DN002 RA AMR Detailed Design

8/8/2019 DN002 RA AMR Detailed Design

1/37

.L&T-RAMBLL

CONSULTING ENGINEERS LIMITED

Client: Dedicated Freight Corridor Corporation of India LtdProject:

Designing and Developing DetailedDrawings for Superstructure of standardRDSO spans

Project No.:

C1093502

Title: Detailed Design Notes for 61m span(Welded Through Type) Truss Girder

Document No.:

DN002

Rev.:

A

This document is the property of L&T-RAMBLL CONSULTING ENGINEERSLIMITED and must not be passed on to any person or body not authorised by usto receive it nor be copied or otherwise made use of either in full or in part bysuch person or body without our prior permission in writing.

File path:J:\C Jobs\Bridges\2009\C1093502 - DESIGN STEEL & PSC BRIDGESFO\Outputs\Design Notes\DN002 RevA\DN002-RA-AMR-Detailed DesignNotes and Calculations for 61 m span (Through Non-Ballasted type) TrussGirder

Notes:

Revision Details:

A 08062010 Detailed Design AMR SPD KGN

0 11122009 First Submission AMR SPD ASV

Rev. Date DetailsInit. Sign. Init. Sign. Init. Sign.

Prepared Checked Approved


2/37

Designing and Developing Detailed Drawings for Superstructure of standard RDSO spans C1093502

Detailed Design Notes for 61m span (Welded Through Type) Truss Girder DN002 Rev. A

Table of ContentsPage i

TABLE OF CONTENTS

1 Introduction ..................................................................................................................................12 General Arrangement .................................................................................................................1

2.1 Arrangement of Truss ...............................................................................................................12.2 Arrangement of Railway Floor ..................................................................................................2

3 Overall Design Assessment........................................................................................................23.1 Structural Model .......................................................................................................................2

4 Load Categories and Combinations .........................................................................................44.1 Permanent Loads ......................................................................................................................44.2 Variable Loads ..........................................................................................................................44.3 Incidental Loads .......................................................................................................................44.4 Load Combinations and Permissible Stresses ..........................................................................4

5 Load Application and Assessment of Critical Load Position .............................................65.1 Permanent Loads ......................................................................................................................6

5.1.1 Dead Load.......................................................................................................................65.1.2 Superimposed dead load.................................................................................................65.2 Variable Loads ..........................................................................................................................75.2.1 Railway Live Load & Braking/ Traction forces ...............................................................75.2.2 Racking force ..................................................................................................................75.2.3 Fatigue Loading ..............................................................................................................7

5.3 Incidental Loads .................................................................................................................... 105.3.1 Wind Load ................................................................................................................... 105.3.2 Seismic Load................................................................................................................ 115.3.3 Temperature Loads...................................................................................................... 125.3.4 Bearing Friction ........................................................................................................... 12

6 Design of members ................................................................................................................... 127 Check for Global stability........................................................................................................ 13Appendix A Design of Bottom chord members...............................................................................1Appendix B Design of Top chord members & End Rakers.............................................................1Appendix C Design of Diagonal members........................................................................................1Appendix D Design of Vertical members..........................................................................................1Appendix E Design of Top lateral bracings......................................................................................1Appendix F Design of Bottom lateral bracings................................................................................1Appendix G Design of Top cross girders.........................................................................................1Appendix H Design of Bottom cross girders...................................................................................1Appendix I Design of Stringers..........................................................................................................2Appendix J Fatigue Analysis of Bottom Cross Girders and Stringers..........................................1Appendix K Design of Portal and Sway Bracings............................................................................1Appendix L Design of Braking Girder...............................................................................................1


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Table of ContentsPage ii

Appendix M Design of Connections..................................................................................................1Appendix N Input data for STAAD Model.........................................................................................1

LIST OF FIGURES

Figure 1 STAAD model ............................................................................................................................3Figure 2 Bearing arrangement .................................................................................................................3

LIST OF TABLES

Table 1 Load combinations ......................................................................................................................4Table 2 Permissible stresses* ..................................................................................................................5Table 3 Support reactions Fx (kN) ........................................................................................................ 12Table 4 Support reactions Fy (kN) ........................................................................................................ 12Table 5 Support reactions Fz (kN) ........................................................................................................ 13


4/37


5/37



Overall Design AssessmentPage 2

Top lateral bracings are having star angle configuration with ISA angle sections of

200 x 200 x12, bottom lateral bracings are also star angles with ISA angle sections

200 x 200 x 12, 150 x 150x 12, 130 x 130 x 12, 110 x 110 x 12 respectively from

either end. Bottom lateral bracings are connected with the stringers at two points.

Portal bracings are 2 ISA angle sections of 100 x 100 x 10 placed back to back,

whereas Sway bracings are 2 ISA angle sections of 75 x 75 x 8 placed back to back.

2.2 Arrangement of Railway Floor

The rail tracks are laid on steel channel sleepers (as per RDSO Standards) which are

supported on stringers. Stringers are placed at a spacing of 1.9 m. The stringers are

connected to the bottom cross girders.

Based on the truss panel sizes, the centre to centre distance between bottom cross girders is

kept 7.875 m. The ends of the cross girders are connected with the vertical members and

diagonal members of the truss.

The stringers are designed for carrying the train load and transverse forces due to wind ontrain, seismic forces, raking forces, overturning effect and fatigue stresses. Stringers transfer

these loads to the bottom chord joints through bottom cross girders.

3 Overall Design Assessment

As envisaged in Design Basis Notes the models described herein this report are analysed for

various load cases. Based on the analysis of the Model, sections have been chosen and

validated as per various clauses of Design Basis Note and the relevant codes mentioned

therein.

3.1 Structural ModelThree dimensional beam model of the superstructure (shown in Figure 1) is created using

STAAD Pro software to analyze the effects of the various loads.

The basic features of the model are:

1. Linear elastic elements.

2. All elements are beam elements, except bracings, which are truss elements.

3. Bottom chords, stringers, cross girders, bottom lateral bracings are modelled at the

same level (bottom chord centre) and then offsets are provided accordingly.

4. The joints in the plane of truss are idealised as moment resisting joints.

5. The railway stringers are connected with the bottom cross girders by shear

connections.

6. The bottom cross girders are connected with the bottom chords joints by shear

connections.

7. The top cross girders are connected with the top chords joints by shear connections.


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Overall Design AssessmentPage 3

8. Bracings are modelled as truss members.

9. Portal bracings are provided in the end panels (connected with end top cross girder

and end rakers).

10. Sway bracings are provided in the intermediate vertical panels (connected with top

cross girders and verticals).

11. Braking Girders are modelled at both the ends.

12. All loads are applied as static loads either as member loads or nodal loads.

13. Bearing arrangement is shown in Figure 2.

Figure 1 STAAD model

Figure 2 Bearing arrangement

6.4 m

1009

91

1001

63m


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Load Categories and CombinationsPage 4

4 Load Categories and Combinations

The various permanent and transient loads acting on the bridge are described in this section.

The following load categories are recognized as described in the Design Basis Note.

4.1 Permanent Loads

Self Weight of Truss and sideways

Superimposed dead load

4.2 Variable Loads

Railway Live Load

Braking / Traction Load

Racking Load

Fatigue Loading

4.3 Incidental Loads

Wind Load

Wind Load without Live LoadWind Load with Live Load

Seismic Load

Longitudinal Seismic Load

Transverse Seismic Load

Vertical Seismic Load

Temperature Load

Bearing Load

4.4 Load Combinations and Permissible Stresses

The load combinations are taken as per Section 5.2.7 of the Design Basis Note. The

following table (Table 1) showing the various load combinations and increase in permissible

stresses is reproduced below for an easy reference.

