ACOBRI

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(v4.03)

ArcelorMittal Composite Bridge Predesign

Preliminary design software for composite bridges

PRELIMINARY DESIGN NOTE

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Date : 13/10/2015

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ArcelorMittal Composite Bridge Predesign (v4.03)

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C:\USERS\VIOREL\DOCUMENTS\DALA1.APM

All the preliminary design notes done by our company and/or by any other subsidiaries of the ARCELORMITTAL group ofour choice are based on the information received from the Customer. These preliminary design notes are given for guidanceonly. As such, they do not commit our company and/or any other subsidiary of the ARCELORMITTAL group to theachievement of a result expected by the Customer and/or any third person. These preliminary design notes cannot replaceall the preliminary design notes which shall be done by an external engineering office chosen by the Customer. Ourcompany and/or any other subsidiary of the ARCELORMITTAL group cannot be held liable for any loss or damage, directlyor indirectly sustained as a result of the use of the preliminary design notes done by our company and\or by any other

subsidiaries of the ARCELORMITTAL group, whatever the origin of the damage.

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BRIEF DESCRIPTION OF SOFTWARE

Purpose of software

The ACOBRI software is used for preliminary design of the rolled-steel main beams of a composite steel and concrete bridgesuperstructure. It is intended as a means of checking the feasibility of a design solution, optimizing a preliminary design throughappropriate choice of parameters, and estimating the main quantities involved. It is not intended to produce a construction designcalculation report

Scope of application

The kinds of bridges handled are road bridges, railway bridges, and footbridges with superstructures made made out of steel rolledgirders and a participating reinforced concrete slab or with filler-beam decks. Decks may be simply supported or continuous in thecase of multi-span bridges. Calculations and verifications are performed in accordance with Eurocodes EN and National Annexes.

Method of analysis and design checks

On the basis of a definition of bridge geometry, materials, and loads, the program calculates internal forces and moments in the mainbeams under the effect of: dead load, superimposed dead load and live load; concrete shrinkage; temperature differential; anysupport height adjustment. The analysis is performed with a finite element solver, using a grid model. The structure is discretized bybar elements corresponding to segments of the main beams, longitudinal and transverse strips of slab, and any crossbeams. Forcalculating flexural and torsional stiffnesses, account is taken of creep and any concrete cracking, depending on the type of internalforces or moments. Longitudinal and transverse influence lines are used to determine the position of mobile loads producing extremeeffects at the different cross-sections considered.

To establish preliminary design of beams, the program calculates the main load combinations for the bridge in the in-service phase.The design checks for the serviceability limit state and ultimate limit state concern stresses in the beams and in the longitudinalreinforcement, compressive stresses in the concrete, the ultimate moment resistance, crack control and the vertical deformation and

stress variation in beams at the fatigue limit state. The software also calculates reactions at supports and the number of connectorsrequired to transfer shear forces between the beams and the slab. For filler-beam decks, the calculations include a number of specialfeatures in accordance with the specifications of the design codes.

Detailed information on the scope of application of the software, on the assumptions, methods, and approximations used and on thecalculations performed are provided in the users manual and in the on-line help module.

Comments :

The program can deal with straight, unskewed bridges with a horizontal slab of constant thickness. If the bridge to be analyzed doesnot match these assumptions but does not vary substantively from them, the software can be used for an approximate calculation. Inthis case the user will have to use engineering judgment both to determine the adaptations to be made to the data entered and toassess the representativity of results given and, as required, adjust or complete the calculations and checks.

The software establishes a preliminary design for the main beams of the bridge under in-service conditions. It does not carry out any

checks for construction phases. Lateral-torsional buckling of beams is not analyzed for the construction phase. Diaphragms and/orbracing may have to be implemented for the construction phase as well as the in-service phase.

ACOBRI is a preliminary design software tool which does not analyze all situations or perform in an exhaustive manner all theverification calculations required for construction design.

ACOBRI was developed by CTICM, Centre Technique Industriel de la Construction Métallique, France.

Copyright : ArcelorMittal - Long Carbon Europe - Research Center.

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DATA

RAILWAY BRIDGE - Filler beams

Eurocodes EN

1 span Span length = 7.000 m

Slab dimensions Width = 4.000 m Concrete cover = 8.0 cm

Formwork thickness = 5.0 cm

7 beam lines (Distance to left-hand edge of deck slab)

Line 1 : 0.250 mCentre distance = 0.583 m






Line 7 : 3.750 m

Overhangs :

No overhang on LHS of slab

No overhang on RHS of slab

Reinforcement ratio = 1.0 % and cross-sectional area of concrete above top flanges

Distance to top of slab = 4.0 cm

Propping : No propping of main beams during deck slab concreting.

Reinforcing steel fy = 500.00 N/mm2

Structural steel S355 (WITH reduction of yield strength with thickness)

Density = 7850 kg/m3

Concrete Class C35/45

Density = 2650 kg/m3

Material properties used in calculations

Yield strength of the steel of girders fy = 345.0 MPaYield strength of the reinforcing steel fy = 500.0 MPa

Modulus of elasticity Ecm = 34077 MPaLimit compressive strenght of concrete fck = 35 MPa

Diaphragms No

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Steel sections

span 1 Left-hand edge beam HE 280 MIntermediate beams HE 280 M

Right-hand edge beam HE 280 M

Cracked regions

Support lines LH side (m) RH side (m)

C0 - -

C1 - -

Definition of railway tracks

Number of tracks : 1

Distance of track centreline to LH edge of deck slab

Track n°1 y = 2 .00 m

Uncertainty on track position : 0.20 mTrack gauge : 1435. mm

Definition of ballast

Mean thickness : 0.00 cmDistance to edge ... LHS : 0.00 m

RHS : 0.00 m

Maintenance walkways

No maintenance walkway

Superimposed dead loads of deck surfacing or ballast, footways or maintenance walkways etc - SDL1

Formwork Formwork thickness = 5.0 cm Density = 2400.0 kg/m3

Waterproofing Thickness = 3.0 cm Density = 2400.0 kg/m3

Ballast Thickness = 0.0 cm Density = 2000.0 kg/m3

Rails and sleepers = 1.50 kN/m

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Definition of train load models

Dynamic factor : calculated according to EN 1991-2:2003 $6.4.5.2 careful maintenance of track

Factor α : Partial factor for load models LM71 & SW0 (EN 1991-2:2004 6.3.2 / 6.3.3)α = 1.00 (LM71)α = 1.00 (SW0)

