Calculation

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Document No : DEC-D-L00-CMA-WC-412-0C.doc

Uijeongbu Light Rail Transit

Private Investment Construction Project

CALCULATION NOTE

45 – 70 - 45 m -CODE 62-

LONGITUDINAL FLEXURE & SHEAR ANALYSIS

DETAILED DESIGN REPORT

Rev No. 0C Date Name Signature

Prepared by 2007/12/16 J.E.ECHAGUE

Checked by 2007/12/16 M. AKRAA

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 2/240

It is the responsibility of the addressee to destroy the previous edition or to indicate « Superseded ».

Revision: Date Subject of issue / Revision Writer

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1 SCOPE

This report presents the deck longitudinal bending and shear analysis for the continuous structure Code 62: 45+70+45m.

All structures are sorted into structure codes based on their span length and alignment type. Within one structure code, differences between structure types are only related to alignment adjustment. Please refer to drawing n°DEC-D-LOO-CMA-WA-04001 fo r complete list of all Structure codes. The most severe case has been taken into account to check the stress and deformation values.

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Uijeongbu Light Rail Project: fcm 45-70-45 code 62 - Typicals Cross Sections SECTION S0

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2 DESIGN ASSUMPTIONS

The analysis is based on the General Structural Design Basis (DEC/D/L00/CMA/WT/0003) Whenever further assumptions are made they will be fully detailed in this report.

2.1 ST1 Software description

ST1 is Finite elements Method software. It takes into account the phenomena specified below: • actual construction stages: time variations of both topology and loading are considered

• effect of time on materials, i.e. creep, shrinkage of concrete and prestressing losses (instantaneous and long term losses)

• service loads, including the different positions of the convoy Main Input Data:

• material characteristics including time effects

• geometry of the structure during the different stages of the erection • prestressing layout

• external loading

Superimposed dead load Moving loads definition Temperature gradient

Temperature linear variations Pier settlements

Note: Moving load results are worked out through an influence-line analysis.

Main Output Data:

• normal stress at top, bottom and center fibers • forces

• shear stress

• displacements and reactions • envelopes of all these results ST1 conventions are as follows: MY = Bending Moment (kN.m) TZ = Shear Force (kN)

N = Axial Force (KN)

VZ = Stress at top fibre (kN/m²) WZ = Stress at bottom fibre (kN/m²)

Normal stress >0 = compressive stress (kN/m²) Normal stress <0 = tensile stress (kN/m²)

All the stresses are checked for service conditions and for different construction stages.

The input file of the ST1 model and the listing of all loads, overloads, combinations, envelopes, and steps of construction used in the software with their descriptions are given inAppendix 1.

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2.2 Material characteristics

2.2.1 Concrete characteristics

Characteristic Concrete Strength: fcu = 42 MPa (cylinder)

Modulus of Elasticity of concrete: Ec = 29086 MPa

Poisson’s Ratio of concrete: ν = 0.18

Coefficient of Thermal Expansion: αc = 1.0 10

-5

/°C

Unit Weight: γ = 25 kN/m3

2.2.2 Prestressing steel characteristics

Nominal Area of Strand: As = 138.7 mm

2

Nominal ultimate stress: fpu = 1860 MPa

Nominal Yield stress fpy = 1600 MPa

Jacking Stress: 1440 MPa (0.9 fpy)

Nominal mass: 0.01101 kN/m

Modulus of elasticity: EP = 200000 MPa

Relaxation Loss (Low relaxation) at 1000 hours: ρ1000 = 2.5 %

Friction Coefficient (Galvanized Steel Sheath): µ = 0.25 rad-1 Wobble Coefficient (Galvanized Steel Sheath): K= 0.005 m-1

Wedge Draw-In: g = 6 mm

Basic prestressing unit of tendon: 12T15

Section 16.6 cm²

Basic prestressing unit of tendon: 7T15

Section 9.7 cm²

2.2.3 Reinforcing steel characteristics

Characteristic Strength of Reinforcement fy = 400 MPa

Modulus of Elasticity: Es = 200 000 MPa

2.3 Superstructure definition

2.3.1 Deck

The construction method for the deck will be the erection of precast segments using a lifting derrick installed on already erected segment or using a crane.

The intermediate pier Segments will be lifted using a crane.

The precast pier segments are erected on temporary supports above the piercap prestressed with post tensioning cables. Then the followed segments are erectedsegment by segment on each side using post tensioning cables for each couple of segments.

When the cantilever segments erection is completed for symmetrical segments the non symmetrical side span segments are erected on a temporary support and prestressed by post tensioning continuity cables. When the erection of all segments is achieved a closure cast in situ stitch will be done before tensioning the continuity cables for main span.

There are 15 different types of segments:

• The end segment: “diaphragm” located at both ends of the continuous structure ; • The segment on pier: “diaphragm” located on the 2 intermediate piers ;

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• 13 typical segments (S1 near intermediate pier to S13 at the end of cantilever or extremity span).

The main features of the deck are summarized below:

• Concrete section is thickened over 1.55 m at both ends of the structure (end segments, one segment per extremity) and 4.4 m above the two intermediate piers (segments on pier, two segments per pier) ;

• Length of typical segment is 2.50 ;

• Length of cast in place segment is 0.20 m ;

• The 45 m spans are composed of one end segment, one segment on pier, one cast in place segment and 16 typical segments (one of each from S1 to S12 and 4 type S13).

• The 70 m span is composed two segments on pier, one cast in place segment and 26 typical segments (two of each from S1 to S13).

• Distance between the span end and the bearings centreline is 1.125 m • Width of the expansion joint between two structures is 100 mm ; • Total longitudinal post-tensioning: 996 nos = 2 x 282 + 2 x 120 + 192

* 282 nos. 2x(10 x 12T15 + 3 x 7T15) units by cantilever * 120 nos. 2x 5 x 12T15 units span 1 and span 3

* 192 nos. 2x 8 x 12T15 units span 2 and span 3 .

2.3.2 U-shaped deck

The deck cross sections (at pier: “diaphragm section”- and typical) characteristics are shown in Appendix 5.

With:

S: Area

I: Inertia

V: Top fiber distance from centre of gravity W: Bottom fiber distance from centre of gravity Section details & characteristics are given in appendix 5.

2.3.3 Bearings

For bearings, refer to bearings calculation notes.

2.3.4 Prestressing layout in the deck

The following table summarizes the prestressing layout in the deck, giving, for each span, the number of 12T15 or 7T15 prestressing tendons:

1st span (45m) 2nd span (70m) 3rd span (45m)

Flanges tendons 2×(10+3) --- 2×(10+3)

Bottom slab tendons 2×3 2×6 2×3

Long tendons over the 3 spans 2×2

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2.3.5 Construction method

The structure is erected in 5 main steps (see details of their implementation in the calculation software in section 3.1):

• Step 1 - Cantilever 1: segments are erected segment by segment on each side of the pier segments using post tensioning cables for each couple of segments;

• Step 2 - Cantilever 2: segments are erected segment by segment on each side of the pier segments using post tensioning cables for each couple of segments;

• Step 3 - Span1: assembling of the segments of this span and one cast in place segment (stitching). Tensioning of the tendons;

• Step 4 - Span3: assembling of the segments of this span and one cast in place segment (stitching). Tensioning of the tendons;

• Step 5: - Span2: one cast in place segment (stitching). Tensioning of the tendons;

Uijeongbu Light Rail Project: Construction method stage 1 or 2

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2.3.6 Cantilevers

For cantilever calculations detailled, refer cantilever calculations

- For the first cantilever we consider a crane load of 425.0 kN at 2.00m from the end of the last segment

- For the second cantilever we consider no crane load

2.3.7 Effect due to shear lag

- End span ℓ_=43.825m ℓ_{i=0.8x43.825=35.060m} - inner span ℓ_=70.000m ℓ_{i=0.6x70.000=42.000m} so ℓ_{i= max (35.060 , 42.000) = 42.000m} b= 2.668m

97 .

0

064 .

0

000 .

42

668 .

2 ₌

⇒

=

b

bm

i

b

l

# 1 - Cantilever ℓ_=34.900m ℓ_{i=1.5x34.900=52.350m} b=1.285

1

025 .

0

350 .

52

285 .

1 =

⇒

=

b

bm

i

b

l

We keep the full charactéristics of section without any reduced values

2.4 Load definitions.

2.4.1 Dead load (DL)

The mass density of the reinforced concrete is 25 kN/m3 2.4.2 Superimposed dead loads (SIDL)

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The superimposed dead loads (= for 2 tracks) is 35 kN/m

( refer to general structural design basis page number 13, “DEC/D/L00/CMA/WT/00003”) 2.4.3 Live load

* Vertical Train loads (LL)

The standard vehicle is defined in the Rolling Stock Design Criteria.

