B52s

Thanks Gus Potter and ETC for your helpful input. I have received an updated structural drawing from the architect this morning (with revised Detail D1 and an elevation detail showing the flitch beam and goal posts). It would appear that things are now falling into place, if you can forgive the unintended pun.

Thanks Mr Punter, yeah, if the wider opening requires a flitch beam, then I can accept that. It appears to be over-engineered (in my opinion) but that seems to be the way of things in terms of today's structural design requirements. With regard to the Naylor lintel, I would have thought that the top of the doors might be better being been finished in timber cladding to match the existing window openings. See below photo showing the existing 1800 window which is to be replaced by the bifolds.

Guys, I could do with a bit of advice as I am doubting the structural details provided by my appointed Architectural & Structural Engineering Practice. My only point of contact is the architect who seems reasonable to deal with. The first issue I had was on Detail D1 (below) that shows a Naylot lintel across the top of the non-loadbearing block outer skin (timber framed house). The architect agreed with me that this was not required and said that this was merely a standard detail that has been added to the drawing by the SE and is not applicable in this situation. I can sort of accept that as a reasonable answer. The second issue was the location of flitch beam F1 positioned directly below the existing horizontal roof support (as shown in Detail D1). I pointed out to the architect that the flitch beam can’t be located below the existing horizontal roof support as this would be in conflict with the bifold door opening height. He said he would speak to the SE to see what could be done; I’m still waiting to hear back from him. He went on to say that the builder would sort this out on site, which puzzled me a little. However, in reflection, I’m now seriously questioning the reason for adding the flitch beam in the first place. The current 1800 window sits below the underside of the existing horizontal roof (truss) support as shown on the photo (below) of the existing arrangement. This opening is to be widened to 2850 to accommodate the proposed bifold doors. I can understand that 2 or 3 of the existing 95x45 vertical studs will have to be removed and therefore an alternative vertical support arrangement will be required, but surely this should not require the addition of a flitch beam, or am I being a proper “doubting Thomas” and should just accept that the SE knows best?, after all, structural calcs have been done which apparently support the need for a flitch beam with goal post supports. Any advice/thoughts would be very much appreciated.

Okay, that takes me full circle back to aluminium as suggested by JSH.

I don't think the concrete interlocked tiles are nailed down. It was my understanding that the tiles are merely laid (interlocked) on the roof? Because the gable end tiles are cloaked verge tiles I assumed that they were designed to suit various roof sizes and therefore will have a degree of tolerance/float to enable the cloaked verge tile to be positioned to suit each particular roof. But perhaps the interlocking tile profile does not provide the movement that I was expecting.

PeterW, I'm swinging back to your suggestion of moving the tiles. After doing a little digging I believe the tiles on the gable end are called concrete cloaked verge tiles. Do you think it would be possible to prise (drag) the tiles away from the current timber fascia board (gently using a bolster or pinch bar) by about 7mm to allow a 9mm uPVC fascia overcladding to slip underneath, or would I be in danger of stressing the tiles which might result in hairline fractures at some future date? Your further thoughts would be appreciated.

JSH, that sounds a good option that I hadn't considered! ...I would be grateful if you could you point me to any websites where I can purchase the required materials? I don't really want to cover the existing soffit boards, as over the 20 years + I have been in the house, they have shown no signs of deterioration, albeit I did re-paint them 2 years ago, although i didn't feel this was necessary at the time. I just want a returned lip on the over-cladding that returns about 20mm neatly under the bottom edge of the fascia board. PeterW, I don't want to touch the roof tiles as I feel this could lead me into problems that would be beyond my capabilities, also, I have this issue on all four of the gable ends so I feel this would be a mammoth task, for me anyway.

I'm looking to (DIY) install uPVC over-cladding on top of existing sound fascia boards in order to reduce future high level maintenance (re-painting every 3 years or so). I'm looking for some advice on how to finish off the over-cladding on the gable-ends where the over-cladding will butt against the underside of the concrete roof tiles. I see this as potential weak point which could result in rain ingress due to the uneven profiles on the underside of the roof tiles. I was considering a line of silicon mastic where the two surfaces meet, but I am not sure if this is the best way to tackle this issue, particularly given that mastic should be replaced every 5 years to maintain integrity, which seems to defeat my goal of having zero high level maintenance. For information, I have attached some photos which shows the existing timber facia and the underside of the roof tiles.