Table 1 Load combinations

Load CombinationsIn - Service Wind Seismic Fatigue Erection

L TLoads I II III IV V VI VII VIII

Permanent Loads

- Self Weight of Truss 1 1 1 1 1

-Superimposed DeadLoad (SIDL)

1 1 1 1 1

Variable Loads

- Rail Traffic (withoutcentrifugal force)

1 1 1 1 1

- Rail Traffic CDA(Impact)

1 1 1 1 1

- Rail Braking Forces andTractive Forces

1 1 1 1

Incidental Loads

- Wind Loadadverse/relieving

1 1

- Temperature Effects(change and differences)

1 1 1 1 1


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Load Application and Assessment of Critical Load PositionPage 6

m is the load factor = 1.7

E is the Youngs modulus = 21100 kg/mm2

r is the least radius of gyration of compression member

l is the effective length of the compression member

The allowable stress for different values of l/r is listed in Table IV of IRS Steel Bridge Code.

For members in bending compression the permissible stresses are modified as per Clause

3.9.1 of IRS Steel Bridge code.

5 Load Application and Assessment of Critical Load Position

5.1 Permanent Loads

5.1.15.1.15.1.15.1.1

Dead LoadThe permanent loads are due to the self-weight of the truss and rail fixtures and sideways,

while the live loads are due to railway. The assumptions for analysis and design are in

conjunction with the Design Basis Note.

The unit weight of steel used for the estimation of dead load is 78.5 kN/m3. The dead load of

the truss is applied using the self weight command. The sideways dead load is applied at the

bottom of verticals as join loads. The weight of truss members is increased by 25% to

account for the stiffeners, diaphragms, gussets, rivets etc.

5.1.25.1.25.1.25.1.2 Superimposed dead load

The load due to rail fixtures consists of weight of rails, guard rails and sleepers. The loadcalculations are shown below-

Weight of rail + ch. rail = (60+68)*2 kg/m

Weight of sleepers = 260 kg /sleeper (Channel Sleeper)

Sleeper density = 1660 per km

The weight of rails and sleepers is applied on the stringer beams as uniformly distributed

load.

Load acting on one stringer = [(60+68)*2*9.8/1000+260*(1660/1000)*9.8/1000]/2

= 3.37 kN/m


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5.2 Variable Loads

5.2.1 Railway Live Load & Braking/ Traction forcesThe Modified Broad Gauge for Dedicated Freight Corridor load (for 32.5 t loading revisedstandards) is taken from the Design Basis Note. This load is applied on the structure withcorresponding Coefficient of Dynamic Augment (CDA).

The sideway live load is calculated with dynamic impact consideration and applied as nodalloads at bottom end of verticals. This live load was calculated as follows-

EffectiveSpan

Live load including dynamiceffect

Span< 7.5m 4.07 kN/m2

7.5


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Type-2 (2 x (2WAG9H + 55

Gondola))

4 175320

Type-3 (Bo-Bo + Bo-Bo + 40

Gondola)

4 175320

Type-4 (Double Headed 25 T

loco + 75 Gondola)

6 262980

Type-5 (Double headed 22.5

T loco + 55 Gondola)-loaded

9 394470

Type-6 (One electric loco

+Bo-Bo+Bo-Bo+40 Gondola)

2 87660

Type-7 (Double Headed 22.5

T loco + 55 Gondola)-empty

2 87660

Total 33 1446390

As the total no. of run of trains is equal to the total no. of cycles for the main members of

truss, damage factor for main members is calculated for 1446390 cycles, whereas stringers

and bottom cross girders are subjected to significantly higher no. of cycles than this, so for

them, corresponding to each run of train, stress cycles are plotted and by reservoir method

cycles are counted in order to calculate the damage factor.

Fatigue parameters:

1. Partial factor for fatigue strength- Mf = 1.15 (by Table 3.1)

2. Partial factor for equivalent constant amplitude stress ranges- Ff = 1 (by Table 3.1)

3. Reference value of fatigue strength at NC = 2 million cycles-

C = 100 (Table 8.2)

C = 100 (Table 8.2)

4. Fatigue limit for constant amplitude stress ranges at the no. of cycles ND

(By cl. 7.1(2))

Hence, D = 73.68, L = 45.73

Damage Factor calculation:

1. For Stringer & Bottom cross girder-

Damage factor is calculated for bending as well as shear.

CD

=

3/1

5

2CL

=

5/1

100

2


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For every run of each train, stress cycle has been plotted and then corresponding to

various stress ranges obtained, no. of cycles in design life (n) has been calculated by

Reservoir method.

=RN

norDamageFact

NR is the endurance in cycles w. r. t. that stress range. And this damage factor is sum

of such damage factors calculated for all the run of all type of trains in entire design

life.

NR is calculated as follows-

1. For Bending-

If n < = 5 x 106 (for any bending stress range R, from stress cycle plot)-

3

6102

=

RMf

FfC

RN

And if n > 5 x 106 (for any bending stress range R, from stress cycle plot)-

5

3

1

6

5

2105

=

RMf

FfC

RN

2. For Shear-

If n < = 108 (for any shear stress range R, from stress cycle plot)-

5

6102

=

RMf

FfC

RN

And if n > 108 (for any shear stress range from stress cycle plot)-

Check for cut off limit L

The net damage factor for fatigue, hence calculated both for bending and shear must be

lesser than 1

2. For main members of truss and bracings-

Here total n = 1446390


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Hence, NR is given by-

3

6102

=

RMf

FfC

RN

Where- Mf = 1.15, Ff = 1 and C = 100

To calculate R-

Among all the live load cases, various possible combinations of stresses were

formulated by F/A My/Zy Mz/Zz for maximum and minimum live load cases and

then by their maximum absolute difference R was obtained.

Then,

RN

n

orDamageFact =

The damage factor hence calculated must be lesser than 1

5.3 Incidental Loads

Incidental loads include the loads due to wind and earthquake.

5.3.15.3.15.3.15.3.1 Wind Load

Wind load is estimated according to IS 875: Part 3 and applied as per Clause 2.11 of Bridge

Rules. As per Clause 2.11.2 of Bridge Rules, if the wind pressure exceeds 1.47 kN/m 2 the

bridge shall not be considered to carry any live loads. The details of the estimation of wind

load as per IS: 875 are shown below:

Basic wind speed = 47 m/s (Refer Clause 5.2 & Fig1of IS 875 Part 3)

Design wind speed, Vz = Vb k1 k2 k3 (Refer Clause 5.3)

Design life = 120 yrs

Risk coefficient, k1 factor = 1.10 (Clause 5.3.1 and Table 1)

Terrain category = 1 (Clause 5.3.2)

Class of structure = C

Height of structure = 15 m

Terrain, height and structure size factor, k2 = 1.03 (Table 2)

Topography factor, k3 = 1.0 (Assuming plain topography, Cl 5.3.3)


14/37




Design wind speed Vz = 47 1.10 1.03 1.0 = 53.04 m/s

Design Wind pressure pz = 0.6 Vz2 (Refer Cl. 5.4)

Design wind pressure, pz = 0.6 Vz2= 0.653.04x53.04= 1687.99 N/m2= 1.688 kN/m2

This loading is greater than 1.47 kN/m2, hence live load need not be considered along with a

wind load of 1.688 kN/m2 as per IRS Bridge Rules.

A load of 1.47 kN/m2 is considered along with the live load. Wind load for the truss is applied

on the members as uniformly distributed load. Wind load on the train is applied to the

stringers as uniformly distributed load with a moment (transferred). As per Clause 2.11.3 of

IRS Bridge Rules, top level of rails to bogey bottom clearance was considered to be 600 mm.

A load of 1.688 kN/m2 is considered for checking the stability of truss without considering the

live load.

5.3.25.3.25.3.25.3.2 Seismic Load

The seismic loading is applied in accordance with IRS Bridge Rules. As per design basis

note, Seismic Zone IV has been considered. Both the horizontal and vertical seismic loads

have been considered for design. The design horizontal seismic coefficient is calculated as

follows-

h = Io (As per cl.2.12.4.2 of IRS Bridge Rules)

Where-

is a coefficient which depends on soil-foundation system- as per cl. 2.12.4.3 its value

has been taken as 1.5

I is a coefficient which depends on importance of structure, hence as per cl. 2.12.4.4 its

value has been taken as 1.5

o is basic horizontal seismic coefficient, whose value as per cl. 2.12.3.3 has been taken

as 0.05 considering zone IV.

