers shell be used
10
Fig.5 (Clause 49)
Sleeper spacing for glued insulation rail
Table 11 (Clause 51)
Using standard of wooden sleeper
1. Ordinary sleeper and Turnout sleeper
Kind Kind
Of sleeper
Main line Siding
1,2 and 3
class line
4 and 4S
class line Important Others
Ordinary 13x22x200
Turnout 13x22x210~380
2. Bridge sleeper
Spacing of sleeper
Receiving beam
Size
Height Width Length
1.2 18
13
22
35
180
200 1.4 and 1.5
1.7, 1.8 and 2.0
Table 12 (Clause 52) (Pending)
Rail fastening device
1. Fastening device of wooden sleeper
Kind Rail type Use section Fasten method
Remarks Rail Tie plate
Dog spike R54/42/33 General Dog spike -
Screw spike R54/42/33 General Screw spike -
Spring spike R54/42/33 Spring spike
F type R50/R42 Plate spring Dog spike
Pandrol R54/42/33 Coil spring
KA R54/42 Plate spring
DN clip R54/42 Semi coil
3 @588 =1,764 3 @ 588 =1,764
589 588 589
Contact insulation part
11
2. Fastening device of PC sleeper
Sleeper type Fastening device
Installation track Kind Apply rail
WIKA Pandrol, DE, KA clip R54,R42 1,2,3,4 Class line
KOJA Pandrol, DE R54,R42 1,2,3
BSD Pandrol R54,R42 1,2,3
Table 13 (Clause 57)
Number of anti-cleepers to be fixed (per 25m Track) Single and
double
line
Track class
Double line Single and Double line
Less than
5/1,000
More than
5/1,000
Less than
10/1,000
More than
10/1,000
Less than
15/1,000
More than
15/1,000
Less than
20/1,000
More than
20/1,000
Less than
25/1,000
More than
25/1,000
1 36 36 50
2 20 20 36 46 56
3 10 10 26 36 46
4, 4S 6 16 30 36
Table 14 (Clause 58)
Method of tightening/ fixing bridge sleepers Type of Rail
(long rail or regular) Regular length section
Long rail section
Straight or curve line Straight line
R ≥ 600m R < 600m
1st, 2
nd and 3
rd line
Hook bolt
22 x 11
Hook bolt
25 x 12
L-Type fixing method to be
adopted, considering long rail
longitudinal resistance etc.
However, for short-span bridge,
hook bolts to be applicable,
subject to careful technical check-
up
4th
and4th
S line 17x 12 25 x 12
Note: 1. Welded hook bolts shall not be used
2. 11, 12 (Length of hook bolts) shall be determined by cant and thickness of
packing
3. Type of hook bolts shall be according to the specifications stipulated separately
4. L-Type fixing method means the method of fixing / fastening sleeper with L-
shape steel plate and lateral thread bolt etc. to Longitudinal girder
pin
nut Lateral thread bolt
Longitudinal girder
Lock, Nut and Washier
Sleeper supporter
Chock
Deplacement
preventive clasp
Coach screw
Side face Edge face
12
Fig.6 (Clause 58)
Fixing wedge of bridge spacing strap (L-type)
Table 15 (Clause 61)
Supporting method of rail joint
General
track
Ballast less
bridge
Turnout Expansion
joint
Insulation
place
Main line Supported
method
Suspended
method
Suspended
method
Suspended
method
Supported or
Suspended
Siding Supported
method
Suspended
method
Suspended
method
Suspended
method
Supported
method
75 50
Bridge spacing strap L 50x50x6
(coated twice with anti-rust paint Footboard, mesled steel plate (expended
method) wedge (coated twice, with rust
preventive paint fixing
Bridge sleeper
Packing (30 to 120 thick)
Hook bolt
±100
In Case ordinary sleepers are used at the back of abutment ,
Starting and ending points of spacer strap shall be at
the location extended by the five pcs of ordinary sleepers
Food board and spacing strap shall
be jointed on the sleeper.