Fatigue load model : Traffic volume = 25.00 millions tons per year and trackService life (years) : 100Percentage passing simultaneously : 12.00 %Type of traffic mix 25 T MIX

Speed of trains for deck twist check120 km/h < V < 220 km/h

Support height ajustments and settlements

Height adjustments Settlements

Support line No. 0 0 mm 0 mm

Support line No. 1 0 mm 0 mm

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Assumptions for calculation and checks

Calculation coefficients

Diaphragms Coefficient for inertia = 1.00Coefficient for mass = 0.10

Slab elements Coefficient for inertia - longitudinal = 1 .00Coefficient for inertia - transverse = 0.50

Serviceability Limit States

Code-specified deflection limit : for a train speed of 160 km/hand a vertical acceleration of 1.00 m/s

2

Partial safety factor for the structural steel γ M,ser = 1.00Partial safety factor for shear resistance of studs γ v = 1.25

Ultimate Limit States

Partial safety factors :for sections resistance γ M0 = 1.00for buckling resistance γ M1 = 1.10for slab concrete strength γ c = 1.50for shear resistance of studs γ M = 1.15

Fatigue Limit States

Partial safety factors for fatigue loading γ Ff = 1.00Top flange :Partial safety factor for fatigue strength γ Mf = 1.15Detail category 160 MPa

Bottom flange :Partial safety factor for fatigue strength γ Mf = 1.15Detail category 160 MPa

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LIST OF LOAD CASES

No. Symbol Name of load case Modular ratio

1 PP Self-weight -

2 SS SDL1 15.12

3 SS+ Increased SDL1 15.12

4 SS- Reduced SDL1 15.12

5 EQ SDL2 15.12

6 Eigenmode 6.16

7 LM71-1 LM71, track no 1 6.16

8 SW0-1 SW0, track no 1 6.16

9 SW2-1 SW2, track no 1 6.16

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LIST OF ULS COMBINATIONS

ULS combinations1 3 4 5 7 8 9

PP SS+ SS- EQ LM71-1 SW0-1 SW2-1

1 1.35 1.35 1.35 1.45

2 1.35 1.35 1.35 1.45

3 1.35 1.35 1.35 1.20

4 1.35 1.35 1.35 1.45

5 1.35 1.35 1.35 1.45

6 1.35 1.35 1.35 1.20

LIST OF SLS COMBINATIONS

Characteristics SLS combinations

1 3 4 5 7 8 9


1 1.00 1.00 1.00 1.00

2 1.00 1.00 1.00 1.00

3 1.00 1.00 1.00 1.00

4 1.00 1.00 1.00 1.00

5 1.00 1.00 1.00 1.00

6 1.00 1.00 1.00 1.00

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Frequent SLS combinations

1 3 4 5 7 8 9


7 1.00 1.00 1.00 0.80

8 1.00 1.00 1.00 0.80

9 1.00 1.00 1.00 0.80

10 1.00 1.00 1.00 0.80

11 1.00 1.00 1.00 0.80

12 1.00 1.00 1.00 0.80

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Infrequent SLS combinations

1 3 4 5 7 8 9


13 1.00 1.00 1.00 1.00

14 1.00 1.00 1.00 1.00

15 1.00 1.00 1.00 1.00

16 1.00 1.00 1.00 1.00

17 1.00 1.00 1.00 1.00

18 1.00 1.00 1.00 1.00

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ESTIMATED QUANTITIES

Structural steel sections :

Steel grade : S355

Lengths (m)

Position Span Number Profile Nominal On/Under Sum Weight (t) Pre-camber (cm)

1 1 7 HE 280 M 7.00 0.39 7.39 9.750 0.3

9.750

Slab concrete :

Surface of slab : 28.00 m2

Position Span Volume (m3)

1 1 8.2

8.2

NB :

- The indicated beam lengths and pre-cambers correspond to span lengths.Supply specifications may differ, depending on the position of any splices.Constraints associated with fabrication, finishing, transport, and handling are to be checked on a case-by-case basis.

- The quantities indicated for beams do not include stiffeners, bearing plates, diaphragms, end plates, etc.These items are to be added in accordance with the features of the structure.

- Formwork plates are not taken into account

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Mass on slab :

Waterproofing (t) Ballast (t) Walkways (t) Rails & sleepers (t) Subtotal (t)

2.016 0.000 0.000 1.070 3.086

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LIST OF CROSS-SECTIONS OF INTEREST

Bridge length : 7.00 m ( 5 cross-sections of interest)

Section No. Position (m) Type span

1 0.00 Origin abutment

2 1.05 Limit of support region3 3.50 Mid-span 1 4 5.95 Limit of support region

5 7.00 End abutment

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DYNAMIC FACTORS FOR LIVE LOADS

Factor α :

The dynamic factor α is applied to LM71 and SW0 live loads

α = 1.00 (LM71)α = 1.00 (SW0)

Factor φ :

Dynamic amplification factor φ = φ2 is applied to LM71, SW0 and SW2 live loads

φ = φ2 = 1.41

The dynamic factor was calculated for careful maintenance of track.

Determinant length :

Lφ = 7.00 m

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FACTORS FOR FATIGUE LOADS

Damage equivalence factor : λ

Reference : EN 1993-2 : 2006 9.5.3

Beam lines

S L/R n°1 n°2 n°3 n°4 n°5 n°6 n°7

n°1 L 1.020 1.020 1.020 1.020 1.020 1.020 1.020

n°2 R 1.020 1.020 1.020 1.020 1.020 1.020 1.020

n°2 L 1.020 1.020 1.020 1.020 1.020 1.020 1.020

n°3 R 1.020 1.020 1.020 1.020 1.020 1.020 1.020

n°3 L 1.020 1.020 1.020 1.020 1.020 1.020 1.020

n°4 R 1.020 1.020 1.020 1.020 1.020 1.020 1.020

n°4 L 1.020 1.020 1.020 1.020 1.020 1.020 1.020

n°5 R 1.020 1.020 1.020 1.020 1.020 1.020 1.020

S = Cross-section - R = Right - L = Left

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CROSS-SECTION CHARACTERISTICS

Beam line No. : 1Section No. : 1Node line No. : 1Type of cross-section : SupportPosition : 0.00 m Origin abutment

Effective slab width … for internal force and moment calculation (1) : 0.542 m

… for stress calculation (2) : 0.542 m

Positive moment Negative moment

Concrete state Casting In-service phase In-service phase

Loads Perman. Perman. Live. Perman. Live.

