Hi all
I have a question regarding fatigue assessment for a steel structure.
I am looking at the design of crane girder to column connections. The connections are subject to fatigue check to BS 7608. I am approaching assessment using a stress spectrum defined by the building owners, using...
My personal preference is for an external water bar, rather than a central bulb type.
Also, is you dowel bar capped for half it's length? The diagram seems to show the cap less than this?
The answer is - it depends!
British Standards are still referenced in Approved Document A of the Building Regulations. Therefore if your brief is to comply with Building Regulations then you can still use them.
We are increasingly finding our Clients are asking for Eurocode Design though...
Thank you all once again for views.
In the event I have decided to go with a 260PFC stitch welded over the loaded flange, spanning vertically between foundation and the next highest point of minor axis column restraint.
This arrangement does induce a torque into the bracing member, but the...
Thanks for your valued input gents - it all becomes clear.
I will take a look at the options noted. At first glance I think it would be more cost effective to install a pfc vertically attached to the flange, and design this to span vertically from foundation to the next restraint above the top...
@mssquared
I've already explored that option. This is a workshop structure and the introduction of the restraints you describe would hinder access from one bay to the other.
VB
Just to clarify - I am the designer of the structure - this isn't a retro-fit.
Hokie66 - initially I came to the same conclusion as you - that this will apply torsion to the section.
However torsion is usually generated when there is a net horizontal force applied with an eccentricity with...
Hello all
I would welcome your view on the connection detail shown on the attached sketch. This thread was prompted by a discussion I had with a colleague regarding how this connection would behave.
The building is a 3 span portal framed building. The building has 5 number overhead cranes...
The issue here I guess is the potential for differential settlement. Rme you are right that for such a small extension that should you adopt a raft the contact pressures will be very low. However unless you know the nature and consistency of the fill material you are taking a bit of a risk. Can...
I agree with the above. What is the designers rationale for the extra 50mm of cover?
Another detail I have used for 2 pile caps with bar arrangements similar to a beam is to have the links sit on top of the piles. This has typically been used if the piles are a larger diameter than the link...
In the UK, some designers use 0.5 x external dynamic pressure. I think this is because older UK codes use internal pressure coefficients of either +0.2 or -0.3, the net pressure of which is 0.5. You could theoretically get this magnitude of loads across a partition in a building where perimeter...
Interesting! Have you been directed which countries version of the Eurocode National Annexe to use?
I believe staad has a comprehensive sections library which will allow you to model us sections - but I will check tomorrow!
There are a few other resources you could use before investing in...
Here in the UK, the maximum longitudinal spacing of links in a beam is 0.75 x d.
Any tension bar cannot be more than 150m from a vertical leg of a link perpendicular to the span.
Similar provisions exist in EC2.
Rather than cut benches (which the rig would have to traverse over) probably better to raise the levels so that the commencing surface for piling is at the highest level?
Here in the UK, the relevant guidance document is BRE470 - working platforms for tracked plant. This recommends level...
Are you in the UK? If so, the relevant criteria is probably the HA accidental wheel load. Is is a (characteristic) 100kN load applied over an area of 0.3m x 0.3m.
Have a look at BD37/01 in the DMRB.
VB
I passed the exam in 2007, and as part of my prep did come across a book of worked examples published by the IStructE.
Unfortunately, I have now passed this on to some of my colleagues who are attempting the CM examination in April 2012.
I will make some enquiries and get back to you. From...
I've used this solution for walls of up to 4.0m. I adopted Hokie66' s method and limited the height of concrete placement to 1.2m per lift.
Also worthwhile keeping an eye on your minimum concrete core thickness. At low wall heights, for design purposes you can get away with very thin cores...
This is interesting as it has parallels with current UK design practise for multi storey steel frames.
We design for a notional horizontal force of 0.5% at each storey. Analysis of the bare frame is carried out, and 'alpha cr' value calculated for the whole frame. This is a measure of...
This has puzzled me also! If you have a look at the following link to the 'earthworks' section of the UK Specification for Highway Works, Table 6/1 states that for material type 6A that no copmaction is required. I note that the typical use is stated as 'below water'. I assume then that...
