seismic action Report of WG2: Earthquake resistance Dan Lungu*, - - PowerPoint PPT Presentation

Characterization and modelling of seismic action

Report of WG2: Earthquake resistance

Dan Lungu*, Aurel Stratan** & Radu Vacareanu*

* Technical University of Civil Engineering of Bucharest, Romania ** "Politehnica" University of Timisoara, Romania

COST C26: Urban Habitat Constructions under Catastrophic Events Final Conference, 16-18 September 2010, Naples, Italy

State of the art

• Ground motion produced at a

site is characterised by the two orthogonal horizontal components and the vertical component

• Ground motion representation

for structural design may be in the form of:

– Time histories – Power spectral density – Response spectra (elastic or inelastic)

Ground motion modelling

• Main characteristics of the ground motion time history:

– Peak ground acceleration (PGA), peak ground velocity (PGV) and peak ground displacement (PGD); – Motion duration; – Frequency content.

• PGA and PGV

– Very simple measures of severity of the ground shaking – Random variables – Prediction of the peak ground parameters at a site is the target of the probabilistic seismic hazard analysis (PSHA)

• Motion duration

– Time interval between two specified fractions of the total cumulative energy of accelerogram – It represents the time interval over which the motion power is almost constant and near its maximum

E [a(t)] dt

tot 2 t d

Ground motion modelling

• Frequency content - concept crucial for understanding

the structural damage potential of ground motion.

• Frequency content can be described:

– Directly, by the power spectral density function (PSD), obtained from stochastic modelling of the acceleration process; – Indirectly, by the response spectra.

• Stochastic measures of frequency content:

– The dimensionless indicators (Cartwright & Longuet - Higgins) and q (Vanmarcke); – The f10, f50 and f90 fractile frequencies of the total cumulative power of PSD and the frequencies f1, f2 and f3 corresponding to the highest 1, 2, 3 peaks of the PSD.

• Deterministic measures of frequency content are the

control frequencies and corresponding control periods TB, TC, TD.

Modelling of response spectra EPA and EPV. Elastic response spectrum.

• Effective peak acceleration (EPA)

and effective peak velocity (EPV) characterize the intensity of a ground motion by averaging the effects of shaking on the structures most exposed to that spectral content

• The elastic response spectrum is given as smoothed

acceleration spectrum (for 5% damping) having a specified probability to be exceeded; 0.5 median, 0.1, etc.

• Seismic input motions must be

compatible with local soil condition, intensity of shaking, seismic source mechanism and hypocentral distance

0.1 0.5

2.5

s

mean of SA EPA

0.8 1.2

2.5

s

mean of SV EPV

Design spectrum Acceleration-displacement response spectra

• Design spectra:

– Behaviour factor q used to reduce spectral accelerations, accounting for inelastic structural response (ductility, redundancy and overstrength) – Lower bound ag

• The acceleration-

displacement response spectra (ADRS)

– An alternative representation of response spectra – Periods are represented by a series of radial lines extending from the origin of the plot.

Bucharest'86 - 16 free-field motions 50 100 150 200 250 300 1 2 3 4 5 6 7 8 9 SD, cm SA, cm/s2

Probabilistic seismic hazard assessment (PSHA)

• A cornerstone position for the prediction of the strong

ground motion likely to occur at a particular site

• The general PSHA is based on the following

methodology:

– Identification of independent sources of seismic activity and determination of recurrence relationships; – Fitting the attenuation relationship on a ground motion parameter; – Calculating the peak ground motion parameter at the site with a specified probability of non-exceedance during structure lifetime; – Delineation of isoseismal maps; – Construction of uniform hazard response spectra for design.

Vrancea seismic subcrustal source Hazard curve for Iasi City 1.E-04 1.E-03 1.E-02 1.E-01 50 150 250 350 450 PGA , cm/s2

PGA

Contribution to the research development

Seismic motion leading to exceptional actions on structures

• Seismic action is characterised by high uncertainty and

can be specified in probabilistic terms only

• Mistakidis, E., Apostolska, R., Dubina, D., Graf, W.,

Necevska-Cvetanovska, G., Nogueiro, P., Pannier, S., Sickert, J.-U., Simões da Silva, L., Stratan, A., Terzic, U.

