Università degli Studi Roma Tre Dipartimento di Ingegneria Corso di Teoria e Progetto di Ponti A/A Prof. Ing.

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Giulio Conti
5 anni fa
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2 Analysis methods Simplified non-linear analysis: Simply supported Bridges Most of the bridges are built using a simply supported deck configuration. For the evaluation of the seismic behaviour of as-built condition of the retrofitted condition that maintain the static scheme (presence of discontinuity of the deck) a simplified methodology can be adopted. It is base on the following steps: The pier can be considered a simple oscillator with a mass given by the tributary mass relative to the deck and the mass of the pier. The non linearity can be considered as concentrated at the pier base and assumed of elasto-perfectly plastic type The capacity of the pier represented by the shear displacement curve evaluated starting to the yielding and ultimate rotation on the plastic hinge at the pier base The response is evaluated by Push-over analysis using the N2 method The verification is made in term of ductile and fragile mechanisms

3 Analysis methods Simplified non-linear analysis: Simply supported Bridges Transversal direction: determination of the SDOF characteristics Mass of the simplified system Effective height the pier

4 Analysis methods Simplified non-linear analysis: Simply supported Bridges Transversal direction: determination of the capacity Length of the plastic hinge On the basis of the simplified model the capacity of the pier can be evaluated starting form the linearized Moment- Curvature relationship and evaluating the yielding and ultimate top displacements using the following formula

5 Analysis methods Simplified non-linear analysis: Simply supported Bridges Transversal direction: Evaluation of the performance point by N2 F emax R = F F emax e, max R = 2µ 1 F y = µ F y x F y x x y x max x y x max,e x max,e Principle of equal displacement Principle of equal Energy

6 Analysis methods Simplified non-linear analysis: Simply supported Bridges (behaviour factor) Evaluation of strength reduction factors for earthquake-resistant design, Miranda Bertero ( 1994) E. Spectra vol 10 n 2

7 Analysis methods Simplified non-linear analysis: Simply supported Bridges V Pila V u1 V y1 Pila 2 V V u 2 y 2 δ m = mi δ y1 δ δ u1 δ y 2 u 2 As soon as we have found the global multilinear capacity curve of the bridge, built considering all the piers in parallel, the above procedure can be easily applied considering the globalmass as the sum of the single masses

8 Analysis methods Simplified non-linear analysis: Continuous deck bridges Mono-modal method 1 st mode Distribution of force Bi-linearization Participation factor V * u *

9 Analysis methods Simplified non-linear analysis: Continuous deck bridges Mono-modal method Evaluation of the maximum displacement V * u * To be compared With the capacity

Simply supported bridge (ordinary bridge) Geometry 1 2 3 4 5 Data

11 Simply supported bridge (ordinary bridge) Geometry Data Class IV Soil B V S,30 > 500m/s Concrete f c = 25 MPa Steel f sy = 400 MPa

12 Simply supported bridge Definition of the seismic input Nominal life (ordinary bridge): V N = 50 years Class: IV à Cu = 2 Reference life : V R = Cu V N = 100 years Soil B Life safety level (SLV) PR=10% à T R =949 y. Collapse prevention (SLC) PR=5% à T R =1950 y. NTC08 provide discrete TR. Therefore an interpolation of data is needed

13 Simply supported bridge Definition of the seismic input Nominal life (ordinary bridge): V N = 50 years Class: IV à Cu = 2 Reference life : V R = Cu V N = 100 years Soil B Life safety level (SLV) PR=10% à TR=949 y. Collapse prevention (SLC) PR=5% à TR=1950 y. NTC08 provide discrete TR. Therefore an interpolation of data is needed

14 Simply supported bridge Evaluation of weight and mass (pier 5) 10.0 m Mass of the deck Height of the deck respect to ground Total weight of the pier cap Height of the pier cap Linear weight of the pier Height of the pier Total weight of the pier Height of foundation Axial force on the pier Total mass

15 Simply supported bridge Evaluation of Moment-rotation of the pier base Concrete: Kent-Park model Steel N=5437 kn Bi-linearization

16 Simply supported bridge Evaluation of the capacity of the piers (Force-displacement law) Pier 5

17 Simply supported bridge Evaluation of the seismic Demand (transversal direction) (T > T c ) equal displacement Fundamental period Spectral acceleration (SLV) Spectral Displacement Base-shear Base Moment 17

18 Simply supported bridge Evaluation of the seismic Capacity (Longitudinal direction) Bilinearization of the Multilinear law

19 Simply supported bridge Evaluation of the seismic Demand (Longitudinal direction) (non-linear response) For example for the pier 5

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