Search results for query: *

Thanks SteynvW. Sorry I didn't know it was discussed. Just had a look in that thread. Thanks for your reply Rapt. I do agree the slab will not be elastic and the PT will affect the deflection. But using tributary area method is even worse as we treat the slab as infinite stiff by doing that. It...

Hello Everyone, I have a 6 storey apartment that has a transfer Slab on the first floor. The Transfer Slab is post tension concrete slab. So to work out the point load/line load that need to be transfer on this level, what do you guys normally do? I build the whole model including the transfer...

Thanks kootK.

Hi KootK, thanks for the link. I get the idea of increasing the horizontal element stiffness to transfer lateral load to outer vertical elements. But still in here, if I design it like what the program tells me. the force on the beam will be very small and thus requires a way smaller beam and I...

Thanks Kootk, Tommy and bones. Yeah. I have also checked the pier axial force and the wall below takes most of the loading. The thing is I don't want it that way and I don't think it will work that way. Even if I wanna make it work that way that will be hard because like I said the walls do not...

Thanks guys. Apart from this wall stiffness issue. There is actually one more thing that confused me. Below is the structure I have. The transfer beam connects to a column and a wall, support two level walls above with 0.5m eccentricity. The structure is 10meters in short span and the beam is...

Guys. I have this simply structure: concrete wall on transfer beam as blow. After running the model. I got this M3 diagram for frame as below. If I change the membrane f12 stiffness of the wall to be say 0.01 I got the diagram that I expected. So my question is which one is the correct...

I am looking for some advices on the projects I am working on now. Any input will be much appreciated. There are two existing concrete wall on the corner as shown below. So my question is, if I connect the steel column to wall, with roof bracing, can I rely these two walls to resist wind load...

Thanks you very much guys. Really helpful information! I learn a lot. Cheers:)

Thanks for your replies again. To SlideRuleEra: The builder doesn't prefer embed the post though. To Ingenuity and HotRod10: Yeah by 'Z' I meant elastic modulus. With 400kPa capactity 300mm diameter pier does have 28kN capacity and 113kN for 600mm Dia pier. But as momemnt is involved, Don't we...

Sorry but it is 3m depth not 9m. With 3m depth the bearing capacity is say 400kPa. So do you think 600mm Diameter is enough if no friction is involved considering the stress that I calculated using 'Z' is around 1000kPa ? (I am a bit confused by how to comp the bearing capacity when friction is...

Thanks for your replies. Sorry the pier is to be 600mm Diameter. The reason why it is so deep is because of the deep fill. The design M* is say 20kNm and N* is -10kN (uplift). So instead of embed the post, I am thinking if it is okay to stop the post on the surface of pier so the pier is gonna...

Hi Guys, I am designing footings for a car port(portal frame). I have one pier under each column to the depth of say 3m. So the pier is gonna act as post footing to resist moment. Just wondering if reinforcement is needed in the pier? I am not confident on this. Thanks:)

Thanks for your reply steveh49. (sorry I have no idea how to reply to ur post directly on this website so I will just post here). When we comp the long term deflection, shouldn't we add the long-term factor 0.4 (combination 1.0DL + 0.4LL) which give us the long term deflection 2*10+0.4*1.85*5 =...

Hi Guys, I have a question regarding the deflection of timber structures. Lets say we have a timber floor beam and its deflection under dead load is 10mm and 5mm for live load. So as per AS1720, what's its short term and load term deflection? I am confused by the creep factor j2. Thank you guys :)

Thanks for your replies. By wide beams I meant dividing one-way slab into strips with effective widths. The client doesn't want to increase the slab thickness. What I don't quite understand is can we use this effective width to calculate the shear capacity for slabs subjecting to point loads...

Hi guys. I am doing one-way slabs and hope you can clean up my doubts about the one way shear in slab. As they are one-way slabs I treat them as wide beams. Normally it works fine but this time after carrying out the calculations the slabs fail in shear because of there are some huge point...