Modular ratio 15.12 6.16 15.12 6.16

S. modulus, top flange (cm3) (2) -2551. -4053. -6225. -2682. -2646.

S. modulus, bottom fibre (cm3) (2) 2551. 2788. 3002. 2689. 2803.

S. modulus, concrete slab (cm3) (2) -37528. -21391. 87649. 38497.

S. modulus, top reinf. layer (cm3) (2) -2132. -2115.

Shear area (cm2) 72.03 72.03 72.03 72.03

Plastic moment (kN.m) (2) 1178. 1178. 1080. 1080.

Plastic neutral axis (mm) (2) 254.01 254.01 130.86 130.86

Bending moment of inertia (cm4) (1) 39546. 51755. 65150.

Torsional moment of inertia (cm4) (1) 807. 18083. 43195.

Bending moment of inertia (cm4) (2) 39546. 51212. 62776. 41624. 42190.

Elastic neutral axis (mm) (2) 155.00 183.66 209.15 154.81 150.54

NB : -Section modulus is positive for fibres below elastic neutral axis. -Section modulus is negative for fibres above elastic neutral axis. -The position of the neutral axis is measured from the bottom fibre of the bottom steel section flange

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INTERNAL FORCES AND MOMENTS IN CROSS-SECTION OF INTEREST

Beam line No. : 1 M : Bending momentSection No. : 1 V : Shear forceNode line No. : 1 d : DeflectionType of cross-section : Support n : Modular ratioPosition : 0.00 m Origin abutment

PERMANENT LOADS

left-hand side right-hand side

Load case n M (kN.m) V (kN) M (kN.m) V (kN) d (cm)

Self-weight - 0.00 -20.94 0.00

SDL1 15.12 0.02 -1.75 0.00

Increased SDL1 15.12 0.02 -2.01 0.00

Reduced SDL1 15.12 0.02 -1.49 0.00

SDL2 15.12 0.00 0.00 0.00

LIVE LOADS Modular ratio = 6.16


Mmax Mmin Vmax Vmin Vmax Vmin d

Load case (kN.m) (kN.m) (kN) (kN) (kN) (kN) (cm)

LM71, track Track 1 0.00 0.00 -103.36 0.00 0.00

SW0, track Track 1 0.00 0.00 -85.04 0.00 0.00

SW2, track Track 1 0.00 0.00 -87.93 0.00 0.00

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CHECKING CROSS-SECTION OF INTEREST


SERVICEABILITY LIMIT STATE Value Limit Ratio Combination

Minimum reinforcement (%) 1.00 1.00 1.00 -

Compressive stress in top fibre of concrete (MPa) 0.00 21.00 0.00 -

Stress in top fibre of steel section (MPa) 0.00 345.00 0.00 -

Stress in bottom fibre of steel section (MPa) 0.01 345.00 0.00 -

Tensile stress in reinforcement (top layer) (MPa) 0.00 300.00 0.00 -

NB : - Checks relating to tracks are not shown. Refer to checks specific to railway bridges. - The minimum reinforcement for Serviceability Limit States has been checked for the maximum bar diameter :

ϕ * s = 20 mm. The reinforcement ratio is shown as "Limit" and must be greater than the strength value shown as "Value".

- Tensile stresses are positive; compressive stresses are negative.

ULTIMATE LIMIT STATE Value Limit Ratio Combination

Plastic shear resistance (kN) 180.85 1434.72 0.13 No.4

Sagging, Plastic resistance (kN.m) 0.02 1177.53 0.00 -

Hogging, Plastic resistance (kN.m) 0.00 0.00 - -

FATIGUE LIMIT STATE Value Limit Ratio Combination

Bending stress range in top flange (MPa) 0.00 139.13 0.00 -

Bending stress range in bottom flange (MPa) 0.00 139.13 0.00 -

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Beam line No. : 1Section No. : 2Node line No. : 3Type of cross-section : Limit of support regionPosition : 1.05 m Span No. : 1






Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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Beam line No. : 1 M : Bending momentSection No. : 2 V : Shear forceNode line No. : 3 d : DeflectionType of cross-section : Limit of support region n : Modular ratioPosition : 1.05 m Span No. : 1

PERMANENT LOADS



Self-weight - 20.20 -17.54 20.20 -13.87 -0.11

SDL1 15.12 1.78 -1.54 1.81 -1.25 -0.01

Increased SDL1 15.12 2.03 -1.76 2.06 -1.42 -0.01

Reduced SDL1 15.12 1.53 -1.33 1.56 -1.08 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 106.69 0.00 -94.93 12.61 -77.25 8.69 -0.36

SW0, track Track 1 87.71 0.00 -76.13 0.00 -61.47 1.88 -0.30

SW2, track Track 1 93.99 0.00 -80.57 2.32 -65.16 3.16 -0.32

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Minimum reinforcement (%) [R] 1.00 1.00 1.00 -

[L] 1.00 1.00 1.00 -

Compressive stress in top fibre of concrete (MPa) [R] -5.04 21.00 0.24 No.4

[L] -5.04 21.00 0.24 No.4

Stress in top fibre of steel section (MPa) [R] -25.57 345.00 0.07 No.4[L] -25.56 345.00 0.07 No.4

Stress in bottom fibre of steel section (MPa) [R] 44.20 345.00 0.13 No.4

[L] 44.19 345.00 0.13 No.4

Tensile stress in reinforcement (top layer) (MPa) [R] 0.00 300.00 0.00 -

[L] 0.00 300.00 0.00 -




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Beam line No. : 1Section No. : 2

Node line No. : 3Type of cross-section : Limit of support regionPosition : 1.05 m Span No. : 1


Plastic shear resistance (kN) [R] 132.65 1434.72 0.09 No.4

[L] 163.70 1434.72 0.11 No.4

Sagging, Plastic resistance (kN.m) [R] 184.75 1177.53 0.16 No.4

[L] 184.71 1177.53 0.16 No.4

Hogging, Plastic resistance (kN.m) [R] 0.00 0.00 - -

[L] 0.00 0.00 - -


Bending stress range in top flange (MPa) [R] 17.48 139.13 0.13 -

[L] 17.48 139.13 0.13 -

Bending stress range in bottom flange (MPa) [R] 36.26 139.13 0.26 -

[L] 36.26 139.13 0.26 -

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Beam line No. : 1Section No. : 3Node line No. : 7Type of cross-section : Mid-spanPosition : 3.50 m Span No. : 1






Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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Beam line No. : 1 M : Bending momentSection No. : 3 V : Shear forceNode line No. : 7 d : DeflectionType of cross-section : Mid-span n : Modular ratioPosition : 3.50 m Span No. : 1

PERMANENT LOADS



Self-weight - 39.61 -1.98 39.61 1.98 -0.24

SDL1 15.12 3.62 -0.19 3.62 0.19 -0.02

Increased SDL1 15.12 4.11 -0.21 4.11 0.21 -0.02

Reduced SDL1 15.12 3.13 -0.16 3.13 0.16 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 209.70 0.00 -26.29 14.04 -14.04 26.29 -0.79

SW0, track Track 1 178.64 0.00 -21.06 11.69 -11.69 21.06 -0.66

SW2, track Track 1 192.96 0.00 -21.67 11.63 -11.63 21.67 -0.71

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[L] 1.00 1.00 1.00 -


[L] -9.91 21.00 0.47 No.4



[L] 86.87 345.00 0.25 No.4


[L] 0.00 300.00 0.00 -




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Node line No. : 7Type of cross-section : Mid-spanPosition : 3.50 m Span No. : 1



[L] 41.08 1434.72 0.03 No.4


[L] 363.10 1177.53 0.31 No.4


[L] 0.00 0.00 - -



[L] 34.36 139.13 0.25 -


[L] 71.26 139.13 0.51 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 20.20 13.86 20.20 17.54 -0.11

SDL1 15.12 1.81 1.25 1.78 1.54 -0.01

Increased SDL1 15.12 2.06 1.42 2.03 1.76 -0.01

Reduced SDL1 15.12 1.56 1.08 1.53 1.33 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 106.69 0.00 -8.69 77.25 -12.61 94.92 -0.36

SW0, track Track 1 87.70 0.00 -1.88 61.47 0.00 76.13 -0.30

SW2, track Track 1 93.99 0.00 -3.16 65.17 -2.32 80.58 -0.32

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[L] 132.65 1434.72 0.09 No.4


[L] 184.75 1177.53 0.16 No.4


[L] 0.00 0.00 - -



[L] 17.48 139.13 0.13 -


[L] 36.26 139.13 0.26 -

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Beam line No. : 1Section No. : 5Node line No. : 13Type of cross-section : SupportPosition : 7.00 m End abutment






Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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Beam line No. : 1 M : Bending momentSection No. : 5 V : Shear forceNode line No. : 13 d : DeflectionType of cross-section : Support n : Modular ratioPosition : 7.00 m End abutment

PERMANENT LOADS



Self-weight - 0.00 20.94 0.00

SDL1 15.12 0.02 1.75 0.00

Increased SDL1 15.12 0.02 2.01 0.00

Reduced SDL1 15.12 0.02 1.49 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 0.00 103.36 0.00

SW0, track Track 1 0.00 0.00 0.00 85.04 0.00

SW2, track Track 1 0.00 0.00 0.00 87.93 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 -22.09 0.00

SDL1 15.12 0.00 -2.02 0.00

Increased SDL1 15.12 0.00 -2.28 0.00

Reduced SDL1 15.12 0.00 -1.76 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 -156.36 0.00 0.00

SW0, track Track 1 0.00 0.00 -106.47 0.00 0.00

SW2, track Track 1 0.00 0.00 -114.82 0.00 0.00

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Tensile stress in reinforcement (top layer) (MPa) 93.87 300.00 0.31 No.1






Sagging, Plastic resistance (kN.m) 0.00 0.00 - -

Hogging, Plastic resistance (kN.m) 0.01 1084.14 0.00 -




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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 21.31 -18.51 21.31 -14.63 -0.12

SDL1 15.12 1.93 -1.69 1.93 -1.34 -0.01

Increased SDL1 15.12 2.19 -1.90 2.18 -1.51 -0.01

Reduced SDL1 15.12 1.68 -1.47 1.68 -1.16 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 125.98 0.00 -128.25 21.43 -108.93 22.03 -0.37

SW0, track Track 1 95.29 0.00 -85.78 0.00 -70.67 5.38 -0.30

SW2, track Track 1 103.43 0.00 -92.47 3.03 -76.29 6.63 -0.33

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[L] 1.00 1.00 1.00 -


[L] -5.74 21.00 0.27 No.4



[L] 50.81 345.00 0.15 No.4


[L] 0.00 300.00 0.00 -




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[L] 213.52 1434.72 0.15 No.4


[L] 214.39 1184.88 0.18 No.4


[L] 0.00 0.00 - -



[L] 19.66 139.13 0.14 -


[L] 42.51 139.13 0.31 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 41.79 -2.09 41.79 2.09 -0.26

SDL1 15.12 3.79 -0.20 3.79 0.20 -0.02

Increased SDL1 15.12 4.29 -0.22 4.29 0.22 -0.02

Reduced SDL1 15.12 3.30 -0.17 3.30 0.17 -0.02

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 217.88 0.00 -59.04 48.59 -48.59 59.04 -0.79

SW0, track Track 1 181.73 0.00 -33.75 24.79 -24.79 33.75 -0.66

SW2, track Track 1 199.11 0.00 -35.52 25.62 -25.62 35.53 -0.72

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[L] 1.00 1.00 1.00 -


[L] -9.93 21.00 0.47 No.4



[L] 89.98 345.00 0.26 No.4


[L] 0.00 300.00 0.00 -




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[L] 88.73 1434.72 0.06 No.4


[L] 378.13 1184.88 0.32 No.4


[L] 0.00 0.00 - -



[L] 34.00 139.13 0.24 -


[L] 73.51 139.13 0.53 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 21.31 14.63 21.31 18.51 -0.12

SDL1 15.12 1.93 1.34 1.93 1.69 -0.01

Increased SDL1 15.12 2.18 1.51 2.19 1.91 -0.01

Reduced SDL1 15.12 1.68 1.16 1.68 1.47 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 125.98 0.00 -22.03 108.93 -21.43 128.25 -0.37

SW0, track Track 1 95.29 0.00 -5.38 70.66 0.00 85.77 -0.30

SW2, track Track 1 103.43 0.00 -6.63 76.29 -3.03 92.47 -0.33

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[L] 1.00 1.00 1.00 -


[L] -5.74 21.00 0.27 No.4



[L] 50.80 345.00 0.15 No.4


[L] 0.00 300.00 0.00 -




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[L] 179.74 1434.72 0.13 No.4


[L] 214.38 1184.88 0.18 No.4


[L] 0.00 0.00 - -



[L] 19.66 139.13 0.14 -


[L] 42.51 139.13 0.31 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 22.09 0.00

