Recent content by Sandychan

Hi everyone, Thank you for ffurther discussion. I talked to my senior who suggested me this shear only idea again and it turned out that I misunderstood him. In his opinion the loads applying to the slab after the topping concrete reaches it design strenght also introduce moment to fixing plate...

First of all thank you for your answers. @Motorcity,@Kooth,@canwesteng, I personally feel ok with the horizontal leg of the angle beam supporting hollow core slab. The deflection in ultimate limit state of the beam's leg is only 1.5 mm. But, the idea of considering only shear the fixing plates'...

Hello All, I have a situation where I need to use an angle beam to support hollow core slabs. The angle beam will be welded to fixing plates that will be pre installed in a cast-in- place concrete wall. Each fixing plates have 4 bolts providing anchoring to the wall. For the design, I have...

@r13 Thank you for clarifications. It is very nice to have multiple solutions for a problem and explanation behind them as well.

@r13 Do you think if I have enough horizontal reinforcement right under the load according to @hardbutmild´s suggestion, we can just design this effective section as a compression member under a concentric point load?

@Tomfh Thanks for examples of some failure cases. @Hardbutmild Thanks for more details. I understand a lot better and I believe a good direction now.

@Hardbutmild Thanks for explaining the mechanism for my problem. I would like to ask a few more questions to make sure I understand you right: 1. If I have the steel calculated from the top force, I don't need to consider in plane moment due to eccentricity, e right? 2. What would be the...

Hello everyone, I am doing a design of a precast concrete wall with a point load from a beam reaction at its left corner. Besides the point load, the wall only have it own weight. There is a recommendation in old Swedish concrete code suggested that the effective width of the wall under a...

@Kootk, I like your yellow stacked walls sketch. It seems to be a simpler and nice way to look my problem.

@hardbutmild I am working Sweden so we don't have seismic action but I can guess that this system could be unpopular in the country where seismic actions concerned. While we don't consider seismic actions, we have to deal with improper structural system and heavy snow instead.

@KootK When you said imbalances in gravity load, did you mean wind load will cause the gravity load between both wall pier unequal? The sketch you made about the missing supports on the each side of door was right, especially on the left side where we have compression as we think that beam is...

Hi MIStructE_IRE, Your sketch shows the intended load path and that is correct that the diaphragm action contributed by reinforce topping over hollow core slab. I am not really the one designing the slab. It was my project manager but what he explained looks like your sketch. It is another...

Hi r13, Do you mean instead of shear walls I use diagonal steel bracers to stabilize that bay?

Hi Kootk, My insecurity is running high right now. Besides what you guys try to warn me, my gut feeling make me question about this structural system as well. I will have a serious conversation with my project manager tomorrow. I realize that we need serious reconsideration about the system...

Hi Dik, There is no wall under SWT beam. Accumulated base shear force on Plan 2 shall be transferred to outer facads wind bracers through hollow core slabs. Looking at your sketch, I don't understand why we have compression force on each door edge on Plan 3. Could you explain that that a little...