Then h = 1.5 x 1.5 x 0.05 = 0.1125,

Hence for design, Design horizontal seismic coefficient has been adopted as 0.12

Further as per cl. 2.12.4.5, design vertical seismic coefficient has been adopted as 50 % of

h - = 0.5 x 0.12 = 0.06

As per cl. 2.12.6, live load is ignored in the traffic direction, but in the direction perpendicular

to traffic, it is taken as 50 % of design live load without impact consideration.


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Design of membersPage 12

5.3.35.3.35.3.35.3.3 Temperature Loads

The effect of variation in temperature is considered as per Cl. 2.6 of IRS Bridge Rules. The

coefficient of expansion for steel shall be taken as 11.7 10 -6 per 10C. A temperature

variation of +/-35 degree is considered for the design.

5.3.45.3.45.3.45.3.4 Bearing Friction

Coefficient of bearing friction is taken as per design basis note section 3.6-

Type of Bearing Coefficient of Friction

Roller Bearing 0.03

Sliding bearing of steel on cast iron or steel bearing 0.25

Sliding bearing of steel on ferro-bestos 0.20

Sliding bearing of steel on hard copper alloy bearing 0.15

Sliding bearing of elastomeric/PTFE type 0.10

6 Design of members

The design of various members is given in Appendix A to Appendix N.

Table 3 Support reactions Fx (kN)

Loads/Supports 1 9 1001 1009

DL 1 0 1 0

SIDL 0 0 0 0

LL 2 0 2 0

Braking 618 0 617 0

Wind Loaded 1718 0 1718 0

Wind unloaded 566 0 566 0

Temp 0 0 0 0

Bearing friction 355 0 356 0

Table 4 Support reactions Fy (kN)


DL 839 839 839 839


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Page 13

SIDL 106 106 106 106

LL 2611 2611 2611 2611

Braking 5 5 5 5

Wind Loaded 402 315 402 315


Temp 0 0 0 0


Table 5 Support reactions Fz (kN)


DL 0 0 0 0

SIDL 0 0 0 0

LL 0 0 0 0

Braking 0 0 0 0

Wind Loaded 954 604 0 0


Temp 0 0 0 0


7 Check for Global stability

(A) Stability against Wind loads:

The Transverse wind load is applied on the structure to verify that the overturning moment is

lesser than the restoring moment.

Loaded Structure:

Total Wind Load = 1557.98 KN

Overturning Moment = 8779.32 KNm

Restoring Moment = 12212.54 KNm + 33422 KNm

= 45634.35 KNm

Factor of Safety againstOverturning

= 5.2


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Check for Global stabilityPage 14

Unloaded structure:

Total Wind Load = 498.11 KN

Overturning Moment = 1655.16 KNm

Restoring Moment =12212.54

KNm + 0 KNm

= 12212.54

Factor of Safety againstOverturning

= 7.38

(B) Stability against Seismic loads:

The Transverse seismic load is applied on the structure to verify that the overturning moment

is lesser than the restoring moment.

Moments due to dead load:

S.No.LoadingDescription

Load(kN/m)

TotalLoad (kN)

SeismicLoad(kN)

MomentArm (m)

Overturningmoment(kNm)

Restoringmoment(kNm)

1 DL+SIDL 60 3816 458 3.2475 1487 12213

Moments due to live load:

S.No. Live LoadsLoad(kN)

Leverarm (m)

Seismic

Load(kN)

Height(m)

Overturning

Moment(kNm)

Restoring

moment(kNm)

1Train +sidewayLL

10444 3.2 627 5.31 3328 33422

LoadsOverturning

moment(kNm)

Restoringmoment(kNm)

Factor ofSafety

DL+SIDL 1487 12213 8.21

Train+sideway LL 3328 33422 10.04

DL+SIDL+Train 4815 45635 9.48


18/37



Appendix A Design of Bottom chord members

Appendix AAppendix AAppendix AAppendix A Design of Bottom chord membersDesign of Bottom chord membersDesign of Bottom chord membersDesign of Bottom chord members


19/37

DesigningandDevelopingDetailedDrawingsforSu

perstructrureofStandardRDSOSpans

DetailedDesignNotesfor61mspan(WeldedThrou

ghType)TrussGirder

C1093502

DN002Rev.A

DesignofBottomC

hordmembers

EffectiveCross-SectionalDetailsforCompression

SectionProperties:-

Member

No.

Material

y

Length

Noofcycle

s

D

B

f

b1

b2

t1

t2

t3

t4

B1

B2

w

m

No.

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

L0-L1

MS

260

7.875

1.4E+06

554

550

12.5

250

0

12

12

20

20

525

525

510

L1-L2

MS

260

7.875

1.4E+06

554

550

12.5

250

0

12

12

20

20

525

525

510

L2-L3

MS

230

7.875

1.4E+06

558

550

12.5

250

0

16

12

45

45

525

525

460

L3-L4

MS

230

7.875

1.4E+06

558

550

12.5

250

0

16

12

45

45

525

525

460

L4-L5

MS

230

7.875

1.4E+06

558

550

12.5

250

0

16

12

45

45

525

525

460

-

w1

w2

t1 t2

t3

t4

D

B1

b1

d1

B2

b2w

w3

w4

y y

z

zf(Typ.)

w1e

ff

w2e

ff

t1 t2

D

B1

d1

B2

w3e

ff

w4e

ff

y y

z

zf(Typ.)

d2eff

d3e

ff

d2eff

d3e

ff

B

L&T-RAMBLLConsultingEngineersLimited

AppendixA-Bottomchordmembers

PageA1

5-6

230

7.875

1.4

+06

558

550

12.5

250

0

16

12

45

45

525

525

460

L6-L7

MS

260

7.875

1.4E+06

554

550

12.5

250

0

12

12

20

20

525

525

510

L7-L8

MS

260

7.875

1.4E+06

554

550

12.5

250

0

12

12

20

20

525

525

510

Member

No.

w1

w2

w3

w4

w1eff

w2eff

w3eff

w4eff

d1

d2eff

d3eff

Gross

Area

Effective

Areafor

Compressi

on

member

Areafor

Tension

member

Ay

yb

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

2

mm

2

mm

2

mm

3

mm

L0-L1

137.5

137.5

262.5

262.5

138

138

213.8

213.8

530

265

265

33800

29632

23716

7.7E+06

260

L1-L2

137.5

137.5

262.5

262.5

138

138

213.8

213.8

530

265

265

33800

29632

23716

7.7E+06

260

L2-L3

137.5

137.5

262.5

262.5

138

138

233.0

233.0

530

265

265

62400

57693

44968

1.6E+07

272

L3-L4

137.5

137.5

262.5

262.5

138

138

233.0

233.0

530

265

265

62400

57693

44968

1.6E+07

272

L4-L5

137.5

137.5

262.5

262.5

138

138

233.0

233.0

530

265

265

62400

57693

44968

1.6E+07

272

L5-L6

137.5

137.5

262.5

262.5

138

138

233.0

233.0

530

265

265

62400

57693

44968

1.6E+07

272

L6-L7

137.5

137.5

262.5

262.5

138

138

213.8

213.8

530

265

265

33800

29632

23716

7.7E+06

260

L7-L8

137.5

137.5

262.5

262.5

138

138

213.8

213.8

530

265

265

33800

29632

23716

7.7E+06

260



PageA1


20/37




ghType)TrussGirder

C1093502

DN002Rev.A

Member

No.

yt

IZZ

IYY

Zb

Zt

Zy

rz

ry

L/r

EccofCG

of

C/Sw.r.t

Tr

ussLine

Weight

Member

No.

mm

mm

4

mm

4

mm

3

mm

3

mm

3

mm

mm

mm

t

L0-L1

294

1.11E+09

1.76E+09

4.25E+06

3.77E+06

6.41E+06

193.3

243.9

34.6

16.75

2.09

L0-L1

L1-L2

294

1.11E+09

1.76E+09

4.25E+06

3.77E+06

6.41E+06

193.3

243.9

34.6

16.75

2.09

L1-L2

L2-L3

286

1.85E+09

3.37E+09

6.83E+06

6.47E+06

1.22E+07

179.3

241.5

37.3

5.45

3.86

L2-L3

L3-L4

286

1.85E+09

3.37E+09

6.83E+06

6.47E+06

1.22E+07

179.3

241.5

37.3

5.45

3.86

L3-L4

L4-L5

286

1.85E+09

3.37E+09

6.83E+06

6.47E+06

1.22E+07

179.3

241.5

37.3

5.45

3.86

L4-L5

L5-L6

286

1.85E+09

3.37E+09

6.83E+06

6.47E+06

1.22E+07

179.3

241.5

37.3

5.45

3.86

L5-L6

L6-L7

294

1.11E+09

1.76E+09

4.25E+06

3.77E+06

6.41E+06

193.3

243.9

34.6

16.75

2.09

L6-L7

L7-L8

294

1.11E+09

1.76E+09

4.25E+06

3.77E+06

6.41E+06

193.3

243.9

34.6

16.75

2.09

L7-L8

Forcesinmembers:-

Member

No.

