PSI - Issue 11

Paolo Zampieri et al. / Procedia Structural Integrity 11 (2018) 436–443

442

7

Zampieri et a

l./ Structural Int

egrity Procedia

00 (2018) 000–00 0

a

)

b cracking hinges c ing the geom roduction pro e test is cond in Figure 9a s remain unc n eighty and the displac mum displace isplacement otted line in n the calculat alue obtained

) arried out form.

Fig. 8. C

omparison of C

onfigurations of

a) Limit Analysi

s and b) Experim

ental testing

7);

• U • Ir • E I perc chan Figu cont is al disp arch analy

ncertainties a regularities d rrors and unc t is interesting ent of the fin ge in a range re 9b shows inually and ex so important lacement seen es were able sis) would m

nd/or irregula ue to masonry ertainties rela to observe f al displaceme of displacem the curve t ponentially u to note tha in experime to be taken i ost likely be

rities in defin and mortar p ting to how th rom the graph nt, the hinge ents d k betwee hat correlates p to the maxi t the final d ntal testing (d nto account i closer to the v

etry of the spe cesses; ucted. that up to a d hanged in th ninety percen ement d k wi ment, at whi obtained from Figure 9b). I ion procedur in experimen

cimen Caval

agli et al. (201

isplacement d e final config t of the collap th the reactio ch point the ta limit analy f the intrinsic e developed, tal testing.

k equal to app uration. Thei se displacem n force R α,k ngent of the sis is 14.7% geometric ir the final disp

roximately e r positions in ent. , which incr curve is vertic higher than regularities o lacement (in

ighty fact

eases al. It the f real limit