13
1. Standard Rail Joint Gap for
All Rail Types
2. Joint Gap for Each Long Rail
Installation on Wooden Sleeper
3. Joint Gap for Each Long Rail
Installation on PC Sleeper
Table 16 (Clause 65) (Pending)
Using standard of rail insulation (Pending)
Kind of rail Supporting method of rail joint Insulation type
R60 General support joint
General suspend joint
-
-
R54 General support joint
General suspend joint
Turnout suspend joint
Crossing suspend joint
R50
R42
R33
Fig 7 (Clause 67) (Unfinished)
Rail joint gap
Rail Temperature CO
Rai
l Jo
int
Gap
(m
m)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
20 22 24 26 28 30 32 34 36 38 40 42 44 46
100m
Rail
75m
Rail
50m R
ail
25m Rail
Rail Temperature CO
Rai
l Jo
int
Gap
(m
m)
12
2422200
32302826
11
10
6
5
4
3
2
1
9
8
7
40383634 464442
16
15
14
13
48
R60
R50&R54
R42
50
Rail Temperature CO
Rai
l Jo
int
Gap
(m
m)
12
2422200
32302826
11
10
6
5
4
3
2
1
9
8
7
40383634 464442
16
15
14
13
48
R60
R50&R54
R42
14
17
c
b
d
a
Table 17 (Clause 68)
Use of slab Track Structure
Track class
Curve radius and Installation section
Type of structure
1 . 2 3 . 4
Ord
inar
y
slab
Lighting Section
R C A-155M R C A-255M
Tunnel
section
R < 800m
25m
R ≥ 800m
R C A-151M R C A-251M
Vibration preventive
slab
Warm district R C A-155N G R C A-155N G
Cold district P R C A-155N G P R C A-155N G
Note: Not withstanding the above table, expansion joint slab, shorter slab battered slab
shall be used, taking into account the prevailing site condition.
Table 18 (Clause 69)
Basic track cross-section and track bed shape
1) Single Line
c
Design Max
speed
Type of
sleeper
Width from
centre of
track to
ballast toe
(a)
Width from
centre of
track to
ballast
shoulder (b)
Ballast
thickness
(c)
Ballast
shoulder
width
‘(d)
Remark
120 km/h P C 254 150 30 50
Width
means the
horizontal
distance
110 km/h P C, Wooden 254 150 30 50
100 km/h P C, Wooden 244 140 30 40
90km/h P C, Wooden 234 140 25 40
80km/h Wooden 211 135 25 35
Note: For curve section, the basic cross-section and shape shall be expanded, depending
on amount of cant
(unit : mm)
15
2) Double line
Design
maximum
speed
Type of
sleeper
Width from
centre of
track to
ballast toe
Width from
centre of
track to
ballast
shoulder
Ballast
thickness
(C)
Ballast
shoulder
width
(d)
Remark
120 km/h P C 254 150 30 50
Width
means the
horizontal
distance
110 km/h P C, Wooden 254 150 30 50
100 km/h P C, Wooden 244 140 30 40
90km/h P C, Wooden 234 140 25 40
80km/h Wooden 211 135 25 35
Note: For curve section, the basic cross-section and shape shall be expanded, depending
on amount of cant
3) Ballast shoulder width for long rail section (Single line)
Applied to the division / section with a radius of more then 600m
Design
Maximum speed
Width from Centre of Track
to Ballast Toe
Width from Centre of Track to Ballast
Shoulder
Ballast Shoulder
Width
Remark
More than
110km/h
(1, 2 class)
60kg Over
254
150
50
R54 Over
254 150 50
90km~110km/h
(3, 4 class)
R54 Over
244
140
400
R42 Over 234
140 400
Less than 90km/h
(4 S class)
R42 Over
211 135 35
15
9
2
0.015L - 17
L
c
b
d
(unit :cm)
16
4) Ballast shoulder width for long rail section (Double line)
Applied to the division / section with a radius of more then 600m
Design
Maximum speed
Width from
Centre of Track to Ballast Toe
Width from Centre
of Track to Ballast Shoulder
Ballast
Shoulder Width
Remark
More than 110km/h
(1, 2 class)
60kg Over 254
1,400
400
R54 Over
254 1,400 400
90km~110km/h
(3, 4 class)
R54 Over
244
1,400
400
R42 Over 234
1,400 400
Less than
90km/h (4 S class)
R42 Over
211 1,400
400
Additional ballast
50mm
Applied to the division / section with a radius from 400m to 600m
Table 19 (Clause 70)
Turnout number for main line
Design maximum
speed
Main line
In the case of sub
main line
Standard turnout
Straight side-Main line
Branch side- Sub main line
Branch side-
Main line
More than 110 km/h More than 1:12 More than 1:16
more than 1:10
More than 90 lm/h
Below 110 km/h More than 1:12 More than 1:14
More than 70 km/h
Below 90 km/h More than 1:10 More than 1:12
Less than 70 km/h More than 1:10 More than 1:10
17
Table 20 (Clause78)
Setting temperature of long rail
Kind of long rail Kind of
rail
Limit value from
prospect highest
rail temperature
Limit value from
prospect lowest rail
