EUROCODE 2 WORKED EXAMPLES - Federbeton

EC2 – worked examples 6-35
The following table reports the value for the stresses in the different beam elements.
Table of Content
Table 6.4
C 1 See stresses evaluation in the region B 2130 kN
T 1 T 1=C 1 2130 kN
C 2 C2 = F/sin θ (Node A vertical equilibrium) 1647 kN
T 3 T3 = C2 cos θ (Node A horizontal equilibrium.) 1128 kN
T 2 T 2 = T3, because C 5 is 45° tilted (node C equil.) 1128 kN
C 3 C3 = C2 cos θ = T3 (Node B horizontal equil.) 1128 kN
F loop F loop = C 1 – C 3 1002 kN
C 4 C4 = Floop/cos θ 1509 kN
C 5
C5 2
Steel tension rods design
= T ⋅ 2 ( Node C vertical equil.) 1595 kN
EC2 point 9.7 suggests that the minimum reinforcement for the wall beams is the 0,10 % of
the concrete area, and not less than 150 mm 2 /m, and it has to be disposed on both sides of
the structural member and in both directions. Bars φ 12 / 20” (=565 mm 2 /m > 0,10 % ⋅ 300 ⋅
1000 = 300 mm 2 /m e di 150 mm 2 /m) are used.
The following table reports the evaluation for the reinforcement area required for the three
tension bars T 1, T 2 and T 3.
Table 6.5
T1 As = 2.13·10 6 /391.3 = 5443 mm 2 18 φ 20 = 5655 mm 2
T2 T 3
As = 1.128·10 6 /391.3 = 2883 mm 2
on 1,50 m length
As = 1.128·10 6 /391.3 = 2883 mm 2
on two layers
Verification of nodes
Node A (left support)
Fig. 6.27 Node A.
stirrups φ 12 / 10” 2 legs = 2260 mm 2 /m
(2260 ⋅ 1,50 = 3390 mm 2 )
10 φ 20 = 3142 mm 2
tied-compressed nodes with tension rods in one direction [(6.61)-EC2]
σ2Rd,max = 14.96 N/mm 2