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./ '' GOVERNMENT OF INDIA ,..'. $A{, if,
:*. F - .., MINISTRY OF RAILWAYS 3 Cj / '
FRAME RESISTANCE OF TRACK FRAME CONSISTING OF 52KG RAIL ON 60KG PSC SLEEPERS
WITH ERC MK-Ill
REPORT NO. TM-120
MAY 2008
TRACK MACHINE 8 MONITORING DIRECTORATE RESEARCH DESIGNS 8 STANDARDS ORGANISTAION
LUCKNOW
GOVERNMENT OF INDIA MINISTRY OF RAILWAYS
FRAME RESISTANCE OF TRACK FRAME CONSISTING OF 52KG RAIL ON 60KG PSC SLEEPERS
WITH ERC MK-Ill
REPORT NO. TM-120
MAY 2008
TRACK MACHINE 8 MONITORING DIRECTORATE RESEARCH DESIGNS 8 STANDARDS ORGANISTAION
LUCKNOW
Forward
This report is based on field trials conducted by the Track Machine 8 Monitoring Directorate of RDSO. Although every care has been taken in
recording data accurately and in analysing it objectively, the views expressed in
this report are subject to modification from time to time in the light of fresh data.
Further, they do not necessarily represent the views of Ministry of Railways
(Railway Board), Government of India.
This report is the property of RDSO and is meant essentially for
official use. It may not be loaned , reproduced in part or full, or quoted as an authority without the permission of Dirsctor General, RDSO.
Vijay Sharrna
Exe. DirectorlTM
SI. No.
1.
2 .
3.
4.
5.
6.
7.
8.
9.
10.
CONTENTS Description
Introduction
Details of test track
Measurement and recording instruments
Calibration of instruments
Test Schedule
Materiallequipments used
Method of analysis
Summary
Observations
Summary of load, measured deflections
And calculated Eleq(Table C)
Page no.
1
2
4
4
5
5
6
6
6
8
FRAME RESISTANCE OF TRACK FRAME CONSISTING OF 52KG RAIL ON 60KG PSC SLEEPERS WITH ERC MK-Ill
1. Introduction
In order to develop the system of laying long welded rails extensively on Indian
railways, it was decided to study the different parameters of long welded rails,
contributing its strength against buckling of different track structures for laying
long welded rails in 1076 and a technical report was published as Civil
Engineering Report No. C-152.This report is based on the trials carried out on
light weight track structures on 90Rl60R ra~l sections light weight PRC sleepers,
RCC sleepers, CST-9 and Steel trough sleepers with loose jaw P; Key, DS-18
and Pandrol clips fastening systems.
The important parameters for buckling strength of track structure are
lateral and longitudinal resistance. Lateral resistance assume much greater
importance because it is the one, which contributes to its strength against
buckling. The buckling tendency is seated by the compressive force under high
temperature, when the condition in central part is similar to that of a long column
under load. The two factors which provides the lateral resistance, are (i) lateral
rigidity of track frame (ii) lateral ballast resistance .
The lateral rigidity is corresponding to El in the Euler Equation of column;
P = EI/L2
Track undergoing lateral distortion acts as a veirendeel girder with not too 0-
rigid joints. Since, the connection between rails and sleepers is not rigid, El can ,+ M
not be taken as for two rails placed gauge distance apart. It depends on torsional L.:J 0
resistance of rail sleepers fastening. It is, therefore, called El equivalent and is
known to depend on type and spacing of sleepers, types of fastening, distorted
length and extent of distortion. It has therefwe, to be determined experimentally
by making a track panel, putting it on rollers and observing the load and
deflection pattern. El equivalent has to be determined by applying the simply
supported beam formula of deflection;
Def = WL3148EI
This report deals with the lateral rigidity of track frame with 52 kg rails and
60Kg PSC sleepers (Drg. no. RDSOTT-2496 ) with ERC MK-Ill fastenings(Drg.
no. RDSOTT-3701) for different sleepers spacings which are being used all over
Indian railways at present.
The study of lateral stability of L!A!Fi under lcngi!udinal load due to therxal
forces can be divided in to two parts ( i ) the resistance offered by the track
frame consisting of rails, sleepers and fastening, ( ii ) the resistance offered by
!he ballast to lateral movement of sleepers. The former is called frame
resistance and latter is called ballast resistance. The frame resistance which is
the lateral stiffness of the track frame, depends upon type of rails, sleepers,
sleepers fastening, length of distortion and lateral deflection.
