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Kootk, The CMU walls are cored filled with reinforcement vertical and horizontal. The wall vertically span from floor to floor. Agree with you that the concrete floor will be conservative design if these masonry cored fill reinforced walls are treated as non-flexural walls. The reinforced...

I recently design a 5 storey building with 2 basement. All levels was using Reinforced core fill masonry walls for load bearing wall. As my design manager told me to treat these Reinforced core fill masonry walls as a non-flexural wall. This mean the load will go directly onto the slab and...

Of course, the expansion joint have no moment. I mean here to use the link to be modelled as an expansion. The link just like a beam without property and no torsion moment. For separate models, Use vertical pin support only so you can have lateral displacement.

Thanks Agents, Btw, Can I do same thing for applying area loads using a plate element with no property (set properties to NONE)?

I am not sure if you can use the link in Etabs. The link will give no moment along the expansion joints.

Yeah, That is the only way I did. Break up the model into 2 models. One model with pin supports along the expansion joint. Obtain the reactions of this model, then apply these loads to the other model. I don't think Etabs having any function for you to have an expansion joint in one model. Thanks.

This expansion joint don't transfer bending moment. Or simply, one edge of a RC slab sit on an edge of other RC slab. Thanks.

He said footing is based on bored pier of 450KPa bearing capacity, not on strip footing (so the statement of clay bearing =400Kpa is wrong). But I doubt about those pier of 300 diameter without socket.

Entrance corner often a place of high local concentration load. Shrinkage cracks can pass through there. If you use a finite element program to model a slab, you often see that a very high local negative moment at the entrance corners. Usually 2 bars of 12mm diameter is enough. Sometimes, I put...

I think it is the design engineer giving wrong statement (400 KPa should be weather shale). You can use deeper beam for high reactive soil or using bored pier, it will limit soil movement. I think using 300 diameter mass concrete pier is a waste. Strip footing of 300 wide can give 0.3x400 =...

The drawing designed by another engineer. The client asked me to review it to the suspended slab only. But I have a look the ground floor slab by the way. But, I see some other drawings, some engineer like to use 300mm diameter mass concrete piers (for one or two storey building). With...

Civ, it can be a good reason. But piers are used for internal strip footing too.

Rowing, No sewer near the building. It look like no geotechnical report. With 400Kpa bearing capacity, you have weather shale not clay. Bored piers sitting on hard clay 450KPa ? It doesn't look right ? Nothing say about socket length so 300mm diameter sitting on bearing of 450KPa will give low...

I currently review some structural drawings. Footing to be found on natural clay of 400KPa. No soil class here. The slab on grade is 120 thick SL82 mesh. It look ok. Strip footing typical is 300 wide x 600 deep (internal) and 450 wide x 600 deep (external double brick wall). Residential strip...

I am modelling a building with concrete slab, column and shear walls (no boundary walls) I try to apply the wind load in Etabs model with the wind load pattern already in Etabs. My questions are: - The wind load will be applied laterally or vertically or both ? - Which building elements are the...

We investigate FRL of the existing structure. The slab thickness was increased at the lapping point of reinforcement.

In Section 5.5, there is no FRL (Fire resistance level) for integrity ? My slab is 110mm thick, and 20mm cover at bottom reinforcement of SL82. Therefore, axis distance is 24mm => FRL for structural adequacy < 30 min (Table 5.5.2 (B)) ? Section 5.5.2(b)(i) say : "the axis distance is...