Análisis de Puentes con Construcción Evolutiva. Realizaciones Recientes en España

Transcripción

1 ANÁLISIS DE PUENTE SOBRE EL EBRO EN DELTEBRE - SANT JAUME D ENVEJA EN MIDAS CIVIL PETR NOVOTNÝ Stráský, Hustý and Partners, Czech Republic Authors of the design: Jiří Stráský Diego Cobo del Arco SHP TEC4 Página 1

2 CONTENT: 1. Introduction 2. Description of the analysis model 3. Modelling of the cables 4. Modelling of composite sections 5. Time dependent properties 6. Modelling of constructional sequence 7. Evaluation of main results 8. Post construction stage analysis 9. Conclusion 1. Introduction Página 2

3 20 m 69 m 112 m 69 m 1. Introduction Página 3

4 19.3 m 1. Introduction Página 4

5 1. Introduction Página 5

6 8.0 m The height of central web is variable 2.1m 4.7m 19.3 m 1. Introduction Página 6

7 1. Introduction Página 7

8 1. Introduction Página 8

9 1. Introduction Página 9

10 Truss elements for suspension cables are not visible PE pipes Pylons composite section, 2 parts user type, solid rectangle shape Steel pipes ( ) Connections Piers composite section, 3 parts user type, general shape Deck composite section, 5 parts user type, general shape Piles horizontal springs 2. Description of the analysis model Página 10

11 MODELLING OF THE CABLES 3. Modelling of the cables Página 11

12 IDEALIZATION OF THE CABLES AT DEVIATORS INCLINATION OF A CONSTRAINT DIRECTION OF FREE MOVEMENT 3. Modelling of the cables Página 12

13 Steel pipes ( ) Each cable composed of monostrands (4 cables in total) Steel pipes ( ) (beam) elements of strands (truss) Connections to the deck Stiffness of the web (3 m) + vertical stiffener e cable eccentricity DEVIATOR = Elastic link connecting the nodes of deviators and the strands according to inclination of the deviator e 3. Modelling of the cables Página 13

14 Additional connection for final stage simulating welding of the pipes to the web (in-plane stiffness of the web) CONNECTION OF THE STEEL PIPES TO THE DECK 3. Modelling of the cables Página 14

15 IDEALIZATION OF THE CABLES AT SADDLES welded after construction Steel pipes 3. Modelling of the cables Página 15

16 IDEALIZATION OF THE CABLES AT SADDLES rigid members inside pylon section strands (truss elements) Steel pipes of the extended saddle Steel pipes ( ) beam elements e 3. Modelling of the cables Temporary beam end release on pipe (free movement during construction) Página 16

17 MODELLING OF THE SECTIONS Modelling as a layered elements (steel section, slab and reinforcement) connecting the same nodes Advantages Transparent Cracking of the slab can be simply modelled by deactivating of the slab elements Disadvantages Just 2D model (torsional stiffness is difficult to take into account) Finer division into elements necessary concrete slab reinforcement element e r concrete element e c node i steel element node j e s steel section (variable along the length height, thickness of the plates) 4. Modelling of composite sections Página 17

18 Modelling as a composite section (user type) Formal disadvantage: not possible to see the changes in graphical representation Part 1 Part 2 Part 3 Part 4 Part 5 4. Modelling of composite sections Página 18

19 SECOND MOMENT OF AREA (DECK) Iy [m 4 ] x coordinate [m] I composite full I cracked I steel 4. Modelling of composite sections Página 19

20 ε CS,100 years = TIME DEPENDENT PROPERTIES - DECK 5. Time dependent properties ϕ = 2.06 Página 20

21 TIME DEPENDENT PROPERTIES - PIER PIER INSIDE STEEL BOX: ε CS = 0 (IF AUTOGENOUS SHRINKAGE WAS TAKEN INTO ACCOUNT ~ ) ϕ = 1.5 PIER OUTSIDE STEEL BOX: ε CS = ϕ = Time dependent properties Página 21