Track Design Dte. forumalated a trial scheme for determination of
Frame resistance Value for 60152Kg rails and 60Kg PSC sleepers with sleeper
density of 1540,1650 & 181 8 nos.lKm.
2. Details of Test Track
2.1 Track
All the trials were conducted on track frame prepared near EMS
workshopIRDS0. Track frame for one rail length track was prepared (detailed
drg. enclosed as Fig. 2) . This frame was placed on level ground supported on
rollers to minimise friction. The frame was laterally supported on two supports to
give the required span. The details of track structure during different trials are as
under: 0 n J m
(i) 52 Kg new rails, 60 Kg PSC sleeper @ 1540lKm (sleeper spacing- ,,. , 65cm) with elastic rail clips (ERC MK-Ill) and grooved rubber sole 0
plate (GRSP).
(ii) 52 Kg new rails, 60 Kg PSC sleeper @ 16601Km (sleeper spacing-
60cm) with elastic rail clips (ERC MK-Ill) and grooved rubber sole
plate (GRSP).
(iii) 52 Kg new rails, 60 Kg PSC sleersr @ 18181Km (sleeper spacing-
55cm) with elastic rail clips (ERC MK-Ill) and grooved rubber sole
plate (GRSP).
The trial were repeated for 5 , 6, 7 and 8 mt. spans of reaction supporls for
above mentioned track structure(i to iii). The trials were also carried out for
missing ERCs on alternate sleeper pattern as per fig. I (b).
2.2 Application of load
Hydraulic jack of 20T capacity was used for applying load laterally. Proving
ring of capacity 6000Kg was used for recording applied load and corresponding
deflections were measured with deflection dial gauges fixed with both rails (i.e.
LR- lozding rail & OR- other rail). Load was then applied centrally en !he cpposi!e
side and gradually increased till max deflection of 50 mm on dial gauges or
maximum stress of 46~gl rnm~ in foot of rail (whichever is earlier) is achieved.
The initial deflection has been recorded at 200 kg of load. Each test was carried
out for application of load for getting deflection up to about 50mm since stress in
the rail foot remained below 46 kglmm2 in all cases.
2.3 Instrumentation of Rails :
Strain gauges (10mm size-120 ohms) were fixed at mid length of the rail
(i.e. 6.5 mt. from one end of the rail) on three locations as per photograph no.3 (
i.e. foot ot the rail, web of the rail 8 head of the rail) and electronic circuits were
prepared to observe the stress at foot, web and head of the rail. The Kyowa,
Japan make strain gauges were fixed on rail, which have the following
characteristics.
. Type: KFG-10-120-C1-11 t-l 'A
. Gauge length: 10mm Cr, Li >
. Gauge resistance: 11 9.820.2 ohms 0
. Gauge factor (24 "C,50%RH): 2.1 151.0%
. Adoptable thermal expansion: 11.7ppml"c
. Transverse sensitivity (24 "C, 50%RH):0.20%
. Temperature coefficient of gauge factor: 0.8+0.5%/100 deg
. Tolerance: 0 .85~ mlm per" C
3. Measurement and Recording instruments:
The measurement of load, corresponding deflection and stress in the foot of rail
were recorded with the help of proving rjng, deflection dial gauge and Astromed
recorder.
4. Calibration of instruments :
4 1 Calibration of proving ring:
20t hydraulic jacks were used for load application. These jacks were calibrated
and applied load was recorded by using proving ring capacity 6000kg available in
TM Dte.. This proving ring was calibrated on dated 19-12-2006 at Regional
Testing Canter (NR), Ministry of SSI. New Delhi with validity upto 18-2-2009.
4.2 Calibration of Data acquisition System for Recording the Stress:
The Astromed recorder used for recording the stress was calibrated every day
before acquirinq the data as per the procedure given below.
1. The strain gauge fixed at the foot, web and head of the rail forms one arm
of wheat stone bridge and dummy strain gauges are provided in other three
arms of the bridge.
