Basildon Test Report

Test 1 - End A (anchors intact).

Using the edge beams as reaction points for a deep beam a tensile load was applied incrementally to one of the central planks and the movement of all the floor planks recorded. When the applied load reached approximately 16 tonnes (T) the lateral movement of the loaded plank was 4.4mm and the profile across the end of the roof was as indicated in Fig. 5 position l.

At this point the whole roof rapidly moved bodily on its supports a few millimetres and the load was therefore released.

Inspection revealed that the bonding between the roof and the walls underneath had been broken which allowed the central portion of the roof to move laterally relative to edge beams due to the 16 T.

To see if the integrity of the ties had been maintained under this shock loading and to examine if it was mainly frictional resistance between the roof and its supports which had been overcome when the roof moved it was decided to re-test the roof.

The position in which the roof planks came to rest is given in Fig. 5 position 2 which was the new datum position of the roof for the start of the second load cycle. This shows that approximately half the deflections recorded previously were recovered when the load was removed with a permanent 'set' of about 3mm between the centre and edge planks.

When the load was applied again it was clear that the roof was behaving in a similar way to the first load cycle with deformations being shared across the roof width.

The load was increased up to the previously recorded maximumof 16 T and the deformation profile was recorded Fig. 5 position 3. Position 4 (Fig. 5) shows the measurements in position 3 adjusted to allow for the initial datum position at the outset of the second load test.

As the load was increased to 16.4T, one of the threads of the rods used to apply the tensile load failed releasing the load instantaneously and the test on end A was therefore brought to an end.

Test 2 - End B (anchors cut)

Exactly the same procedure of loading and deformation recording was carried out on the roof at End B. When load was applied it was immediately apparent that greater movements than those recorded at end A were occurring.

When the maximum deflection at End B was similar to the maximum deflection recorded under the 16 T load in the previous test on End A the load was held constant. At this point the load applied to End B was 5 tons and the deformed profile at this load is given in Fig. 6 position l.

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