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Hello, I'm working on a foundation which is subject to fatigue load spectrums. This means I have 25 max/min load cases. Is there any quick way of setting these up in Staad Pro (V8i). In each case I have a number of loads which do not change but I have to enter them each time anyway - can you...

Hello, I'm trying to model a wind turbine foundation using Staad Pro V8i. In general I'm using a solid model and getting reasonable results. My question is how to model the anchor bolts and tower plate accurately. The bolts are modelled as beam members, but I need them to be debonded from...

Ditto Roarks - Table 11.2 in my 7th edition, lots of different edge support and load conditions. Should have all you need.

Pressure relief valves aren't accpetable as this is part of a potable water supply system. miecz: apparently the stories of them freezing up are true, according to a colleague of mine. But whenever we specify them we put in quite a few to allow some redundancy. hokie66: 'Ultimately, the cost...

Ussuri, The Contractors opinion is that we are contracted to design to the code (BS8007) and that providing effective drainage is accepted 'as far as local conditions permit'. I suppose the long term local conditions are the arguing point, which is why I'm pushing for the extra drainage...

Thanks everyone - Ussuri: you've got it all pretty spot on. Options 1 & 2 were my first design submission. But we're appointed to the Contractor so we eventually worked on option 3 due to the reduced cost. And yes, the Clients objection seems to be based on the points you've made above...

Hello, I've designed a Water Tank which is mostly below ground. When considering uplift 3 options were developed: 1. Increased Tank weight with extra concrete. 2. Provide toe around the tank to mobilise weight of backfill. 3. Reduce uplift by providing ground drainage around the tank to a...

Steel Designers' Manual (the Steel Construction Institute). There should be one in your office

I tend to agree with DaveAtkins - 'The point load spreads across an area of slab which is a function of the soil subgrade modulus and the thickness of the slab' If you want to avoid spreading the load, and only need 1ft^2 bearing area as suggested by JrStructuralEng, then why not cut out this...

Have you considered Ground Granulated Blastfurnace Slag (GGBS). It's currently a better product in the UK and can replace more of the Ordinary cement in the mix. Both PFA (fly ash) and GGBS are accepted by the British Code BS8007.

See attached from BS5268-2. All units are in metric. Hope it helps.http://files.engineering.com/getfile.aspx?folder=abafe757-3df2-4c3b-a324-9f0777cee245&file=nail_shear_capacity.pdf

I seem to have bits of everyones ideas going at once - pdfs on hard drive at home and the office, ring binders with index, box folders, etc. I like the idea of the excel spreadsheet with hyperlinks to all my stuff - but it would take an age to catalogue everything now. Wouldn't a photographic...

No one can fault the design if it is to 1st principles. I believe design by inspection / comparison to existing structures is also valid. There are a lot of alternative materials being used in 'trials' developing countries - polystyrene blocks, straw bales etc. because they are cheaper and/or...

Have you considered ASR (Alkali Silica Reaction). An unfortunate, but sometimes inherent, chemical instability in concrete which often shows up as random cracking after a period of time.

Thanks BigH, Ireland actually, but we run on the same lines as the UK. I actually ordered M.J. Tomlinson last week as I have one of his books for pile design.

I did project on this on this a few years ago. Basically you have a non-prismatic beam which changes from symmetrical to asymetrical at the notch in the flange. In my tests there was a notch in both the tension and compression flange. Because the notch is on one side only, the resultant force...

I work to BS8007 which leaves the provision and positioning of joints at the designers discretion. However R.D. Anchor suggests expansion joints for lengths greater than 70m (230'). I haven't yet had to design a tank longer than 40m so I haven't used any expansion joints. I recently sought...

Thanks DRC1, The contractor's method is as you've described, and they do have 30 years experience with this. I've discussed grouting and freezing to stabilise the ground, but due to the cost the contractor are opting not to go down that route, and accept the risk. They seem confident that...

Thanks tails142, These are the sort of preliminary values I've seen used. I know some can be taken from BS8004, particularly bearing capacity. Is there a good Soil Mechanics book I should refer to? (I have Craigs).

Hello, I'm designing a large storm holiding tank. The volume is 6000m3 (1585000 gallons). Its all under ground. The ground conditions are: 0-9m (0-29.5') soft SILT 9-14m (29.5'-46') soft CLAY 14-16m (46'-52.5') GRAVEL on LIMESTONE BEDROCK The ground is saturated up to surface level The tank...