2. The wheat stone bridge is balanced.
3. A known shunt resistance is provided in parallel to the active strain gauge.
4. With the help of the gauge factor of the strain gauge, the gauge is
calibrated to directly record the stress in the rail as explained below:
Let 'Rg' be the strain gauge resistance, Rsh the shunt resistance and Rg' the CU w
equivalent resistance. C 9 LLJ
Let AR=Rg-Rg' (By definition of GF) o Gauge factor GF = (AR1Rg)lStrain
1/Rg8 = 1IRg + I lRsh
Rg' =Rg x Rsh I (Rg+Rsh)
AR= Rg -Rg' = Rg - Rg x Rsh /(Rg+Rsh)
=(Rg)Z/(Rg+Rsh)
Or ARlRg = Rg/(Rg+Rsh) =GF x Strain
Strain = RglGF (Rg+Rsh) --- Equation-1
Stress = Rg x E/GF(Rg+Rsh) ---------------Equation-2
A - Active strain gauge R - Dummy strain gauge Rsh - Shunt Resistance
5.Test Schedule:
Field trial were camed out in March-Apri1,2008 on the track f r a m ~ mentioned in
para 2.1 with full ERC fittings and missing ERC's on alternate sleeper pattern.
6. MateriallEquipment used :
1. Rail 52Kg(90UTS)
2. PSC SIeeper 60Kg ( Drg. No. RDSOTT- 2496)
3. GRSP (RDSOR-3711)
4. GFN liner (Drg. no. RDSOTT-370783708)
5. ERC Mk-Ill (RDSOTT-3701)
6. Hydraulic Jack 20T capacity
7. Proving Ring 6000Kg capacity
8. Dial Gauges (50 mm deflection , least count-0.01 mm). Mitutoyo make
9. Astromed recorder
10. Strain gauges 10mm size, 120 fi resistance
7. Method of Analysis: Average deflection of both rail has been taken for
calculation of Eleq value. The Eleq (El equivalent) for the frame is calculated for
the average deflection and load by using the simple beam formula:
Def. 'D' = W x L~
48 x El
where 'W' is applied load for deflection 'D'.
L is span between reaction supports.
The recorded load, deflections and calculated Eleq are tabulated for
different sleeoer spacings and span of supports in table 1 to table 24.
The graph (best fit curve) is plotted for the recorded values of load Vs
deflection and the best fit curve drawn for the values of deflection Vs Eleq.
From these curves, it can be seen that Eleq values are decreasing with
increase in deflection and become asymptotic for larger deflection attaining at
minimum value.
8. Summary : Details of load, measured deflections and calculated Eleq for
different sleeper spacing, spans afid pattern of ERC are presented in tabular
form in table 1 to 24 . The graphs derived on basis of recorded load, measured
deflections and calculated Eleq is annexed as graph 1 to 48 .Graph no. I,II,III,IV
V.VI shows the comparison of load Vs Eleq on different spans on different
sleeper spacings with full ERC pattern and missing ERCs on alternate sleeper
pattern.
9. Observations : The data observed and analysed for Eleq for different sleeper LC) 0
spacing are given in Table A and B .
1 : Effect of deflection :- It can be seen from Table A that with increase
in deflection Eleq decreases
2 : Effect of span of supports :- It is also observed that with increase in
span (length of distorted track), Eleq value increases. Eleq value is highest for
8 mi. span.
3 : Effect of sleeper spacing :-As evident from table A & B, Eleq value
decreases if the sleeper spacing increases. Eleq value is highest in case of
sleeper spacing of 55 cm.
4 : Effect of pattern of ERC fastening :- Track with complete ERCs
shovds a higher Eleq value in comparison to the loose ERCs pattern as per
Table A and B.
Table A: (Track Frame with full ERC)
Table B: (Track frame with missing ERCs on alternate sleeper)
-- - -7-.. i... . . . , - -,A. ;-~':.zzT-- Table C : Surnrnw of I o a d . m e a s u ~ ~ .-...
* Proving ring of capacity 6000 kg has been used for trial accept one trial of 5m span of sleeper spacing of 55cm with full ERC pattern. The initial deflection has been taken at 200 kg of lateral load.
' The deflectiun given in table is the average value of deflection recorded by two dial gauges. It is observed that in all cases, dial gauge provided on rail on which load was applied, attained the limiting value of 50 mm. By this trail it is clear that the frame rigidity (Eleq value) decreases with decrease in sleeper density or increase sleeper spacing.
ERC SL~EEPEJRS LOAD 7 .\.
