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Hi, Thanks for your response. I understand that this is the required method, my issue is that I haven't been able to arrive at the same expression for the control perimeter centroid as indicated in the picture. Appreciate that this might be easy for you, but is less easy for me....

Hi all, Continuing in my pursuit to understand the punching shear checks of EC2 I am performing some hand checks of software results. It seems that I am stumbling on the calculation of the eccentricity Δe. I found a worked example but I don't understand the method used to calculate Δex. I...

Hi all, I am having a little difficulty understanding the Eurocode 2 method for accounting for moment transfer at columns when assessing punching shear. Referring to the EN1992-1-1 Designer's Guide, we see that β is the multiplier which is used to account for moment transfer. My confusion...

Hi all, I need to use steel dowel bars in a concrete column to provide additional axial compression capacity. A dowel bar is preferred to reinforcement as it can be made from higher strength steel. The axial force in the column is sufficiently high compared to the bending moment so that there...

Hi all, I am working on the conceptual design of a cable stayed bridge. The bridge is a composite ladder deck supported by main cable stays which are attached to a curved (anti-funicular shaped) pylon. Each pylon (two at each end of the bridge) is supported by a single back-stay which connects...

Hi everyone, I wanted to understand if anyone had experience designing composite ladder decks for cable stayed bridges. There are plenty of design examples for standard ladder deck composite bridges but I have not been able to find any worked examples of a cable stayed bridge. I have...

Hi everyone, I wanted to understand if anyone had experience designing composite ladder decks for cable stayed bridges. There are plenty of design examples for standard ladder deck composite bridges but I have not been able to find any worked examples of a cable stayed bridge. I have...

Hi desertfox, I came across this paper previously and I struggled to apply the method to a pinned-pinned beam. The inclined load examples in the paper are applied to simply supported (pin-roller) beams. Thanks for the input :)

BARetired, thanks for the additional explanation. It is clear to me now. I wondered if you could advise how the situation would change if all of the loads were inclined but remained parallel to each other? Can the same analysis technique be followed as for the vertical case? Thanks in advance,

Hi BAretired, Thanks for taking a look at my post. It seems like you have been able to close the polygon at both supports. I will try to replicate your method with my problem! I wondered why the position of the pole is not arbitrary, could you explain any further? Thanks,

Hi, I am new to the graphical static method used to draw funicular polygons but I see that it has tremendous value. I am trying to define the funicular shape of a beam under the action of five parallel point loads. The point loads have equal magnitude but the spacing along the beam varies...

Hi CarlB, thanks for the reply. See attached my excel sheet. Cement properties on sheet 1, node spacing calculation on sheet 2, temperature history on sheet 3 which uses the formulas variables stored in sheet 4. Let me know when you have had chance to take a look. Thanks...

Thanks CarlB...it makes sense to use the volumetric heat capacity, and indeed the units do now make sense. I end up with a value for heat generation in Kelvin. Unfortunately I am no closer to a useful simulation. The volumetric heat capacity is some 1778790 J/m^3K....clearly I have to divide...

...= J/m^3·h Δt = time interval = hr C = heat capacity of the concrete = J/g·K Completing the operation as stated in the paper, I get (J/m^3·h) * (hr) * (g·K/J) = g.K/m3 g.K/m3 is a strange unit...and it seems like I cannot use this value as my temperature rise. There must be another operation...

Has anybody come across this topic before? I am tearing my hair out....

Hi all, I am trying to prepare an excel spreadsheet following the logic defined in 'Improved Schmidt Method for Predicting Temperature Development in Mass Concrete' by Christopher P. Bobko, Vahid Zanjani Zadeh, and Rudolf Seracino (attached). I am obtaining unexpected results, I wondered if...

Hi all, I am considering a case whereby I have a 5m vertical retaining wall which supports a cohesionless fill of density 1.9g/cm3. The top surface of the backfill is horizontal and there are two vertical line loads acting downwards onto the surface. I need to calculate the active thrust...

Hi Blackstar123, I will check out the attachments you have posted now. I end up with three force components due to the fact that I transferred the force vector into modal coordinates. I followed the logic presented in Chapter 6 of Structural Dynamics and vibration in practice (Douglas Thorby)...

Hi, Sorry I should have been clearer. The y’’ is multiplied by mass matrix and the y is multiplied by stiffness matrix so hopefully units check out then.

Thanks for response. I end up with an expression to describe each SDOF in modal coordinates of the form (attached) https://files.engineering.com/getfile.aspx?folder=651c3433-87d0-4545-8209-adf02460b225&file=Screen_Shot_2020-04-12_at_18.29.10.png It seems like I will need a u'' term in order...