• utlined several phenomena that

can lead to exceptional seismic action, related to near-fault effects and local site conditions

• Near-fault effects:

– Long-period, high-amplitude pulse in the forward-directivity region – Vertical component of the seismic action important

Seismic motion leading to exceptional actions on structures: local site conditions

• Geotechnical conditions - soft

soil layers:

– Amplification of PGA – Amplification of spectral accelerations in the long-period range

• "Trapping" of seismic waves

inside basins:

– amplification and – increase of duration of the seismic motion

• Surface topography -

amplification for irregular topographies, such as crest, canyon, and slope

Seismic action in urban habitats

• Gioncu and Mazzolani: city-site interaction
• City-site interaction influence of densely urbanized cities
• n the ground motion

– Superposition of vibrations produced by buildings over soil vibrations coming from the source gives rise to a modification of the free-field motion – The largest effect is produced in the case of a dense constructed area situated in a soft soil – Each point on the surface can have different movements, explaining the strange and highly variable damage within identical building sets

Seismicity of Vrancea seismic source and soil conditions in Bucharest

• Lungu, D., Arion, C., Calarasu, E. and

Lungu, D., Vacareanu, R., Aldea, A.

• Informations related to:

– Seismicity of Romania – Seismic instrumentation – Available strong motion records – New seismic zonation map from the Romanian seismic design code

• Seismic microzonation
• f Bucharest - a tool for

urban planning and earthquake risk reduction

Selection of time-history records for dynamic analysis of structures

• Stratan and Dubina - overviewed code requirements and

selected references related to selection of time-history records

• Code provisions:

– how are the records obtained (through artificial generation, from existing recordings of past earthquakes, or through simulation); – compatibility between earthquake records and the seismic source, travel path and site characteristics; – matching between the target response spectrum and the ones of earthquake records and – number of records used and implications on result interpretation

Selection of time-history records for dynamic analysis of structures

• Artificial accelerograms are generated

using stochastic algorithms. Can be improved by accounting for some seismogenetic features or through semi-artificial accelerograms. Simple pulses can be used.

• Simulated records are obtained

through physical simulation of source and travel path mechanisms, and may account for site effects.

• Recorded accelerograms are obtained

from real seismic events in the past with similar source, travel path and local site conditions. Scaling usually necessary.

Simulation of accelerograms for fuzzy analysis of structures

• Fuzzy stochastic tools for structural analysis and

reliability assessment were investigated by Sickert, J.-U., Kaliske, M., Graf, W.

• The uncertain character of both earthquake records and

structural system behaviour was considered within a response history procedure.

• Using the model fuzzy randomness, earthquake

excitations are described as fuzzy random processes which represent a fuzzy set of real valued random processes.

Scenarios based earthquake hazard assessment

• Romanelli, F., Peresan, A., Vaccari F. & Panza, G.F.

investigated scenario earthquakes, also named neodeterministic seismic hazard assessment (NDSHA)

• NDSHA - a hybrid method consisting of modal summation

and finite difference methods

• Artificial seismograms of the vertical, transverse and

radial components

• f ground motion

are computed at a predefined set

• f points at

the surface

Recommendations for further development

• There seems to be a gap between the existing knowledge
• n characterization of seismic action and the code

provisions:

– Lack of code provisions for near-fault effects – Behaviour factor q independent of response spectrum characteristics

• Time-history records for nonlinear analysis difficult to
• btain:

– Time-histories compatible with the characteristics of the seismic source, travel path and site effects require expertise in seismology, that few structural engineers would have. – Code requirement of matching to code spectra requires scaling of records which alter the "seismological" compatibility. – A close collaboration between seismologists and structural engineers is needed to advance the current state of practice in structural analysis under seismic action.