frame resistance of track frame consisting report …

./ '' 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

1676 -

G - \ /

GROUTING ROLLERS

L ALL DlMNlN MM

TEST SE'J'I'P I'L.43' FOR FRAME RESISTANCE TRIALS

/ ~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


- 12 -

Sleeper Spacing - 55cm Span - 7m Pattern - Full ERC

< Table 3 : Showing Load, measured deflections and calculated Eleq i



Sleeper Spacing - 55cm Span - 5m Pattern - Missing ERCs



Table 6 : Showing Load, measured deflections and calculated Eleq *


h

Tabie 7 : Showing Load, measured defieciions and caicuiaied Eleq


w > Table 8 : Showing Load, measured deflections and calculated Eleq 0




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


- I P -

Seeper Spacing - 60cm Span - 7m Pattern - Missing ERC


Sleeper Spacing - 60cm Span - 8m Pattern - Missing ERC

rC

Table 16 : Showing Load, measured deflections and calculated Eleq 2


k. Table 17 : Showing Load, measured deflections and calculated Eleq



. i c -

- I

Sleeper Spacing - 65crn Span - 7m 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




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


21 -I I

I 1500 -

1000 -

500 -


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


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)


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 -



0,

*OO0 l x

5 1500 - W 0 i

1000 1

i 500


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


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 -


Sleerer Spacing - 55crn Span - 7m Pattern - Missing ERC

- 1500 4 01 x c .- - 0 8 -1 I ,.

h 1000 J

\

I

500 i i


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 -


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)


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)


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



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)


Deflection (in mm)

2000 -

1500 - m = c .- -


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)


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)



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


. .- -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)


Sleeper Spacing - 60cm span - 5m Pattern - Missing ERC

20 00 25.00 30.00 35.00

Deflection (in mm)


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)



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)



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)


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)


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)


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)



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)


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


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)


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)


slesper Spacing - 65cm span - sm Pattern - Mlssing ERC

-. . .

Deflectlon (In mm)


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)


sleeper Spacing - 65cm Span - 6m Pattern - Missing ERCs

Graph 22s : Deflection Vs Eleq


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)



- , , - -T-~- ~ ~. .

15.M) 20 00 25.00 30.00 35.00

Deflection (in mm)


Sleeper Spacing - 85cm Span - 8m Pattern -Missing ERCs

/ .

- .~ ~

5.00 1000 15.00 20.00 25.00 30.00 35.00

Deflection (in mm)



0 I-- ~ ~ - - ---- r - . - -7-

0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00

Deflection (in rnm)


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

frame resistance of track frame consisting report …

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