10 C O N T E X T 1 0 1 : S E P T E M B E R 2 0 0 7 load. This was screwed down with stainless steel screws at 200mm centres. The photograph on the previous page shows the junction of the wall plate described above, with the adjoining roof. The photograph above is a close-up of that situation. Below the rafter are the minimal remains of the end of the eaves wall plate which abuts a tie end coming in from the main roof. The contractor was keen to take out this section of eaves wall plate and replace it with a full-size section. In fact, as can be seen in the photographs, there are very substantial timber studs at close centres beneath the wall plate. Further inspection showed that although the timber post on which the rotten end of the wall plate had rested had partially disintegrated internally, there was enough of that timber section of post to be left in place. To the amazement of the contractor, I instructed him to leave it alone, and not to repair the eaves wall plate at all. This retained the existing elements of construction in this corner. The photograph on the right shows a junction of floor beams where water had been running down through the roof for some time, causing deterioration of the junction of two principal beams. My recommendation here was to cut out the timber that had deteriorated, which can be seen on the photograph. We agreed to infill the lost section of timber in one direction with a continuous length, and in the other direction by setting in two short lengths of timber to make up the cruciform. To reinstate the structural integrity of the joint, I specified a steel plate to the underside which was bolted through from the top with four bolts to each of the legs of the cruciform. My particular requirement was that the infilling timber should be cut tight to the cut-out form in its length, so that any compressive movement due to loading of the floor would be carried through directly, without any movement occurring. It was felt by all concerned that it was appropriate to use the steel plate, rather than taking out a much more substantial section of both beams and forming very long scarf joints, which would have required many more bolts. Brian Morton MBE is a consultant to the Morton Partnership, the practice he formed in 1966. Close-up of the junction of the wall plate and roof Deterioration of the junction between the two principal floor beams
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