Fx

My

Mz

Fx

My

Mz

Fx(+ve)

My

Mz

Fx(-ve)

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

L0-L1

-423

3

-35

-52

0

-3

-391

7

20

-1258

3

-58

-34

0

-2

L1-L2

-446

4

22

-54

0

-1

-396

1

-47

-1301

7

-21

-35

0

-1

L2-L3

-1107

-7

29

-135

-1

4

-283

-1

16

-3236

-18

33

-88

-1

3

L3-L4

-1113

7

27

-136

1

-4

-279

1

-7

-3251

20

-93

-89

1

-3

L4-L5

-1113

-7

27

-136

-1

4

-153

-1

-3

-3251

-19

13

-89

-1

3

SidewayLiveLoad

RailLive

Load

DL

SIDL



PageA2

L5-L6

-1107

7

29

-135

1

-4

-151

1

0

-3237

20

-92

-88

1

-3

L6-L7

-446

-4

22

-54

0

1

-24

-1

-2

-1302

-11

4

-35

0

1

L7-L8

-424

3

35

-52

0

-3

-20

1

4

-1259

7

-13

-34

0

-2

Member

No.

Fx(+ve)

My

Mz

Fx(-ve)

My

Mz

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

L0-L1

0

0

0

-1292

3

-59

-247

-10

-80

-802

-58

104

-267

-13

36

L1-L2

0

0

0

-1336

7

-22

-280

6

13

-78

21

96

-29

-6

30

L2-L3

0

0

0

-3325

-18

36

-264

-3

-3

-821

41

-76

-278

7

-26

L3-L4

0

0

0

-3339

20

-95

-265

2

-2

-1204

-44

-60

-403

-13

-19

L4-L5

0

0

0

-3340

-20

15

-257

-1

1

-1403

-54

-13

-469

-11

-5

L5-L6

0

0

0

-3325

20

-95

-257

0

-3

-1381

-54

-17

-464

-11

-6

L6-L7

0

0

0

-1337

-11

4

-233

1

6

-942

-31

58

-309

-6

17

L7-L8

0

0

0

-1293

7

-14

-257

-4

-23

-574

-47

46

-189

-9

18

BrakingLoadand

TractiveLoad

WindLoaded

Windunloaded

(Rail+Sideway)LiveLoa

d



PageA2


21/37




ghType)TrussGirder

C1093502

DN002Rev.A

Member

No.

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

L0-L1

-514

-32

46

-209

1

-21

0

0

0

-271

2

-16

L1-L2

-87

3

56

-210

1

0

0

0

0

-278

2

-1

L2-L3

-596

13

-44

-270

-2

-3

0

0

0

-282

-2

-3

L3-L4

-820

-20

-34

-261

2

-4

0

0

0

-282

1

-3

L4-L5

-928

-18

-3

-229

-1

-1

0

0

0

-282

-1

3

L5-L6

-900

-27

-1

-218

1

-4

0

0

0

-282

2

-3

L6-L7

-587

-15

25

-93

-1

-2

0

0

0

-278

-2

1

L7-L8

-350

-17

32

-84

0

-1

0

0

0

-271

2

16

Typeofdesignandallowablestresses:-

Member

No.

fmax

fmin

Areqdfor

T

AreqdforC

Typeof

design

aall(T)aall(C)

mall

aall(T)

aall(C)

mall

aall(T)

aall(C)

mall

kN

kN

mm

2

mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

L0-L1

-1767

-475

14902

0

T

154.0

141.6

162.5

179.7

165.2

189.6

205.3

188.7

216.6

L1-L2

-1836

-499

15479

0

T

154.0

141.6

162.5

179.7

165.2

189.6

205.3

188.7

216.6

L2-L3

-4567

-1242

43609

0

T

136.0

130.8

143.8

158.7

152.6

167.8

181.3

174.3

191.6

L3-L4

-4588

-1248

43811

0

T

136.0

130.8

143.8

158.7

152.6

167.8

181.3

174.3

191.6

L4-L5

-4588

-1249

43814

0

T

136.0

130.8

143.8

158.7

152.6

167.8

181.3

174.3

191.6

L5-L6

-4568

-1242

43618

0

T

136.0

130.8

143.8

158.7

152.6

167.8

181.3

174.3

191.6

L6-L7

-1837

-500

15488

0

T

154.0

141.6

162.5

179.7

165.2

189.6

205.3

188.7

216.6

L7-L8

-1769

-476

14916

0

T

154.0

141.6

162.5

179.7

165.2

189.6

205.3

188.7

216.6

CombI

CombII,CombIII,CombIV&

CombV

Bearingfriction

TempeartureLoad

SeismicTransverse

SeismicLongitudinal



PageA3

.

.

.

.

.

.

.

.

.

Forcesinmembersforcombinations:-

Member

No.

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

L0-L1

-2285

-1

-231

-3088

-59

-141

-1013

-7

-35

-2494

1

-255

-2799

-33

-194

L1-L2

-2393

19

51

-2471

40

149

-807

0

63

-2603

20

55

-2480

22

109

L2-L3

-5113

-31

91

-5934

10

-46

-1802

-2

14

-5383

-33

89

-5708

-18

50

L3-L4

-5136

32

-105

-6340

-12

-172

-1934

-4

12

-5397

33

-110

-5955

12

-143

L4-L5

-5127

-30

78

-6531

-85

72

-2000

-20

40

-5356

-32

78

-6055

-49

79

L5-L6

-5107

30

-103

-6488

-24

-128

-1988

-2

27

-5325

32

-109

-6007

3

-110

L6-L7

-2348

-16

73

-3290

-47

146

-1087

-12

59

-2441

-17

72

-2936

-31

107

L7-L8

-2297

9

49

-2871

-38

105

-936

-4

83

-2381

9

49

-2646

-8

87

(D

L+SIDL+LL+BR+EQLo+TL+BF)

(DL+SIDL+LL+BR+EQTr+

TL+BF)

CombV

CombIV

CombI

CombII

CombIII

(DL+SIDL+WLUL+TL+BF)

(DL+SIDL+LL+BR+TL+BF)

(DL+SIDL

+LL+BR+WLL+TL+BF)



PageA3


22/37




ghType)TrussGirder

C1093502

DN002Rev.A

Stressesinmembersforcombinations:-

Member

No.

a

my

mz

a

my

mz

a

my

mz

a

my

mz

a

my

mz

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N

/mm

2

L0-L1

-96.36

-0.14

-61.35

-130.19

-9.24

-37.46

-42.72

-1.15

-9.26

-105.16

0.08

-67.78

-118.02

-5.18

-

51.44

L1-L2

-100.92

2.96

13.55

-104.19

6.23

39.44

-34.02

0.07

16.82

-109.76

3.12

14.54

-104.58

3.48

28.86

L2-L3

-113.69

-2.54

14.02

-131.95

0.81

-7.07

-40.07

-0.18

2.21

-119.70

-2.68

13.77

-126.94

-1.51

7.77

L3-L4

-114.21

2.58

-16.25

-140.98

-0.98

-26.53

-43.00

-0.35

1.82

-120.01

2.71

-17.06

-132.44

0.95

-

22.17

L4-L5

-114.02

-2.48

11.99

-145.23

-6.92

11.16

-44.47

-1.67

6.14

-119.12

-2.59

11.99

-134.66

-3.98

12.27

L5-L6

-113.56

2.48

-15.98

-144.28

-1.97

-19.75

-44.21

-0.15

4.23

-118.42

2.58

-16.80

-133.58

0.25

-

16.97

L6-L7

-99.02

-2.56

19.31

-138.72

-7.39

38.85

-45.83

-1.92

15.61

-102.92

-2.65

19.14

-123.78

-4.87

28.49

L7-L8

-96.84

1.42

13.04

-121.06

-5.94

27.86

-39.47

-0.57

21.90

-100.38

1.48

13.08

-111.59

-1.26

23.04

Stressratio:-

Member

No.

