PSI - Issue 78

Flavio Stochino et al. / Procedia Structural Integrity 78 (2026) 357–363

360

Table 2. Summary of maximum horizontal load and calculated shear strength.

Wall ID

Configuration Unreinforced Unreinforced Nets + Diatons Nets + Diatons

Max Load [kN] Displacement [mm]

HBW1 HBW2 HBW3 HBW4

35.4 40.0

11.1

9.9

204.1 204.2 235.5 202.0 201.9

34.5 35.2 22.9 21.8 22.8

HBW5 Nets + Diatons + Composite Mortar

HBW6 HBW7

Diatons Only

Raw Fiber + Diatons

3. Results All strengthened masonry panels showed a clear improvement in in-plane shear capacity compared to the unreinforced reference walls. Figure 1 illustrates the typical load – displacement curves for the unreinforced and NFTRM-strengthened walls. As shown, strengthened specimens sustained higher loads and larger displacements before failure.

250

200

150

100

L (kN)

50

0

0

10

20

30

40

Displacement (mm)

HBW1 (M) - Wall without reinforcement (4 ton) HBW2 (L) - Wall without reinforcement (8 ton)

HBW6 HBW7 HBW5 HBW4 HBW3 HBW2 HBW1

HBW3 (L) - 2.5 net + diatons (8 ton) HBW4 (M) - 2.5 net + diatons (4 ton) HBW5 (M) - 1.25 net + diatons + composite mortar (4 ton) HBW7 (L) - Diatons + composite mortar (3.7 ton) HBW8 (M) - Diatons + raw jute fibers X form (3.7 ton)

Fig 2. Load - displacement graphs for the whole walls.