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O PATRIMÓNIO CULTURAL CONSTRUÍDO FACE AO RISCO SÍSMICO

Seminário, 16 de Maio de 2013Museu Nacional de Etnologia – Lisboa

O projeto Niker:O projeto Niker:os seus objetivos e

resultadosPROF. FRANCESCA DA PORTO

[email protected]

DEPARTMENT ICEAUNIVERSITY OF PADOVA

DEPARTMENT OF STRUCTURAL & TRANSPORTATIONSENGINEERINGNEW INTEGRATED KNOWLEDGE BASED APPROACHES TO THE PROTECTIONENGINEERING

UNIVERSITY OF PADOVA, ITALYNEW INTEGRATED KNOWLEDGE BASED APPROACHES TO THE PROTECTION OF CULTURAL HERITAGE FROM EARTHQUAKE INDUCED RISK

www.niker.eu 1

PROF. FRANCESCA DA PORTO


MAIN TARGET OF THE PROJECT

D l t f i t t d d k l d b dDevelopment of integrated and knowledge basedmethodologies for the protection of Cultural Heritageassets from earthquakes on the basis of optimization and‘minimum intervention’ approach.pp

2



MAIN PROJECT OBJECTIVES

Based on post‐earthquake survey of damages after seismic events, drawbacks andlimitations of the state‐of‐the‐art technologies and approaches have been understood.Hence, the objective is to overcome the current shortcomings mainly related to:

• use of inadequate intervention techniques

• use of inadequate materials

•use of inadequate tools for analysis or dated design methods

• analysis carried out on the basis of limited information

3



MAIN NIKER INNOVATIONS

• Materials and techniques for intervention

• Studies and techniques for structural connections

• Optimization approach for CH buildings• Optimization approach for CH buildings

• Testing and sub‐structuring test methods

• Monitoring and early warning systems

• Integrated, multidisciplinary approach for CH

• Standardization4



PARTNERSHIP

PROJECT COORDINATOR:UNIVERSITY OF PADOVAITALY

• 18 partners• 12 countries

• 9 Universities• 2 Research centres

• 6 Enterprises• 1 Public body 5



THE PROJECT STRUCTURE

NEW INTEGRATED KNOWLEDGE BASED APPROACHES TO THE PROTECTION OF CULTURAL HERITAGE FROM EARTHQUAKE INDUCED RISK

WP3 D b d l i f h l i

CULTURAL HERITAGE FROM EARTHQUAKE INDUCED RISK

tionWP4: Optimization of

WP3: Damage based selection of technologies

WP5: Optimization of

and exploitatWP4: Optimization of

design for vertical elements

man

agem

ent

WP10:

WP5: Optimization of design for floors roofs

and vaults

WP6: Connections and dissipative systems with

issemination

P1: P

roject m

WP7: Systemic improvement of

Guidelines for end‐users

dissipative systems with early warning

WP8: Parametric modelling of structural

behaviour

WP9: Knowledge based assessment W

P2: DW improvement of

seismic response

6



WP3 ‐ DAMAGE BASED SELECTIONOF TECHNOLOGIES

D3.1 Inventory of earthquake‐induced failure mechanisms related to constructiontypes, structural elements, and materials

D3.2 Critical review of retrofitting and reinforcement techniques related to possibleD3.2 Critical review of retrofitting and reinforcement techniques related to possiblefailure mechanisms and requirements

D3.3 Critical review of methodologies and tools for assessment of failure mechanismsand interventionsand interventions

D3.4 Critical review for the onsite control of the repair technique and interventions 7




D3.5 Development of materials and techniques for interventions

8




http://www.niker.euD3.6 – THE CATALOGUE

9




DURABILITY OF COMMERCIAL NATURAL

D3.7 – Critical evaluation of the effectiveness and compatibility of the new materials

INJECTABILITY OF GROUT HYDRAULIC LIME MORTARS ADMIXTURES ON STONE

MASONRY WALLS

BOND BEHAVIOUR

DURABILITY OF FRP APPLICATIONS ON BRICK MASONRY

MICROSTRUCTURAL CHARACTERIZATION OF GROUT TO STONE MASONRY ORIGINAL MORTAR INTERFACE

ON HAVIOUROF FRP APPLIED ON BRICK MASONRY



WP4 ‐ OPTIMIZATION OF DESIGN

FOR VERTICAL ELEMENTS

WP4 RATIONALEExperimental campaigns carried out

Definition of:

• Adequate and feasible intervention methods for vertical e e o e ods o e castructural elements

• Improvement of laboratory procedures for evaluating the intervention methods and specifications for laboratory specimens.