CombI

CombII

CombIII

CombIV

CombV

Max

Stress

ratio

0.95

L0-L1

0.86

0.85

0.26

0.82

0.84

0.86

L1-L2

0.65

0.72

0.24

0.45

0.66

0.72

L2-L3

0.82

0.77

0.23

0.60

0.75

0.82

L3-L4

0.83

0.92

0.25

0.74

0.85

0.92

L4-L5

0.80

0.90

0.29

0.61

0.83

0.90

L5-L6

0.83

0.91

0.27

0.73

0.83

0.91

-

CombV

CombIV

CombI


CombII

CombIII

(DL+SIDL

+LL+BR+WLL+TL+BF)


(D

L+SIDL+LL+BR+EQLo+TL+BF)

(DL+SIDL+LL+BR+EQTr+

TL+BF)



PageA4

-

.

.

.

.

.

.

L7-L8

0.62

0.75

0.30

0.42

0.66

0.75

DAMAGEFACTORCALCULATION:-(AsperEuro

Codes)-

Member

No.

comb1

(+,+)

comb2

(-,+)

comb3

(+,-)

comb4

(-,-)

comb1

(+,+)

comb2

(-,+)

comb3

(+,-)

comb4

(-,-)

L0-L1

0.00

0.00

0.00

0.00

-69.71

-70.74

-40.00

-41.03

L1-L2

0.00

0.00

0.00

0.00

-60.97

-63.28

-50.06

-52.37

L2-L3

0.00

0.00

0.00

0.00

-69.90

-66.93

-80.66

-77.68

L3-L4

0.00

0.00

0.00

0.00

-87.28

-90.62

-58.66

-62.01

L4-L5

0.00

0.00

0.00

0.00

-73.55

-70.29

-78.12

-74.86

L5-L6

0.00

0.00

0.00

0.00

-86.93

-90.27

-58.40

-61.74

L6-L7

0.00

0.00

0.00

0.00

-57.02

-53.46

-59.13

-55.58

L7-L8

0.00

0.00

0.00

0.00

-57.22

-59.49

-49.97

-52.25

MAXIMUM(F/ADD

MINIMUM(F/AMy/ZyMz/Zz)

0.23

78.12

90.27

59.13

80.66

0.52

0.82

N/mm

2

70.74

63.28

90.62

0.39

0.28

0.58

59.49

0.81

0.23

STRESSR

ANGE

DAMAGEFACTOR



PageA4


23/37



Appendix B Design of Top chord members & End Rakers

Appendix BAppendix BAppendix BAppendix B Design of Top chord members & End RakersDesign of Top chord members & End RakersDesign of Top chord members & End RakersDesign of Top chord members & End Rakers


24/37

DesigningandDevelopingDetailedDrawingsforSuperstructrureofStandardRDSOSpans

DetailedDesignNotesfor61mspan(WeldedThroughType)TrussGirder

C1093502

DN002Rev.A

DesignofTopChordmembers

EffectiveCross-SectionalDetailsforCompression

SectionProperties:-

Member

No.

Material

y

Effective

Length

No

ofcycles

D

B

f

b

1

b2

t1

t2

t3

t4

p1

B1

B2

w

Member

Identity

m

No.

mm

mm

mm

m

m

mm

mm

mm

mm

mm

mm

mm

mm

mm

w1

w2

t1 t2

t3

t4

D

B1

b1

d1

B2

b2w

w3

w4

y y

z

zf(Typ.)

w1eff

w2eff

t1 t2

D

B1

d1

B2

w3eff

w4eff

y y

z

zf(Typ

.)

d2eff

d3eff

d2eff

d3eff

B

p

1

p1


A

ppendixB-Topchordmembers

PageB1

L0-U1

MS

240

12.7285

1

.4E+06

567

550

12.5

0

250

12

25

36

36

75

700

525

478

L0-U1

U1-U2

MS

240

7.875

1

.4E+06

558

550

12.5

0

250

12

16

25

25

75

700

525

500

U1-U2

U2-U3

MS

240

7.875

1

.4E+06

558

550

12.5

0

250

12

16

25

25

75

700

525

500

U2-U3

U3-U4

MS

240

7.875

1

.4E+06

558

550

12.5

0

250

12

16

32

32

75

700

525

486

U3-U4

U4-U5

MS

240

7.875

1

.4E+06

558

550

12.5

0

250

12

16

32

32

75

700

525

486

U4-U5

U5-U6

MS

240

7.875

1

.4E+06

558

550

12.5

0

250

12

16

25

25

75

700

525

500

U5-U6

U6-U7

MS

240

7.875

1

.4E+06

558

550

12.5

0

250

12

16

25

25

75

700

525

500

U6-U7

U7-L8

MS

240

12.7285

1

.4E+06

567

550

12.5

0

250

12

25

36

36

75

700

525

478

U7-L8

Member

No.

w1

w2

w3

w4

w1eff

w2eff

w3eff

w4eff

d1

d2eff

d3eff

Gross

Area

Effective

Areafor

C

ompress

ion

member

Areafor

Tension

member

Ay

yb

yt

IZZ

mm

mm

mm

mm

mm

mm

mm

m

m

mm

mm

mm

mm

2

mm

2

mm

2

mm

3

mm

mm

mm

4

L0-U1

350

350

137.5

137.5

314

314

137.5

137.5

530

265

265

59685

52567

41145

1.5E+07

293

274

1.98E+09

U1-U2

350

350

137.5

137.5

305

305

137.5

137.5

530

265

265

43300

38227

30261

1.2E+07

302

256

1.47E+09

U2-U3

350

350

137.5

137.5

305

305

137.5

137.5

530

265

265

43300

38227

30261

1.2E+07

302

256

1.47E+09

U3-U4

350

350

137.5

137.5

311

311

137.5

137.5

530

265

265

50720

45779

35974

1.4E+07

299

259

1.66E+09

U4-U5

350

350

137.5

137.5

311

311

137.5

137.5

530

265

265

50720

45779

35974

1.4E+07

299

259

1.66E+09

U5-U6

350

350

137.5

137.5

305

305

137.5

137.5

530

265

265

43300

38227

30261

1.2E+07

302

256

1.47E+09

U6-U7

350

350

137.5

137.5

305

305

137.5

137.5

530

265

265

43300

38227

30261

1.2E+07

302

256

1.47E+09

U7-L8

350

350

137.5

137.5

314

314

137.5

137.5

530

265

265

59685

52567

41145

1.5E+07

293

274

1.98E+09


A


PageB1


25/37



C1093502

DN002Rev.A

Member

No.

IYY

Zb

Zt

Zy

rz

ry

L/ry

L/

rz

Eccof

CGof

C/Sw.r.t

Truss

Line

Weight

Member

Identity

mm4

mm3

mm3

mm3

mm

mm

mm

t

L0-U1

3.14E+09

6.75E+06

7.20E+06

1.

14E+07

193.9

244.3

44.3

55

.8

-2.538

5.96

L0-U1

U1-U2

2.34E+09

4.88E+06

5.73E+06

8.

52E+06

196.1

247.5

27.0

34

.1

-20.521

2.68

U1-U2

U2-U3

2.34E+09

4.88E+06

5.73E+06

8.