I I
FIG. l(a) : TRACK FRAME WlTH FULL ERC ERC REMOVED LOAD
FIG. l(b): TRACK FRAME WlTH MISSING ERCs ON ALTERNATESLEEPER
/ ~rovinb Hydra lic Jack Reaction Support
Photographs showing Track Frame assembly and loading set up
Position of Strain Gauges Astrorned Recorder /
Photographs showing position of Strain Gauges on rail and Data Acquisition System
Sleeper spacing - 55cm Span - 5m Pattern - Full ERC
Table 1 : Showing Load, measured deflections and calculated Eleq
Sleeper spacing - 55cm Span - 6m Pattern - Full ERC
Table 2 : Showing Load, measured deflections and calculated Eleq
- 12 -
Sleeper Spacing - 55cm Span - 7m Pattern - Full ERC
< Table 3 : Showing Load, measured deflections and calculated Eleq i
Sleeper Spacing - 55cm Span - 8m Pattern - Full ERC
Table 4 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 55cm Span - 5m Pattern - Missing ERCs
Table 5 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 55cm Span - 6m Pattern - Missing ERCs
Table 6 : Showing Load, measured deflections and calculated Eleq *
Sleeper Spacing - 55cm Span - 7m Pattern - Missing ERCs
h
Tabie 7 : Showing Load, measured defieciions and caicuiaied Eleq
Sleeper Spacing - 55cm Span - 8m Pattern - Missing ERCs
w > Table 8 : Showing Load, measured deflections and calculated Eleq 0
Sleeper Spacing - 60cm Span - 5m Pattern - Full ERC
Table 9 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 60cm Span - 6m Pattern - Full ERC
Table 10 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 60cm Span - 7m Pattern - Full ERC
Table 11 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 60cm Span - 8m Pattern - Full ERC
Tzble 12 : Showing Load, measured deflections and calculated Eleq
Sleeper spacing - 60cm Span - 5rn Pattern - Missing ERC
k Table 13 : Showing Load, measured deflections and calculated Eleq
Sleeper spacing - 60cm Span - 6m
* Pattern - Missing ERC
Table 14 : Showing Load, measured deflections and calculated Eleq
- I P -
Seeper Spacing - 60cm Span - 7m Pattern - Missing ERC
Table 15 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 60cm Span - 8m Pattern - Missing ERC
rC
Table 16 : Showing Load, measured deflections and calculated Eleq 2
Sleeper Spacing - 65cm Span - 5m Pattern - Full ERC
k. Table 17 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 65cm Span - 6m Pattern - Full ERC
Table 18 : Showing Load, measured deflections and calculated Eleq
. i c -
- I
Sleeper Spacing - 65crn Span - 7m Pattern - Full ERC
Table 19 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 65cm Span - 8m Pattern - Full ERC
0- 03 M
Table20 : Showing Load, measured deflections and calculated Eleq u> Q
Sleeper Spacing - 65crn Span - 5m Pattern - Missing ERC
/ Table 21 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 65cm Span - 6rn Pattern - Missing ERC
Table 22 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 65cm Span - 7m Pattern - Missing ERC
Table 23 : Showing Load, measured deflections and calculated Eleq
Sleeper Spacing - 65cm Span - 8m Pattern - hlissing ERC
Table 24 : Showing Load, measured deflections and calculated Eleq 4 -3' 0 U' > 0
0 1 I -- 0 00 5 00 10 00 15 00 20.00 25.00 30 00 35 00 40 00 45 00 50 00
Deflectlon (in mm)
5500 -
5000 -
4500 -
4000 -
- 3500 7 0) x C '= 3000 -
0
8 -I
2500 -
2000 -
1500 -
1000 -
500 -
Graph 1A : Load Vs Deflectlon
Sleeper Spacing - S S c r n Span - Srn Pattern - Full ERC
//
Sleeper Spacing - 55cm spa^ - 5m Pattern - Full ERC
Deflection (In mm) Graph 1B : Deflection Vs Eleq
0 C 'v- - .. .. - - --
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 5000
Deflection (in mm)
3500 -
3000 -
2500 -
m x C = 2000 - v
Graph 2A : Load Ve Deflection
Sleeper Spacing - 55cm Span - 6m Pattern - Full ERC
21 -I I
I 1500 -
1000 -
500 -
Sleeper Spacing - 55cm Span - 6m Pattern - Full ERC
Deflection (In mm)
Graph 2 6 :Deflection Vs Eleq
3000 1 Sleeper Spacing - 55cm Span - 7m Pattern - Full ERC
0.00 5.00 10.00 15 00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Deflection (in mm)
Graph 3A : Load Vs Deflection
Sleeper Spacing - 55cm Span - 7m Pattern - Full ERC
0 \ 7 7 7 --
0 00 5 00 10 00 15 00 20 00 25 00 30 00 35 00 40 00 45 00 50 00
Deflection (In mm)
Graph 38 : Deflection Vs Eleq
Sleeper Spacing - 55cm - Ern
Pattern -Ful l ERC
0 J -- ,
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00
Deflection (In mm)
Graph 4A : Load Vs Deflectlon
Sleeper Spaclng - 55cm Span - 8m Pattern -Full ERC
I 0- . - . . . . - -. -
7
0.00 5.00 10 00 15.00 20 00 25.00 30.00 35.00 40.00 45 00 50.00
Defle~tlOn (In mm)