Loaded Train ( Crush Load) Axles Load: 115 kN * Service load : 4 axles x 115.0 kN

* Accidental load : 8 axles x 115.0 kN Dynamic Impact (I)

I= Min ( 0.3 ; 10/(25+Lt) ) = 0.3 - Noising

0 .

6

0 .

115

8 .

9

5 .

0 =

×

kN / Axle - Centrifugal force : 0

- Longitudinal force (breaking or acceleration) * Service load : 4 axles x 17.0 kN * Accidental load : 8 axles x 15.0 kN

2.4.4 Prestressing force (PS)

Prestressing losses (due to friction, creep, shrinkage and taking into account the construction stages…) are directly taken into account by ST1 software.

2.4.5 Temperature (T)

Provisions shall be made for stresses and movements resulting from temperature variations. The expected values are (short term):

• Temperature rise: +15 °C • Temperature fall: -15 °C • Thermal gradient: ±5°C

2.4.6 Time-dependent effects – Creep (C), shrinkage (S), relaxation Creep calculations are done at horizon 2047 (= at 15000 days).

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The time dependent effects on materials i.e. creep, shrinkage of concrete and prestressing losses (instantaneous and long term losses) are directly taken into account by ST1 software.

2.4.7 Wind load

Density of wind load on the superstructure is: • Without vehicle: W=3 kN/m²

• With vehicle: 0.5 W=1.5 kN/m²

For the calculation without vehicle, the height of the screen is the height of the deck plus the height of the screen doors.

For the calculation with vehicle, the eight of the screen is the height of the deck. The density of wind load on the train is 0.5 W=1.5 kN/m².

2.5 Structural checking

2.5.1 Service combinations (SLS)

Maximum compressive stress allowed in case of a segmental construction:

• Under temporary loads only : 0.50xfc’= 23.1 MPa

• Under permanent +Live loads (Service): 0.4×f’c = 16.8 MPa No tensile stress is allowed in segmental construction.

2.5.2 Strength and extreme combinations (ULS) Nominal flexure resistance

According to the Korean code, the extreme factored bending moment Mu due to the external loading shall follow this relation:

Mu

≤

φMn

With,

φ = 0.85

Mn calculated according to the the Korean code φMn calculation is given in appendix 6.

The minimum required reinforcement is also checked using: min ( 1.2Mcr)

≤

φMn where Mcr is the cracking moment (for segmental construction). Shear

According to the Korean code, the extreme factored shear force Vu due to the external loading shall follow this relation:

Vu

≤

φVn With:

φ = 0.80

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Calculations of φVn and shear reinforcement are given in appendix 6.

2.6 Deformation checkings

2.6.1 Vertical deflection at mid-span

Vertical deck deflection under live load (one married pair in each direction without dynamic impact) shall be limited according to the General Structural Design Basis to:

f <

800 L

2.6.2 Maximum Deck Displacement at Expansion Joint

The maximum longitudinal relative displacement between 2 consecutive decks shall be limited to 150mm regarding the System requirement. (limited by expansion joint)

The maximum transverse relative displacement between 2 consecutive decks shall be limited to 5mm. The maximum vertical relative displacement between 2 consecutive decks shall be limited to 3mm.

3 LONGITUDINAL BENDING ANALYSIS

3.1 ST1 Model

The model is built with ST1 using bars having the actual geometrical characteristics of the typical/diaphragm sections.

The prestressing tendons are fully described in ST1 inputs. The limit conditions are considered as below :

The construction steps in ST1 are compatible with the ones described in Section 2.3.5. The stages of construction defined in ST1 are defined below (dates given in days): Step 1– States 100 to 139: Cantilever 1

date 2 (initial date)

- 2 pier segments - 4 typical segments: 2 x S1 + 2 x S2 date 10 - 4 typical segments: 2 x S3 + 2 x S4 date 18 - 4 typical segments: 2 x S5 + 2 x S6

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 14/240 date 26 - 4 typical segments: 2 x S7 + 2 x S8 date 34 - 4 typical segments: 2 x S9 + 2 x S10 date 42 - 4 typical segments: 2 x S11 + 2 x S12 date 50 - 2 typical segments: 2 x S13

Step 2– States 150 to 189: Cantilever 2 date 54 - 2 pier segments - 4 typical segments: 2 x S1 + 2 x S2 date 62 - 4 typical segments: 2 x S3 + 2 x S4 date 70 - 4 typical segments: 2 x S5 + 2 x S6 date 78 - 4 typical segments: 2 x S7 + 2 x S8 date 86 - 4 typical segments: 2 x S9 + 2 x S10 date 94 - 4 typical segments: 2 x S11 + 2 x S12 date 102 - 2 typical segments: 2 x S13

Step 3 - States 200 and 201: Stitching span 1 date 106

- 3 typical segments S101 TO S103

- 1 cast in place segment

- 3 typical segments S101 TO S103

Step 6 - States 206 and 207: SIDL + DL short term effect (creep and shrinkage) date 206

- SIDL date 257

- DL short term effect (creep and shrinkage)

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date 15000

- DL long term effect (creep and shrinkage)

ST1 inputs are given in Appendix 1.

All envelopes and combinations are given in Appendix 1. The model geometry description is given in Appendix 2. ST1 outputs are given in Appendix 3.

The model geometry graphics are given in Appendix 4. The prestressing layout is provided in Appendix 4.

3.2 Zoning définition

Span Zone Segments

B S10,S11, S12, S101 TO S103 1 A S5, S6, S7, S8, S9 C S1, S2, S3, S4 D S1, S2, S3, S4 E S5, S6, S7, S8, S9 2 F S10, S11, S12, S13 F S10, S11, S12, S13 E S5, S6, S7, S8, S9 D S1, S2, S3, S4 C S1, S2, S3, S4 3 A S5, S6, S7, S8, S9 B S10,S11, S12, S101 TO S103

3.3 Results

3.3.1 Structural checking

* At the end of anchorage zone after seating

N=

655 .

3 001664

.

0

10 10905

=

×

Mpa < 0.7 x 1860 = 1302.0 Mpa

* At the end of seating loss

N=

1040

.

4 000971

.

0

6 001664

.

0

18 37225

=

×

+

×

Mpa < 0.83 x 1600 = 1328.0 Mpa

* Construction – step 1: cantilever 1 See cantilever calculation note * Construction –step 2

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* Construction – step 3: stiching span1

Limit State Fibre _max

σ

(MPa)

σ

min (MPa) Allowable tensile stress (MPa) Allowable compressive stress (MPa) conclusion top (VZ) 12.9 0.5 OK CONSTRUCTION (ETAT 201) bot (WZ) 8.0 0.3 0 21.0 OK

* Construction – step 4: stiching span 3

σ

(MPa)

σ

* Construction – step 4 : stiching span 2

σ

(MPa)

σ

Service combinations – short term

σ

(MPa)

σ

min (MPa) Allowable tensile stress (MPa) Allowable compressive stress (MPa) conclusion top (VZ) 13.5 0.7 OK SERVICE (ENV 1100) bot (WZ) 11.8 1.3 0 16.8 OK

Service combinations – long term

σ

(MPa)

σ

min (MPa) Allowable tensile stress (MPa) Allowable compressive stress (MPa) conclusion top (VZ) 14.2 0.8 OK SERVICE (ENV 1200) bot (WZ) 12.1 1.6 0 16.8 OK

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Flexure résistance under DL + SIDL + 1.7 (LL + I)

Limit State Fibre _min

σ

(MPa) Allowable tensile stress (MPa) conclusion top (VZ) -0.6 OK LFD COMB (COMB 238) bot (WZ) +0.3 -2.5 MPa OK Flexure My max - Zone A

FACTORED FLEXURE CHECKING

My φMn

(MN.m) Conclusion

LFD COMB (Env 2000) 6.0 37.8 OK

My max - Zone B

My φMn

(MN.m) Conclusion

LFD COMB (Env 2000) 19.7 33.4 OK

My max - Zone E

My φMn

(MN.m) Conclusion

LFD COMB (Env 2000) 6.8 50.3 OK

My max - Zone F

My φMn

(MN.m) Conclusion

LFD COMB (Env 2000) 26.8 42.8 OK

My min – Zone B

My φMn

(MN.m) Conclusion

LFD COMB (Env 2000) 71.1 99.2 OK

My min – Zone C

My φMn

(MN.m) Conclusion

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My min – Zone D

My φMn

(MN.m) Conclusion

LFD COMB (Env 2000) 145.1 203.8 OK

My min – Zone E

My φMn

(MN.m) Conclusion

LFD COMB (Env 2000) 61.3 99.2 OK

Shear

The total shear reinforcement is (cf. detailed results in appendix 6):

• 2 Φ16 links spaced by 150mm for all zones

The following tables show the calculation of the shear nominal resistance for the following sections: In the following, the efforts V correspond to the shear force in one web:

d

M

T

V

=

z

+

x

2

,

where d is the transverse distance between two bearings: d = 3.2 m.