22 CONSTRUCTIONAL STAGES 6. Modelling of constructional sequence Página 22

23 CS2_1 BEAM END RELEASE RIGID CONNECTION TEMPORARY STAYS STEEL PIPES NOT CONNECTED (BEAM END RELEASE) TEMPORARY SUPPORT TEMPORARY SUPPORT 6. Modelling of constructional sequence Página 23

24 CS2_2 CONNECTION OF STEEL PIPES ACROSS BEAM RELEASE TEMPORARY STAYS REMOVED 6. Modelling of constructional sequence Página 24

25 CS3 CONSTRAINT FOR DX CONSTRAINT FOR DX STEEL DECK CONNECTED ONLY FOR VERTICAL FORCE (BEAM END RELEASE) 6. Modelling of constructional sequence Página 25

26 CS4 BOTTOM CABLES INSTALATION AND STRESS TO AVERAGE 470MPa RELEASE CONSTRAINT FOR DX RELEASE CONSTRAINT FOR DX STEEL DECK WELDED BEAM END RELEASE REMOVED 6. Modelling of constructional sequence Página 26

27 CS5 PIPES DISCONNECTED AGAIN TEMPORARY SUPPORT REMOVED TEMPORARY SUPPORT REMOVED 6. Modelling of constructional sequence Página 27

28 CS6 TOP CABLES INSTALATION AND STRESS TO AVERAGE 405 MPa 6. Modelling of constructional sequence Página 28

29 CS7 LOADING BY WET CONCRETE OF PART 2 Part 2 6. Modelling of constructional sequence Página 29

30 CS8 Part 2 HARDENING OF CONCRETE OF PART 2 STRESSING TOP CABLES TO AVERAGE 725MPa 6. Modelling of constructional sequence Página 30

31 CS9 LOADING BY WET CONCRETE OF PART 3 Part 3 6. Modelling of constructional sequence Página 31

32 CS10 HARDENING OF CONCRETE OF PART 3 STRESSING BOTTOM CABLES TO AVERAGE 810MPa Part 3 - hardening 6. Modelling of constructional sequence Página 32

33 CS11 LOADING BY WET CONCRETE OF PART 4 Part 4 6. Modelling of constructional sequence Página 33

34 CS12 HARDENING OF CONCRETE OF PART 4 CONCRETING EDGE WALLS AROUND PIERS Part 4 - hardening 6. Modelling of constructional sequence Página 34

35 CS13 FIRST STEP HARDENING OF CONCRETE OF PART 5 AROUND PIERS STRESSING TOP CABLES TO AVERAGE 1075MPa 6. Modelling of constructional sequence Página 35

36 CS13 USER STEP 1 STRESSING BOTTOM CABLES TO AVERAGE 1035MPa 6. Modelling of constructional sequence Página 36

37 CS13 LAST STEP CONCRETING EDGE WALLS IN SPANS 6. Modelling of constructional sequence Página 37

38 CS23 HARDENING OF CONCRETE OF PART 5 IN SPANS CONNECTION OF THE PIPES (DEACTIVATION OF BEAM END RELEASE) 6. Modelling of constructional sequence Página 38

39 Análisis de Puentes con Construcción Evolutiva. CS24 ADDITIONAL PERMANENT LOAD 34KN/m 6. Modelling of constructional sequence Página 39

40 Análisis de Puentes con Construcción Evolutiva. CS25 AFTER CREEP AND SHRINKAGE 6. Modelling of constructional sequence Página 40

41 STRESS IN CABLES - FRICTION Stress in cables [MPa] Stress release before anchoring Distance from abutment [m] stress before anchoring stress after anchoring 6. Modelling of constructional sequence Página 41

42 STRESS IN CABLES - FRICTION Stress in cables [MPa] Distance from abutment [m] stress before anchoring stress after anchoring Stress release before anchoring AVERAGE STRESS ASSUMED IN ANALYSIS 6. Modelling of constructional sequence Página 42

