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@centondollar, the sketch above is a bit misleading; there will not be much space behind the back plate for stiffeners. Originally there were typical end stops installed, something like this : The original end stops were bolted into the girder. The client wants to remove the original end...

Thanks, everyone; for clarity, I added an isometric sketch. My original question was to do with the back plate that takes the impact load. See below : The design is for a crane end stop. Only four will be fabricated, so I wouldn't mind a quick conservative calculation. @271828 Yes, my...

Hi there, I'm working on the design of a 3/4" thick steel plate that has fixed supports on 3 sides and is free on 1 side. There is a load of 120kN applied to the plate and the plate has the dimensions as shown below : . I'm trying to figure out how to analyse this. This passes fine if...

Thanks SRE, That's very helpful. I'll take a look at those cases. I'm still a bit confused regarding load Case 2, as the third support has a negative reaction, should the loading be like this? I haven't decided yet if I'm going to have the transfer beam tied into the wall or not. If the...

Hi SRE, I guess it's a few things. It would be nice to reduce bending moments in the beam if possible and it looks like the option 2 support conditions will allow me to achieve that. I was hopeful about your 3rd point but as you mentioned likely not possible. For context, there's an...

@ SRE Thanks for the response, I appreciate your advice as always - please see the output results below : 1) 2) 3) @brTCP Thanks that is helpful, I'll try to find that documentation in the EuroCode. As for creating a full model, I'm not experienced enough with using modelling...

Hi there, I'm working on the design of supports for a transfer beam that is carrying two storeys above. The loads are quite large, so I am trying to see if there are ways that I can be a bit less conservative with the analysis model. How should I be analysing a structure with a continuous...

Hi there, I'm working on a project where I need to design the slab for a new floor. See the image below, the new upper suspended slab footprint is shown in blue: For a situation like this, where there are a mix of one way and two way spanning slabs that will all be poured monolithically...

Thanks for the response Eng16080, it's very helpful! Correct, this roof will have the rafters connect with a ridge board at the apex and have a timber tie to resist outward thrust under the gravity loads. So that makes sense to me that this will act as a truss (e.g. vertical load reactions will...

Hi there, I'd like to confirm my understanding of a typical hip roof load path (compression roof). Are my load path assumptions in the sketch below correct? Mainly interested in the load share between the hip rafters/supporting wall and the ridge board (compression)/supporting wall. I'm...

@Greenalleycat Thanks for your response so far. With regard to the Q1 location, in this corner, the beams will be resting on an existing CMU block wall (not monolithic with the wall), however, due to the bearing seat requirements, they would most likely need to have the intersecting corner of...

Hi there, I'm working on a reinforced concrete residential project where there will be a slab cast on top of a lintel/beam framing plan, as shown below : There are a few locations where there will be an intersection between structural elements and I am looking for best detailing practice...

Hi there, I'm trying to find out what the minimum reinforcement value should be for buttresses. A colleague mentioned 1% to me but I would like to be able to reference a code. American/Canada/Europe codes are all fine. Any assistance would be appreciated.

Hi there, I was asked to look at a few cracks in a building that apparently got worse after heavy winds recently. I'll most likely need to give comment on the most likely cause of the crack and potentially a recommendation for a fix. My thoughts are outlined below but I would appreciate...

@Jayrod12 Thanks that makes sense; I'll follow that approach regarding the note on the drawing for the flashing.

@Greenalleycat Thanks, I'll continue on this path. @jayrod12 Thanks, that makes sense regarding cutting the cladding along the full length. I'm not too familiar with flashing types but I'm assuming that you're talking about using embedded flashing that goes behind the exterior cladding? I'm...

Hi there, I’m working on a project with a typical steel frame/cladding warehouse where the architect is trying to put a covering over a new door that will be installed. The covering was initially going to be a gable-pitched covering with timber rafters that were somehow going to be connected...

Thanks for the responses so far everyone! They are very helpful. For the comments regarding creating a composite section with the timber wall plate : This may be possible, however the timber wall plate is only 1.75" thick. The max depth of composite section I can get would be 1.75"+1.5"(beam...

Hi there, I'm working on a project where a wall will be coming out and a new 6' doorway will be put in. The architect will be bringing up the floor level, which reduces the space to add a beam to 1.5". The beam is lightly loaded and is just holding up the roof. However it also needs to hold...

Hi there, A client recently reached out to me with regard to a load bearing wall. Another structural engineer originally specified that the wall be demolished and replaced with a steel beam as it was assumed the existing wall was load bearing. However, the client said that the contractor...