In the following tables, the necessary reinforcement area correspond to the sum of the area calculated as per article 9.3.8 of Railway Design Standards (Railway Bridge Section) MOCT 2004 plus the area of reinforcement needed for the effects of local flexure and tie reinforcement (needed because the loads are not transferred at the top of the webs but at their bottom), as calculated in the transverse flexure analysis of fcm.

CONCLUSIONS (for the two sides of the web)

B A C D E F Tranverse analysis - Bending 6.5 cm²/m 6.7 cm²/m 5.8 cm²/m 5.8 cm²/m 6.2 cm²/m 7.0 cm²/m - Tension 4.3 cm²/m 2.7 cm²/m 0 0 1.6 cm²/m 8.7 cm²/m Shear analysis 12.3 cm²/m 0 0 2.2 cm²/m 0 2.1 cm²/m Area calculated 23.1 cm²/m 9.4 cm²/m 5.8 cm²/m 8.0 cm²/m 7.8 cm²/m 17.7 cm²/m Area used 26.8 cm²/m 26.8 cm²/m 26.8 cm²/m 26.8 cm²/m 26.8 cm²/m 26.8 cm²/m Conclusion ok ok ok ok ok ok Vu – Zone B FACTORED SHEAR CHECKING Vu (MN) Av/s min (cm²/m/web) Shear Reinforcement (stirrups) Av/s (cm²/m/web) φVn (MN) Bar diameter : 16 LFD COMB (Env 2000) 1.8 24.7 spacing : 150 26.8 2.8

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 19/240 Vu – Zone A Vu – Zone C Vu – Zone D Vu – Zone E Vu – Zone F

The above reinforcement areas include the reinforcement for local flexure and tie reinforcement.

3.3.2 Deflection checking Vertical deflection at mid-span

The analysis of the vertical deck deflection (f) under live load (one married pair in each direction without dynamic impact) gives:

Span length f at mid span (mm) L/f L/f UIC

criteria conclusion

70m 32.2 = 2×16.1 2175 800 OK

43.875m 17.2 = 2×8.6 2550 800 OK

Vertical displacement at Expansion Joint

The maximum rotation of the end support is θ_{= 0.75 mrad.}

The vertical distance from the support to the running surface is: h = 1.470 m The horizontal distance from the support to the end of the deck is: a = 1.125 m FACTORED SHEAR CHECKING Vu (MN) Av/s min (cm²/m/web) Shear Reinforcement (stirrups) Av/s (cm²/m/web) φVn (MN) Bar diameter : 16 LFD COMB (Env 2000) 3.0 19.7 spacing : 150 26.8 7.3 FACTORED SHEAR CHECKING Vu (MN) Av/s min (cm²/m/web) Shear Reinforcement (stirrups) Av/s (cm²/m/web) φVn (MN) Bar diameter : 16 LFD COMB (Env 2000) 6.4 10.6 spacing : 150 26.8 10.5 FACTORED SHEAR CHECKING Vu (MN) Av/s min (cm²/m/web) Shear Reinforcement (stirrups) Av/s (cm²/m/web) φVn (MN) Bar diameter : 16 LFD COMB (Env 2000) 6.0 12.8 spacing : 150 26.8 10.0 FACTORED SHEAR CHECKING Vu (MN) Av/s min (cm²/m/web) Shear Reinforcement (stirrups) Av/s (cm²/m/web) φVn (MN) Bar diameter : 16 LFD COMB (Env 2000) 3.9 11.4 spacing : 150 26.8 7.6 FACTORED SHEAR CHECKING Vu (MN) Av/s min (cm²/m/web) Shear Reinforcement (stirrups) Av/s (cm²/m/web) φVn (MN) Bar diameter : 16 LFD COMB (Env 2000) 1.8 21.4 spacing : 150 26.8 3.5

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The vertical displacement of the end of the deck under maximum live load (one married pair of VAL on one track and two married pairs on the other track, without dynamic impact) is:

D = a × sin θ_{- h}×_{(1 - cos}θ_{) = 0.8 mm < 3 mm OK}

• At the end of the bridge

Linear variation of temperature : ± 17.1 mm Creep and shrinkage min : -39.1mm Creep an shrinkage max : -81.0mm So ∆_{L min = -39.1 + 17.1 = -22.0 mm}

∆_{L max = -81.0 - 17.1 = -98.1 mm}

• At the begining of the bridge

Linear variation of temperature : ± 6.6 mm Creep and shrinkage min : -12.0mm Creep an shrinkage max : -27.8mm So ∆_{L min = -12.0 + 6.6 = -5.4 mm}

∆_{L max = -27.8 – 6.6 = -34.4 mm}

3.3.3 Camber - End span side

We considere the deflexion due to phase 1 for the cantilever (51.0mm max) part and no camber for the end part.

- Middle span

We considere the deflexion due to phase 5 (-30.0mm max) the target is to have no negative deflexion due to permanent load at the infinite state.

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 23/240 ST1 INPUTS #uijeiongbu lrt project #fcm 45-70-45 code 62 #version 0 #16/12/2007 #jeep # # # --- datas #

# --- column matrix size DIM SX(17) DIM SY(17) DIM SZ(17) DIM IX(17) DIM IY(17) DIM IZ(17) DIM VY(17) DIM WY(17) DIM VZ(17) DIM WZ(17) DIM WZ(17) DIM WZ(17) # # --- sx definition SX(1)=3.908 SX(2)=4.035 SX(3)=4.419 SX(4)=5.049 SX(5)=4.67 SX(6)=4.775 SX(7)=4.901 SX(8)=5.05 SX(9)=5.222 SX(10)=5.512 SX(11)=5.805 SX(12)=6.095 SX(13)=6.384 SX(14)=6.483 SX(15)=8.353 SX(16)=8.353 SX(17)=100 # # --- sy definition SY(1)=2.484 SY(2)=2.619 SY(3)=3.019 SY(4)=3.666 SY(5)=3.123 SY(6)=3.134 SY(7)=3.157 SY(8)=3.194 SY(9)=3.246 SY(10)=3.467 SY(11)=3.713 SY(12)=3.985 SY(13)=4.298 SY(14)=4.435 SY(15)=6.559 SY(16)=6.559 SY(17)=83.3333 # # --- sz definition SZ(1)=1.422 SZ(2)=1.451 SZ(3)=1.544 SZ(4)=1.712 SZ(5)=1.831 SZ(6)=2.002 SZ(7)=2.19 SZ(8)=2.385

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 24/240 SZ(9)=2.584 SZ(10)=2.783 SZ(11)=3.003 SZ(12)=3.248 SZ(13)=3.523 SZ(14)=3.606 SZ(15)=3.905 SZ(16)=3.905 SZ(17)=83.3333 # # --- ix definition IX(1)=0.125 IX(2)=0.142 IX(3)=0.192 IX(4)=0.344 IX(5)=0.641 IX(6)=1.126 IX(7)=1.889 IX(8)=2.975 IX(9)=4.418 IX(10)=4.882 IX(11)=6.695 IX(12)=9.998 IX(13)=10.145 IX(14)=10.45 IX(15)=1.764 IX(16)=1.764 IX(17)=1406.25 # # --- iy definition IY(1)=1.412 IY(2)=1.465 IY(3)=1.624 IY(4)=1.894 IY(5)=2.055 IY(6)=2.436 IY(7)=2.985 IY(8)=3.756 IY(9)=4.807 IY(10)=6.432 IY(11)=8.578 IY(12)=11.312 IY(13)=14.687 IY(14)=15.864 IY(15)=3.577 IY(16)=3.577 IY(17)=833.3333 # # --- iz definition IZ(1)=25.78 IZ(2)=26.156 IZ(3)=27.323 IZ(4)=29.193 IZ(5)=28.837 IZ(6)=29.6 IZ(7)=30.438 IZ(8)=31.33 IZ(9)=32.235 IZ(10)=33.217 IZ(11)=34.064 IZ(12)=34.747 IZ(13)=35.267 IZ(14)=35.391 IZ(15)=44.868 IZ(16)=44.868 IZ(17)=833.3333 # # --- vy definition VY(1)=3.95 VY(2)=3.95 VY(3)=3.95 VY(4)=3.95 VY(5)=3.95 VY(6)=3.95