temperature
General
section
Ballast
section
Curve
radius
More than
600m
R60 250C 30
0C
R54
R42 25
0C 30
0C
Curve
radius
More than
300m, less
than 600m
R60 250C 30
0C
R54
R42 25
0C 30
0C
Slab section, etc R60,R54 Pending Pending
In the tunnel ∓150C of annual mean temperature
On the bridge 400C
Table 21 (Clause 78)
Ballast lateral resistance force of long rail installation section
Kind of
Long rail
Kind of
rail
Ballast lateral resistance force
Curve radius
more than
600m
Curve radius
Less than 600m
more than 400m
Curve radius
Less than 400m
more than 300m
Section of
Except
tunnel
R60 more than
500kgf/m
more than
600kgf/m
more than
700kgf/m
R54 more than
400kgf/m
more than
500kgf/m
more than
600kgf/m
R42 more than
400kgf/m
more than
450kgf/m
more than
500kgf/m
Tunnel
section
Wooden
sleeper
R54
R42
more than
200kgf/m
PC sleeper R60
R54
more than
300kgf/m
18
Table 22 (Clause 78)
Sleeper installation number of general section long rail
Rail weight Sleeper number
R42 36 pcs/25 m
More than R54 38 pcs/25 m
Table 23 (Clause 78)
Anti creeper setting number of wooden sleeper long rail in the tunnel
Section Direction of creeping Direction of anti creeping
50m section from both end
of long rail n + 30 pcs 30 pcs
Except section of above
section n pcs ( in case of n ≻ 30)
30 pcs (in the case of n ≦30) 30 pcs
Note: n is anti creeper setting number as shown in Clause 57
Table 24 (Clause 81)
Curve radius and using range of expansion joint
Unit (m)
Curve radius Application range
80 800 ~ 899
1000 900 ~ 1099
1200 1100 ~ 1300
1500 1301 ~ 1700
2000 1701 ~ 2499
2500 2500 ~ 2999
3000 3000 ~3499
3500 3500 ~ 4499
5000 4500 ~ 5000
19
20
In double lines, no curvature is
required for the direction to which
train nuns
(Note) In double lines, guard rail
shall be installed at the end of
bridge, if considered necessary
180m
m180m
m
1,500mm
550m
m550m
m
In double lines, no curvature is
required for the direction to which
train nuns
(Note) In double lines, guard rail
shall be installed at the end of
bridge, if considered necessary
85m
m85m
m
1,500mm
385
mm
385
mm
In double lines, no curvature is
required for the direction to which
train nuns
(Note) In double lines, guard rail
shall be installed at the end of
bridge, if considered necessary
Fig.8 (clause 84)
Method of installation of bridge guard rail
1. Guard rail laying within the track gauge
(space between rail and guard rail is that between the side face of the top thereof)
180m
m1
80m
m
1,500mm
360m
m3
60m
m
2. Guard rail laying outside the track gauge
(space between rail and guard rail is that between the side face of the top thereof)
3. Derailment preventive guard installation
(Space between rail and guard rail is that between the side face of the top thereof)
21
180
180
5,000
4,000
(Note) In double lines, guard rail
shall be installed at the end of
bridge, if considered necessary
In double lines, no curvature is
required for the direction to which
train nuns
550m
m550m
m
180
180
5,000
4,500
(Note) In double lines, guard rail
shall be installed at the end of
bridge, if considered necessary
In double lines, no curvature is
required for the direction to which
train nuns
180
180
385m
m385m
m
3,000
1,500
In double lines, no curvature is
required for the direction to which
train nuns
(Note) In double lines, guard rail
shall be installed at the end of
bridge, if considered necessary
4. Installation of bridge guard rail within the track at through beam
(Space between rail and guard rail is that between the side face of the top thereof)
5. Installation of bridge guard rail outside the track at through beam
(space between rail and guard rail is that between the side face of the top thereof)
6. Installation of derailment preventive guard at through beam
(space between rail and guard rail is that between the side face of the top thereof)
22
250 space 65
500 500Allowance as width of
level crossing
500 500
250space 65+slack
About
Allowance as width of
level crossing
Over Over
(Note) As level crossing guard, angle steel may be need, and should
derailment preventive rail of safety rail have already been installed,
inside the track gauge before and behind the level crossing, then no
curvature at the edge of level crossing is required.