SDL1 15.12 0.00 2.02 0.00

Increased SDL1 15.12 0.00 2.28 0.00

Reduced SDL1 15.12 0.00 1.76 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 0.00 156.36 0.00

SW0, track Track 1 0.00 0.00 0.00 106.46 0.00

SW2, track Track 1 0.00 0.00 0.00 114.82 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 -22.09 0.00

SDL1 15.12 -0.01 -2.17 0.00

Increased SDL1 15.12 -0.01 -2.43 0.00

Reduced SDL1 15.12 -0.01 -1.91 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 -165.08 0.00 0.00

SW0, track Track 1 0.00 0.00 -107.40 0.00 0.00

SW2, track Track 1 0.00 0.00 -116.61 0.00 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 21.31 -18.51 21.31 -14.63 -0.12

SDL1 15.12 2.02 -1.74 2.01 -1.36 -0.01

Increased SDL1 15.12 2.28 -1.96 2.26 -1.53 -0.01

Reduced SDL1 15.12 1.77 -1.52 1.75 -1.19 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 126.29 0.00 -134.93 31.42 -114.25 30.69 -0.36

SW0, track Track 1 93.00 0.00 -85.49 0.00 -70.04 7.09 -0.30

SW2, track Track 1 102.24 0.00 -93.30 4.53 -76.26 9.10 -0.33

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[L] 1.00 1.00 1.00 -


[L] -5.75 21.00 0.27 No.4



[L] 50.94 345.00 0.15 No.4


[L] 0.00 300.00 0.00 -




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[L] 223.28 1434.72 0.16 No.4


[L] 214.96 1184.88 0.18 No.4


[L] 0.00 0.00 - -



[L] 19.71 139.13 0.14 -


[L] 42.61 139.13 0.31 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 41.79 -2.09 41.79 2.09 -0.26

SDL1 15.12 3.88 -0.20 3.88 0.20 -0.02

Increased SDL1 15.12 4.37 -0.22 4.37 0.22 -0.02

Reduced SDL1 15.12 3.38 -0.17 3.38 0.17 -0.02

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 208.27 0.00 -67.32 58.14 -58.15 67.32 -0.78

SW0, track Track 1 172.38 0.00 -36.27 28.03 -28.03 36.27 -0.65

SW2, track Track 1 191.32 0.00 -38.64 29.49 -29.49 38.65 -0.72

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[L] 100.74 1434.72 0.07 No.4


[L] 364.31 1184.88 0.31 No.4


[L] 0.00 0.00 - -



[L] 32.50 139.13 0.23 -


[L] 70.27 139.13 0.51 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 21.31 14.63 21.31 18.51 -0.12

SDL1 15.12 2.01 1.36 2.02 1.74 -0.01

Increased SDL1 15.12 2.26 1.53 2.28 1.96 -0.01

Reduced SDL1 15.12 1.75 1.19 1.77 1.52 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 126.29 0.00 -30.70 114.25 -31.42 134.93 -0.36

SW0, track Track 1 93.00 0.00 -7.09 70.05 0.00 85.49 -0.30

SW2, track Track 1 102.24 0.00 -9.10 76.27 -4.53 93.30 -0.33

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[L] 1.00 1.00 1.00 -


[L] -5.75 21.00 0.27 No.4



[L] 50.94 345.00 0.15 No.4


[L] 0.00 300.00 0.00 -




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[L] 187.48 1434.72 0.13 No.4


[L] 214.94 1184.88 0.18 No.4


[L] 0.00 0.00 - -



[L] 19.71 139.13 0.14 -


[L] 42.61 139.13 0.31 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 22.09 0.00

SDL1 15.12 -0.01 2.17 0.00

Increased SDL1 15.12 -0.01 2.43 0.00

Reduced SDL1 15.12 -0.01 1.91 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 0.00 165.08 0.00

SW0, track Track 1 0.00 0.00 0.00 107.41 0.00

SW2, track Track 1 0.00 0.00 0.00 116.61 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 -22.09 0.00

SDL1 15.12 -0.01 -2.11 0.00

Increased SDL1 15.12 -0.01 -2.37 0.00

Reduced SDL1 15.12 -0.01 -1.85 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 -131.14 0.00 0.00

SW0, track Track 1 0.00 0.00 -99.64 0.00 0.00

SW2, track Track 1 0.00 0.00 -110.93 0.00 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 21.31 -18.51 21.31 -14.63 -0.12

SDL1 15.12 2.02 -1.78 2.01 -1.40 -0.01

Increased SDL1 15.12 2.28 -2.00 2.26 -1.57 -0.01

Reduced SDL1 15.12 1.77 -1.56 1.76 -1.22 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 115.24 0.00 -107.37 5.98 -87.83 5.39 -0.35

SW0, track Track 1 91.49 0.00 -81.12 0.00 -65.39 2.74 -0.29

SW2, track Track 1 102.49 0.00 -90.96 1.53 -73.17 2.75 -0.33

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[L] 1.00 1.00 1.00 -


[L] -5.25 21.00 0.25 No.4



[L] 47.29 345.00 0.14 No.4


[L] 0.00 300.00 0.00 -




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[L] 183.38 1434.72 0.13 No.4


[L] 198.94 1184.87 0.17 No.4


[L] 0.00 0.00 - -



[L] 17.98 139.13 0.13 -


[L] 38.88 139.13 0.28 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 41.79 -2.09 41.79 2.09 -0.26

SDL1 15.12 3.91 -0.20 3.91 0.19 -0.02

Increased SDL1 15.12 4.40 -0.22 4.40 0.22 -0.02

Reduced SDL1 15.12 3.41 -0.17 3.41 0.17 -0.02

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 202.72 0.00 -43.41 33.10 -33.09 43.42 -0.75

SW0, track Track 1 171.73 0.00 -31.11 22.93 -22.93 31.10 -0.63

SW2, track Track 1 193.23 0.00 -34.39 25.12 -25.12 34.39 -0.71

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[L] 1.00 1.00 1.00 -


[L] -9.25 21.00 0.44 No.4



[L] 85.01 345.00 0.25 No.4


[L] 0.00 300.00 0.00 -




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[L] 66.07 1434.72 0.05 No.4


[L] 356.30 1184.87 0.30 No.4


[L] 0.00 0.00 - -



[L] 31.63 139.13 0.23 -


[L] 68.40 139.13 0.49 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 21.31 14.63 21.31 18.51 -0.12