Just read an interesting article on US workforce fatalities. To para-quote; "The report also showed that 35% of all workers killed in 2015 were aged 55 or older. The largest federation of trade unions in the US said that over-65s were 2.5 times more likely to die at work than their colleagues".

Yeah, I have always been amazed to watch "good tackers" single handed fixing full sheets onto ceiling joists.

I believe "pressure" is being applied to plasterboard manufacturers to move to half sheet sizes, which again is sensible, but I understand this presents challenges in respect of modular timber framing, etc., ...but I'm sure it will happen in the fullness of time.

Pushing health and safety legislation firmly to one side... I recently had reason to reference Figure 2 below from 'Getting to grips with manual handing' a short guide by the HSE and thought self-builders might also find the diagram useful, as I feel, everyone tends to lift and move goods, building materials, etc. well beyond the weight limit guidance noted in the diagram. Might be of particular interest to those in their autumn years who suffer occasional back issues like me. Figure 2 Lifting and Lowering Use Figure 2 to make a quick and easy assessment. Each box contains a guideline weight for lifting and lowering in that zone. (As you can see, the guideline weights are reduced if handling is done with arms extended, or at high or low levels, as that is where injuries are most likely to occur.) Observe the work activity you are assessing and compare it to the diagram. First, decide which box or boxes the lifter’s hands pass through when moving the load. Then, assess the maximum weight being handled. If it is less than the figure given in the box, the operation is within the guidelines. If the lifter’s hands enter more than one box during the operation, use the smallest weight. Use an in-between weight if the hands are close to a boundary between boxes. The guideline weights assume that the load is readily grasped with both hands and that the operation takes place in reasonable working conditions, with the lifter in a stable body position. Twisting Reduce the guideline weights if the handler twists to the side during the operation. As a rough guide, reduce them by 10% if the handler twists beyond 45°, and by 20% if the handler twists beyond 90°. Frequent lifting and lowering The guideline weights are for infrequent operations - up to about 30 operations per hour - where the pace of work is not forced, adequate pauses to rest or use different muscles are possible, and the load is not supported by the handler for any length of time. Reduce the weights if the operation is repeated more often. As a rough guide, reduce the weights by 30% if the operation is repeated once or twice per minute, by 50% if the operation is repeated five to eight times a minute, and by 80% where the operation is repeated more than 12 times a minute.

In the screed, rather than below the screed? What is the screed depth?

CDM Principal Designer (Form of Appointment) The following must be read in the context that this is a legal opinion tendered solely to the person that requested legal advice. Another lawyer may of course offer a different legal opinion. However, I trust the advice goes some way to provide “comfort” in terms of the legality of using an APS Form of Appointment (FoA) on projects with domestic clients. As requested in the ‘Principal Designer Role’ topic (p9); I have obtained legal advice regarding the use of the APS FoA by domestic clients who wish to exercise their right (i.e. choice) under CDM 2015, to appoint a Principal Designer, rather than the duty falling to the designer in control of the pre-construction phase of the project. The lawyer advised: A “formal appointment” – could be anything in writing clearly stating who is being appointed in the Principal Designer role. However, it is best practice to cover the points in the FoA. There is no legal objection to tailoring the APS FoA to meet specific project requirements. It is a question of going through the FoA and agreeing what clauses should be omitted, added or changed, to suit the particular circumstances. Any changes should be signed or initialled by both parties. APS Form of Appointment (sample): http://aps.legallio.com/Documents/Agreements/83feca3a_4931_4221_8777_3d93fa1d8074.pdf

IP65 rated PVC junction boxes would probably be suitable (no resin filler required). I assume that you will be terminating the swa cables using appropriate swa glands and shrouds. I'm a little concerned about the flex leads provided with the spike lights - what voltage will be passing through the flex to the spike lights?