PSI - Issue 64

Maximilian Fehr et al. / Procedia Structural Integrity 64 (2024) 885–892 Maximilian FEHR, Michael BAUR, Giovacchino GENESIO / Structural Integrity Procedia 00 (2019) 000 – 000

890

6

6

5

4

3

floor i [-]

2

1

0

-100

-50

0

50

100

150

200

250

300

350

Connection forces [kN]

shear loads frame A

axial load frame B

Fig. 5, Distribution of connection forces over building height, shear forces in frame A and axial forces in frame B for seismic loading with RSA in the positive x-direction

The capacity curve in the ADRS-Spectrum in Figure 6 shows that the structure remains mostly within the elastic range. The performance point matches the first eigenperiod of T=1.3s to a very good approximation. The small non linearities in the capacity curve are caused by concrete cracking. Therefore, no specific method was required to modify the linear ADRS-spectrum (e.g. equivalent elastic damping according to ATC-40 or Priestley (2003)).

Fig. 6, Building capacity in the ADRS format (roof displacement in positive x-direction) for the first Eigenmode

As a further step, the total horizontal deformations were calculated. To verify that the allowable displacement is not exceeded between the HOF building and the adjacent buildings (Fig. 1, OST and OSP) a response spectrum analysis (RSA) was carried out to calculate the deformations in x-direction. The maximum displacement crucial for the neighboring buildings was 16mm (4th floor) and is below the allowable 20mm, which can be taken up by the joint. A collision of the neighboring reinforced concrete slabs, which are at the same height, cannot be completely ruled out, but is accepted as a risk with minor consequences.