1001,650 1,650
1,000 550
100
550 1,000 100
B
AA B
Centre of guard rail
Toe of Tongue rail
Fig.9 (Clause 85)
Method of installation of level crossing guard
1. Straight line
2. Curved line
a) Over 300m radius
b) Over 300m radius
Fig.10 (Clause 87)
Method of installation of point guard
250
space 75
700 700
250
Running direction of
train or rolling stock
Allowance as width of
level crossing
Over Over 500
About About
23
guard rail
Cross-Section
Rail face 1:1,
5
500
A - A'
Centre-line for first
rolling stock stopper
A'
A
W
T
1,5
00
1,5
00
PLAN
(Gravel embankment)
Beginning of First
class rolling stock
stock
Longitudinal cross-section
T
250
250
500
1:1,51:1,5
Saived sand or
crushed stone
Rail face
Gravel, cobble stone or crushed stone compacted into more then 150 mm
(May be omitted at favorable ground condition place)
17
Beginning of First
class rolling stock
stock
Fig.11 (Clause 89)
Shape and dimensions of rolling stock stopper (for 1st class rolling stock)
24
1,5
00
1,5
00
3,5
00
2,5
00 1
,500 W
BA T
A' B'
T
500
Beginning of First
class rolling stock
stopper
Longitudinal cross-section
Horizontal
Gravel, cobble stone or crushed stone compacted into more then 150 mm
(May be omitted at favorable ground condition place)
PLAN
Fig.12 (Clause 89)
Shape and dimensions of rolling stock stopper ( 1st class rolling stock and inter-line
installation)
Note:
1. Measurement unit : mm
2. Slope protection for gravel embankment may be of soil – mounted type
Given to train of rolling stock by
the average slope (i) at the point
of 1 km outside the beginning of
first class rolling of stock
stopper
T
(m)
Gravel embankment
thickness (mm)
W
(m) Above
rail face
Under
rail face
Downward i > 1000
10 40 250 250 5
Up & Downward i ≤ 1000
10 30 250 250 4.5
Upward i < 1000
10 20 250 250 3.5
Given to train of rolling stock
by the average slope (i) at the
point of 1 km outside the
beginning of first class rolling of
stock stopper
T
(m)
Gravel embankment
thickness (mm)
W
(m) Remark
Above
rail face
Under
rail face
Downward i > 1000
10 40 0 500 2.5
For the other cases (such
cases that adjacent line
exists within the rolling
station premises, or gravel
embankment on the rail face
turns out possible, then the
structure shall be made ax
similar to the ordinary one as
possible
Up & Downward i ≤ 1000
10 30 0 500 2.25
Upward i < 1000
10 20 0 500 2.0
25
A - A'
3,500 2,500
1,5001,500
B - B'
3,500 2,5001,500
W
A
A'
B
B'
1 2 3 4 5
1,5
00
2,5
00
3,5
00
1.000
1 2 3 401,000
500 1,0000
4
Cross-Section Cross-Section
Rail face Rail face
Cen
tre-
lin
e fo
r
oth
er t
hen
th
e
trac
k t
urn
ing
ou
t
Th
e sa
fety
sid
ing
Cen
tre-
lin
e fo
r
firs
t cl
ass
roll
ing
sto
ck s
top
per
Cen
tre
of
trac
k
tun
ing
ou
t th
e
safe
ty s
idin
g
Cen
tre-
lin
e fo
r
oth
er t
hen
th
e
trac
k t
urn
ing
ou
t
Th
e sa
fety
sid
ing
Cen
tre-
lin
e fo
r
firs
t cl
ass
roll
ing
sto
ck s
top
per
Cen
tre
of
trac
k
tun
ing
ou
t th
e
safe
ty s
idin
g
Safety siding
Over run turnout
Train or
rolling stock
Rail face
Save sand or
crushed stone
Gravel, cobble stone or crushed stone compacted into more then 150 mm
(However , suck compaction may be omitted for places with favorable
ground condition
Fig.13 (Clause 89)
Shape and dimension of rolling stock stopper (case of installing the ordinary) first class
rolling stock stopper at the safety siding.