Graph 4 8 : Deflection Vs Eleq
0 C . - -~~~ ----- ---. --. .. - -- . . . .. .
0.00 5.00 10.00 15.00 20.00 25.00 . 30.00 35.00 40.00 45.00 50 00
Deflection (In mm)
5000 -
4500
4000 -
Graph 5~ : Load Vs Deflection
Sleeper Spacing - 55cm Span - 5rn Pattern - Missing ERCs
3500 - /--.---I 3000 - -
m x I c ; 2500 I
'd r X
_1
2000 4 I
1500 -
500
"OI t Sleeper Spaclng - 55cm Span - 5m Pattern - Mlss~ng ERCs
.OO \ 250 ,
I -------
-. I 5
r 200 4 LA - $4 - T
W
150 -
0 I - - . . . . , 7-
000 5.00 1000 15.00 ;!O.OO 25.00 30.00 35.00
Deflection (In mm)
Graph 5B : Deflection Vs Eleq
0 ij, -
0.00 5.0'0 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00
Deflection (In mm)
3000 -
2500 -
Graph 6A : Load Vs Deflection
Sleeper Spacing - 55cm Span - 6m Pattern - Missing ERC
0,
*OO0 l x
5 1500 - W 0 i
1000 1
i 500
Sleeper Spacing - 55cm Span - 6m Pattern - Missing ERC
0 . Y
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00
Deflection (In rnm) e
Graph 6B : Deflection Vs Eleq
0 il-- '- 7 ----.
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflectlon (in mm)
2000 -
Graph 7A : Load Vs Deflectlon
Sleerer Spacing - 55crn Span - 7m Pattern - Missing ERC
- 1500 4 01 x c .- - 0 8 -1 I ,.
h 1000 J
\
I
500 i i
Sleeper Spacing - 55cm Span - 7m Pattern - Missing ERC
0 /- .. .. . .- , -- -- ' , 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflection (in mrn)
Graph7B : Deflection Vs Eleq
o i , - -7 - ~ --.. . -- 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflection (In mm)
1800 -
1600
1400 -
1200 - - 0, Y
5 1000 - 0 8 J
800 -
Graph 8A : Load Vs Deflection
Sleeper Spacing - SScm Span - Ern Pattern - Missing ERC
400 600 1 !
200 1
Sleeper Spacing - 55cm Span - 8rn Pattern - Miaslng ERC
0 6 - - - - - -- - ~ -- 0.00 5.00 1000 15.00 ~7
20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflectlon (In rnrn)
Graph 8B : Deflection Vs Eleq
Sleeper Spacing - 6Ocm - 5m
Pattern -Full ERC
0 A--- -7 v - -- 3 - --- 0 00 5 00 10 00 15 00 20 00 25 00 30.00 35 OD 40 00 45 00 50 00
Deflection (in mm)
Graph 9A : Load Vs Deflection
0 1 . - 7- - -- -. 7 ~
- 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00
Deflection (In mm)
2500 -
2000 -
OI
Graph 10A : Load Vs Deflection
Sleeper Spacing - 60cm Span - 6m Pattern - Full ERC
x c
1500 i -8
0
i' J
Y I
I lorn i 500 -
Slueper Spacing - 60cm Span - 6m Pattern -Full ERC
0 .I, - - .- . -. 1
---I
10.00 15.00 20.00 25.00 30.00 35.00 40.00 45 00
0.00 5.00 Deflection (in mm)
Graph 100 : Deflection Vs Eleq
Deflection (in mm)
2000 -
1500 - m = c .- -
Graph 11A : Load Vs Deflectlon
Sleeper Spacing - 6Ocm Span - 7m Pattern - Full ERC
?i -I
1000 -1
500 4
Sleeper Spacing - 6Ocm Spar, - 7m Pattern -Full ERC
0 L- v . . -- ,. .. - 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflection (In mm)
Graph 11B : Deflection Vs Eleq
Sleeper Spaclng - 6Ocm leo0 1 span - ern
i Pattern - Full ERC I
l6O0 i I
1400 1
- m x E
I x
1200 I '- 1000
2 fn 800 -
600 4
400 .
