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Trippelsewe: I see. Was wondering if there's new reasons that I'm not aware of. Thanks.

Trippelsewe: May I know what are the reasons edge stressing was rejected based on your experience?

Ingenuity: Thanks. Yea, double live-end is not typically done anymore, and again it's due to safety issues. We typically have 2 tendons stressed from each side and have it lapped. Can't deny that we're not the best. [upsidedown] hokie66: Thanks for the comments. The previous snapshot is from a...

Ingenuity True, in that particular snapshot, the construction joint is a "pour joint" as the builder cannot pour the whole slab in 1 pour. Some people call these bars as "stitching bars" Typical detail is as per snapshot below. Did you mean intermediate coupling anchorages for the tendons? I...

hokie66: There's top and btm bars continuous through the construction joint to maintain moment continuity. I believe the props would stay until both pour reaches its strength. Retrograde: Apologies for my bad wording. Not meant to have tendons pass through the CJ as it'll start-stop. The...

Thanks all for the insight. It's been very useful. Ingenuity: I agree with you. I'd avoid pans whenever possible due to the extra reinforcement, extra loss, potential congestion, possible clash with other reinforcement/pans, etc. which leads me to asking this question to know when...

Hi All, Structural engineer from Australia here. I have 2 questions regarding detailing a post-tensioned slab for its anchorage type (edge stressing vs pan stressing). Q1. Does anyone know when edge stressing may be rejected by architect or builder? Besides the obvious reasons such as edge of...

Hi Tomfh, This is a concept question that kinds of applicable to all cases. Basically, it's to compensate that at the nodal zone, you aren't able to develop 100% (500MPa yield stress for Australia N Bars) of the anchorage of the wall vertical bars (see snapshot below), hence you put more bars...

Hi JAE, Thanks for your insight. As per the Australian Code (See excerpt from the code commentary on the image below), exactly at the end of the cogged/hooked bars, it's generally taken as only 50% developed. i.e. in my figure 2, exactly at the node location, the bars are only developed by 50%...

https://res.cloudinary.com/engineering-com/image/upload/v1723617656/tips/Core_Wall_Starter_Bars_1_degmkq.pdf Hi All, I'm a structural engineer working in a consulting firm in Australia. There's a new manager in the company whom I'm working under at the moment, and he insisted that we should...