COST C26. Urban Habitat Constructions under Catastrophic Events EARTHQUAKE RESISTANCE WG 2 Session, March 30th

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1 COST C26 Urban Habitat Constructions under Catastrophic Events EARTHQUAKE RESISTANCE WG 2 Session, March 30th Performance-based seismic retrofit of masonry and r.c. buildings by: A. Mandara, A.M. Avossa, M. Ferraioli, F. Ramundo and G. Spina Second University of Naples Italy Workshop in Prague, March 2007

2 FAILURE MECHANISMS OF MASONRY WALLS PRINCIPAL CAUSES lack of internal cohesion low effectiveness of both walls and floor-to-wall connections Out-of-plane mechanism: turnover of walls local buckling of compressed members with material ejection Borri (1998) Giuffrè (1992)

3 FAILURE MECHANISMS OF MASONRY WALLS Once the out-of-plane collapse mechanisms have been prevented, the structure reaction to seismic actions is entrusted to the in-plane strength of the masonry panel In-plane mechanism: local cracking and overall wall rotation large cracks spread all over the wall Giuffrè (1992) Borri (1998)

4 THE INVESTIGATED TYING SYSTEM Scheme of horizontal forces between wall connections. Metal flat profiles in the opposite surfaces of the wall connected by properly spaced orthogonal bars Brick factory in Campobasso Advantages: full reversibility of the intervention simple installation and accessibility compatibility with all the type of masonry structures

5 FEMA 273 STRUCTURAL PERFORMANCE LEVELS 1. Immediate Occupancy Performance Level (S-1) the structural system of the building retains nearly the whole of its pre-earthquake strength and stiffness 2. Life Safety Performance Level (S-3) significant damage to the structures has occurred, but some margin against collapse remains after earthquake 3. Collapse Prevention Performance Level (S-5) a large damage to the structure has occurred with significant degradation in both stiffness and strength of the resisting system which, in any case, must continue to carry gravity loads. minor spalling of plaster near openings without structural damage extensive cracking and some crushing in walls extensive crushing and spalling of plaster extensive cracking and crushing with significant permanent drift

6 ANALYSED STRUCTURE The geometry represents a typical scheme of a transverse load bearing wall of a masonry building S 4,00 S 4,00 S 1,50 1,50 3,00 1,50 1,50 2,50 1,50 2,50 1,5 0 2,50 1,50 Parameters assumed for masonry modelling Calcareous Stone Masonry Modulus of elasticity E 2000 MPa Poisson s ratio 0,25 Density 2200 kg/m 3 Friction angle 45 Compressive strength 2,00 MPa Cohesion 0,07 MPa Deformed shapes related to performance levels: a) S-1 b) S-3 c) S-5 a) b) c)

7 INTERVENTION LEVEL 1 wall fitted with horizontal ties at each floor 2,50 1,50 2,50 1,50 2,50 1,50 1,50 1,50 3,00 1,50 1,50 a) S-1 b) S-3 c) S-5 Deformed shapes related to performance levels Ties effect produces collaboration between all the sub-panels at each level, so that when one of these fails, the tie transfer the seismic action to the remaining ones

8 INTERVENTION LEVEL 2 wall fitted with horizontal ties at floors and at both base and top of each sub-panel between openings, together with vertical ties 2,50 1,50 2,50 1,50 2,50 1,50 1,50 1,50 3,00 1,50 1,50 a) S-1 b) S-3 c) S-5 Deformed shapes related to performance levels Vertical ties improve the behaviour of each sub-panel, that can perform like compressed sloped struts, whereas horizontal ties installed at the base and the top of each sub-panel increase the compressive strength with their confinement action

9 RESULTS the original resistance of the structure is very lowand related to a poor global performance with low resistance and a brittle failure mechanism the wall reinforced by means of horizontal metal ties at each floor shows some improvement of global resistance but, most of all, a sensible increase of ductility of the structure the wall reinforced by means of both horizontal and vertical metal ties exhibits a significant increase of the seismic load factor for each Performance Level and, in particular, a remarkable increase of ultimate ductility of the structure Seismic load factor Vs Top displacement 0,40 0,35 0,30 Strengthening Level 2 0,25 Strengthening Level 1 SLF (g) 0,20 0,15 0,10 0,05 Original 0,00 0,00 0,70 1,20 1,70 2,30 3,20 4,00 4,40 4,80 5,30 TD (mm)