52E+06

196.1

247.5

27.0

34

.1

-20.521

2.68

U2-U3

U3-U4

2.79E+09

5.54E+06

6.39E+06

1.

02E+07

190.1

247.0

27.1

35

.2

-17.914

3.14

U3-U4

U4-U5

2.79E+09

5.54E+06

6.39E+06

1.

02E+07

190.1

247.0

27.1

35

.2

-17.914

3.14

U4-U5

U5-U6

2.34E+09

4.88E+06

5.73E+06

8.

52E+06

196.1

247.5

27.0

34

.1

-20.521

2.68

U5-U6

U6-U7

2.34E+09

4.88E+06

5.73E+06

8.

52E+06

196.1

247.5

27.0

34

.1

-20.521

2.68

U6-U7

U7-L8

3.14E+09

6.75E+06

7.20E+06

1.

14E+07

193.9

244.3

44.3

55

.8

-2.538

5.96

U7-L8

Forcesinmembers:-

Member

No.

Fx

My

Mz

Fx

My

Mz

Fx(Max)

M

y

Mz

Fx(min)

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kN

m

kNm

kN

kNm

kNm

kN

kNm

kNm

-

-

-

-

-

-

-

-

-

-

-

RailLiveLoad

SidewayLiveLoad

DL

SIDL


A


PageB2

-

-

-

-

-

-

-

-

-

-

-

U1-U2

948

-1

52

117

0

3

2809

-7

63

371

0

0

77

0

2

U2-U3

958

-1

20

118

0

-2

2836

-2

-45

372

-1

-5

77

0

-1

U3-U4

1287

-1

29

159

0

-2

3800

-1

-8

251

1

-3

104

0

-2

U4-U5

1287

-1

29

159

0

-2

3800

0

-57

249

0

-2

104

0

-2

U5-U6

958

1

20

118

0

-2

2836

2

-19

126

0

0

77

0

-1

U6-U7

948

-1

-52

117

0

-3

2809

-2

-52

124

0

-2

77

0

-2

U7-L8

990

-9

32

119

-1

6

2859

-2

0

24

110

-1

2

78

-1

4

Member

No.

Fx(+ve)

My

Mz

F

x(-ve)

My

Mz

Fx

M

y

Mz

Fx

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kN

m

kNm

kN

kNm

kNm

kN

kNm

kNm

L0-U1

2937

-6

-157

0

0

0

21

2

1

-102

509

-332

-48

194

-178

-19

U1-U2

2886

-7

64

0

0

0

11

-5

22

382

51

27

134

41

10

U2-U3

2914

-2

-47

0

0

0

11

1

-5

306

-21

-10

112

-14

-4

U3-U4

3904

-1

-10

0

0

0

4

0

-1

384

-16

-4

141

-10

3

U4-U5

3904

0

-59

0

0

0

4

0

1

350

16

-9

130

10

-2

U5-U6

2914

2

-20

0

0

0

5

0

3

268

10

-10

99

10

-2

U6-U7

2886

-2

-54

0

0

0

4

1

-6

300

12

-6

107

28

-3

U7-L8

2937

-20

28

0

0

0

14

1

11

388

-261

-33

153

-154

-14

Windunloaded

WindLoaded

(Rail+Sideway)

LiveLoad

BrakingLoadand

Tractive

Load


A


PageB2


26/37



C1093502

DN002Rev.A

Member

No.

Fx

My

Mz

Fx

My

Mz

Fx

M

y

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kN

m

kNm

kN

kNm

kNm

L0-U1

341

-53

-34

146

1

2

0

0

0

4

-4

-2

U1-U2

260

40

19

135

1

-4

0

0

0

4

-1

1

U2-U3

223

-5

-6

133

0

-1

0

0

0

4

0

2

U3-U4

287

-5

0

181

0

-1

0

0

0

4

0

-2

U4-U5

269

8

-2

179

0

0

0

0

0

4

0

2

U5-U6

203

7

-5

135

0

-2

0

0

0

4

0

-2

U6-U7

215

0

-3

134

0

1

0

0

0

4

1

1

U7-L8

272

-168

0

141

-2

4

0

0

0

4

-4

2

Typeofdesignandallowablestresses:-

Member

No.

fmax

fmin

Areqdfor

T

AreqdforC

Typeof

design

aall(T)

aall(C)

m

all

aall(T)

aall(C)

mall

aall(T)

aall(C)

mall

kN

kN

mm2

mm2

N/mm2

N/mm2

N/m

m2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

L0-U1

4047

1110

0

9196

C

142.0

120.7

150.0

165.7

140.8

175.1

189.3

160.8

200.0

U1-U2

3951

1066

0

8081

C

142.0

131.9

150.0

165.7

153.9

175.1

189.3

175.8

200.0

U2-U3

3990

1076

0

8160

C

142.0

131.9

150.0

165.7

153.9

175.1

189.3

175.8

200.0


CombV

SeismicLongitudinal

TempeartureLoad

Bearingfriction

SeismicTransverse

CombI


A


PageB3

-

.

.

.

.

.

.

.

.

.

U3-U4

5350

1446

0

10996

C

142.0

131.5

150.0

165.7

153.5

175.1

189.3

175.3

200.0

U4-U5

5350

1446

0

10996

C

142.0

131.5

150.0

165.7

153.5

175.1

189.3

175.3

200.0

U5-U6

3990

1076

0

8160

C

142.0

131.9

150.0

165.7

153.9

175.1

189.3

175.8

200.0

U6-U7

3951

1066

0

8081

C

142.0

131.9

150.0

165.7

153.9

175.1

189.3

175.8

200.0

U7-L8

4046

1109

0

9196

C

142.0

120.7

150.0

165.7

140.8

175.1

189.3

160.8

200.0

Forcesinmembersforcombinations:-

Member

No.

Fx

My

Mz

Fx

My

Mz

Fx

M

y

Mz

Fx

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kN

m

kNm

kN

kNm

kNm

kN

kNm

kNm

L0-U1

4072

1

-310

4581

-332

-359

1308

-192

-63

4218

2

-308

4413

-52

-345

U1-U2

3965

-15

223

4347

36

258

1204

3

8

91

4101

-14

222

4225

26

248

U2-U3

4004

-2

-114

4310

-23

-130

1191

-1

4

40

4137

-1

-118

4227

-6

-124

U3-U4

5358

-2

109

5742

-18

112

1591

-1

1

55

5539

-2

111

5645

-8

115

U4-U5

5358

-1

-125

5708

15

-140

1580

1

0

55

5537

-1

-128

5627

7

-132

U5-U6

3998

3

-84

4266

13

-99

1179

1

1

37

4133

3

-88

4201

10

-92

U6-U7

3959

-2

-195

4260

10

-207

1177

2

8

-81

4093

-2

-197

4175

-2

-202

U7-L8

4065

-34

90

4453

-295

57

1267

-168

30

4206

-35

94

4337

-201

90

(DL+SIDL+LL+BR+EQLo+TL+BF)

CombI

CombII

CombIII

(DL+SIDL+LL+BR+EQTr+TL+BF)

CombIV

CombV



(D

L+SIDL+LL+BR+WLL+TL+BF)


A


PageB3


27/37



C1093502

DN002Rev.A


Member

No.

a

my

mz

a

my

mz

a

m

y

mz

a

my

mz

a

my

mz

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/m

m2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

L0-U1

77.46

0.08

-45.84

87.14

-29.07

-53.11

24.88

-16

.84

-9.28

80.24

0.21

-45.60

83.94

-4.58

-51.02

U1-U2

103.73

-1.71

45.81

113.72

4.26

52.91

31.49

4.52

18.67

107.27

-1.65

45.62

110.53

3.00

50.87

U2-U3

104.74

-0.19

-23.30

112.74

-2.69

-26.56

31.16

-1.69

8.21

108.22

-0.17

-24.13

110.58

-0.75

-25.40

U3-U4

117.04

-0.22

19.77

125.42

-1.80

20.25

34.76

-1.08

9.95

121.00

-0.23

20.11

123.31

-0.74

20.75

U4-U5

117.04

-0.08

-22.56

124.69

1.49

-25.34

34.52

0.97

9.87

120.95

-0.08

-23.19

122.91

0.71

-23.84

U5-U6

104.59

0.39

-17.13

111.61

1.56

-20.31

30.84

1.25

7.64

108.11

0.40

-18.07

109.89

1.16

-18.92

U6-U7

103.57

-0.20

-39.90

111.43

1.18

-42.36

30.78

3.29

-16.71

107.07

-0.21

-40.32

109.21

-0.20

-41.47

U7-L8

77.33

-2.95

13.26

84.70

-25.83

8.46

24.11

-14

.76

4.43

80.01

-3.09

13.89

82.50

-17.63

13.31

Stressratio:-

Member

No.

