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Agreed that the wall and ground beam act as one rigid body, but this is only possible through the anchorage of reinforcement as the concrete would crack in the tensile zone. When overturning moment is applied, the wall would try and separate from the ground beam and this separation will be...

Thanks Ba and Dik. Ba, sorry, what I meant was that all rebars in the tension zone yield. I believe your load diagram shown would be valid for linear elastic members such as a Pure steel plate shear wall, where the centre of rotation of the moment arm is exactly at the centre with uniform...

Hi I have a question regarding a RC shear wall supported on Steel Piles. Please see link for shear wall and pile configuration. When a lateral load is applied to the shear wall, there is overturning moments on the wall in addition to shear and axial loads. If we assume that all of the rebars...

I have carried out a response spectrum analysis for a reinforced concrete moment frame building and have the following questions: a) Do you combine U1 and U2 acceleration in a single RS case? b) My columns experience biaxial bending. With the response spectrum I have min and max values for...

Hi When modelling boxed, C-shpaed and L-shaped shear walls in Etabs for low rise buildings, there are large tension and compression forces on the flanges when primary seismic loads are applied in the web's direction. This is because Etabs treats it as coupled wall. If these walls are concrete...

Thanks everyone for your replies. Peer reviewer has reluctantly accepted based on the wording from the draft code. rowingengineer - yes, the use of cyclone washers is a no miss for us.

Thanks for your reply guys. We design for Cpi = 0.65 for majority structures in cyclone regions, which results in high wind forces. Often, for tall structures, the local pressure zones become highly loaded and start requiring concrete roofs. This is exactly the difficulty which I am facing now...

Are we permitted to use the action combination factors kc,e and kc,i from Table 5.5 of AS1170.2: 2011, when designing the Roof cladding and Purlins for internal pressure? This is particularly for buildings designed in region C and D, which can have very large internal pressures. Previously...

Thanks Agent666, that is very fruitful. I try and read as much as possible. Seismic capacity design is on a very different level altogether. By material strengths, I meant the individual member capacities. You have somewhat touched on it in your 4th paragraph. I was thinking that if NZS...

Thanks very much for your responses. My structural background is Australian but I am based in Fiji where we use NZ codes for seismic design. I am still learning some aspects of the NZ code as I am new to this code. Kootk, those are some great points you mentioned. The actual earthquake load...

Hi I have Reinforced Concrete frame building, where my beam's hogging moment is higher for gravity case than that for seismic case. If I undertake a ductile design in accordance with NZ seismic code (NZS1170.5), I am required to design my columns for the over strength of the beams capacity...