10 RESULTS F Fel,max Fmax Fy=Fu Fel Ideal elastic Capacity curve Ideal elasto-plastic Structural Performance Parameter Original Structure kn Strengthening Level 1 Strengthening Level 2 kn improvement (%) kn improvement (%) Fel Fy Fmax Fel,max Structural Performance Parameter Original Structure mm Strengthening Level 1 Strengthening Level 2 mm improvement (%) mm improvement (%) del 1,6 1,9 19 3,3 106 dy 2,2 2,6 17 4,6 110 du 3,6 5, ,2 183 del dy del,max du d Structural Performance Parameter Original Structure Strengthening Level 1 Strengthening Level 2 improvement (%) improvement (%) q 0 1,51 1, ,85 23 OSR 1,37 1,38 1 1,40 2 q 2,07 2, ,58 25 pga co (g) 0,078 0, , el,max q = q 0 OSR q 0 F =, OSR = F y F F y el

11 RESULTS Structural Performance Level according to FEMA 273 Seismic load factor related to Performance Levels Original Structure Seismic load factor (g) Strengthening Level 1 Strengthening Level 2 Seismic load factor (g) improvement (%) Seismic load factor (g) improvement (%) IO S-1 0,075 0, , LS S-3 0,150 0, , CP S-5 0,153 0, , Structural Performance Level according to FEMA 273 Displacement related to Performance Levels Original Structure Top displacement (mm) Ductility factor Strengthening Level 1 Strengthening Level 2 Top displacement (mm) Ductility factor Top displacement (mm) Ductility factor IO S-1 1,0 1,4 0,9 LS S-3 3,2 3,6 4,2 3,9 3,9 6,0 CP S-5 3,6 5,4 5,4

12 LONG-BAY BUILDING STRUCTURAL MODEL TRIDIMENSIONAL VIEW OF THE STRUCTURE Masonry mechanical features Modulus of Young, E = 2000 MPa ShearmodulusG = 300 MPa Unit weight ρ = 1800 kg/m 3

13 STRENGHTENING OPTIONS OPTION 1: Concentricbrace with viscous devices Viscous devices OPTION 2: Concentricbrace with viscous and yielding device Viscous devices Plastic threshold devices

14 STRENGHTENING OPTIONS OPTION 3: Eccentricbrace with viscous devices Viscous devices Link OPTION 4: Floating deck Viscous devices

15 INTERVENTION DETAIL BRACE LOCATION BRACE LOCATION

16 INTERVENTION DETAIL Viscous device Link BRACE DETAILS

17 RESPONSE IN TERMS OF DISPLACEMENT 0,06 DiagramDisplacement -Constant Damping Fy opt = 250 kn 0,05 Displacement (m) 0,04 0,03 0,02 0,03 0,025 Colfiorito 0,3 Displacement (m) 0,01 0,02 0 0, ConstantDamping -c - 0,01 Bevagna0.4g PGA Reinforce 1 Colfiorito 0.4g PGA Reinforce 1 Gubbio 0.4g PGA Reinforce 1 Bevagna0.4g PGA Reinforce 2 0,005 Colfiorito 0.4g PGA Reinforce 2 Gubbio 0.4g PGA Reinforce 2 Bevagna0.4g PGA Reinforce 3 Colfiorito 0.4g PGA Reinforce 3 Gubbio 0.4g PGA Reinfoce3 UNREINFORCED MASONRY OPTION 1 OPTION 2 OPTION 3 OPTION Displacement of control point Abscissa (m) Displacement (m) 0,08 0,06 0,04 0, , ,04 OPTION 1 Reinforce - c opt = 1000 OPTION URM 3 point numb.55 ORIGINAL -0,06 steps

