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Steel blue book web buckling capacity tables? Kieran

At 2.0m the SPT is 4. This is poor for a building foundation bearing. I usually consider soild with a PI>15 to be expansive Kieran

(1) Piles should be tied in two directions with beams to accommadate any eccentric bending moments due to pile installation tolerances. Kieran

Ensure your splice plates are sized to fit between the worst root radius of the two sections and provide steel shim plates on one side to account for the difference in web thickness. With a 3" flange you wont be able have more than one row of bolts top and bottom. Unlikely to be any...

dont forget an addition to the minimum cover shall be made in design to allow for the deviation ('cdev) usually 10mm Kieran

How do you intend to build this? Kieran

Ensure you account for the horizontal forces, particularly in the micro piles Kieran

I'm not familiar with these capacity plots, bu how could the pile achieve the correct "set" when at 36ft the capacity is 290 Kips yet at 37ft it is zero. I would expect some friction resistance, which completely disappears by driving another ft? Kieran

I find it very strange that the axial capacity is reduced the deeper the pile is driven? There is almost 3 times the capacity at 35ft as there is at 50ft. This doesn't make sense to me Kieran

See a contractor use this form of construction on a culvert in Africa. I would never advocate this. The timbers will decay during seasonal weather patterns and compaction will be poor leading to settlement of the culvert and road. Kieran

Is poor concrete compaction a possibility? trapped air void in small area leading to spalling over time when loaded from above? Kieran

Your on the right track. The doors being open will create a negative internal pressure co-efficient. Combined with the external pressure will give you the lateral load. 1.5KN/m2 would not be unreasonable for 2.4m high wall panel of structure with dominant openings. When checking the capacity...

Had a similar building a number of years ago. Considered the combined beams as suggested above. In the end it was more economic and much easier to construct a raft slab. Kieran

It the pile in compression / tension / bending? If the rig is still on site, can you drive an additional pile alongside? Kieran

I have used quarry dust as a sand replacement before in a concrete pavement construction. Worked quite well. Kieran

Why not work out what depth of foundation you would be comfortable with. Ie depth at which the celler wall will work when the surcharge is applied from the foundation. You could excavate out under the pad and fill with weak mix concrete up to the foundation formation level. Kieran

Maybe you can run two steel purlins the 30ft span to reduce the thrust on the walls from the removal of the botton chord. These could also support the rafters. However the span may require a large section and the temporary works required will be a difficult construction. Kieran

20m is very large bay size considering the size of secondary steel that would be required. Ie: purlins and sheeting rails. It all depends on the expected temperture variations and co-efficent of thermal expansion. For a structure this long i would typically split into three sections with two...

Whats stopping you doing both? The IStructE is an examination whilst the ICE is more of a reporting route based on experience. Kieran

See report number 296 on page 4 of the attached. Kieran http://files.engineering.com/getfile.aspx?folder=0d5aa5d9-012b-483b-81a6-2c376ba92dcd&file=Cross_Newsletter_No_26__April_2012_.pdf