Note:
1. Measurement unit : mm
2. Slope protection for gravel embankment may be of soil – mounted type
Beginning of First class
rolling stock stopper
Beginning of First class
rolling stock stopper Fourth rolling
Stock stopper
26
1,500
2,500
A - A' 500 1,0000
3,500
B - B'500 1,0000
A
A' B'
B
4,0
00
4,0
00
1,5
00
1,5
00
3,5
00
2,5
00
3,5
00
1 2 3 401,000 5
Cross-section
Outside the structure
gauge
Str
uct
ure
gau
ge
Cen
tre-
lin
e fo
r
firs
t cl
ass
roll
ing
sto
ck s
top
per
Cen
tre
of
tra
ck
turn
ing
ou
t th
e
safe
ty s
idin
g
Cross-section
Cen
tre-
lin
e fo
r
firs
t cl
ass
roll
ing
sto
ck s
top
per
Cen
tre
of
oth
er
then
th
e tr
ack
turn
ing
ou
t th
e
safe
ty s
idin
g
Rail face
Curvature behind the turnout to be as per
clause 92
Beginning of fourth class rolling stock
stopper
Fig.14 (Clause 89)
Shape and dimension of rolling stock stopper (case of installing the (other) first class
rolling stopper at the safety siding)
27
1 2 3 401,000
500 1,0000
500
500
3,500 2,500
5000
3,500B - B'
3,500 2,500
1,500 1,500
500
500 1,0000A - A'
Gravel, cobble stone or crushed stone compacted into more then 150 mm
(However , suck compaction may be omitted for places with favorable
ground condition
Cross-section
Cen
tre-
lin
e o
f
oth
er t
hen
th
e
trac
k t
urn
ing
ou
t
the
safe
ty s
idin
g
Cen
tre-
lin
e fo
r
firs
t cl
ass
roll
ing
sto
ck s
top
per
Cen
tre
of
trac
k
tun
ing
ou
t th
e
safe
ty s
idin
g
Cross-section
Cen
tre-
lin
e o
f
oth
er t
hen
th
e
trac
k t
urn
ing
ou
t
the
safe
ty s
idin
g
Cen
tre-
lin
e fo
r
firs
t cl
ass
roll
ing
sto
ck s
top
per
Cen
tre
of
trac
k
tun
ing
ou
t th
e
safe
ty s
idin
g
Note:
1. Measurement unit : mm
2. Slope protection for gravel embankment may be of soil – mounted type
Fig.15 (Clause 98)
1. DAOP POST 2. RESORT POST
Beginning of first
class rolling stock
stopper
28
3. DISTRICT POST 4. GANG POST
Table 26 (Clause 96)
One day road traffic volume, etc
Kind Conversion
ratio
Marshalling
Rolling
stock
0.5
Train 1.0
Kind Conversion
ratio
Pedestrian 1
Bicycle 2
Two-wheeled cart, etc 4
Motor cycle, 8
Tri-car 19
Car 12
Rig 14
One day
Railway
Transportation
volume
One day road transportation volume
In the case of A line In the case B line
Visibility length
under50m
Visibility length
more than 50m
Visibility length
under 50m
Visibility length
More than 50m
Under 15 4,000 4,500 6,300 7,000
15 ~ under 30 3,700 4,200 6,200 6,900
30 ~ under 50 3,300 3,800 6,000 6,700
50 ~ under 100 2,500 3,000 5,200 5,800
100 ~ under 150 2,300 2,800 4,000 4,500
150 ~ under 200 2,100 2,600 3,200 3,500
200 ~ under 300 2,000 2,400 2,500 2,800
More than 300 2,000 2,200 2,.000 2,200
Note: 1. The mean of A line are line of train speed more than 65 km/h and train length
more than 150m
2 B line are except line of A line
3 The mean of visibility length are visible length of railway at 5m point of road
center from level crossing track center and height 1.2m
29
Tab Table 27 (Clause 97))
Road traffic volume/hour and railway traffic volume
Railway traffic volume/hour Road traffic volume/hour
More than 3 to less than 10 2400
More than 10 to less than 15 2200
More than 15 to less than 20 1800
More than 20 to less than 25 1400
More than 25 to less than 30 1100
More than 30 to less than 35 750
More than 40 to less than 50 500
More than50 360
Table 28 (Clause 105)
Track irregularity maintenance target value (Ordinary track)
Maximum speed
Kind ( km/h )
of irregularity
Maintenance target value
Remarks More than
95km/h line
More than
85km/h line
85km/h and
below line
Gauge
More than
800m section
+10 (+6)
- 5 - 4)
More than
200m section
+15 (+9)
- 5 (-4) -
Under 200m
section
+10 (+6)
- 5 - 4)
Cross level 12 (8) 13 (9) 16 (11)
Longitudinal level 14 (8) 16 (9) 19 (11)
Alignment 14 (8) 16 (9) 19 (11)
Twist -
Note; 1. Each value are shown in dynamic value due to high speed inspection car
and in the parenthesis value are shown in static value.
