QA/QC Process Structural Engineering Firm

[strguy11]

After a recent issue on a project, I am being asked to update our QA/QC process in our office. Our current one involves checklists from case which have been edited/updated over the years due to lessons learned. We also have "go by" drawing for examples of how to show information on plans as well as checklists for computer software.

In reviewing these along with a post mortem of what happened on a project, I have come to find out the QA/QC review was just never performed. I explained this to the leadership and that regardless of what we have, if it isn't followed, nothing will work.

My question is what is your process like? Do you have a dedicated QA/QC person who reviews everything? What stages of design are a minimum for reviews? What do you do to ensure this is done? I feel the nuts and bolts of our plan is solid, but the implementation is what the issue is. I feel that when every new project comes in, not only are we assigning the PM and EOR, we should be assigning a qaqc reviewer and they should be involved in our internal.project schedule so that the reviews can be scheduled. Reviews should include drawings and calculations.

Any other ideas or tips your firms are doing?

 

[jhnblgr]

Typically my review consists of verifying calculations are correct, references provided and confirm the assumptions are correct and codes correctly applied.

Plan review consists of review for constructability, match the calculations and sufficient details provided

QC isn’t the issue, it’s a symptom of mismanagement. EOR should be reviewing anything they are signing off on. Also staff should have ownership in their work and pride.

I always ask new hires if they actually enjoy their work cause I don’t want to work with someone who doesn’t want to be there. If someone asks me to review their work I tear it apart to find any possible errors or mistakes.

Once had a person provide me with a footing design for a moment resisting foundation and it was really small compared to my past experience, the person had left the company at this point because we weren’t doing enough building design, long story short they used kip-ft for the overturning moment and lb-ft for the resisting moment