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Hi Everyone, We did a scaffolding design for a building to enable some works to be carried out at the roof level. Basically they need to create a structural opening for a new hatch and they need to remove some of the existing concrete from the roof. The scaffolding platform under the roof is...

Hi Everyone, Is there anyone from UK or Europe that has done temporary works design before? I am currently looking for a standard which would state that for a temporary prop and for a temporary loading (that we know the exact weight), can we reduce the Safety Factor? Typically safety factor for...

Hi Everyone, I made a post yesterday but I wasn't very clear of the details for it so I thought I put another post with more details. I am basically looking to assess an existing slab that will have a cantilevered end. We don't have any archive information for the slab and there are no...

Thank you for your responses. Apologies for not being more clearer on this. This is for an assessment of an existing structure. Currently we do not have any archive information or any surveys so I just wanted to do a quick check for the section assuming it to be plain concrete (worst case)...

Hi Everyone, I am currently trying to analyse a section which is unreinforced concrete. I have attached below a sketch of the thing I am trying to analyse. I am not sure how to go with this. I've got a load at the top which will create a bending moment at the interface of the section, which I...

anyone?

Hi, Anyone has an idea about this?

Hi All, I am currently working on a project where I need to assess the cast iron shaft linings (rings) for a vertical load of 14kN. Basically the beams are sitting on these cast iron rings that has a 100mm bearing and are 25mm thick (see the images below). The shear force from the beam is...

Hi All, I am currently working on a steelwork repairs project for a cable shaft. The idea is to cut the ends of the beams where they have significant section losses and splice a new section in where it is going to be cut. I have attached a drawing and a photograph below just to give some idea...

Hi, I am currently working to strengthen an existing floor slab where new heavy equipment will be installed on the floor above. I have attached the plan view of the area below for reference. The 3no. beams shown are actually not supporting the slab and they are there to only support the high...

Even with the slip critical condition the bolts should pass the design checks with 0.45-0.50 utilisation though..

There is no requirement for the connection to be slip critical..

Unfortunately, I am in London and the client does not want any welding on site (this is a cable shaft and they consider welding to be a huge site hazard).. Usually in the UK welding is barely allowed on sites..

The issue I am having here which is not shown on the drawing is that there is another beam connected to the existing which is restricting the length of that splice section. Please note that the splice is not a plate and it is back to back angles connected to the existing, and it is only 300mm...

Hi SWComposites, This is true for a connection which is required to carry higher forces. But when considering having such a low moment and shear force, don't you think this would be sufficient?

Hi Dik, The neoprene is there to avoid bi-metallic corrosion due to cast iron rings touch the proposed steel. This was one of the requirements from the client. In terms of the bolt requirement, I proposed 4no. M16's as the Bending moments we have at that location is 7.18kNm and the Shear...

HI Dik, Thank you for your response. When the back to back channels move off from the existing beam, there will be a gap between them which needs to be filled with a ~8mm plate to act as the "web". Hence the requirement for those bolts. I know that 6no. bolts are excessive and over design but I...

Hi All, I need to check a connection for a steel beam that will be cut at its end (300mm from the edge). New beam will be installed which will be back to back channel sections (180x75PFC). These are going to be spliced together at the web and bottom flange (top flange splice avoided due to site...

Thanks everyone for their valuable comments. Just for information, this is for a cable shaft where the applied loading is very minimal and at that particular location, the bending moment is around 6kNm which is quite low. That's why I was thinking to use this and use M16 bolts which should be...

Hi All, I am currently designing a splice connection for a beam that is going to be cut at its end where a new section will be attached. I have attached an image of the proposed arrangement where the beam will be cut and the new section will be installed. At this figure, it shows that the...