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 25/240 VY(7)=3.95 VY(8)=3.95 VY(9)=3.95 VY(10)=3.95 VY(11)=3.95 VY(12)=3.95 VY(13)=3.95 VY(14)=3.95 VY(15)=3.95 VY(16)=3.95 VY(17)=5 # # --- wy definition WY(1)=3.95 WY(2)=3.95 WY(3)=3.95 WY(4)=3.95 WY(5)=3.95 WY(6)=3.95 WY(7)=3.95 WY(8)=3.95 WY(9)=3.95 WY(10)=3.95 WY(11)=3.95 WY(12)=3.95 WY(13)=3.95 WY(14)=3.95 WY(15)=3.95 WY(16)=3.95 WY(17)=5 # # --- vz definition VZ(1)=1.116 VZ(2)=1.137 VZ(3)=1.195 VZ(4)=1.282 VZ(5)=1.287 VZ(6)=1.347 VZ(7)=1.421 VZ(8)=1.507 VZ(9)=1.608 VZ(10)=1.748 VZ(11)=1.901 VZ(12)=2.064 VZ(13)=2.234 VZ(14)=2.29 VZ(15)=1.551 VZ(16)=1.551 VZ(17)=5 # # --- wz definition WZ(1)=0.644 WZ(2)=0.645 WZ(3)=0.65 WZ(4)=0.669 WZ(5)=0.814 WZ(6)=0.945 WZ(7)=1.107 WZ(8)=1.298 WZ(9)=1.519 WZ(10)=1.744 WZ(11)=2 WZ(12)=2.291 WZ(13)=2.619 WZ(14)=2.711 WZ(15)=0.849 WZ(16)=0.209 WZ(17)=5 # # --- spans DECK=1 A 73 SPAN1=1 A 21 SPAN2=22 A 52 SPAN3=53 A 73

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 26/240 STICHING1=1 A 6 STICHING2=37 STICHING3=68 A 73 CANTILEVER21=7 A 21 CANTILEVER22=22 A 36 CANTILEVER31=38 A 52 CANTILEVER32=53 A 67 # # --- rigid segments BEAR1=102,202,302 BEAR2=122,222,322 BEAR3=153,253,353 BEAR4=173,273,373 BEARTMP2=121,221,321,123,223,323 BEARTMP3=152,252,352,154,254,354 BEAR=102,202,302,122,222,322,153,253,353,173,273,373 # # --- bearings p1 to p4 PIER1=102,302 PIER2=122,322 PIER3=153,353 PIER4=173,373 PIERTMP2=121,321,123,323 PIERTMP3=152,352,154,354 # # --- final bearings p1 to p4 PIER=102,302,122,322,153,353,173,373 # # --- es and vsp ES1=1,2 VSP2=20,21,22,23 VSP3=51,52,53,54 ES4=72,73 #

# --- self weight on es and vsp VSPSW= -298.775 # # --- prestressing NCABLE1=1 NCABLE2=2 # # --- sidl SIDL=-35 # # # --- project definition # OPTION SPATIALE

TITRE 'UIJEONGBU FCM 45-70-45 CODE 62' # # # --- nodes definition # # --- beams nodes NOEUD 1 x 0 y 0 z -1.551 NOEUD 2 x 1.175 y 0 z -1.551 NOEUD 3 x 1.6 y 0 z -1.116 NOEUD 4 x 2.4 y 0 z -1.116 NOEUD 5 x 4.9 y 0 z -1.116 NOEUD 6 x 7.4 y 0 z -1.116 NOEUD 7 x 10.1 y 0 z -1.116 NOEUD 8 x 12.6 y 0 z -1.116 NOEUD 9 x 15.1 y 0 z -1.137 NOEUD 10 x 17.6 y 0 z -1.195 NOEUD 11 x 20.1 y 0 z -1.282 NOEUD 12 x 22.6 y 0 z -1.287 NOEUD 13 x 25.1 y 0 z -1.347 NOEUD 14 x 27.6 y 0 z -1.421 NOEUD 15 x 30.1 y 0 z -1.507 NOEUD 16 x 32.6 y 0 z -1.608 NOEUD 17 x 35.1 y 0 z -1.748 NOEUD 18 x 37.6 y 0 z -1.901 NOEUD 19 x 40.1 y 0 z -2.064 NOEUD 20 x 42.6 y 0 z -2.234

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 27/240 NOEUD 21 x 43.3 y 0 z -2.29 NOEUD 22 x 45 y 0 z -2.29 NOEUD 23 x 46.7 y 0 z -2.29 NOEUD 24 x 47.4 y 0 z -2.234 NOEUD 25 x 49.9 y 0 z -2.064 NOEUD 26 x 52.4 y 0 z -1.901 NOEUD 27 x 54.9 y 0 z -1.748 NOEUD 28 x 57.4 y 0 z -1.608 NOEUD 29 x 59.9 y 0 z -1.507 NOEUD 30 x 62.4 y 0 z -1.421 NOEUD 31 x 64.9 y 0 z -1.347 NOEUD 32 x 67.4 y 0 z -1.287 NOEUD 33 x 69.9 y 0 z -1.282 NOEUD 34 x 72.4 y 0 z -1.195 NOEUD 35 x 74.9 y 0 z -1.137 NOEUD 36 x 77.4 y 0 z -1.116 NOEUD 37 x 79.9 y 0 z -1.116 NOEUD 38 x 80.1 y 0 z -1.116 NOEUD 39 x 82.6 y 0 z -1.116 NOEUD 40 x 85.1 y 0 z -1.137 NOEUD 41 x 87.6 y 0 z -1.195 NOEUD 42 x 90.1 y 0 z -1.282 NOEUD 43 x 92.6 y 0 z -1.287 NOEUD 44 x 95.1 y 0 z -1.347 NOEUD 45 x 97.6 y 0 z -1.421 NOEUD 46 x 100.1 y 0 z -1.507 NOEUD 47 x 102.6 y 0 z -1.608 NOEUD 48 x 105.1 y 0 z -1.748 NOEUD 49 x 107.6 y 0 z -1.901 NOEUD 50 x 110.1 y 0 z -2.064 NOEUD 51 x 112.6 y 0 z -2.234 NOEUD 52 x 113.3 y 0 z -2.29 NOEUD 53 x 115 y 0 z -2.29 NOEUD 54 x 116.7 y 0 z -2.29 NOEUD 55 x 117.4 y 0 z -2.234 NOEUD 56 x 119.9 y 0 z -2.064 NOEUD 57 x 122.4 y 0 z -1.901 NOEUD 58 x 124.9 y 0 z -1.748 NOEUD 59 x 127.4 y 0 z -1.608 NOEUD 60 x 129.9 y 0 z -1.507 NOEUD 61 x 132.4 y 0 z -1.421 NOEUD 62 x 134.9 y 0 z -1.347 NOEUD 63 x 137.4 y 0 z -1.287 NOEUD 64 x 139.9 y 0 z -1.282 NOEUD 65 x 142.4 y 0 z -1.195 NOEUD 66 x 144.9 y 0 z -1.137 NOEUD 67 x 147.4 y 0 z -1.116 NOEUD 68 x 149.9 y 0 z -1.116 NOEUD 69 x 152.6 y 0 z -1.116 NOEUD 70 x 155.1 y 0 z -1.116 NOEUD 71 x 157.6 y 0 z -1.116 NOEUD 72 x 158.4 y 0 z -1.116 NOEUD 73 x 158.825 y 0 z -1.551 NOEUD 74 x 160 y 0 z -1.551 # # --- bearings nodes NOEUD 102 x 1.175 y -1.6 z -2.4 NOEUD 302 x 1.175 y 1.6 z -2.4 NOEUD 202 x 1.175 y 0 z -2.4 NOEUD 122 x 45 y -2 z -5.499 NOEUD 322 x 45 y 2 z -5.499 NOEUD 222 x 45 y 0 z -5.499 NOEUD 153 x 115 y -2 z -5.499 NOEUD 353 x 115 y 2 z -5.499 NOEUD 253 x 115 y 0 z -5.499 NOEUD 173 x 158.825 y -1.6 z -2.4 NOEUD 373 x 158.825 y 1.6 z -2.4 NOEUD 273 x 158.825 y 0 z -2.4 NOEUD 121 x 43.3 y -2.15 z -5.499 NOEUD 321 x 43.3 y 2.15 z -5.499 NOEUD 123 x 46.7 y -2.15 z -5.499 NOEUD 323 x 46.7 y 2.15 z -5.499 NOEUD 221 x 43.3 y 0 z -5.499 NOEUD 223 x 46.7 y 0 z -5.499