18 RESPONSE IN TERMS OF DAMAGE INDEX OPTION 1 Gubbio 0.4 Shear - Dispacement (out of plane) Panel 6 Bevagna 0, ,8 1,6 1,4 1, ,5 2,5 0,8 0,6 3 0,42 2,5 0,2 1, , ,5 0,5 0 0 Colfiorito Gubbio 0,4 0,4 P1 P5 P6 P7 P11 Masonry Panel Unreinforced Masonry Reinforce 1 Reinforce 2 Reinforce 3 Reinforce 4 P1 P1 P5 P5 P6 P6 P7 P7 P11 P11 Masonry Masonry Panel Panel Unreinforced Masonry Masonry Reinforce Reinforce 1 1 Reinforce Reinforce 2 2 Reinforce Reinforce 3 3 Reinforce Reinforce 4 4 DI δ δ max = +β F de δ u y u Shear (kn) Shear (kn) OPTION ,06-0,04-0,02 0 0,02 0,04 0, displacement (m) Reinforce 1 URM Gubbio 0.4 Shear - Dispacement (out of plane) Panel ,06-0,04-0,02 0 0,02 0,04 0, displacement (m) Reinforce 3 URM

19 OBJECTIVES OF THE STUDY ON R.C. FRAMES A DAMAGE-CONTROLLED PROCEDURE FOR PERFORMANCE-BASED ASSESSMENT OF REINFORCED CONCRETE STRUCTURES WITH DISSIPATIVE BRACING SYSTEMS IS PRESENTED. THE PROCEDURE IS BASED ON THE CAPACITY SPECTRUM METHOD, THE INELASTIC DEMAND RESPONSE SPECTRA AND THE ESTIMATION OF THE DURATION-RELATED RELATED DAMAGE WHICH IS A FUNCTION OF THE ENERGY ABSORBED IN THE STRUCTURE. THE PARK & ANG DAMAGE INDEX AND THE INTERSTORY DRIFT INDEX WERE USED AS CONTROL PARAMETERS TO CHECK THE ATTAINMENT OF THE PERFORMANCE LEVELS OF THE BUILDING FOR A GIVEN EARTHQUAKE GROUND MOTION (FULL OPERATIONAL LEVEL (FO), OPERATIONAL LEVEL (O), LIFE SAFETY LEVEL (LS), COLLAPSE PREVENTION LEVEL (CP)). FINALLY, THE SEISMIC PERFORMANCE OF REHABILITATED RC FRAMES DURING VARIOUS LOADING SCENARIOS IS INVESTIGATED AND THE ACCURACY OF THE PROPOSED PROCEDURE WHEN COMPARED WITH STEP-BY BY-STEP DYNAMIC ANALYSIS IS DISCUSSED.

20 Seismic retrofit of r.c.. frames with steel braces A CONVENTIONAL RETROFIT STRATEGY CONSISTS OF ADDING STEEL BRACES OR MOMENT FRAMES. BOTH OF THESE SOLUTIONS TEND TO INCREASE THE STIFFNESS OF THE STRUCTURE AND MAY PRODUCE A GREAT INCREASE OF SEISMIC DEMAND TO HIGH FREQUENCY SHAKINGS. R.C. FRAME Link CBF (Concentrically Braced Frames) STEEL FRAME EBF (Eccentrically Braced Frames) HIGH DAMPING BUT LIMITED INCREASE OF LATERAL STIFFNESS MAY BE OBTAINED WITH A VERTICAL SHEAR LINK WHICH ACT AS A FUSE BY DISSIPATING ENERGY AND PREVENTING BUCKLING OF THE BRACES.