CombI

CombII

CombIII

Com

bIV

CombV

Max

Stress

ratio

0.96

L0-U1

0.81

0.95

0.29

0.73

0.80

0.95

-

(DL+SIDL+LL+BR+EQLo+TL+BF)(DL+SIDL+LL+BR+EQTr+TL+BF)

CombV

CombI

CombIII

CombII


(D

L+SIDL+LL+BR+WLL+TL+BF)


CombIV


A


PageB4

-

.

.

.

.

.

.

U2-U3

0.81

0.79

0.23

0.74

0.76

0.81

U3-U4

0.88

0.83

0.25

0.79

0.81

0.88

U4-U5

0.89

0.85

0.25

0.81

0.82

0.89

U5-U6

0.78

0.74

0.22

0.71

0.73

0.78

U6-U7

0.90

0.85

0.28

0.81

0.83

0.90

U7-L8

0.64

0.70

0.25

0.58

0.67

0.70

DAMAGEFACTORCALCULATION:-(AsperEuroCodes)-

comb1

(+,+)

comb2

(-,+)

comb3

(+,-)

comb4

(-,-)

comb1

(+,+)

comb2

(-,+)

comb3

(+,-)

comb

4

(-,-)

L0-U1

33.59

34.57

78.62

79.59

0.00

0.00

0.00

0.00

U1-U2

85.91

87.54

61.46

63.10

0.00

0.00

0.00

0.00

U2-U3

67.85

68.33

85.54

86.02

0.00

0.00

0.00

0.00

U3-U4

83.64

83.90

86.88

87.14

0.00

0.00

0.00

0.00

U4-U5

76.07

76.15

95.81

95.88

0.00

0.00

0.00

0.00

U5-U6

72.97

72.39

80.67

80.09

0.00

0.00

0.00

0.00

U6-U7

65.86

66.36

86.26

86.76

0.00

0.00

0.00

0.00

U7-L8

57.97

61.48

50.00

53.52

0.00

0.00

0.00

0.00

MAXIMUM(F/ADD

MINIMUM(F/AMy/ZyMz/Zz)

N/mm2

79.592

87.540

86.018

87.137

95.884

0.718

80.673

86.761

61.485

0.256

0.555

0.738

0.700

0.728

0.970

0.577

Member

No.

STRESSRANGE

DAMAGEFACTOR


A


PageB4


28/37



Appendix C Design of Diagonal members

Appendix CAppendix CAppendix CAppendix C Design of Diagonal membersDesign of Diagonal membersDesign of Diagonal membersDesign of Diagonal members


29/37

DesigningandDevelopingDetailedDraw

ingsforSuperstructrureofStandardRDSOSpans


C1093502

DN002Rev.A

DesignofDiagonals

EffectionCro

ssSectionalDetailsinCompression

SectionProperties:-

Member

No.

Material

y

Length

Noof

cycles

D

B1

B2

B1eff

B2eff

t1

t2

t3

d1

d2eff

m

No.

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

D

B B

t3

t1d

1

t2

y

y

z z

D

B2e

fft3

t1 d1

t2

y

y

z z

B1e

ff

d2 d

2


Ap

pendixC-DiagonalMembers

PageC1

.

U1-L2

MS

240

12.7285

1.4E+06

550

500

500

500

500

28

28

12

494

204.7

L2-U3

MS

240

12.7285

1.4E+06

550

450

450

450

450

25

25

12

500

205.3

U3-L4

MS

260

12.7285

1.4E+06

550

400

400

400

400

20

20

12

510

206.3

L4-U5

MS

260

12.7285

1.4E+06

550

400

400

400

400

20

20

12

510

206.3

U5-L6

MS

240

12.7285

1.4E+06

550

450

450

450

450

25

25

12

500

205.3

L6-U7

MS

240

12.7285

1.4E+06

550

500

500

500

500

28

28

12

494

204.7

Member

No.

Gross

Area

Effective

Areafor

Compres

Areafor

Tension

member

Ay

yb

yt

Iyy

Izz

IXX

Zb

Zt

Zz

rz

ry

L/r

L/r

Weight

mm

2

mm

2

mm

2

mm

3

mm

mm

mm

4

mm

4

mm

4

mm

3

mm

3

mm

3

mm

mm

t

U1-L2

33928

32911.9

26125

9.33E+06

275

275

2.03E+09

5.83E+08

2.61E+09

7.38E+06

7.38E+06

2.3

3E+06

248.3

133.1

43.6

81.2

6

3.3

9

L2-U3

28500

27427.2

21945

7.84E+06

275

275

1.68E+09

3.80E+08

2.06E+09

6.10E+06

6.10E+06

1.6

9E+06

247.2

117.7

43.8

91.9

5

2.8

5

U3-L4

22120

20951.6

17032

6.08E+06

275

275

1.26E+09

2.13E+08

1.47E+09

4.57E+06

4.57E+06

1.0

7E+06

244.9

100.9

44.2

107.20

2.2

1

L4-U5

22120

20951.6

17032

6.08E+06

275

275

1.26E+09

2.13E+08

1.47E+09

4.57E+06

4.57E+06

1.0

7E+06

244.9

100.9

44.2

107.20

2.2

1

U5-L6

28500

27427.2

21945

7.84E+06

275

275

1.68E+09

3.80E+08

2.06E+09

6.10E+06

6.10E+06

1.6

9E+06

247.2

117.7

43.8

91.9

5

2.8

5

L6-U7

33928

32911.9

26125

9.33E+06

275

275

2.03E+09

5.83E+08

2.61E+09

7.38E+06

7.38E+06

2.3

3E+06

248.3

133.1

43.6

81.2

6

3.3

9


Ap


PageC1


30/37




C1093502

DN002Rev.A

Forcesinmembers:-

Member

No.

Fx

My

Mz

Fx

My

Mz

Fx(Max)

My

Mz

Fx(min)

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

U1-L2

-692

-11

29

-84

-1

0

95

-5

4

-2096

-6

-4

-55

-1

0

L2-U3

430

-7

25

50

-1

-1

1469

-15

-16

-289

-12

3

33

-1

0

U3-L4

-147

-9

17

-17

-1

0

552

-3

2

-936

-1

-5

-11

-1

0

L4-U5

-147

-9

17

-17

-1

0

552

-8

-5

-936

-22

2

-11

-1

0

U5-L6

430

-7

25

50

-1

1

1469

-9

8

-289

0

-4

33

-1

0

L6-U7

-692

-11

29

-84

-1

0

95

-4

-7

-2096

-32

5

-55

-1

0

Member

No.

Fx(+ve)

My

Mz

Fx(-ve)

My

Mz

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

U1-L2

95

-5

4

-2151

-7

-4

-14

2

-6

-289

3

-11

-107

-11

-4

L2-U3

1502

-16

-17

-289

-12

3

6

3

0

168

-87

-9

66

-40

-3

U3-L4

552

-3

2

-947

-1

-5

-6

0

0

-66

-11

-1

-22

-17

0

WindLoaded

RailLiveLoad

Windunloaded

SidewayLiveLoad

(Rail+Sidew

ay)LiveLoad

Brak

ingLoadand

TractiveLoad

DL

SIDL


Ap


PageC2

-

-

-

-

-

-

-

-

-

-

-

L4-U5

552

-8

-5

-947

-23

2

-8

-2

0

-30

-34

-1

-10

-17

0

U5-L6

1502

-10

9

-289

0

-4

4

0

0

108

-60

4

46

-31

1

L6-U7

95

-4

-7

-2150

-33

5

-15

-5

2

-219

-13

5

-84

-13

2

Member

No.