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 28/240 NOEUD 152 x 113.3 y -2.15 z -5.499 NOEUD 352 x 113.3 y 2.15 z -5.499 NOEUD 154 x 116.7 y -2.15 z -5.499 NOEUD 354 x 116.7 y 2.15 z -5.499 NOEUD 252 x 113.3 y 0 z -5.499 NOEUD 254 x 116.7 y 0 z -5.499 # # # --- bearings definition #

# --- finals bearings pier 1 to 4 APPUI 102 NOEUD 102 DY DZ APPUI 302 NOEUD 302 DZ APPUI 122 NOEUD 122 DX DY DZ APPUI 322 NOEUD 322 DX DZ APPUI 153 NOEUD 153 DY DZ APPUI 353 NOEUD 353 DZ APPUI 173 NOEUD 173 DY DZ APPUI 373 NOEUD 373 DZ #

# --- temporary bearings p2 and p3

APPUI 121 NOEUD 121 EL DI 4000 4000 1900000 0 0 0 APPUI 321 NOEUD 321 EL DI 4000 4000 1900000 0 0 0 APPUI 123 NOEUD 123 EL DI 4000 4000 1900000 0 0 0 APPUI 323 NOEUD 323 EL DI 4000 4000 1900000 0 0 0 APPUI 152 NOEUD 152 EL DI 4000 4000 1900000 0 0 0 APPUI 352 NOEUD 352 EL DI 4000 4000 1900000 0 0 0 APPUI 154 NOEUD 154 EL DI 4000 4000 1900000 0 0 0 APPUI 354 NOEUD 354 EL DI 4000 4000 1900000 0 0 0 # # # --- segments definition # # --- span 1 BARRE 1 1 2 BARRE 2 2 3 BARRE 3 3 4 BARRE 4 4 5 BARRE 5 5 6 BARRE 6 6 7 BARRE 7 7 8 BARRE 8 8 9 BARRE 9 9 10 BARRE 10 10 11 BARRE 11 11 12 BARRE 12 12 13 BARRE 13 13 14 BARRE 14 14 15 BARRE 15 15 16 BARRE 16 16 17 BARRE 17 17 18 BARRE 18 18 19 BARRE 19 19 20 BARRE 20 20 21 BARRE 21 21 22 # # --- span 2 BARRE 22 22 23 BARRE 23 23 24 BARRE 24 24 25 BARRE 25 25 26 BARRE 26 26 27 BARRE 27 27 28 BARRE 28 28 29 BARRE 29 29 30 BARRE 30 30 31 BARRE 31 31 32 BARRE 32 32 33 BARRE 33 33 34 BARRE 34 34 35 BARRE 35 35 36 BARRE 36 36 37 BARRE 37 37 38 BARRE 38 38 39

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 29/240 BARRE 39 39 40 BARRE 40 40 41 BARRE 41 41 42 BARRE 42 42 43 BARRE 43 43 44 BARRE 44 44 45 BARRE 45 45 46 BARRE 46 46 47 BARRE 47 47 48 BARRE 48 48 49 BARRE 49 49 50 BARRE 50 50 51 BARRE 51 51 52 BARRE 52 52 53 BARRE 53 53 54 # # --- span 3 BARRE 54 54 55 BARRE 55 55 56 BARRE 56 56 57 BARRE 57 57 58 BARRE 58 58 59 BARRE 59 59 60 BARRE 60 60 61 BARRE 61 61 62 BARRE 62 62 63 BARRE 63 63 64 BARRE 64 64 65 BARRE 65 65 66 BARRE 66 66 67 BARRE 67 67 68 BARRE 68 68 69 BARRE 69 69 70 BARRE 70 70 71 BARRE 71 71 72 BARRE 72 72 73 BARRE 73 73 74 EXC 2 EX 0 0 -0.435 EXC 72 OR 0 0 -0.435 # # --- pier 1 BARRE 102 102 202 BARRE 202 202 302 BARRE 302 202 2 # # --- pier 2 BARRE 122 122 222 BARRE 222 222 322 BARRE 322 222 22 BARRE 121 121 221 BARRE 221 221 321 BARRE 321 221 21 BARRE 123 123 223 BARRE 223 223 323 BARRE 323 223 23 # # --- pier 3 BARRE 153 153 253 BARRE 253 253 353 BARRE 353 253 53 BARRE 152 152 252 BARRE 252 252 352 BARRE 352 252 52 BARRE 154 154 254 BARRE 254 254 354 BARRE 354 254 54 # # --- pier 4 BARRE 173 173 273 BARRE 273 273 373 BARRE 373 273 73 # # # --- sections characteristics

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 30/240 #

# --- deck constants segments span 1

CARA 1 SX SX(15) SY SY(15) SZ SZ(15) IX IX(15) IY IY(15) IZ IZ(15) VY VY(15) WY WY(15) VZ VZ(15) WZ WZ(15) CARA 3 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1)

CARA 4 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1) CARA 5 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1) CARA 6 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1) CARA 7 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1) #

# --- deck constants segments span 2

CARA 21 SX SX(14) SY SY(14) SZ SZ(14) IX IX(14) IY IY(14) IZ IZ(14) VY VY(14) WY WY(14) VZ VZ(14) WZ WZ(14) CARA 22 SX SX(14) SY SY(14) SZ SZ(14) IX IX(14) IY IY(14) IZ IZ(14) VY VY(14) WY WY(14) VZ VZ(14) WZ WZ(14) CARA 36 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1)

CARA 37 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1) CARA 38 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1) # --- deck constants segments span 3

CARA 52 SX SX(14) SY SY(14) SZ SZ(14) IX IX(14) IY IY(14) IZ IZ(14) VY VY(14) WY WY(14) VZ VZ(14) WZ WZ(14) CARA 53 SX SX(14) SY SY(14) SZ SZ(14) IX IX(14) IY IY(14) IZ IZ(14) VY VY(14) WY WY(14) VZ VZ(14) WZ WZ(14) CARA 67 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1)

CARA 68 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1) CARA 69 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1) CARA 70 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1) CARA 71 SX SX(1) SY SY(1) SZ SZ(1) IX IX(1) IY IY(1) IZ IZ(1) VY VY(1) WY WY(1) VZ VZ(1) WZ WZ(1)

CARA 73 SX SX(15) SY SY(15) SZ SZ(15) IX IX(15) IY IY(15) IZ IZ(15) VY VY(15) WY WY(15) VZ VZ(15) WZ WZ(15) #

# --- deck variables segments span 1 pier 2 CARA VAR LIN Z 2

OR SX SX(15) SY SY(15) SZ SZ(15) IX IX(15) IY IY(15) IZ IZ(15) VY VY(15) WY WY(15) VZ VZ(15) WZ WZ(15) EX SX SX(16) SY SY(16) SZ SZ(16) IX IX(16) IY IY(16) IZ IZ(16) VY VY(16) WY WY(16) VZ VZ(16) WZ WZ(16) CARA VAR LIN Z 8

OR SX SX(9) SY SY(9) SZ SZ(9) IX IX(9) IY IY(9) IZ IZ(9) VY VY(9) WY WY(9) VZ VZ(9) WZ WZ(9)

EX SX SX(10) SY SY(10) SZ SZ(10) IX IX(10) IY IY(10) IZ IZ(10) VY VY(10) WY WY(10) VZ VZ(10) WZ WZ(10) CARA VAR LIN Z 17

OR SX SX(13) SY SY(13) SZ SZ(13) IX IX(13) IY IY(13) IZ IZ(13) VY VY(13) WY WY(13) VZ VZ(13) WZ WZ(13) EX SX SX(14) SY SY(14) SZ SZ(14) IX IX(14) IY IY(14) IZ IZ(14) VY VY(14) WY WY(14) VZ VZ(14) WZ WZ(14) #

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 31/240 OR SX SX(13) SY SY(13) SZ SZ(13) IX IX(13) IY IY(13) IZ IZ(13) VY VY(13) WY WY(13) VZ VZ(13) WZ WZ(13)

OR SX SX(10) SY SY(10) SZ SZ(10) IX IX(10) IY IY(10) IZ IZ(10) VY VY(10) WY WY(10) VZ VZ(10) WZ WZ(10) EX SX SX(9) SY SY(9) SZ SZ(9) IX IX(9) IY IY(9) IZ IZ(9) VY VY(9) WY WY(9) VZ VZ(9) WZ WZ(9)

