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Hi all, See attached for photos of a cracked slab. It was poured about 6 months ago. The floor was grinded recently ahead of the floor finish being applied. The slab is elevated, and supported on a metal deck (trapezoidal deck), there is a mesh in the top of the slab for cracking but the...

Hi all, We're beginning a new project in the coming weeks and the intention from our company is to begin using Robot as the primary software for structural analysis. This is partially because of the cross functionality with REVIT (which we use on all our projects). In the past, we have done...

Hi all, I'm sitting the Institute of Structural Engineer's exam for the United Kingdom in July and may be required to design diaphragm walls/secant pile walls depending on the question that comes up. Can anybody point me in the direction of a good resource to help me study for this, I haven't...

Hi all, I would appreciate your help in explaining to me why the tension in the bottom chord is not the same value as the compression in the top chord? See attached for a screen grab of the model (disregard that the load values don't match on both sides (the program picks out the forces in...

Hi all, I'm looking to calculate the relative stiffness of a number of braced steel frames on a 3 storey building using the unitl load method. I've come up with the bones of the derivation (I think it's correct!) but I'm finding that the defleciton that I'm getting for the frame differs from...

Hi all, I'm doing hand calculations for a one storey braced building. I need to check the deflection of the building. To do so I've done what I thought was a simple hand check (attached). However, I did a very quick check with STAAD just to make sure my hand calc was accurate but the...

Hello, I have received an RFV requesting that we change the backfill material that we've specified underneath footings from granular fill to stockpiled native material (pit run sand). The contractor has asked for the change because they are concerned that cross contamination between the native...

Hello, I'm currently working on a project that has been going on for a number of years. The specs were written a few years back (before I came to this company). Our Fiberglass Pultruded Grating spec asks that 'certified test results verifying the long term deflection criteria for a seven day...

I'm looking for a chart which contains gauge distances for angles and beams and the such, Can someone help a guy out? Thanks.

Hi All, I've been tasked this morning with finding out how to connect a bronze statue to the ground this morning! In other words, how to connect a steel baseplate to the bottom of the statue so that we might be able to connect it through to the footing. The statue is similar to Link Has...

Hi All, I have an internal stud partition that I want to disconnect in plane as it is not capable of the required drift. The partition would need to be restrained out of plane still. Has anyone got a typical detail that they use to do this. I expect it to be relatively simple, cut the top of...

Hi all, I am trying to ascertain the drift limit of some glazing. I am looking at an old building with a curtain of single glazed windows (700mm x 1000mm tall panels). I have been looking into ASCE 41-06 (pge 334/335) and have found that the drift limit of the windows is dependent on the...

I am a structural engineer in Canada and for the record my survey skill are limited so please excuse my terminology and knowledge. We have just won a job where we need to measure the height differences on an electrical pole. At the top there are high voltage power lines, and around mid height...

Hi guys, I'm looking at providing a retrofit strategy for a building. In it we have old masonry walls without reinforcing of any type in them. The walls are failing in shear and in sliding. To retrofit for shear I am proposing that horizontal FRP be added, with it an equivalent percentage of...

Hi Guys, I'm looking to convert a eccentric load to a trapezoidal load. I'm looking at a semi rigid timber diaphragm and looking to apply the accidental eccentricity. I haven't done this before and am having trouble with the conversion of the load. If any of you have any links/notes on how to...

Hi guys, I am a recently graduate, I'm looking at a building (prelim. seismic assessment). We are not assessing the rigidity of the diaphragms. In general we are assuming a timber floor/roof is a perfectly flexibly diaphragm and a concrete diaphragm is assumed to be completely rigid...

Why does the required capacity of smaller height timber shear walls increase as the height decreases, for the same drift limit? The strain the walls is the same. Could the behaviour of the wall be governed by dynamic shear deformation, rather than strain? Why? Thank you in advance.