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I like the computer modelling approach. With the help of the same online truss calculator, I modelled the truss of the pedestrian bridge and calculated how 50% of the weight of the bridge (about 950 kips) would be added to the bottom end joint of the truss and onto the north pier by the end...

2000 kips is a factored load which is a resistance factor of 0.65 less than the nominal load capacity which is 2,000/0.65 = 3,076 kips. https://res.cloudinary.com/engineering-com/image/upload/v1521982873/tips/criteria_concrete_column_design_vzseib.jpg I would expect a break at any load greater...

Not exactly. It was 1615 kips plus whatever additional load from the post-tensioning bars that were in use, which is unknown but the 2 bars together are easily capable of adding another 600 kips. So say somewhere between 1615 kips and 2215 kips. and you will likely be right. I estimate that...

Yes indeed and at the risk of repeating myself here is that calculation again. Nevertheless, the design equations which engineers use employ φ factors for a very good reason. Mmm. Be careful. Americans use the "short ton" which is equal to 2 kips. The UK "long ton" is heavier, equal to...

Thanks. Here it is. https://res.cloudinary.com/engineering-com/image/upload/v1522022249/tips/AASHTO_5.7.4.4-3_iauagn.jpg Calculating the factored axial resistance or factored load should treat the contribution of prestressing steel differently from post-tensioned bars. It is not appropriate...

Thanks! I modified my reply to your post too. I didn't see that value explicitly stated in the engineers' drawings, admittedly. However from the following photographs, I've got something of an idea by estimating that the rebar used is #7, diameter 0.875", area 0.6 square inches. This image...

Thanks! Agreed. https://res.cloudinary.com/engineering-com/image/upload/v1522004854/tips/force_vector_ystcaz.jpg Agreed.

Newbie here. Close enough. 2,200 kips is not "okay" for member #11. Far from it. When calculating the maximum allowable design factored load for a concrete column there are other multiplication constants which reduce the design load considerably, as these university lecture notes explain...