11





WP4 RATIONALEExperimental campaigns carried out

• Characterize the experimental behaviour of original and strengthened walls, in order to obtain information on the system performance and the main constitutive laws relevant forobtain information on the system performance and the main constitutive laws relevant for modelling.

• Numerical simulation of the experimental behaviour and perform parametric assessment to define critical mechanical parameters or define optimized design procedures.

12





Intervention techniques, testing, modelling, analyses and derivation of design charts/equations.

cexexwc fVVf 0 )/( cexexwc fVVf ,0, )/(

swcswc fVVff inf,inf0,, )/(




FOR HORIZONTAL ELEMENTS

WP5 RATIONALE: WOODEN FLOORS

FLOORS

Level ofTesting Modeling Parametric analysis

FEM FEMLevel of investigation Partner Experimental

tests Analytical modeling FEM Linear

FEM Non

Linear

Analytical modeling

FEM Linear

FEM Non

Linear

Monotonic andIdentification

of in-plane Calibration of

El t

UNIPD BOZZA

Monotonic and cyclic tests on strengthened timber floors

of in-plane stiffness and

energy dissipation parameters

Calibration of global behaviour (in-plane strength and deformability)

Element p

ITAM

Experimental in-plane cyclic

tests on authentic floor

Identification of in-plane

stiffness and energy

Calibration of global behaviour (in-plane strength

Influence of planking

orientation on the floor stiffnessauthentic floor

segments dissipation parameters

and deformability) stiffness

Local UNIPD BOZZA

Characterization and calibration of

b h i f

Influence of connections on the l b l b h i fLocal BOZZA behaviour of

connections global behaviour of

floors





VAULTS Testing Modeling Parametric analysis

WP5 RATIONALE: VAULTS

Level of investigation Partner

Testing Modeling Parametric analysisExperimental

tests Analytical modeling

FEM Linear

FEM Non Linear

Analytical modeling

FEM Linear

FEM Non Linear

UNIPD

Monotonic and cyclic tests on

barrel vaults

UBATH

Pseudo-

dynamic and cyclic tests on

Element

yarches

UPC

Modelling of strengthened

vaults

Simulation of strengthening

and failure d modes

UNIPD

Calibration of design

parameters for shear

bond

bond

GUNI

Interaction of parallel vaults with boundary conditions

Shear bond

Local

UMINHO Shear bond of composites to

brick units

Shear bond behaviour between

bricks and composites

3D modelling of bond

behaviour on prisms

Bond ofAnalytical

formulation Influence of

local effects

UNIPD

Bond of composites

(pull-off, shear loads, dowel

effect) to bricks

formulation of local

mechanisms in

strengthened conditions

local effects on load

capacity. Calibration of pull-off

bond





ROOFS Testing Modeling Parametric analysis

WP5 RATIONALE: WOODEN ROOFS

Level of investigation Partner

Testing Modeling Parametric analysis

Experimental tests

Analytical modeling

FEM Linear

FEM Non

Linear

Analytical modeling

FEM Linear

FEM Non

Linear Vertical loading

on wooden t d

UMINHO trusses rescued from existing building and deterioration

investigation on connections

Physical and Verification

ENA

Physical and mechanical

characterization of wooden materials in

timber elements

Verification of wooden floors and

joists based on design

criteria

Influence

Element UNIPD

Modelling of series of

trusses

Influence of corbel length on behaviour of serial trusses

Reliability

UMINHO

Modelling the load-carrying tests

performed in full-scale timber trusses

Reliability assessment of timber

trusses from NDT data

Influence of geometric

POLIMI

Dynamic response of

roof structures

geometric parameters in

seismic vulnerability

of timber trusses

Local UNIPD BOZZA

Calibration of mortise-tenon joint behaviour



WP6 ‐ CONNECTIONS AND DISSIPATIVE

SYSTEMS WITH EARLY WARNING

• Testing procedures for the experimental validation of

WP6 RATIONALE: TECHNIQUES FOR CONNECTIONS

• Testing procedures for the experimental validation ofunreinforced and strengthened connections;