SDL1 15.12 2.01 1.40 2.02 1.78 -0.01

Increased SDL1 15.12 2.26 1.57 2.28 2.00 -0.01

Reduced SDL1 15.12 1.76 1.22 1.77 1.56 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 115.24 0.00 -5.39 87.84 -5.98 107.37 -0.35

SW0, track Track 1 91.49 0.00 -2.74 65.39 0.00 81.11 -0.29

SW2, track Track 1 102.49 0.00 -2.75 73.17 -1.53 90.95 -0.33

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[L] 1.00 1.00 1.00 -


[L] -5.25 21.00 0.25 No.4



[L] 47.28 345.00 0.14 No.4


[L] 0.00 300.00 0.00 -




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[L] 149.23 1434.72 0.10 No.4


[L] 198.93 1184.87 0.17 No.4


[L] 0.00 0.00 - -



[L] 17.98 139.13 0.13 -


[L] 38.88 139.13 0.28 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 22.09 0.00

SDL1 15.12 -0.01 2.11 0.00

Increased SDL1 15.12 -0.01 2.37 0.00

Reduced SDL1 15.12 -0.01 1.85 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 0.00 131.14 0.00

SW0, track Track 1 0.00 0.00 0.00 99.65 0.00

SW2, track Track 1 0.00 0.00 0.00 110.93 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 -22.09 0.00

SDL1 15.12 -0.01 -2.17 0.00

Increased SDL1 15.12 -0.01 -2.43 0.00

Reduced SDL1 15.12 -0.01 -1.91 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 -165.08 0.00 0.00

SW0, track Track 1 0.00 0.00 -107.41 0.00 0.00

SW2, track Track 1 0.00 0.00 -116.61 0.00 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 21.31 -18.51 21.31 -14.63 -0.12

SDL1 15.12 2.02 -1.74 2.01 -1.36 -0.01

Increased SDL1 15.12 2.28 -1.96 2.26 -1.53 -0.01

Reduced SDL1 15.12 1.77 -1.52 1.75 -1.19 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 126.29 0.00 -134.93 31.42 -114.25 30.70 -0.36

SW0, track Track 1 93.00 0.00 -85.49 0.00 -70.05 7.09 -0.30

SW2, track Track 1 102.24 0.00 -93.30 4.53 -76.27 9.10 -0.33

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[L] 1.00 1.00 1.00 -


[L] -5.75 21.00 0.27 No.4



[L] 50.94 345.00 0.15 No.4


[L] 0.00 300.00 0.00 -




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[L] 223.28 1434.72 0.16 No.4


[L] 214.96 1184.88 0.18 No.4


[L] 0.00 0.00 - -



[L] 19.71 139.13 0.14 -


[L] 42.61 139.13 0.31 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 41.79 -2.09 41.79 2.09 -0.26

SDL1 15.12 3.88 -0.20 3.88 0.20 -0.02

Increased SDL1 15.12 4.37 -0.22 4.37 0.22 -0.02

Reduced SDL1 15.12 3.38 -0.17 3.38 0.17 -0.02

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 208.27 0.00 -67.32 58.14 -58.14 67.32 -0.78

SW0, track Track 1 172.38 0.00 -36.27 28.04 -28.03 36.27 -0.65

SW2, track Track 1 191.32 0.00 -38.65 29.49 -29.49 38.65 -0.72

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[L] 1.00 1.00 1.00 -


[L] -9.50 21.00 0.45 No.4



[L] 86.83 345.00 0.25 No.4


[L] 0.00 300.00 0.00 -




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[L] 100.73 1434.72 0.07 No.4


[L] 364.31 1184.88 0.31 No.4


[L] 0.00 0.00 - -



[L] 32.50 139.13 0.23 -


[L] 70.27 139.13 0.51 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 21.31 14.63 21.31 18.51 -0.12

SDL1 15.12 2.01 1.36 2.02 1.74 -0.01

Increased SDL1 15.12 2.26 1.53 2.28 1.96 -0.01

Reduced SDL1 15.12 1.75 1.19 1.77 1.52 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 126.29 0.00 -30.70 114.25 -31.42 134.93 -0.36

SW0, track Track 1 93.00 0.00 -7.09 70.05 0.00 85.49 -0.30

SW2, track Track 1 102.24 0.00 -9.10 76.26 -4.53 93.30 -0.33

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[L] 1.00 1.00 1.00 -


[L] -5.75 21.00 0.27 No.4



[L] 50.94 345.00 0.15 No.4


[L] 0.00 300.00 0.00 -




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[L] 187.48 1434.72 0.13 No.4


[L] 214.95 1184.88 0.18 No.4


[L] 0.00 0.00 - -



[L] 19.71 139.13 0.14 -


[L] 42.61 139.13 0.31 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 22.09 0.00

SDL1 15.12 -0.01 2.17 0.00

Increased SDL1 15.12 -0.01 2.43 0.00

Reduced SDL1 15.12 -0.01 1.91 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 0.00 165.08 0.00

SW0, track Track 1 0.00 0.00 0.00 107.40 0.00

SW2, track Track 1 0.00 0.00 0.00 116.61 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 -22.09 0.00

SDL1 15.12 0.00 -2.02 0.00

Increased SDL1 15.12 0.00 -2.28 0.00

Reduced SDL1 15.12 0.00 -1.76 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 -156.36 0.00 0.00

SW0, track Track 1 0.00 0.00 -106.46 0.00 0.00

SW2, track Track 1 0.00 0.00 -114.82 0.00 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 21.31 -18.51 21.31 -14.63 -0.12

SDL1 15.12 1.93 -1.69 1.93 -1.34 -0.01

Increased SDL1 15.12 2.19 -1.91 2.18 -1.51 -0.01

Reduced SDL1 15.12 1.68 -1.47 1.68 -1.16 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 125.98 0.00 -128.26 21.43 -108.93 22.02 -0.37

SW0, track Track 1 95.29 0.00 -85.78 0.00 -70.66 5.38 -0.30

SW2, track Track 1 103.43 0.00 -92.48 3.03 -76.29 6.63 -0.33

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[L] 1.00 1.00 1.00 -


[L] -5.74 21.00 0.27 No.4



[L] 50.81 345.00 0.15 No.4


[L] 0.00 300.00 0.00 -




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[L] 213.53 1434.72 0.15 No.4


[L] 214.39 1184.88 0.18 No.4


[L] 0.00 0.00 - -



[L] 19.66 139.13 0.14 -


[L] 42.51 139.13 0.31 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 41.79 -2.09 41.79 2.09 -0.26