2. Twist are shown in cross level changing value of 5m length
3. Target value are not included slack, cant and versine value at curve
4. Side track are to use 85 km/h target value
Table 29 (Clause 106)
Train vibration target value
Kind of measuring
Measuring car
Vertical vibration
(Full amplitude)
Lateral vibration
( Full amplitude)
Passenger car 0.25g 0.25g
30
Table 30 (Clause 110)
1) Compound deviation standard value
Item
Kind of deviation
Target length
of deviation
Target deviation and place
Deviation value Deviation places
I type 80 m 18 mm 4 places
II type 60 m 21 mm 3 places
III type 30 m 25 mm 2 places
IV type 35 mm 1 place
Note: 1. Target of compound deviation wave shape due to high speed inspection
car are more than value of above table
2. The line of train speed less than 45 km/h except from target
3. Apply to general track of freight train operation line
2) Train vibration standard value
Kind vibration Vertical
(Full amplitude)
Horizontal
(Full amplitude)
Maintenance standard value 0.3 g 0.3 g
Table 31 (Clause 111)
Longitudinal, alignment and twist deviation maintenance value of turnout high speed
turnout
Deviation
Kind value
of deviation
Deviation value (mm)
Dynamic Static
Longitudinal level 7 13
Alignment 7 13
Cross level 7 13
31
Table 32 (Clause 112)
1. Judgment of Head surface shelling
Judgment Content of
judgment
Condition of damage Measure
Outside (visual) Outside Inside
A1
In case a horizontal
crack less than
20mm length is
fund in the train
running direction
from its starting
point
Shelling damage at
the top of the rail
head takes place,
and rail sledding
shape and sledding
width change
accordingly
Attach to
watch mark
A2
In case a horizontal
crack less than
20mm long or a
transverse crack
less than 15mm
deep is found
Shelling damage
grows greater, and
sometimes a
horizontal crack
occurs outside the
track gauge or at
G.C.
Furthermore ,it
also happens from
time to time that
black specks and/or
peeling –off occur
Attach to
watch mark
B
In case a horizontal
crack more than 30
mm long or a
transverse crack
more than 15mm
deep is found
Shelling damage
becomes further
developed, and
sometimes there
occurs a transverse
crack outside the
track gauge or at
G. C.
Installation
of fish plate
C
In case a horizontal
crack more than
100 mm long or a
transverse crack
out 300 mm deep is
found
Transverse crack
has reached the top
of the rail head,
thus ending up
breakage of rail
Replace
32
GC
GC
GC
GC
65 0 ~ 21.6
GC
65 21.7 ~ 32.5
GC
65 32.6 ~ 43.4
GC
65
GC
First
Stage
Second
Stage
Third
Stage
Fourth
Stage
Head check exists
only at gauge
corner
It sometimes happen
That the 1m span
Measuring instrument
indicated more than 0,3 mm
depth of check
Head check has
reached both sides
of the head (upper)
Further, head check has
deepened into the two-
thirds of the width of
the head
Completely opened
head check has
developed itself into
lateral crack of the head
Train running
direction
Train running
direction
Train running
direction
Train running
direction
Train running
direction
Train running
direction
Train running
direction
Train running
direction
Nothing particular
It sometimes happen
That the 1m span
Measuring instrument
indicated more than 0,5 mm
depth of check
Ditto
2. Judgment of Head Checks
1
-
0 ~
21.6mm To be Recorded
2
A
21.7 ~
32.5mm
Nothing of
Warning mark
3
B
32.6 ~
43.4mm
Reinforcing
junction plate to
be fixed, and
replacement
schedule to be
determined, based
upon which,
replacement to be
made
4
C
More than
43.5mm
To be promptly
replace with new
one
33
3. The Other
The other defects are judged, as follow Item for judgment A B C
Horizontal Tear of Web 2 mm 6 mm 6 mm 10 mm More than 10 mm
Lateral Tear of Head 5 mm 15 mm 15 mm 30 mm More than 30 mm
Lateral Tear of The
Bottom Less than 3 mm More than 3 mm
Diagonal Damage to
Web 5 mm 10 mm More than 10 mm
Crack In Bolt Less Than 5 mm More than 5 mm
Echo
Echo Height :
20 %60%
Echo appears more
than twice, all of which
indicate less than 40%
Echo appears more
than twice, all of which
indicate less than 40 %.
