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IMHO, instead of the formula based approach in William’s, for this kind of topics in Buildings, a fundamentals based approach makes it easier to conceptualize and understand the code provisions. Was it you or maybe some other Bridges engineer who lamented about the dark secrets of Buildings in...

A seismic frame system must have functioning frames in two preferably orthogonal directions. If the frame on line 1 fails or say removed for the sake of code analysis, there is no longer a seismic framing system.The entire structure would have extreme torsional irregularity. For Rho to be 1...

Hope it is not right next to the 18th.

I was looking at the SMF Table 4-2 in the 1st and 2nd edition. The values for Pu max are lower in the 2nd edition. Was there a change to seismic compactness? Is that the reason?

The last few code cycles have seen reversion to some items from even previous codes, UBC 1997 for instance. Also, some are even dropped, for example an equation for continuity plates in SMF in the 2016 version. In short, it is easy to get our memory to lapse and keep overriding a change and get...

Just a quick addition to my earlier post. All the Available Compression Strength Tables in the Manual give a strength value for KL=0 that corresponds to the yield strength multiplied by the strength reduction factor, not infinity. Examining the numbers for even other very short column heights...

I thought L was was always in the denominator of the Fe equation. So it not clear why the 2016 edition would make a difference. I think this has to do with the critical slenderness. Euler’s critical stress curve is similar to the Seismic Response curve up to Lr (plastic and elastic range)...

Just 2 things about your immediate concerns. 1. About going into the exam hall with these questions in your mind, as long as you design and detail quoting the sections you are basing your answers on, the graders are not waiting to to penalize you. They are experienced people. There are two...

I think we are getting caught up between two things. 1. Minimum/nominal horizontal reinforcement for ductility. This is the driving force behind the 8”......48” spacing. 2. Shear reinforcement (our normal tendency is to think of rebar only, wires are also reinforcement) that is required to...

A small addition. Forgot to mention that the minimum shear reinforcement is meant for improved ductility which I think is why embedment in grouted cells would be the preferred method of placement. The comments are for running bond - most common. Special walls with stack bonds have to be fully...

Not every Special Wall has to be fully grouted, except in SDC E,F or if prestressed. Whenever a wall is grouted even partially, there is the benefit that goes with embedding the steel in grout. It is not as securely held and is more susceptible to corrosion when placed in mortar in the face...

Good call. There are two aspects. One is the State policy. The other is the potential for possible perception by references themselves. If they are now or will be in future be in a position to interview you for another position or promotion, it can place them in an uncomfortable position. That...

LRFD is the acronym for Load AND Resistance Factor Design. Load Factor was in earlier codes. The factors are based on the variability of different types of loads. It is a bell curve. It provided a basis for design but did not provide a way to more reliably predict failure rates. Different...

Any equation can then be interpreted as having a “factor “ of 1. The W and E cases in ASD are applied 0.6 and 0.7 respectively, not as load factors but as load conversions. E was always strength level. W has joined its rank now. They are both just Converted to service level not “factored”. If...

This is in relation to Andy Lin's post on his site. It says Bearing pressure and other service related design aspects are typically done with un-factored loads under LRFD. I am not clear on the part on unfactored loads under LRFD. Isn't LRFD itself based on using factored loads as the Load...

I believe different people process things differently. Compartmentally working one problem at a time vs rating levels of difficulty and going in that sequence. There is no shallow end to deep end in this pool. It is the Pacific Ocean, has hills and valleys. Taking the plunge into it thinking it...

Sorry, I did not realize you were referring to AM. For the AM a good textbook like Segui would have a lot of problems in them.

The SDM Second Edition has problems and solutions, more than in the First Edition. But their solutions are long and need parsing into 1 hour format.

Unlike the AM, it is hard to figure which questions are easy in the PM. Spending 15 minutes on deciding the order is going to put pressure towards the end when fatigue can set in especially if one is going to do both days.

I also noticed that. This may be a rehashing of sample problems for more marketing than as an indicator of code changes for which the time was already up in October last, but was delayed to be fair by those who could not take the April exam as it was cancelled due to COVID. The October exam is...