By M.R. Willford, P. Young
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Extra info for A Design Guide for Footfall Induced Vibration of Structures
5. 21. 65Hz (see eq. 5 (see eq. 65 Real and Imag. Responses (m/s2) (Eqs. 00E+00 Total (Eq. 97E-02 Magnitude of response (m/s ) (Eq. 38E-03 Base curve acceleration (m/s2) Response factor (Eq. 55 Hz (Eq. 54 Real and Imag. Responses (m/s2) (Eqs. 88E-03 Total (Eq. 79E-04 Magnitude of response (m/s ) (Eq. 60E-03 Base curve acceleration (m/s2) Response factor (Eq. 2 Hz (Eq. 4 Response factor Response at the centre of the span for all walking frequencies. 5. 5 – will be considered here. 6. Modal properties and responses are calculated for both the as-tested condition and the finished state.
15. 15 Single beam and slab unit (mm). 07Hz (see eq. 2, however, it is necessary to calculate all modes of the floor up to 22Hz. 2 as shown below. 1 = 175 × 106Nm (see eq. 3m [ (see eq. 5 x 106 Nm2 (see eq. 12) (see eq. 7. 10b can be used to show that the effect of the back span is negligible). The modal mass of each mode derived by the rectangular plate calculation is one quarter of the total mass. 55. 16 First four mode shapes of the floor. A finite element model of the floor was constructed including the back span and the columns.
4 can also be used, and gives a reasonable estimate of the likely dynamic performance. Example 3 is a ribbed concrete laboratory floor comprising a 130mm thick slab supported on concrete ribs 300mm wide and 350mm deep at 1100mm centres. 6m and the floor is 38m wide. 5Hz and so it is assessed as a highfrequency floor. 3. As this floor can be well approximated as a simply supported rectangular plate the two methods give very similar predictions. 2. 1 Worked example 1: footbridge over a motorway. 2 Approximate dimensions of bridge.