SDL1 15.12 3.79 -0.20 3.79 0.20 -0.02

Increased SDL1 15.12 4.29 -0.22 4.29 0.22 -0.02

Reduced SDL1 15.12 3.30 -0.17 3.30 0.17 -0.02

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 217.89 0.00 -59.05 48.58 -48.59 59.04 -0.79

SW0, track Track 1 181.73 0.00 -33.75 24.79 -24.79 33.75 -0.66

SW2, track Track 1 199.11 0.00 -35.53 25.62 -25.62 35.52 -0.72

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[L] 1.00 1.00 1.00 -


[L] -9.93 21.00 0.47 No.4



[L] 89.98 345.00 0.26 No.4


[L] 0.00 300.00 0.00 -




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[L] 88.74 1434.72 0.06 No.4


[L] 378.14 1184.88 0.32 No.4


[L] 0.00 0.00 - -



[L] 34.00 139.13 0.24 -


[L] 73.52 139.13 0.53 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 21.31 14.63 21.31 18.51 -0.12

SDL1 15.12 1.93 1.34 1.93 1.69 -0.01

Increased SDL1 15.12 2.18 1.51 2.19 1.91 -0.01

Reduced SDL1 15.12 1.68 1.16 1.68 1.47 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 125.98 0.00 -22.03 108.93 -21.43 128.25 -0.37

SW0, track Track 1 95.30 0.00 -5.38 70.67 0.00 85.77 -0.30

SW2, track Track 1 103.43 0.00 -6.63 76.30 -3.03 92.47 -0.33

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[L] 1.00 1.00 1.00 -


[L] -5.74 21.00 0.27 No.4



[L] 50.80 345.00 0.15 No.4


[L] 0.00 300.00 0.00 -




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[L] 179.74 1434.72 0.13 No.4


[L] 214.38 1184.88 0.18 No.4


[L] 0.00 0.00 - -



[L] 19.66 139.13 0.14 -


[L] 42.51 139.13 0.31 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 22.09 0.00

SDL1 15.12 0.00 2.02 0.00

Increased SDL1 15.12 0.00 2.28 0.00

Reduced SDL1 15.12 0.00 1.76 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 0.00 156.36 0.00

SW0, track Track 1 0.00 0.00 0.00 106.46 0.00

SW2, track Track 1 0.00 0.00 0.00 114.82 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 -20.94 0.00

SDL1 15.12 0.02 -1.75 0.00

Increased SDL1 15.12 0.02 -2.01 0.00

Reduced SDL1 15.12 0.02 -1.49 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 -103.36 0.00 0.00

SW0, track Track 1 0.00 0.00 -85.04 0.00 0.00

SW2, track Track 1 0.00 0.00 -87.93 0.00 0.00

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 20.20 -17.54 20.20 -13.86 -0.11

SDL1 15.12 1.78 -1.54 1.81 -1.25 -0.01

Increased SDL1 15.12 2.03 -1.76 2.06 -1.42 -0.01

Reduced SDL1 15.12 1.53 -1.33 1.56 -1.08 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 106.69 0.00 -94.93 12.61 -77.25 8.69 -0.36

SW0, track Track 1 87.70 0.00 -76.13 0.00 -61.47 1.88 -0.30

SW2, track Track 1 93.99 0.00 -80.57 2.32 -65.17 3.16 -0.32

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[L] 1.00 1.00 1.00 -


[L] -5.04 21.00 0.24 No.4



[L] 44.19 345.00 0.13 No.4


[L] 0.00 300.00 0.00 -




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[L] 163.70 1434.72 0.11 No.4


[L] 184.71 1177.53 0.16 No.4


[L] 0.00 0.00 - -



[L] 17.48 139.13 0.13 -


[L] 36.26 139.13 0.26 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 39.61 -1.98 39.61 1.98 -0.24

SDL1 15.12 3.62 -0.19 3.62 0.19 -0.02

Increased SDL1 15.12 4.11 -0.21 4.11 0.21 -0.02

Reduced SDL1 15.12 3.13 -0.16 3.13 0.16 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 209.70 0.00 -26.29 14.04 -14.04 26.30 -0.79

SW0, track Track 1 178.64 0.00 -21.06 11.69 -11.69 21.06 -0.66

SW2, track Track 1 192.96 0.00 -21.67 11.63 -11.63 21.67 -0.71

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[L] 1.00 1.00 1.00 -


[L] -9.91 21.00 0.47 No.4



[L] 86.87 345.00 0.25 No.4


[L] 0.00 300.00 0.00 -




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[L] 41.08 1434.72 0.03 No.4


[L] 363.10 1177.53 0.31 No.4


[L] 0.00 0.00 - -



[L] 34.36 139.13 0.25 -


[L] 71.26 139.13 0.51 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 20.20 13.87 20.20 17.54 -0.11

SDL1 15.12 1.81 1.25 1.78 1.54 -0.01

Increased SDL1 15.12 2.06 1.42 2.03 1.76 -0.01

Reduced SDL1 15.12 1.56 1.08 1.53 1.33 -0.01

SDL2 15.12 0.00 0.00 0.00 0.00 0.00





LM71, track Track 1 106.69 0.00 -8.69 77.25 -12.61 94.93 -0.36

SW0, track Track 1 87.71 0.00 -1.88 61.47 0.00 76.13 -0.30

SW2, track Track 1 93.99 0.00 -3.16 65.17 -2.32 80.57 -0.32

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[L] 1.00 1.00 1.00 -


[L] -5.04 21.00 0.24 No.4



[L] 44.20 345.00 0.13 No.4


[L] 0.00 300.00 0.00 -




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[L] 132.65 1434.72 0.09 No.4


[L] 184.75 1177.53 0.16 No.4


[L] 0.00 0.00 - -



[L] 17.48 139.13 0.13 -


[L] 36.26 139.13 0.26 -

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Modular ratio 15.12 6.16 15.12 6.16





Shear area (cm2) 72.03 72.03 72.03 72.03








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PERMANENT LOADS



Self-weight - 0.00 20.94 0.00

SDL1 15.12 0.02 1.75 0.00

Increased SDL1 15.12 0.02 2.01 0.00

Reduced SDL1 15.12 0.02 1.49 0.00

SDL2 15.12 0.00 0.00 0.00





LM71, track Track 1 0.00 0.00 0.00 103.36 0.00

SW0, track Track 1 0.00 0.00 0.00 85.04 0.00

SW2, track Track 1 0.00 0.00 0.00 87.94 0.00

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SPECIAL CHECKS FOR RAILWAY BRIDGES

End rotation of deck :

Abutment C0 Abutment C2

Tracks Value Limit Ratio Combination Value Limit Ratio Combination

Track n°1 3.49 6.50 0.54 Env. LM71 3.49 6.50 0.54 Env. LM71

NB : -Rotations are in milliradians. -Values are calculated at abutments, at the track centreline.