CARA VAR LIN Z 28

OR SX SX(9) SY SY(9) SZ SZ(9) IX IX(9) IY IY(9) IZ IZ(9) VY VY(9) WY WY(9) VZ VZ(9) WZ WZ(9)

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 32/240 OR SX SX(13) SY SY(13) SZ SZ(13) IX IX(13) IY IY(13) IZ IZ(13) VY VY(13) WY WY(13) VZ VZ(13) WZ WZ(13)

EX SX SX(14) SY SY(14) SZ SZ(14) IX IX(14) IY IY(14) IZ IZ(14) VY VY(14) WY WY(14) VZ VZ(14) WZ WZ(14) #

OR SX SX(10) SY SY(10) SZ SZ(10) IX IX(10) IY IY(10) IZ IZ(10) VY VY(10) WY WY(10) VZ VZ(10) WZ WZ(10) EX SX SX(9) SY SY(9) SZ SZ(9) IX IX(9) IY IY(9) IZ IZ(9) VY VY(9) WY WY(9) VZ VZ(9) WZ WZ(9)

CARA VAR LIN Z 59

# --- pier 1

CARA 102 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 202 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 302 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) #

# --- pier 2

CARA 122 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 222 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 322 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 121 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 221 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 321 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 123 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 223 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 323 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) #

# --- pier 3

CARA 153 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 253 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 353 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 152 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 252 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 352 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 154 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 254 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 354 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) #

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 33/240 # --- pier 4

CARA 173 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 273 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) CARA 373 SX SX(17) SY SY(17) SZ SZ(17) IX IX(17) IY IY(17) IZ IZ(17) VY VY(17) WY WY(17) VZ VZ(17) WZ WZ(17) #

#

# --- materials definition #

# --- concrete

MAT 1 'concrete fck = 42 MPa' E 29086000 FCK 42 NU 0.18 RO 25 TEMP 0.00001 RETRAIT CEB FLUAGE CEB RH 70 H 300 CIMENT N FIN

MAT 2 'without weight fck = 42 MPa' E 29086000 FCK 42 NU 0.18 RO 0.0000001 TEMP 0.00001 FIN # # --- prestessing 12t15 PREC 1 '12T15' SECTION 0.001664 TENSION 1440000 RECUL 0.006 PERTE F 0.25 PHI 0.005 E 200000000 RG 1850000 R1000 2.5 FIN # # --- prestessing 7t15 PREC 2 '7T15' SECTION 0.000971 TENSION 1440000 RECUL 0.006 PERTE F 0.25 PHI 0.005 E 200000000 RG 1850000 R1000 2.5 FIN # --- materials construction CONS DECK MAT 1

CONS BEAR1 MAT 2 CONS BEAR2 MAT 2 CONS BEAR3 MAT 2 CONS BEAR4 MAT 2 CONS BEARTMP2 MAT 2 CONS BEARTMP3 MAT 2 #

# --- superiors tendons layout pier 2 CABLE 101

PREC 1 SIMUL NCABLE1 TENSION OR BARRE DECK TRACE INTERIEUR X 40.1 Y 3.179 Z -1.138 X 42.1 Y 3.266 Z -0.971 RAYON 8 X 47.9 Y 3.266 Z -0.971 RAYON 8 X 49.9 Y 3.179 Z -1.138 FIN CABLE 102

PREC 1 SIMUL NCABLE1 TENSION OR BARRE DECK TRACE INTERIEUR X 37.6 Y 3.179 Z -1.138 X 39.6 Y 3.266 Z -0.971 RAYON 8 X 42.1 Y 3.34 Z -0.829 RAYON 8 X 47.9 Y 3.34 Z -0.829 RAYON 8 X 50.4 Y 3.266 Z -0.971 RAYON 8

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 34/240 X 52.4 Y 3.179 Z -1.138

FIN CABLE 103

PREC 1 SIMUL NCABLE1 TENSION OR BARRE DECK TRACE INTERIEUR X 35.1 Y 3.179 Z -1.138 X 37.1 Y 3.266 Z -0.971 RAYON 8 X 42.1 Y 3.414 Z -0.687 RAYON 8 X 47.9 Y 3.414 Z -0.687 RAYON 8 X 52.9 Y 3.266 Z -0.971 RAYON 8 X 54.9 Y 3.179 Z -1.138 FIN CABLE 104

PREC 1 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 25.1 Y 3.253 Z -0.996 X 27.1 Y 3.34 Z -0.829 RAYON 8 X 39.6 Y 3.71 Z -0.12 RAYON 8 X 50.4 Y 3.71 Z -0.12 RAYON 8 X 62.9 Y 3.34 Z -0.829 RAYON 8 X 64.9 Y 3.253 Z -0.996 FIN CABLE 108

PREC 1 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 22.6 Y 3.253 Z -0.996 X 24.6 Y 3.34 Z -0.829 RAYON 8 X 35.6 Y 3.666 Z -0.205 RAYON 8 X 37.1 Y 3.506 Z -0.12 RAYON 8 X 52.9 Y 3.506 Z -0.12 RAYON 8 X 54.4 Y 3.666 Z -0.205 RAYON 8 X 65.4 Y 3.34 Z -0.829 RAYON 8

(35)

Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 35/240 X 67.4 Y 3.253 Z -0.996

FIN CABLE 109

PREC 1 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 20.1 Y 3.253 Z -0.996 X 22.1 Y 3.34 Z -0.829 RAYON 8 X 33.1 Y 3.666 Z -0.205 RAYON 8 X 34.6 Y 3.506 Z -0.12 RAYON 8 X 35.6 Y 3.506 Z -0.12 RAYON 8 X 37.1 Y 3.346 Z -0.12 RAYON 8 X 52.9 Y 3.346 Z -0.12 RAYON 8 X 54.4 Y 3.506 Z -0.12 RAYON 8 X 55.4 Y 3.506 Z -0.12 RAYON 8 X 56.9 Y 3.666 Z -0.205 RAYON 8 X 67.9 Y 3.34 Z -0.829 RAYON 8 X 69.9 Y 3.253 Z -0.996 FIN CABLE 110

PREC 1 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 17.6 Y 3.253 Z -0.996 X 19.6 Y 3.34 Z -0.829 RAYON 8 X 30.6 Y 3.666 Z -0.205 RAYON 8 X 32.1 Y 3.506 Z -0.12 RAYON 8 X 33.1 Y 3.506 Z -0.12 RAYON 8 X 34.6 Y 3.346 Z -0.12 RAYON 8 X 35.404 Y 3.346 Z -0.12 RAYON 8 X 37.1 Y 3.186 Z -0.12 RAYON 8 X 52.9 Y 3.186 Z -0.12 RAYON 8 X 54.596 Y 3.346 Z -0.12 RAYON 8 X 55.4 Y 3.346 Z -0.12 RAYON 8 X 56.9 Y 3.506 Z -0.12 RAYON 8 X 57.9 Y 3.506 Z -0.12 RAYON 8 X 59.4 Y 3.666 Z -0.205 RAYON 8 X 70.4 Y 3.34 Z -0.829 RAYON 8 X 72.4 Y 3.253 Z -0.996 FIN CABLE 111

PREC 2 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 15.1 Y 3.253 Z -0.996 X 17.1 Y 3.34 Z -0.829 RAYON 8 X 28.1 Y 3.666 Z -0.205 RAYON 8 X 29.6 Y 3.506 Z -0.12 RAYON 8 X 30.6 Y 3.506 Z -0.12 RAYON 8 X 32.1 Y 3.346 Z -0.12 RAYON 8 X 33.004 Y 3.346 Z -0.12 RAYON 8 X 34.404 Y 3.186 Z -0.12 RAYON 8 X 35.6 Y 3.186 Z -0.12 RAYON 8 X 36.819 Y 3.15 Z -0.25 RAYON 8 X 53.181 Y 3.15 Z -0.25 RAYON 8 X 54.4 Y 3.186 Z -0.12 RAYON 8 X 55.596 Y 3.186 Z -0.12 RAYON 8 X 56.996 Y 3.346 Z -0.12 RAYON 8 X 57.9 Y 3.346 Z -0.12 RAYON 8 X 59.4 Y 3.506 Z -0.12 RAYON 8 X 60.4 Y 3.506 Z -0.12 RAYON 8 X 61.9 Y 3.666 Z -0.205 RAYON 8 X 72.9 Y 3.34 Z -0.829 RAYON 8 X 74.9 Y 3.253 Z -0.996 FIN CABLE 112

