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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...

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

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.

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.

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?

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

Dear All I am looking at regular circular shaped tall building with aspect ratio 1:5. This is in the concept stage. Can i get a reference to get net external pressure coefficient for this circular shape, which must be less than 1.35? In BS 6399, the net pressure coefficient will come around...

Dear All Under ultimate state, though wall is not cracked, 0.7Ig need to be used in the analysis. How do we modify the stifness in ETABS. Are they f11 & f22. Please let me know your opinion We are currently using UBC code as a reference for analysis purpose. Stiffness modifiers as stated in...

I would like some clarification on the requirements for mid height splices in UBC97 for frame members which are not designated to be part of the lateral force resisting system. There appears to be an anomaly related to this item in section 1927 and in particular clause 1921.7.2.2 which cross...

Dear All I have a building of 60 story (10 podium (large) + 50 typical floors). The mass of podium is equal to the mass of tower block (50 story). When i am scaling response spectrum results, where do i need to scale them. At base level or top of podium. Thanks Murali27

Dear All Mass moment of inertia changes with respect to mesh element size. When i take a plate of 4mx4m, ETABS performs the analysis and MMI is 3 times more than the element when meshed 1mx1m. Will it calculate the self weight of column/wall in the computation of MMI? Thanks Murali G

Dear All In one of my project, the support moments on column-PT slab joint are governed by ultimate Dead & Live Load case compared to lateral load combinations. Is there any additional steel required on account of lateral load effect alone i.e at top & bottom. Though the lateral loads are...

Dear All I have a ribbed slab spanning 13m with a 850mm rib depth (to be designed as a simply supported). The long term deflection is around 50mm due to self weight of the slab alone. Can we have a camber 50mm @ center of the span on account of selfweight alone? Is there any limit on...

Dear All In the computation of diaphram mass, the forces are not matching with the story shears. Is there any bug in ETABS? Thanks Murali

Dear All When the safe model exported from ETABS, the primary load cases will be taken automatically to safe program. But it doesn't do that for response spectrum cases. How do we handle this. Thanks Murali

To All, In one of the structure, the fundamental mode is a torsional mode. When i asked ETABS to perform static method as per UBC code. I assigned X direction as well Y direction. The first three time periods are 1). T1 = 1.963 sec - Rotation 2). T2 = 0.85 sec - X translation 3). T3 = 0.65...

To All Will you enligten me what is the solver being used in ETABS or SAP? Your input will be appreciated Thanks

To All As per ACI code, the initial stiffness modifiers are to be assingned for wall/slab/column/beam structural elements. Slab - 0.25 Ig Wall - 0.70 Ig Beam - 0.35 Ig Column - 0.7 Ig In ETABS Slab -> Assigned with shell element -> M11, M22 & M12 as 0.25 Wall -> Assigned with shell...

Hi all, Ref: ACI 318 - 2002 Do we have any restraints in design methodology for using higher strength concrete 15 ksi ? Thanks in advance

Hi all, Can the total building drift be H/50 after magnifying as per table 1617.6 ? Thanks in advance