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Hi I hope you are doing well. I have obtained undrained shear strengths of 81KN/m2 on traixal test for a soil sample. The soil is stiff clay of high plasticity. What is an easy way to obtain a value for young's modulus Thanks

Hi Hmm.....my confusion is mainly regarding how to estimate the pressure under the slab from clay swelling (due to intake of water).

Hi thanks for the responses, still waiting for lab results, however, I have been informed that it is high volume change potential. With regards to Cordex void former, this is a very sensible idea and something I would typically do. However, this project is unusual in that I do not have any...

Hi All, I hope you are doing well. I have been instructed to design a new concrete ground floor for a renovation project. The ground conditions are London clay with a high volume change potential, please refer to image 1 for the borehole log. There is a 15m tall ash tree roughly 12m away from...

Thanks "JLNJ". The beam is simply supported. I know the shear value. It's 10kn. Could you kindly assist on how the design would be carried out. Thanks

Hi all and thank you for your responses. I do believe the tables posted contain shear and tensile capacites for the anchors. The concrete blocks are solid and are going to be ungrouted. The beam is just supporting a garage roof. It is a timber beam of Length 4m. The reaction load is around...

Hi All, I hope you are doing well. Recently, I have ]been getting involved with trying to support a beam off a 100mm blockwork wall using resin anchors. The load on the beam is a modest 10KN. However, having looked at both the guides for Hilti and Fisher the allowable shear force force on a...

Thanks you all for your responses. I feel most inclined to agree with KootK as the load is pretty small and bending induced in the minor axis to stabilise the pile is relatively small. 5% of the factored vertical load sounds wise and would give a value of 1.5KN, this would result in a minor axis...

Hi all and thank you for your responses. I wish we had a U.K equivalent of this website, it is extremely useful. I am just doing an initial scheme, so haven't designed this ground beams or piles yet. The project is based in Wallingford, UK. The soil investigation results indicate gault clay...

Hi, As can be seen from the image above have a single pile loaded with service load of 30KN. It is restraint vertically via a ground beam. However, the only horizontal (left to right) restraint is somewhat lacking. Would it be possible to on a sort of cantilever action of the ground beams? I...

Hi, In Principe how do you feel about supporting steel columns on brickwork walls. Seems unstable, would it be possible to place a column on wall if the wall is properly restrained as is the column. Personally I prefer to take my columns down to the ground but it sometimes feels easier just to...

Sorry, my question was more about asking for useful resources dealing with LTB and deflection design of double braced beams.

Hi I have recently been interested in the effects of "connecting" two beams together via a diaphragm (smaller beams or parallel flange channels). How would this effect lateral torsional buckling and deflection?. However,I am having a hard time finding any resources especially ones that refer...

Hmmm...so I spoke to another engineer who says he keeps the deflection limit at L/360 for new brickwork construction as the bricks are "wet" and less likely to crack, would be interested in your opinions with regards to this. Thanks

Thanks for all your responses, really appreciate it Also if I may ask,what do you make of this research https://www.researchgate.net/publication/240757112_Deflection_Criteria_for_Masonry_Beams

Hi 1.) Euro-code seems to lack detail regarding issues such as deflection and rotation limits, now for a lintel supporting a brick wall what deflection limits are recommended. I normally used L/360 however I have heard other engineers suggest much more stringent requirements like L/500 or...

How do timber x braces compare to steel ones, Is there a minimum recommended width for the timber members. Do slender timber members have the capability to flex without cracking so that the assumption that only tension will be present in brace holds true. Thanks

What is a good way to calculate Bending + Tension Interaction. I know one could use the standard interaction formula of Bending Force/Bending Resistance + Tension Force/Tension Resistance < 1.0 But this does seem a tad bit conservative

See I have been trying out idea statica, honesty its great but very pricey. However, I don't really want to become one of those guys who is overly reliant on software.

Thanks for all the replies....hmmmmm...thing is making and setting up all the spread sheets takes time