Does anyone have experience in designing a RC retaining wall on a rock without a base? The base is omitted due to space constraints. Do we need to embed the stem into the rock to have a fixed end or is it just enough to pass dowels across the wall and rock without embedment? ANy other...
Hi,
I need a bit of advice on the selection of effective length for the compression capacity calculation of bottom chord of a truss(double inverted) when there is a mixture of tension and compression in this chord member. Please see the attached axial force diagram. What length should I use for...
Hi guy,
Simple question......One of my project, My building has an L shaped column. A single pile caps are proposed for the said column. I would like to know if I place the pile centre at the geometric centre of the L shape column(Which is at the re-entrant corner of L shape), Will it there any...
Hi Eng Tips
I am having a little confusion in curtailment of flexural reinforcement after stock length. Pls see attachment. Hope that my question can be understood by my figures and for easiness, I have put a list of notation. I just want to know whether the Y mm2 or Z mm2 amount of...
Hi,
In a high rise building, A stepped column(offset column) is formed like shown in the attachment. The lower column section is reducing it's length by 33% to rise above a particular floor(at 6th floor of the 48 storey building). I would like to know whether any bursting effect will occur at...
Hi,
Please refer the attachment for my proposal for the said connection where this is a T shaped RC beam connection to be supported by Steel UC section(UC section need to be raised above to support upper floors). I appreciate comments on the connection in this regards. Thanks in...
Hi,
I am designing a 3m deep complex pile raft where the raft is supporting a complex arrangement of core walls + columns and the raft is supported by a pool of compression piles. So it is complex to use strut and tie method.
For the flexural design I have designed using strips based on model...
Hi guys,
I am encountering a mass concrete pour for a rectangular pile-cap of sized 33 m(L)x8 m(W)x3.2m(D). A temperature monitoring system to be followed for the casting of this mass concrete element using thermocouples at different locations. Can anyone give any suggestions for best locations...
Is it necessary to debond the shear friction reinforcement of the newly casting side of a construction joint of a tie beam???? Does is necessary to provide movement in the new cast??
thanks in advance
My case is as follows
Three floor beams are meeting at a column(225x1000 mm) at one of it's edge as given in the figure attached. I wish to know whether the other end of the column will susceptible to punching failure of the slab and if so how to determine the punching perimeter of that zone...
For a heavily loaded power station, A girder beam having a 500 mm set down is required to design(refer attachment). This girder is also supporting spandrel beam exactly at the set down location. The design procedure that I have followed for this non prismatic beam is as follows
1. The beam is...
One of a high rise structure that I have working with now is having T and 135 degree L shaped RC walls. Refer the attachment for the shapes. In order to design these sections for N and M, PMM interactions is to be generated for the each whole sections. In order to do so, It requires that the...
Generally the truss angle of strut and tie system is restricted to a maximum limit about 60 deg. What happen if someone goes beyond this upper bound limit. What is the concept behind max limit? I am struggling with a deep pile capping beam where the strut and tie system angle is almost about 75...