• Innovative techniques relying on ductility and energy dissipation;• Indications on how to design connection strengthening andwhere to source parameters required in the process;• Tackle the lack of information regarding:g g

Less studied historic Traditional reinforcement Possible use of innovative systemsLess studied historicmaterials, such asearthen materials

Traditional reinforcement systems, such as timber lacing

Possible use of innovative systemsfor connection strengthening, monitoring and early warning





Type of specimen Specimen Materials – Description of the structure

Partner Testing Type of tests Strengthening

WP6 RATIONALE: TECHNIQUES FOR CONNECTIONS

the structure Type of tests StrengtheningConnection interface

= 1 structural element

+ strengthening

English-bond brickwork masonry

UBATH/ CINTEC Monotonic pull-out Metallic grouted anchors w/o dissipative anchoring devices

strengtheningEarth block masonry/ rammed earth/ cob wall panels

BAM Monotonic pull-out GFRP/metallic grouted anchors

Rubble stone masonry UMINHO/ Monotonic pull out Grouted metallicRubble stone masonry panels

UMINHO/ MONUMENTA

Monotonic pull-out Grouted metallic anchors

Whole connection T-shaped double-bond UBATH/ CINTEC Pseudo-static cyclic Metallic groutedWhole connection =

2 structural elements +

strengthening

T shaped double bond brickwork masonry

UBATH/ CINTEC Pseudo static cyclic Metallic grouted anchors w/o dissipative anchoring devices

Timber carpentry joint ITAM Dynamic cyclic Various (e.g. carbon p y j y y ( gplates, nails, high-friction plates, oak plates, pin)

Rubble stone masonry UMINHO/ Monotonic pull-out Metallic L profile panels and timber beams MONUMENTA bolted to beam and

anchored to wall + ductile anchor

Whole structure Three-leaf stone masonry ll ith h i t l ti b

NTUA Recorded signals on h ki t bl

Timber-lacing walls with horizontal timber structures

shaking table





PERFORMANCE PARAMETERS - E.G. ANCHORSHow should one dimension an anchor? What parameters does one need for theHow should one dimension an anchor? What parameters does one need for thedesign? How are these parameters identified by tests? How do test compare withdesign codes and other references? How can be dissipative devices integrated inth d i ?

2

the design?

ULS:

UyUU FnfdMaF 2

2

1 4

ULS:

322 FlfdF bU

2 FdllF 322 2 FdllF kU DLS:

DDD FMaF 21 F2D: device activation load (yielding ofF2D: device activation load (yielding of hysteretic element/sliding of friction element



WP7 – SYSTEMIC IMPROVEMENT OF

OVERALL SEISMIC BEHAVIOUR

Characterization of the seismic behaviour of original substructures and/or model buildings and the same strengthened with integrated interventions coming from previous tests byand the same strengthened with integrated interventions, coming from previous tests, by

shaking table tests.

20





SHAKING TABLE TESTS OF SUB‐STRUCTURES

1 Element Three-leaf stone

masonrymasonry

2 Element Adobe

3 Subassembly Adobe + light timber floor

4 Subassembly Adobe + heavy timber

floor

5 Subassembly Adobe + light roof with stiff diaphragmp g

6 Subassembly Three-leaf stone

masonry

aso ypiers +

timber floor 7 Subassembly Three-leaf

stone

masonry piers + brick arches and cross vault





SHAKING TABLE TESTS OF MODEL BUILDINGSOF MODEL BUILDINGS

Type of specimen

Specimen Materials – Description of the

structure

Partner TestingType of tests Strengthening

(a) As built1 Model building Three-leaf stone masonry + timber

floors (double planking and steel

ties)

UNIPD Shaking table tests.

Motion along two axes

(a) As-built (b) Grouting

2 M d l b ildi Th l f t UNIPD Sh ki ( ) G ti2 Model building Three-leaf stone masonry + timber

floors (double planking and steel

ties)

UNIPD Shaking table tests.


(a) Grouting

3 Model building Three leaf stone NTUA Shaking (a) As built3 Model building

Three-leaf stone masonry + timber

floors

NTUA Shaking table tests.


(a) As built (b) Grouting of masonry and enhancement of diaphragm action of floors

4 Model building Three-leaf stone masonry + timber

floors + timber laces

NTUA Shaking table tests.