43 SUMMARY OF DEFLECTIONS Uz [m] CS2_1 CS2_2 CS3 CS4 CS5 CS6 CS7 CS8 CS9 CS10 CS11 CS12 CS13 first CS13 second CS13 third CS23 CS24 CS25 7. Evaluation of main results Página 43

44 STRESS IN CONCRETE SLAB stress [kpa] Concrete - part 2 - axial X coordinate [m] CS2-1 CS2-2 CS3 CS4 CS5 CS6 CS7 CS8 CS9 CS10 CS11 CS12 CS13 first step CS13 second step CS13 third step CS23 CS24 CS25 7. Evaluation of main results Página 44

45 STRESS IN CONCRETE SLAB stress [kpa] Concrete - part 3 - axial X coordinate [m] CS2-1 CS2-2 CS3 CS4 CS5 CS6 CS7 CS8 CS9 CS10 CS11 CS12 CS13 first step CS13 second step CS13 third step CS23 CS24 CS25 7. Evaluation of main results Página 45

46 STRESS IN CONCRETE SLAB stress [kpa] Concrete - part 4 - axial X coordinate [m] CS2-1 CS2-2 CS3 CS4 CS5 CS6 CS7 CS8 CS9 CS10 CS11 CS12 CS13 first step CS13 second step CS13 third step CS23 CS24 CS25 7. Evaluation of main results Página 46

47 STRESS IN CONCRETE SLAB stress [kpa] Concrete - part 5 - axial X coordinate [m] CS2-1 CS2-2 CS3 CS4 CS5 CS6 CS7 CS8 CS9 CS10 CS11 CS12 CS13 first step CS13 second step CS13 third step CS23 CS24 CS25 7. Evaluation of main results Página 47

48 POST CONSTRUCTION STAGE ANALYSIS 0.25 m 8. Post construction stage analysis Página 48

49 POST CONSTRUCTION STAGE ANALYSIS My = 38 MNm 8. Post construction stage analysis Página 49

50 POST CONSTRUCTION STAGE ANALYSIS Fx = 68 MN Increase due to axial stiffness of the pipes 8. Post construction stage analysis Página 50

51 POST CONSTRUCTION STAGE ANALYSIS Stress in pipes for full live load σ = 90 MPa! Stress in strands for full live load σ = 40 MPa σ = = 1105 MPa 8. Post construction stage analysis Página 51

52 R [MN] RADIAL FORCE IN STRANDS [MN] DIAPHRAGM radial force 8. Post construction stage analysis Página 52

53 R FORCE ON CABLE F F CABLE F = µ R F R F MOVEMENT µ = 0.15 Página 53

54 Análisis de Puentes con Construcción Evolutiva. ANALYSIS OF SOME DETAILS 8. Post construction stage analysis Página 54

55 EIGENVALUE ANALYSIS f 1 =0.61Hz f 4 =1.36Hz f 7 =1.93Hz f 2 =0.66Hz f 5 =1.74Hz f 8 =2.61Hz f 3 =1.03Hz f 6 =1.86Hz f 9 =2.79Hz 8. Post construction stage analysis Página 55

56 CONCLUSION Some practical observations Midas Civil can be easily and successfully applied for this type of a structure, Data can be readily organised in excel sheets and then inserted using MCT command shell, Data can be copied to excel via clipboard and vice versa, User type of a composite section is very powerful, Analysis of constructional stages can be performed easily using structure, boundary and element groups Beam end release needs to applied with caution. 9. Conclusion Página 56

57 MAIN PARTICIPANTS Brid DESIGN OF THE BRIDGE: JIŘÍ STRÁSKÝ DIEGO COBO DEL ARCO, INGRID RAVENTÓS I DUDOUS STRASKY, HUSTY AND PARTNERS TEC4 ANALYSIS IN MIDAS: PETR NOVOTNÝ, ONDŘEJ TOMEK CONTRACTOR: CABLES: INVESTOR: FCC CONSTRUCCIÓN BBR Gestió d'infraestructures, S.A.U. GISA 9. Conclusion Página 57