200 -
0. ~, -- .
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 4OC)O 45.00
Deflection (in mm)
Graph 12A : Load Vs Deflection
Sleeper Spacing - 60cm Span - 8m Pattern - Full ERC
I 0 -1 - .
! - - -. . - 7 - - - ..
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00
Deflection (in mm)
Graph 12B :Deflection Vs Elea
Sleeper Spacing - 60cm Span - 5m Pattern - Missing ERC
. .- -7 -- -- . ~ ~ -.
000 5.00 10 00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50 00
Deflection (in mm)
Graph 13A : Load Vs Deflection
Sleeper Spacing - 60cm span - 5m Pattern - Missing ERC
20 00 25.00 30.00 35.00
Deflection (in mm)
Graph 138 : Deflection Vs Eleq
sleeper Spacing - 60cm 2500 Span - 6m
Pattern - Missing ERCs
2000 -
- 0) x I '= 1500
3 5 2 I I
!
1000 -
1 500
I
i Deflection (In mm)
Graph 14A : Load Vs Deflection
Sleeper Spacing - 60cm Span - 6m Pattern - Missing ERCs
0 L I-' . 7 . - - -~~ - "- r - 7 1 ' '
0.00 5L3 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00
Deflection (In mm)
Graph 148 : Deflection Vs Eleq
Sleeper Spacing - 60cm Span - 7m Pattern - Missing ERCs
L 0 . 7--- , ~ -. - .. - - - - . . - ~ ~
0.00 5.00 1000 15.00 20.00 25.00 30.00 35.00 40.00 4500 50.00
Deflectton (in mm)
Graph 15A : Load Vs Deflection
Sleemr Spacing - 60cm Span Pattern
- 7m - Missing ERCs
. . . . . . . . ~. -----.~ ~
10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50 00
Deflection (in mm)
Graph I S 6 :Deflection Vs Eleq
m x c -- BOO
! 3 1
J L? I
0 4- ~ ~ - - - , 7- ~ -- ~
1000 15.00 20.00 25.00 30.00 35.00 4000 45 00 50 00 0.00 5.00
Deflection (in mm)
Graph 16A : Load Vs Deflection
Sleeper Spacing - 60cm Span - 8m Pattern - Missing ERCs,
0 L ~- -7- - ---- ~ . - ~ - 7 -
0 0 0 5.00 1 0 0 0 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50 OG
Deflection (In mm)
Graph 16B : Deflection Vs Eleq
Sleeper Spacing - 65cm Span - Sm Pattern - full ERC
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Deflectlon (In mrn)
Graph 17B : Deflectlon Vs Eleq
b Sleeper Spacing - 65cm Span - 8m Pattern - Full ERC
. . - - , ~v
5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflection (In rnrn)
Graph 18A : Load Vs Deflection
Sleeper Spacing - 65cm Span - 6m Pattern - Full ERC
0 L-, - -?.. ~ -- - 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflectlon (In mm)
Graph 186 : Deflectlon Vs Eleq
Sleeper Spacing - 65cm Span - 7m Pattern - full ERC
0 i - .~ . .. -
0.00 5.00 10.00 15.00 20 30 25.00 3000 35.00 40 00 z: 5C .-: Deflectior. (in mm)
Graph 19A : Load Vs Deflection
1__~ -.-rp. 0 ~- -- . - - - -.