Track deflection and twist :

Span n°1 Deflections Twist

Tracks Value Limit Ratio Combination Value Limit Ratio Combination

Track n°1 0.76 0.78 0.97 Env. LM71 0.07 0.30 0.25 Env. LM71

NB : -Deflections are in cm. -Twists are in cm per 3 m. -The values indicated are envelope values for each span. They were calculated at track centreline

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REACTIONS AT SUPPORTS UNDER PERMANENT LOADING

All reaction forces are displayed in kN

Loading : Self-weight - ΣFZ = 329.34 kN

C0 C1

Line 1 22.64 22.64

Line 2 23.88 23.88

Line 3 23.88 23.88

Line 4 23.88 23.88

Line 5 23.88 23.88

Line 6 23.88 23.88

Line 7 22.64 22.64

Σ 164.67 164.67

Loading : SDL1 - ΣFZ = 30.28 kN

C0 C1

Line 1 1.72 1.72

Line 2 2.23 2.23

Line 3 2.48 2.48

Line 4 2.27 2.27

Line 5 2.48 2.48Line 6 2.23 2.23

Line 7 1.72 1.72

Σ 15.14 15.14

Loading : Increased SDL1 - ΣFZ = 34.23 kN

C0 C1

Line 1 2.00 2.00

Line 2 2.51 2.51

Line 3 2.77 2.77

Line 4 2.55 2.55

Line 5 2.77 2.77

Line 6 2.51 2.51

Line 7 2.00 2.00

Σ 17.12 17.12

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Reactions at supports (continued)


Loading : Reduced SDL1 - ΣFZ = 26.32 kN

C0 C1

Line 1 1.43 1.43

Line 2 1.96 1.96

Line 3 2.20 2.20

Line 4 1.99 1.99

Line 5 2.20 2.20

Line 6 1.96 1.96

Line 7 1.43 1.43

Σ 13.16 13.16

Loading : SDL2 - ΣFZ = 0.00 kN

C0 C1

Line 1 0.00 0.00

Line 2 0.00 0.00

Line 3 0.00 0.00

Line 4 0.00 0.00

Line 5 0.00 0.00

Line 6 0.00 0.00

Line 7 0.00 0.00Σ 0.00 0.00

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ENVELOPES OF THE REACTIONS AT SUPPORTS UNDER LIVE LOADING


Loading : LM71, track no 1 - Maximum reaction forces

C0 C1

Line 1 96.37 96.37

Line 2 178.86 178.86

Line 3 201.88 201.88

Line 4 140.32 140.32

Line 5 214.58 214.58

Line 6 178.86 178.86

Line 7 96.37 96.37

Loading : LM71, track no 1 - Minimum reaction forces

C0 C1

Line 1 -3.44 -3.44

Line 2 3.98 3.98

Line 3 3.72 3.72

Line 4 3.95 3.95

Line 5 3.72 3.72

Line 6 3.98 3.98

Line 7 -3.44 -3.44

Loading : SW0, track no 1 - Maximum reaction forces

C0 C1

Line 1 79.82 79.82

Line 2 131.70 131.70

Line 3 137.10 137.10

Line 4 110.51 110.51

Line 5 139.24 139.24

Line 6 131.70 131.70Line 7 79.82 79.82

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Reactions at supports (continued)


Loading : SW0, track no 1 - Minimum reaction forces

C0 C1

Line 1 -2.05 -2.05

Line 2 2.05 2.05

Line 3 1.91 1.91

Line 4 2.03 2.03

Line 5 1.91 1.91

Line 6 2.05 2.05

Line 7 -2.05 -2.05

Loading : SW2, track no 1 - Maximum reaction forces

C0 C1

Line 1 77.20 77.20

Line 2 141.86 141.86

Line 3 147.08 147.08

Line 4 122.05 122.05

Line 5 147.08 147.08

Line 6 141.86 141.86

Line 7 77.20 77.20

Loading : SW2, track no 1 - Minimum reaction forces

C0 C1

Line 1 -1.25 -1.25

Line 2 0.81 0.81

Line 3 0.75 0.75

Line 4 0.79 0.79

Line 5 0.75 0.75

Line 6 0.81 0.81

Line 7 -1.25 -1.25

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ENVELOPES OF THE REACTIONS AT SUPPORTS UNDER CHARACTERISTIC SLS COMBINATIONS


Maximum reaction forces

C0 C1

Line 1 24.64 24.64

Line 2 26.39 26.39

Line 3 26.65 26.65

Line 4 26.43 26.43

Line 5 26.65 26.65

Line 6 26.39 26.39

Line 7 24.64 24.64

Minimum reaction forces

C0 C1

Line 1 24.07 24.07

Line 2 25.84 25.84

Line 3 26.08 26.08

Line 4 25.86 25.86

Line 5 26.08 26.08

Line 6 25.84 25.84

Line 7 24.07 24.07

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NATURAL FREQUENCY

Natural frequency of principal bending mode (Rayleigh method) : f = 13.85 Hz

Limits of the bridge natural frequency (According to : Figure 6.10 - EN 1991-2)Length : L = 7.00 mUpper limit : n0 = 22.11 HzLower limit : n0 = 11.43 Hz

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SUMMARY OF RESULTS

Criterion : Deflections at track center line (Serviceability Limit State)

Max. ratio = 0.97 < 1.00 SATISFACTORY

Lane/Track No.-1 - Cross-section No.7 : Position = 3.50 m

Position of the plastic neutral axis

All plastic neutral axes are in steel sections.

Checking minimum reinforcement criterion

Reference : EN 1994-2:2005 7.4.2Slab reinforcement ratio : 1.00 %

The criterion is satisfied for all design cross-sections, for 20 mm diameter bars.

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CONTENTS

DATA 3

LIST OF LOAD CASES 8

LIST OF ULS COMBINATIONS 9

LIST OF SLS COMBINATIONS 9

ESTIMATED QUANTITIES 13

LIST OF CROSS-SECTIONS OF INTEREST 14

Beam line No. 1 - Section No. 1 17


















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