**Acknowledgements**

**Interaction Model ap (m/s2)**

Limiting Acceleration: alim = 0.50m/s2 (5%g - g: gravity) [6,9]

**Table 7.** Composite floor peak accelerations: Nodes E, F, G and H (see Figure 6).

to the response of nodes A to D (see Figure 6), see Tables 6 and 7.

constituted of composite girders and a 100mm thick concrete slab.

Complete

296 Advances in Vibration Engineering and Structural Dynamics

Partial (50%)

the human comfort analysis was considered.

alim = 0.50m/s2

**6. Final Remarks**

composite floors dynamic response.

40m by 40m, with a total area of 1600m2

**Node E**

The results presented in Tables 6 and 7 have indicated that when the joints flexibility (rigid to flexible) and steel-concrete interaction degree (total to partial) decreases the composite floor peak accelerations become larger. These variations (joints flexibility and steel-concrete interaction) were very relevant to the composite floor non-linear dynamic response when

It must be emphasized that individuals practising aerobics on the structural model led to peak acceleration values higher than 5%g [6,9], when the composite floor was submitted to thirty two people practising aerobics, violating the human comfort criteria (amax = 0.50m/s2

when the floor dynamic response obtained on the nodes E to H (see Figure 6) was compared

The main objective of this paper was to investigate the beam-to-beam structural connections effect (rigid, semi-rigid and flexible) and the influence of steel-concrete interaction degree (from total to various levels of partial interaction) over the non-linear dynamic behaviour of composite floors when subjected to human rhythmic activities. This way, an extensive para‐ metric analysis was developed focusing in the determination quantitative aspects of the

The investigated structural model was based on a steel-concrete composite floor spanning

site floor of a commercial building. The composite floor studied in this work is supported by steel columns and is currently submitted to human rhythmic loads. The structural system is

The proposed computational model adopted the usual mesh refinement techniques present in finite element method simulations, based on the ANSYS program. The numerical model

. The structural system consisted of a typical compo‐

), see Tables 6 and 7. However, these peak acceleration values tend to decrease

**ap (m/s2) Node F**

Rigid 0.035 0.035 0.035 0.035 Semi rigid 0.087 0.036 0.036 0.087 flexible 0.088 0.09 0.09 0.088

Rigid 0.30 0.13 0.13 0.30 Semi-rigid 0.40 0.14 0.14 0.40 Flexible 0.32 0.24 0.24 0.32

**ap (m/s2) Node G**

**ap (m/s2) Node H**

>

The authors gratefully acknowledge the support for this work provided by the Brazilian Sci‐ ence Foundation CAPES, CNPq and FAPERJ.