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

U1-L2

-201

-4

1

-107

1

4

0

0

0

0

-4

0

L2-U3

121

-51

-4

72

1

-2

0

0

0

1

4

0

U3-L4

-45

-13

0

-32

0

4

0

0

0

-1

-2

0

L4-U5

-24

-24

0

-33

-2

4

0

0

0

-1

-2

0

U5-L6

87

-27

2

67

-1

-2

0

0

0

1

4

0

L6-U7

-161

-16

5

-108

-2

6

0

0

0

0

-4

0

SeismicLongitudinal

Bearingfriction

SeismicTransverse

TempeartureLoad


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C1093502

DN002Rev.A

Typeofdesignandallowablestress

es:-

Member

No.

fmax

fmin

Areqdfor

T

Areqdfor

C

Typeof

design

aall(T)

aall(C)

mall

aall(T)

aall(C)

mall

a

all(T)

aall(C)

mall

kN

kN

mm

2

mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N

/mm

2

N/mm

2

N/mm

2

U1-L2

-2927

-681

26766

0

T

142.0

99.4

150.0

165.7

116.0

175.1

1

89.3

132.6

200.0

L2-U3

191

1981

0

22324

C

142.0

88.8

150.0

165.7

103.6

175.1

1

89.3

118.3

200.0

U3-L4

-1111

388

9369

5074

T

154.0

76.4

162.5

179.7

89.2

189.6

2

05.3

101.8

216.6

L4-U5

-1111

388

9368

5075

T

154.0

76.4

162.5

179.7

89.2

189.6

2

05.3

101.8

216.6

U5-L6

191

1981

0

22322

C

142.0

88.8

150.0

165.7

103.6

175.1

1

89.3

118.3

200.0

L6-U7

-2926

-681

26764

0

T

142.0

99.4

150.0

165.7

116.0

175.1

1

89.3

132.6

200.0

Forcesinmembersforcombination

s:-

Member

No.

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

Fx

My

Mz

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

kN

kNm

kNm

U1-L2

-2941

-21

19

-3175

-17

9

-883

-27

25

-3048

-20

23

-3142

-25

20

(DL+SIDL+LL+BR+WLL+TL+BF)

CombV

(DL+SIDL+LL+BR+EQLo+

TL+BF)(DL+SIDL+LL+BR+EQTr+TL+BF)

(DL+SID

L+WLUL+TL+BF)

CombI


CombV

CombII


CombI

CombIII

CombIV


Ap


PageC3

L2-U3

1988

-17

8

2123

-103

-1

546

-45

21

2060

-17

5

2109

-68

4

U3-L4

-1118

-13

12

-1173

-23

11

-187

-29

17

-1150

-13

15

-1163

-26

12

L4-U5

-1120

-38

19

-1139

-71

18

-175

-29

17

-1153

-40

23

-1144

-62

20

U5-L6

1986

-14

35

2062

-74

38

527

-36

27

2053

-15

33

2074

-42

36

L6-U7

-2941

-54

37

-3105

-66

42

-860

-30

31

-3049

-57

43

-3103

-71

42


Member

No.

a

my

mz

a

my

mz

a

my

mz

a

my

mz

a

my

mz

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N/mm

2

N

/mm

2

N/mm

2

N/mm

2

N/mm

2

U1-L2

-112.58

-2.84

8.35

-121.53

-2.25

3.73

-33.80

-3.65

10.92

-116.68

-2.72

1

0.04

-120.29

-3.42

8.57

L2-U3

72.48

-2.85

4.66

77.40

-16.96

-0.64

19.92

-7.32

12.58

75.09

-2.72

3.21

76.91

-11.14

2.10

U3-L4

-65.64

-2.92

11.08

-68.86

-5.08

10.10

-10.99

-6.44

15.61

-67.51

-2.89

1

4.37

-68.29

-5.77

11.41

L4-U5

-65.76

-8.25

18.25

-66.88

-15.48

17.31

-10.30

-6.44

16.03

-67.72

-8.69

2

1.76

-67.19

-13.60

18.71

U5-L6

72.42

-2.36

20.44

75.18

-12.18

22.39

19.20

-5.84

16.26

74.86

-2.48

1

9.48

75.61

-6.84

21.46

L6-U7

-112.58

-7.36

15.71

-118.86

-8.94

17.91

-32.91

-4.03

13.27

-116.73

-7.69

1

8.32

-118.76

-9.60

17.89

CombIII

CombV

CombIV


(DL+SIDL+LL+BR+WLL+TL+BF)

(DL+SID

L+WLUL+TL+BF)

(DL+SIDL+LL+BR+EQLo+

TL+BF)

CombI

CombII

(DL+SIDL+LL+BR+EQTr+TL+BF)


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C1093502

DN002Rev.A

Stressratio:-

Member

No.

CombI

CombII

CombIII

CombIV

CombV

Max

Stress

ratio

0.95

U1-L2

0.74

0.67

0.25

0.68

0.70

0.7

4

L2-U3

0.74

0.74

0.27

0.66

0.72

0.7

4

U3-L4

0.44

0.41

0.16

0.41

0.41

0.4

4

L4-U5

0.51

0.48

0.15

0.47

0.48

0.5

1

U5-L6

0.83

0.81

0.27

0.74

0.78

0.8

3

L6-U7

0.81

0.76

0.26

0.75

0.76

0.8

1

DAMAGEFACTORCALCULATIONa

sperEURO

Codes:-

Member

No.

comb1

(+,+)

comb2

(-,+)

comb3

(+,-)

comb4

(-,-)

comb1

(+,+)

comb2

(-,+)

comb3

(+,-)

c

omb4

(-,-)

152

3.76

0.74

5.03

2.01

-84.84

-81.59

-83.05

-79.81

153

42.19

62.15

47.35

67.31

-13.15

-17.18

-9.16

-13.19

154

27.82

23.46

29.20

24.85

-60.82

-50.95

-60.24

-50.37

0.787

0.765

0.574

MINIMUM(F/AMy/ZyMz/Z

z)

N/mm

2

MAXIMUM(F/ADD

STRESSRANGE

DAMAGEFACTOR

88.594

80.505

89.438


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PageC4

155

19.96

29.24

23.43

32.71

-58.91

-62.38

-48.79

-52.27

156

58.22

48.01

61.48

51.27

-15.73

-10.68

-15.66

-10.61

157

-0.58

5.28

0.49

6.35

-84.62

-89.01

-75.62

-80.02

77.134

94.288

0.505

0.922

0.846

91.617


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Appendix D Design of Vertical members

Appendix DAppendix DAppendix DAppendix D Design of Vertical membersDesign of Vertical membersDesign of Vertical membersDesign of Vertical members


34/37



C1093502

DN002Rev.A

DesignofVerticals

EffectionCrossSectionalDetailsin

Compression

SectionProperties:-

Member

No.

Material

y

Length

Noof

cycles

D

B1

B2

B1eff

B2eff

t1

t2

t3

d1

d2eff

Member

Identity

m

No.

mm

mm

mm

mm

mm

mm

mm

mm

mm

mm

L1-U1

MS

260

10.000

1.4E+06

550

320

320

320

320

16

16

10

518

178.8

L1-U1

L2-U2

MS

260

10.000

1.4E+06

550

320

320

320

320

16

16

10

518

178.8

L2-U2

D

B B

t3

t1d

1

t2

y

y

z z

D

B2efft3

t1 d1

t2

y

y

z z

B1e

ff

d2 d

2


AppendixD-Verticalmembers

PageD1

L3-U3

MS

260

10.000

1.4E+06

550

320

320

320

320

16

16

10

518

178.8

L3-U3

L4-U4

MS

260

10.000

1.4E+06

550

320

320

320

320

16

16

10

518

178.8

DN002 RA AMR Detailed Design

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