PREC 2 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 12.6 Y 3.253 Z -0.996

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 36/240 X 14.6 Y 3.34 Z -0.829 RAYON 8 X 25.6 Y 3.666 Z -0.205 RAYON 8 X 27.1 Y 3.506 Z -0.12 RAYON 8 X 28.1 Y 3.506 Z -0.12 RAYON 8 X 30.6 Y 3.346 Z -0.12 RAYON 8 X 31.819 Y 3.3 Z -0.25 RAYON 8 X 58.181 Y 3.3 Z -0.25 RAYON 8 X 59.4 Y 3.346 Z -0.12 RAYON 8 X 61.9 Y 3.506 Z -0.12 RAYON 8 X 62.9 Y 3.506 Z -0.12 RAYON 8 X 64.4 Y 3.666 Z -0.205 RAYON 8 X 75.4 Y 3.34 Z -0.829 RAYON 8 X 77.4 Y 3.253 Z -0.996 FIN CABLE 113

PREC 1 SIMUL NCABLE1 TENSION OR BARRE DECK TRACE INTERIEUR X 40.1 Y -3.179 Z -1.138 X 42.1 Y -3.266 Z -0.971 RAYON 8 X 47.9 Y -3.266 Z -0.971 RAYON 8 X 49.9 Y -3.179 Z -1.138 FIN CABLE 152

PREC 1 SIMUL NCABLE1 TENSION OR BARRE DECK TRACE INTERIEUR X 37.6 Y -3.179 Z -1.138 X 39.6 Y -3.266 Z -0.971 RAYON 8 X 42.1 Y -3.34 Z -0.829 RAYON 8 X 47.9 Y -3.34 Z -0.829 RAYON 8 X 50.4 Y -3.266 Z -0.971 RAYON 8 X 52.4 Y -3.179 Z -1.138 FIN CABLE 153

PREC 1 SIMUL NCABLE1 TENSION OR BARRE DECK TRACE INTERIEUR X 32.6 Y -3.179 Z -1.138 X 34.6 Y -3.266 Z -0.971 RAYON 8 X 42.1 Y -3.488 Z -0.546 RAYON 8

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 37/240 X 47.9 Y -3.488 Z -0.546 RAYON 8 X 55.4 Y -3.266 Z -0.971 RAYON 8 X 57.4 Y -3.179 Z -1.138 FIN CABLE 155

PREC 1 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 25.1 Y -3.253 Z -0.996 X 27.1 Y -3.34 Z -0.829 RAYON 8 X 39.6 Y -3.71 Z -0.12 RAYON 8 X 50.4 Y -3.71 Z -0.12 RAYON 8 X 62.9 Y -3.34 Z -0.829 RAYON 8 X 64.9 Y -3.253 Z -0.996 FIN CABLE 158

PREC 1 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 22.6 Y -3.253 Z -0.996 X 24.6 Y -3.34 Z -0.829 RAYON 8 X 35.6 Y -3.666 Z -0.205 RAYON 8 X 37.1 Y -3.506 Z -0.12 RAYON 8 X 52.9 Y -3.506 Z -0.12 RAYON 8 X 54.4 Y -3.666 Z -0.205 RAYON 8 X 65.4 Y -3.34 Z -0.829 RAYON 8 X 67.4 Y -3.253 Z -0.996 FIN CABLE 159

PREC 1 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 20.1 Y -3.253 Z -0.996 X 22.1 Y -3.34 Z -0.829 RAYON 8 X 33.1 Y -3.666 Z -0.205 RAYON 8 X 34.6 Y -3.506 Z -0.12 RAYON 8 X 35.6 Y -3.506 Z -0.12 RAYON 8 X 37.1 Y -3.346 Z -0.12 RAYON 8 X 52.9 Y -3.346 Z -0.12 RAYON 8 X 54.4 Y -3.506 Z -0.12 RAYON 8 X 55.4 Y -3.506 Z -0.12 RAYON 8 X 56.9 Y -3.666 Z -0.205 RAYON 8 X 67.9 Y -3.34 Z -0.829 RAYON 8 X 69.9 Y -3.253 Z -0.996 FIN CABLE 160

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 38/240 TENSION OR EX BARRE DECK TRACE INTERIEUR X 17.6 Y -3.253 Z -0.996 X 19.6 Y -3.34 Z -0.829 RAYON 8 X 30.6 Y -3.666 Z -0.205 RAYON 8 X 32.1 Y -3.506 Z -0.12 RAYON 8 X 33.1 Y -3.506 Z -0.12 RAYON 8 X 34.6 Y -3.346 Z -0.12 RAYON 8 X 35.404 Y -3.346 Z -0.12 RAYON 8 X 37.1 Y -3.186 Z -0.12 RAYON 8 X 52.9 Y -3.186 Z -0.12 RAYON 8 X 54.596 Y -3.346 Z -0.12 RAYON 8 X 55.4 Y -3.346 Z -0.12 RAYON 8 X 56.9 Y -3.506 Z -0.12 RAYON 8 X 57.9 Y -3.506 Z -0.12 RAYON 8 X 59.4 Y -3.666 Z -0.205 RAYON 8 X 70.4 Y -3.34 Z -0.829 RAYON 8 X 72.4 Y -3.253 Z -0.996 FIN CABLE 161

PREC 2 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 15.1 Y -3.253 Z -0.996 X 17.1 Y -3.34 Z -0.829 RAYON 8 X 28.1 Y -3.666 Z -0.205 RAYON 8 X 29.6 Y -3.506 Z -0.12 RAYON 8 X 30.6 Y -3.506 Z -0.12 RAYON 8 X 32.1 Y -3.346 Z -0.12 RAYON 8 X 33.004 Y -3.346 Z -0.12 RAYON 8 X 34.404 Y -3.186 Z -0.12 RAYON 8 X 35.6 Y -3.186 Z -0.12 RAYON 8 X 36.819 Y -3.15 Z -0.25 RAYON 8 X 53.181 Y -3.15 Z -0.25 RAYON 8 X 54.4 Y -3.186 Z -0.12 RAYON 8 X 55.596 Y -3.186 Z -0.12 RAYON 8 X 56.996 Y -3.346 Z -0.12 RAYON 8 X 57.9 Y -3.346 Z -0.12 RAYON 8 X 59.4 Y -3.506 Z -0.12 RAYON 8 X 60.4 Y -3.506 Z -0.12 RAYON 8 X 61.9 Y -3.666 Z -0.205 RAYON 8 X 72.9 Y -3.34 Z -0.829 RAYON 8 X 74.9 Y -3.253 Z -0.996 FIN CABLE 162

PREC 2 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 12.6 Y -3.253 Z -0.996 X 14.6 Y -3.34 Z -0.829 RAYON 8 X 25.6 Y -3.666 Z -0.205 RAYON 8 X 27.1 Y -3.506 Z -0.12 RAYON 8 X 28.1 Y -3.506 Z -0.12 RAYON 8 X 30.6 Y -3.346 Z -0.12 RAYON 8 X 31.819 Y -3.3 Z -0.25 RAYON 8 X 58.181 Y -3.3 Z -0.25 RAYON 8 X 59.4 Y -3.346 Z -0.12 RAYON 8 X 61.9 Y -3.506 Z -0.12 RAYON 8 X 62.9 Y -3.506 Z -0.12 RAYON 8 X 64.4 Y -3.666 Z -0.205 RAYON 8 X 75.4 Y -3.34 Z -0.829 RAYON 8 X 77.4 Y -3.253 Z -0.996 FIN CABLE 163

PREC 2 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 10.1 Y -3.253 Z -0.996 X 12.1 Y -3.34 Z -0.829 RAYON 8 X 23.1 Y -3.666 Z -0.205 RAYON 8

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 39/240 X 24.6 Y -3.506 Z -0.12 RAYON 8 X 25.6 Y -3.506 Z -0.12 RAYON 8 X 26.819 Y -3.46 Z -0.25 RAYON 8 X 63.181 Y -3.46 Z -0.25 RAYON 8 X 64.4 Y -3.506 Z -0.12 RAYON 8 X 65.4 Y -3.506 Z -0.12 RAYON 8 X 66.9 Y -3.666 Z -0.205 RAYON 8 X 77.9 Y -3.34 Z -0.829 RAYON 8 X 79.9 Y -3.253 Z -0.996 FIN # #

