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I have not touched brick design in years but I have done a few rehab jobs in NYC and if I recall correclty, for a sound looking brick strucure I used to use a value of 1,200 to 1,500 psi for f'm. Try to get the applicable standards from the Masonry Institute??? (don't quite remember the name)...

.25 to .5 of the construction cost is about average. I am not sure about the 11% of the architect's fee. 11% would be great. My bids are based on an estimate on how long it would take to do the work based on an hourly rate and about a 10% contingency depending on the client.

I assumed that foundation problems were a given and that they were verified. Now if there is no indication of settlement or foundation failure then I would address the roof framing. Are there ceiling joists or is the roof cathedral ceiling? the cracks could be induced by the lateral thrust at...

The system from a structural analysis point of view is stable but from a design view it is unstable because of the material and section properties. I would have gone through the determination of the reactions and loads in the strut and then the deflection before realizing it is unstable. It is...

This seems to be a differential settlement problem. Repairing the crack as suggested by Ron would be enough. You need to address what is causing parts of the footing to settle. This is most likely due to an improper or missing drainage system. As far as repairing the foundation you can either...

BAretired, ACI 318, Chapter 20 also recommends the test load to remain in place for 24 hours which I am using for this exercise.

Ron, I checked ACI 318 and the procedure was very detailed. It's been years since I deal with a concrete structure. Your tip was very helpful. Thanks.

I am curious to see the load diagram for this problem. Obviously this a building structure and I really do not understand the relatively high loads.

StructuralEIT, I used 36ksi steel and that may be the reason the beam did not figure.

I ran a quick calculation on Enercalc and found the beam to be overstressed even for the fully braced compression flange condition. I may be missing something then. This was a pure ASD check and I am not sure I want to introduce plastic design into this exercise. I also usually design for...

If you can give the name of the reference and relevant section it would then be very helpful.

The 7' 6" cantilever is most likely an architectural requirement. I do not think adding a beam at the inflection point and end of cantilever would make any difference. Which inflection point would consider? the one under the dead load, live load or combined? If this were an actual project, I...

It a good point you're introducing the time factor. One of the ASTM standards (static load testing of structures) specify that the load is to be applied for 5 minutes. What is the basis for the 24 hours requirement? I will check the ACI document to see if this is also addressed. Thanks.

I will do that. Thanks for the help.

You design both beams for the 815'-k moment and you need to consider the full 27'-6" length as unbraced unless you have other secondary filler beams which would physically brace the beam. If the cantiliver beam is a separate beam then the unbraced length would be the 7'6" length. In this...

Are there any guidelines on what loads to use when load testing a concrete beams (post-tensioned beam). I am inclined to use the factored design loads. Something tells me I should use the service loads (unfactored loads) and somehow I also feel I should even increase the factored loads further...