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Deflection (In mm)
Sleeper Spacing - 65cm
450 a Span - 7m P~ltern - full ERC
400 - A
Graph 19B : Deflection Vs Eleq
350
I Sleeper Spacing - 65cm Span . am
1600 ! Pattern - Full ERC !
0 I-- - - - - v-..- - I . ~ ..
0.00 5.00 1000 15.00 20.00 25.00 30.00 35.00 40 00 45 00 50 CO
Deflection (In mm)
Graph 20A : Load Vs Deflection
Sleeper Spacing - 65cm Span - 5m
I - Missing ERC
0 ! .. .. . . -
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflectlon (in mm)
Graph 21A : Load Vs Deflection
slesper Spacing - 65cm span - sm Pattern - Mlssing ERC
-. . .
Deflectlon (In mm)
Graph 21B : Deflection Vs Eleq
Sleeper Spacing - 65cm - 6m
Pattern
2500: span
-Missing ERCs
0 J-.-.- .- -,--~ ---- ' -v
0.00 5.00 1000 15.00 20.00 25.00 30.00 35.00 40.00 45 00 50.M
Deflection (in mm)
Graph 22A : Load Vs Deflection
Sleeper Spacing - 65cm Span - 7m Pattern - Missing ERCs
0 1 . - F-
0.00 5.00 1000 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflection (in mm)
Graph 23A : Load Vs Deflection
Sleeper Spacing - 65cm Span - 7m Pattern - Missing ERCs
- , , - -T-~- ~ ~. .
15.M) 20 00 25.00 30.00 35.00
Deflection (in mm)
Graph 238 : Deflection Vs Eleq
Sleeper Spacing - 85cm Span - 8m Pattern -Missing ERCs
/ .
- .~ ~
5.00 1000 15.00 20.00 25.00 30.00 35.00
Deflection (in mm)
Graph 24A : Load Vs Deflection
Sleeper Spacing - 65cm Span - 8m Pattern - Missing ERCs
0 I-- ~ ~ - - ---- r - . - -7-
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
Deflection (in rnm)
Graph 248 : Deflection Vs Eleq
Sleeper Spacing - 55cm PATTERN - Full ERC
spar / - I
Span - 6n1
Spap - 5m
O L , -- -- -- 7
, - ~, 7
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflection (in mm)
Graph-l : Deflection Vs Eieq for different spans on sleeper spacing 55 cm
Sleeper Spacing - 55 Cm
Pattern - Missing ERC
Span 8m
Span - 7rn Span - 6m
Span - 5rn
Deflection (in rnm)
Graph-ll : Deflection Vs Eleq for different spans on sleeper spacing 55 cm(missing ERC pattern)
Sleeper Spacing - 60cm Pattern - Full ERC
;*, . :
Span - 61r
spcn 2 1 .
Deflection (in rnm)
Graph-Ill: Deflection Vs Eleq for different spans on sleeper spacing 60 cm
Sleeper Spacing - 65cm Pattern - Missing ERCs
. ~ ~~.. - - ~
-. - -- , -~ 7- -. 0 - . 7 - --1
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 4Ei.00 50.00
Deflection (in mm)
Graph-VI : Deflection Vs Eleq for different spans on sleeper spacing 65 cm
JUU
Sleeper Spacing - 6Scm Pattern -Full ERC
Deflection (in mm)
Graph-V : Deflection Ws Eleq for different spans on eleeper spacing 65 cm
Sleeper Spacing - 60crn Pattern - Missing ERCs
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Deflection (in mrn)
Graph-IV : Deflection Vs Eleq for different spans on sleeper spacing 60 cm
This report is based on the investigations conducted by a team consisting of following officers and staff under the guidance of
Sri P.K.Garg DirectorITM-Ill
1. Sri J.K. Srivastava 2. Sri A.K. Malhotra 3. Sri Ramesh Sharma 4. Sri Ramagyan Pd. 5. Sri Ashok Kr. 6. Sri Ajay Singh 7. Sri Aqil Mohsin 8. Sri R.P.S.Payal 9. Sri Nankoo 10.Sri Gayadeen 1 1 .Sri B.S.Chauhan 12.Sri P.N. Mishra
ARErri SSREICivil SSEIEngg. SEIEngg. SSREllnstt. JREll-lristt. JEIII-Mech. TG-I TG-I TG-Ill TG-Ill TG-Ill