Echo indicates over
60 %, and movement
of detecting device
from echo appearance
to its disappearance
amounts to less than 35
mm.
Echo reveals over
60 %, and
movement of echo
detecting device
from its appearance
to its disappearance
amounts to more
than 35 mm
Others
Detective echo appears,
but the cause of it
remains difficult to
identify
The others deemed
as hazardous defects
Table 33 (Clause 113)
Management of Damage to Toe of Turnout Etc.
Damage to Toe of Tongue Rail (Within 100mm from toe of tongue rail)
1. In case there occurs damage to the toe of tongue rail, a and b values shall be measured, and
damage shall be repaired, according to the following standard:
1) Should both of a and b value have reached the following, the damaged part and flaw shall be repaired, and be replaced according to the schedule established on the extent damage repaired. a = 15mm b = 2 mm
2) Should both of a and b have reached the following, prompt replacement shall be done.
a = 15 mm or a = 18 mm b = 5 mm b = 2 mm
2. Should there exist damage to the middle part of tongue rail, a, b and L shall be repaired, and replaced, according to the schedule established on the extent of damage repaired.
a = 15 mm b = 2 mm L = 75 mm
34
b
a14
1) Should all of a, b and L have reached the following values, then the damage part and flaw shall be repaired, and replaced, according to the schedule established on the extent of damage repaired. a = 15 mm b = 2 mm L = 75 mm
2) Should all the above factors have reached the following, then promt replacement shall be done. a = 15 mm or a = 18 mm b = 5 mm b = 2 mm L = 75 mm L = 75 mm
Details of a, b and L
Measurement of Damage (1) Measurement of Opening (2)
(Ref. ) Wear and tear of Tongue rail and Stock rail
L
Top surface of basic rail
Top surface of tongue rail
Damage part
(2) Depending on the shape of tongue
rail, replacement shall be done, as
follows :
3) Judgment by Panel point Ruler
Tongue rail whose damage is located
under the panel point shall be replaced
forthwith
Shape I
Stock rail
(outer rail)
Wear
Tongue rail (turnout line)
3mm
14mm
Stock rail
(outer rail)
Tongue rail (turnout line)
Side wire more than 3mm Shape II
35
Table 34 (Clause 114)
Maintenance of Guard rail etc
Type of Guard
Rail
Established
value
Arrangement Target Remark
Increase Decrease
Derailment
preventive rail 65 mm + slack
Within 10mm Within 10mm
For location
within a curve
radius of 240m,
the decrease to
be within 8 mm
Derailment
preventive
guard
85 mm
Safety rail 180mm
220mm
Bridge guard
rail
180mm
220mm
Level crossing
guard
For location
within a curve
radius of 240m,
the decrease to
be within 8 mm
Point guard,
Derailment
preventive rail
(Siding
Turnout)
42 mm + slack
+ Versine value Within 5mm Within 4mm
In case of the
turn out passing
speed of more
than 100 km/h,
the decrease to
be zero (0).
14mm
3mmSide wire more than 3mm
Tongue rail
bent to the
side of Basic
rail
Tongue rail (turnout line)
Stock rail
(outer rail)
Shape III
14mm
3mm
Tongue rail (turnout line)
Stock rail
(outer rail)
Side wire more than 3mm
The remains
an indication
that the f range
passed rail
Shape IV
Prompt replacing
Stock rail and
Tongue rail Replacing
stock rail and
Tongue rail
36
15m
1 2
15m
3
-6
-6
+6
+6
Fig. 16 (Clause 115)
Method of dealing with more than
irregularities exceeding the above
arrangement target is as follows:
Fig. 17 (Clause 115)
Location for repair according to
arrangement target (case of vertical
irregularity:
Note : The distance between (1) and
(2) shall be within 15m, and
the distance between (1) or
(2), and (3) of less than 15m is
regarded as one 1 irregularity