# --- superiors tendons layout pier 3 CABLE 201

PREC 1 SIMUL NCABLE1 TENSION EX BARRE DECK TRACE INTERIEUR X 110.1 Y 3.179 Z -1.138 X 112.1 Y 3.266 Z -0.971 RAYON 8 X 117.9 Y 3.266 Z -0.971 RAYON 8 X 119.9 Y 3.179 Z -1.138 FIN CABLE 202

PREC 1 SIMUL NCABLE1 TENSION EX BARRE DECK TRACE INTERIEUR X 107.6 Y 3.179 Z -1.138 X 109.6 Y 3.266 Z -0.971 RAYON 8 X 112.1 Y 3.34 Z -0.829 RAYON 8 X 117.9 Y 3.34 Z -0.829 RAYON 8 X 120.4 Y 3.266 Z -0.971 RAYON 8 X 122.4 Y 3.179 Z -1.138 FIN CABLE 203

PREC 1 SIMUL NCABLE1 TENSION EX

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 40/240 BARRE DECK TRACE INTERIEUR X 97.6 Y 3.179 Z -1.138 X 99.6 Y 3.266 Z -0.971 RAYON 8 X 112.1 Y 3.636 Z -0.262 RAYON 8 X 117.9 Y 3.636 Z -0.262 RAYON 8 X 130.4 Y 3.266 Z -0.971 RAYON 8 X 132.4 Y 3.179 Z -1.138 FIN CABLE 207

PREC 1 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 95.1 Y 3.253 Z -0.996 X 97.1 Y 3.34 Z -0.829 RAYON 8 X 109.6 Y 3.71 Z -0.12 RAYON 8 X 120.4 Y 3.71 Z -0.12 RAYON 8 X 132.9 Y 3.34 Z -0.829 RAYON 8 X 134.9 Y 3.253 Z -0.996 FIN CABLE 208

PREC 1 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 92.6 Y 3.253 Z -0.996 X 94.6 Y 3.34 Z -0.829 RAYON 8 X 105.6 Y 3.666 Z -0.205 RAYON 8 X 107.1 Y 3.506 Z -0.12 RAYON 8 X 122.9 Y 3.506 Z -0.12 RAYON 8 X 124.4 Y 3.666 Z -0.205 RAYON 8 X 135.4 Y 3.34 Z -0.829 RAYON 8 X 137.4 Y 3.253 Z -0.996 FIN CABLE 209

PREC 1 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 87.6 Y 3.253 Z -0.996 X 89.6 Y 3.34 Z -0.829 RAYON 8 X 100.6 Y 3.666 Z -0.205 RAYON 8 X 102.1 Y 3.506 Z -0.12 RAYON 8 X 103.1 Y 3.506 Z -0.12 RAYON 8 X 104.6 Y 3.346 Z -0.12 RAYON 8 X 105.404 Y 3.346 Z -0.12 RAYON 8 X 107.1 Y 3.186 Z -0.12 RAYON 8 X 122.9 Y 3.186 Z -0.12 RAYON 8 X 124.596 Y 3.346 Z -0.12 RAYON 8 X 125.4 Y 3.346 Z -0.12 RAYON 8 X 126.9 Y 3.506 Z -0.12 RAYON 8 X 127.9 Y 3.506 Z -0.12 RAYON 8 X 129.4 Y 3.666 Z -0.205 RAYON 8 X 140.4 Y 3.34 Z -0.829 RAYON 8 X 142.4 Y 3.253 Z -0.996

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 41/240 FIN

CABLE 211

PREC 2 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 85.1 Y 3.253 Z -0.996 X 87.1 Y 3.34 Z -0.829 RAYON 8 X 98.1 Y 3.666 Z -0.205 RAYON 8 X 99.6 Y 3.506 Z -0.12 RAYON 8 X 100.6 Y 3.506 Z -0.12 RAYON 8 X 102.1 Y 3.346 Z -0.12 RAYON 8 X 103.004 Y 3.346 Z -0.12 RAYON 8 X 104.404 Y 3.186 Z -0.12 RAYON 8 X 105.6 Y 3.186 Z -0.12 RAYON 8 X 106.819 Y 3.15 Z -0.25 RAYON 8 X 123.181 Y 3.15 Z -0.25 RAYON 8 X 124.4 Y 3.186 Z -0.12 RAYON 8 X 125.596 Y 3.186 Z -0.12 RAYON 8 X 126.996 Y 3.346 Z -0.12 RAYON 8 X 127.9 Y 3.346 Z -0.12 RAYON 8 X 129.4 Y 3.506 Z -0.12 RAYON 8 X 130.4 Y 3.506 Z -0.12 RAYON 8 X 131.9 Y 3.666 Z -0.205 RAYON 8 X 142.9 Y 3.34 Z -0.829 RAYON 8 X 144.9 Y 3.253 Z -0.996 FIN CABLE 212

PREC 2 SIMUL NCABLE1 TENSION OR EX BARRE DECK TRACE INTERIEUR X 82.6 Y 3.253 Z -0.996 X 84.6 Y 3.34 Z -0.829 RAYON 8 X 95.6 Y 3.666 Z -0.205 RAYON 8 X 97.1 Y 3.506 Z -0.12 RAYON 8 X 98.1 Y 3.506 Z -0.12 RAYON 8 X 100.6 Y 3.346 Z -0.12 RAYON 8 X 101.819 Y 3.3 Z -0.25 RAYON 8 X 128.181 Y 3.3 Z -0.25 RAYON 8 X 129.4 Y 3.346 Z -0.12 RAYON 8 X 131.9 Y 3.506 Z -0.12 RAYON 8 X 132.9 Y 3.506 Z -0.12 RAYON 8 X 134.4 Y 3.666 Z -0.205 RAYON 8 X 145.4 Y 3.34 Z -0.829 RAYON 8 X 147.4 Y 3.253 Z -0.996 FIN CABLE 213

PREC 2 SIMUL NCABLE1 TENSION OR EX

BARRE DECK

TRACE INTERIEUR X 80.1 Y 3.253 Z -0.996

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Document No : DEC-D-L00-CMA-WC-412-0C.doc Page 42/240 X 82.1 Y 3.34 Z -0.829 RAYON 8 X 93.1 Y 3.666 Z -0.205 RAYON 8 X 94.6 Y 3.506 Z -0.12 RAYON 8 X 95.6 Y 3.506 Z -0.12 RAYON 8 X 96.819 Y 3.46 Z -0.25 RAYON 8 X 133.181 Y 3.46 Z -0.25 RAYON 8 X 134.4 Y 3.506 Z -0.12 RAYON 8 X 135.4 Y 3.506 Z -0.12 RAYON 8 X 136.9 Y 3.666 Z -0.205 RAYON 8 X 147.9 Y 3.34 Z -0.829 RAYON 8 X 149.9 Y 3.253 Z -0.996 FIN CABLE 251

PREC 1 SIMUL NCABLE1 TENSION EX BARRE DECK TRACE INTERIEUR X 110.1 Y -3.179 Z -1.138 X 112.1 Y -3.266 Z -0.971 RAYON 8 X 117.9 Y -3.266 Z -0.971 RAYON 8 X 119.9 Y -3.179 Z -1.138 FIN CABLE 252

PREC 1 SIMUL NCABLE1 TENSION EX BARRE DECK TRACE INTERIEUR X 107.6 Y -3.179 Z -1.138 X 109.6 Y -3.266 Z -0.971 RAYON 8 X 112.1 Y -3.34 Z -0.829 RAYON 8 X 117.9 Y -3.34 Z -0.829 RAYON 8 X 120.4 Y -3.266 Z -0.971 RAYON 8 X 122.4 Y -3.179 Z -1.138 FIN CABLE 253

PREC 1 SIMUL NCABLE1 TENSION EX

BARRE DECK TRACE INTERIEUR

Calculation

Uijeongbu Light Rail Transit

Private Investment Construction Project

CALCULATION NOTE

45 – 70 - 45 m -CODE 62-

LONGITUDINAL FLEXURE & SHEAR ANALYSIS

DETAILED DESIGN REPORT

CONTENTS

1 SCOPE

2 DESIGN ASSUMPTIONS

2.1 ST1 Software description

2.2 Material characteristics

2.3 Superstructure definition

97

.

0

064

.

0

000

.

42

668

.

2

=

⇒

=

=

b

bm

i

b

l

1

025

.

0

350

.

52

285

.

1

=

⇒

=

=

b

bm

i

b

l

2.4 Load definitions.

0

.

6

0

.

115

8

.

9

5

.

0

=

×

2.5 Structural checking

≤

≤

≤

2.6 Deformation checkings

800

L

3 LONGITUDINAL BENDING ANALYSIS

3.1 ST1 Model

3.2 Zoning définition

3.3 Results

655

₌