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Dear All I am looking for suitable FEA software to deal with Shell Structure. (roof shell structure (concrete/steel) and supporting numerous vertical loads) Resulted in two modules (ABAQUS or TNO DIANA). Any feed back will be useful to choose relevant sotware to deal with this structure...

Thanks for your reply, i agree that vertical bars could be outside, if it is a retaining walls/where out-of plane moment is significant, we can also achive high lever arm.

Dear All Typically the vertical bars will be inside (far face) and horizontal bars outiside (near feace) in load bearing walls, horizontal bars provide concrete confinement. Any one has come across the detail vice versa, i.e., vertical bars outside and horizontal bars inside. Regards Murali

Seismic site classification reflects (defines) how the seismic waves (acceleration) amended (amplified or reduced) when it hits at base of structure. Soil classification basically amends the spectral accelerations. Foundation type should not change seismic site classification. Having said that...

Yes, it shouldn't affect any analysis results. Pier labelling is mainly for design purposes.

In static method approach in ETABS as per UBC 1997, it also restricts the actual time period based on modal analysis to 1.4 x Method A time period or 1.3 x Method A time period.

Hi Structech08 1a) Pier design: The shear reinforcement reported in the design is total reinforcement (for wall, it is total horizontal steel). 1b) Spandrel design: The shear reinforcement reported in the design is total reinforcement (for wall beam/beam, it is total vertical steel,i.e., shear...

Thanks for your input The scheme is 10 story residential block in cairo. The few local codes are not in english version. I am looking for especially the seismic code. Cheers

Dear All I am working on structural scheme for cairo,egypt. a) Seismic loads , reference document b) max / min concrete grade used c) grade for steel (rebar) d) structural steel grade (S275 / S355)? e) seasonal variation of temperature Any help will be appreciated.

We could use mechanical splices to improve buildability. I have also come across with MMFX steel with 80 ksi strength. If possible, the size of boundary element could be adjusted to bring down the precentage of steel.

Hi AlphaXY It appears that there is an issue with structure. Sure you could review point displacements or modal displacements to locate the issue exactly. It may be due to meshing especially in transfer column condition. Please also ensure the right definition of slab type (membrane or shell)...

Hi Seny It may help by idealizing partial fixity to column B base (full moment capacity may not be achieved). I used to pin the base of floating column and design the beam to absorb all the moment/shear. Nominal moments will be transferred to columns above or below. (may not be ideal if this is...

Dear All In one of our building, contractor proposed to use Precast columns to speed up the programme. These columns are gravity columns and the building is in non-seismic zone. Your input will be appreciated.

Apologies for that, this is a over the full height of the building. Thanks for your input.

Yes, this is a new building, 30 stories. Columns are heavily loaded subjected to shorten around 20 mm after we attach the canopy, due to secondary effects. Can we come out of this issue with slotted holes in embedded plate?

Thanks for your reply The cantilever (probably tapered hollow section) support is attached to a concrete beam which is running over columns. As you said, it is better to attach on columns, if sections are ok for architect. Design gust wind speed is around 48 m/s at this site. Vibration and...

In one of my job, architects wants to have a steel canopy projecting 6m as a pure cantilever, without any tension wires, supporting glass. This is at the main entrance of the building. Is there a vibration issue due to local wind gusts?

Thanks for all your input. Though this is not a design feature, it would be helpful in construction. Cheers

In one of our job, the contractor wants to construct the walls/columns without kicker (75mm). It gets me question that the pros and cons of kicker / kickerless method of construction Cheers

Patrick Its structure is as simple as ETABS / STAAD. You can look at the input file, which have sub headings with $ symbol i suppose. Its pretty easy, you may need to follow the exact format, i.e. "