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Can anyone suggest where I can find references about back propping design of RC slab/beam? I just don't know too much about it with regards to how loads from supporting slab are distributed to the floors below and how far you would need to provide back propping. Your help would be appreaciated...

Does anyone know the effect of stiff members (say lift core) on post tensioning?

Fatique check is required when designing heavy duty crane runway girder. What about the main portal frame structure? The portal frame members and their connections would also undergo repetitive loading as the crane travels back and forth. Is it necessary to check the portal structure for fatique?

Thanks for both replies. My problem is not really a corbel situation. The beam is just support another column above which slightly offsets from the column below. Will I still have to check for punching shear with STM? Thanks

I have to design a beam to support large point load (column over) which is about 0.5m from the support (column under). If I use strut and tie model to design this area, am I still required to check for punching shear because the reaction is quite large. (I'm not too familiar with STM method)...

Where can I get some information on the above topic? For RC floor system, what would be the procedures for removing or stripping of formwork? For post tensioned floor system, can all the formwork be stripped after the floor is full stressed? Would back propping be required? Thanks

How do you design reinforcement where the beam is supported by the wall. ie. with the beam supported on a small wall rebate and pull out bars or bars/ferrules from the wall.

How would you analyse continuous beam (RC or Post tensioned) with a large step (say 900mm - 1000mm, this would look like a step in stairs)? Would you just try to model a step in your analysis (this is with a computer program)? Alternatively would you model the beams as two beams with one beam...

Yes, it is RC or post tensioned continous beam supported on RC column (& possibly steel column as well). It is still at a conceptual stage. Thanks for all your help.

Can P/A in a post tensioned beam be affected (ie reduce) during stressing if the beam is located between two stiff concrete cores?

How do you design a continous wide beam (between 1.2m to 1.8m) support along the edge by columns (ie. some columns are not located along the centre line of the beam)? What I mean is that the columns don't really effect the spans of the beams, but how does the loads get transfer from the beam...

I'm designing continuous one-way slab which has to support a short precast wall in one of the span (as well as normal SDL & LL). The problem is that I have to design the slab to cater for additional moment for the wall (from wind load). Do I just sum of the moment from the wall to the moments...

Would anyone know I could find literature or information regarding the above topic? I'm just not quite sure when these joints are needed.

When analysing continuous slab and beams, do you design them as simply supported or do you incoporate columns (below and above) at the supports?

Would there be a different between the column reactions from a continous RC beam and continous PT beam?

Can anyone please tell me what is "longitudinal shear" in concrete?

When checking whether existing one way RC/PT slab could support vehicle load, can I just apply the load at midspan in each span (one at a time) to check the maximum moments (+ve and -ve) in each case. Say, there are 5 spans. This seems simple as I only have to change the location of the point...

How would placing beam ligatures at an angle (on plan) affect the beam shear capacity provided that the number of legs are satisfied? Sometimes the steel scheduler makes mistake by making the ligatures wider than the beam width and the steel fixers decide to place them at angle to the beam width.

When pouring concrete slab against another concrete/precast wall, what is the main purpose of having starter bars protruding from the wall into the slab. Genernally, there will be sufficient rebate (ie. 25mm - 30mm) in the wall to support the slab already.

Is it a good design practice to have edge reinforced concrete beam (say 900mm to 1000mm wide) supported on 150mm to 200mm thick precast load bearing wall running parallel to the beam? I mean the beam would be supported by the wall (like an inverted L shape) eccentrically on one side. How would...