Recent content by As-Lag

My task is to analyse the beams as in the drawing - one above the other. I am unable to flitch the Glulams.

Thanks everybody I asked a technical question about distribution of actions between two beams. I will use my own experience and distribute the actions by stiffness. As for the design, it was not mine so I do as I am asked. Thanks again.

Thanks for all your enquiries. The Glulam Beam is the sole-plate for a timber-framed extension that is to sit onto the wall-plate of an existing bungalow making the house three-storey. The Glulams are to span several openings and I have the task of checking those openings. My first opening is...

Hello I have a glulam beam that has failed in bending-moment and deflection and I want to add a steel beam below to take up the slack. Do I distrubute the actions between the two baems in a ratio of their stiffness (EI) for both bending and deflection. Thanks

To change all the layers to black, go to the Layer Manager, select all and change the colours to color 7. Or, if you want to retain the colours but have them print in black, create a plot-style where all the colours will print black. Again, select all the pen colors and set them to black in...

This is the pier.jpghttps://files.engineering.com/getfile.aspx?folder=29aa0fcf-5190-42e0-a5ed-698bb8136a9d&file=Pier.JPG

Hello I am trying to assess the stresses in a pier supporting a beam and attached is a pier.jpg showing the arrangement. The applied loads may be considerable so I need to get the stresses right. I have a beam that is sitting on a padstone by 215mm with a triangular stress-block applied to...

Thanks for the informastion. Excellent links and I have saved the Eurocode6 link.

Hello I am being asked to provide the support for two beams that sit on a 215mm block wall. The wall itself is being built using 7N blocks laid on their side. To support the beams, I intend to strengthen the blocks under the supports. My question is - am I able to use C40 440x215x100mm...

Thanks chaps. My notched beam is failing in bending, not shear. The shear force is applied though the cut area and has an eccentricity causing bending (Check 5 of the SCI document - see above). I cannot see why a doubler-plate is wrong. The method is shown in many books but with little...

271828 Thanks for the link and I have downloaded the document. Apart from the imperial measurements, I now have an idea on how to proceed. I need to get my head around the horizontal stiffner too as it may be more suitable than a doubler-plate. Regards

Thanks for the replies. I attach a snip showing my stiffner. Regards Dan

Dear Engineers I am designing a partial-depth end-plate for a beam that is double-notched and is carrying High Shear across the notched section and want to add a plate to the web of the supported beam to increase its cross-sectional area. I am using the Eurocodes and the check I am performing...

Dear MintJulep I was specific with the file name by adding the path to the filename and it works. But why did Excel 2007 - and Excel 2010 - work and not the new Excel? Regards to you all.

Dear all. After many hours, i perfected my hand calculations for a moment frame which included P-delta effects. I used a combination of moment-area equations and some standard equations for P-delta. My results were the same as the SkyCiv results. Well pleased and thanks for all the help. As...