(a) As built (b) Grouting (c) Enhancement of diaphragm action of top floor





D8.1 – Simplified and complexmodels of in‐ and out‐of‐planepresponse to be implemented inglobal analyses

D8.2 ‐ Development of reliablenumerical models and

f i dassessment of connections andsubstructures

23





D8.3 – Parametric study of buildings according to interventiontechniques, stiffness of horizontal elements, connectionsq , ,

0,15

0,2

0

0,05

0,1a(g)

reference

• Influence of floor stiffness on the distribution ofhorizontal loads among walls;

0 10 20 30 40displacement (mm)

horizontal loads among walls;

• Different types of constructions;

• Various geometric features;Various geometric features;

• Various mechanical parameters;

• Various tyoes of analyses.24





D8.4 – Reliable quantification of building performance andresponse parameters for use in seismic assessment and designp p g

• Displacement based design applied to a masonry structure;

• Seismic performance of strengthened two‐story buildings;

• Seismic performance of strengthened historical single nave churches;• Seismic performance of strengthened historical single nave churches;

• Analytical approach for the seismic risk assessment of traditional earthen buildings.25



WP9 – KNOWLEDGE BASED

ASSESSMENT

WP9 RATIONALE

Evaluate and validate proposed methods for knowledge based assessment

SELECTION (20 cases)Th ll ti f b ildi h b h t diff t diThe collection of building has been chosen to cover different cases regarding:

Significance of the building as CHStructural features and typology. Towers, fortresses, churches, palaces, other.Availability of information history (construction technologies, historical events…)Local seismicity. Low, moderate and high seismic locationsy gPresent and foreseen future uses and number of people at risk.In some cases, presence of valuable artistic contents.Present condition and damage. Almost intact to severely damaged/partially collapsed.Present condition and damage. Almost intact to severely damaged/partially collapsed.Possibility of carrying out interventions.




ASSESSMENT

From left to right, top to bottom: Hagia Sophia Museum (Trabzon), Ras Cherratine Medersa (Fez), minaret of the Hadži‐a et o t e adAlija’s mosque (Počitelj, Bosnia‐Herzegovina), Former Casa da BragançaFormer Casa da Bragança, Foundation Head Office in Lisbon, Preceptory in A b l S i OAmbel, Spain, Os Jerónimos Monastery (Lisbon), Cansignorio Stone Tomb (Verona)

27




ASSESSMENT

Case studies affected by the 2009 earthquake in l’Aquila:Case studies affected by the 2009 earthquake in l’Aquila:S. Biagio and S. Giuseppe churches, Spanish Fortress, S. Agostino church, S. Silvestro Church, Civic Tower, S. Marco church. 28




ASSESSMENT

Calibration of techniques to be applied on site Calibration of techniques to be applied on site Preparatory work Inspection Monitoring Monitoring Numerical modelling Model updating S i i t Seismic assessment Intervention proposal Definition of post‐intervention programme Conclusions

29



WP10 – GUIDELINES FOR END‐USERS

StakeholderStakeholderPublicPublic bodiesbodies StakeholderStakeholder, , ownersowners

Public Public bodiesbodies, , authoritiesauthorities

S iS iArchitectsArchitects/Eng/Engineersineers

Service Service providersproviders

GUIDELINESDesignersDesigners IndustryIndustry

EUROPE WORLD

ConstructionConstructioncompaniescompanies

StandardizationStandardization

&& researchresearch EUROPE WORLD& & researchresearch

- D10.1: GUIDELINES FOR DESIGN & EXECUTION OF INTERVENTIONS- D10.2: GUIDELINES FOR ASSESS. & IMPR. OF CONNECTIONS & BUILDINGS

D10 3: GUIDELINES FOR STICK SLIP & HYSTERETIC DISSIPATIVE ANCHORSTECHTECH

- D10.3: GUIDELINES FOR STICK-SLIP & HYSTERETIC DISSIPATIVE ANCHORS - D10.4: GUIDELINES FOR SEISMIC ANALYSIS & KNOWLEDGE BASED ASSESS- D10.5: INTEGRATED METHODOLOGY FOR PROTECTION & IMPROVEMENT OF CH

METHMETH



NIKER SUCCESS STORIES 2012

www.niker.eu

THANK YOU!THANK YOU!

SPEAKER: ING. FRANCESCA DA PORTO

DEPARTMENT OF CIVIL, ENVIRONMENTAL & ARCHITECTURAL ENGINEERINGUNIVERSITY OF PADOVA, ITALY

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