21 NONLINEAR MODELLING OF RC MEMBERS CONCRETE FIBER MODEL (Canny 99) STEEL LINK BILINEAR Vu/Vp=1.5

22 PERFORMANCE MATRIX EARTHQUAKE LEVEL (PGA/g) BEVAGNA FULL OPERATIONAL STATIC PERFORMANCE DYNAMIC PERFORMANCE OPERATIONAL LIFE SAFETY COLLAPSE PREVENTION EARTHQUAKE LEVEL (PGA/g) GEBZE FULL OPERATIONAL STATIC PERFORMANCE DYNAMIC PERFORMANCE OPERATIONAL LIFE SAFETY COLLAPSE PREVENTION PERFORMANCE LEVEL PERFORMANCE LEVEL EARTHQUAKE LEVEL (PGA/g) LEFKADA FULL OPERATIONAL STATIC PERFORMANCE DYNAMIC PERFORMANCE OPERATIONAL LIFE SAFETY COLLAPSE PREVENTION EARTHQUAKE LEVEL (PGA/g) Mean Value FULL OPERATIONAL STATIC PERFORMANCE DYNAMIC PERFORMANCE OPERATIONAL LIFE SAFETY COLLAPSE PREVENTION PERFORMANCE LEVEL PERFORMANCE LEVEL

23 NON-UNIFORM DISTRIBUTION OF BRACING SYSTEM OVER THE HEIGHT RC FRAME STRENGHTENED WITH NON-UNIFORM DISTRIBUTION OF STEEL BRACES (NB3-1) BASE SHEAR / TOTAL WEIGHT BEVAGNA E3 BUILDING - DYNAMIC PERFORMANCE E3 BUILDING - STATIC PERFORMANCE E3 BUILDING - STATIC PUSHOVER NB3 BUILDING - DYNAMIC PERFORMANCE NB3 BUILDING - STATIC PERFORMANCE NB3 BUILDING - STATIC PUSHOVER TOP DISPLACEMENT / TOTAL HEIGHT (%) BASE SHEAR / TOTAL WEIGHT GEBZE E3 BUILDING - DYNAMIC PERFORMANCE E3 BUILDING - STATIC PERFORMANCE E3 BUILDING - STATIC PUSHOVER NB3 BUILDING - DYNAMIC PERFORMANCE NB3 BUILDING - STATIC PERFORMANCE NB3 BUILDING - STATIC PUSHOVER TOP DISPLACEMENT / TOTAL HEIGHT (%) BASE SHEAR / TOTAL WEIGHT LEFKADA E3 BUILDING - DYNAMIC PERFORMANCE E3 BUILDING - STATIC PERFORMANCE E3 BUILDING - STATIC PUSHOVER NB3 BUILDING - DYNAMIC PERFORMANCE NB3 BUILDING - STATIC PERFORMANCE NB3 BUILDING - STATIC PUSHOVER TOP DISPLACEMENT / TOTAL HEIGHT (%) RC FRAME STRENGHTENED WITH NON-UNIFORM DISTRIBUTION OF STEEL BRACES (NB3-2) BASE SHEAR / TOTAL WEIGHT BEVAGNA E3 BUILDING - DYNAMIC PERFORMANCE E3 BUILDING - STATIC PERFORMANCE E3 BUILDING - STATIC PUSHOVER NB3 BUILDING - DYNAMIC PERFORMANCE NB3 BUILDING - STATIC PERFORMANCE NB3 BUILDING - STATIC PUSHOVER TOP DISPLACEMENT / TOTAL HEIGHT (%) BASE SHEAR / TOTAL WEIGHT GEBZE E3 BUILDING - DYNAMIC PERFORMANCE E3 BUILDING - STATIC PERFORMANCE E3 BUILDING - STATIC PUSHOVER NB3 BUILDING - DYNAMIC PERFORMANCE NB3 BUILDING - STATIC PERFORMANCE NB3 BUILDING - STATIC PUSHOVER TOP DISPLACEMENT / TOTAL HEIGHT (%) BASE SHEAR / TOTAL WEIGHT LEFKADA E3 BUILDING - DYNAMIC PERFORMANCE E3 BUILDING - STATIC PERFORMANCE E3 BUILDING - STATIC PUSHOVER NB3 BUILDING - DYNAMIC PERFORMANCE NB3 BUILDING - STATIC PERFORMANCE NB3 BUILDING - STATIC PUSHOVER TOP DISPLACEMENT / TOTAL HEIGHT (%)

24 THANK YOU VERY MUCH FOR YOUR ATTENTION!

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