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I searched but I couldn't find any threads. You seem to need to be spot on with wording for them to come up sometimes though.

Does anyone know how long samples should be kept after a project is completed? Is there a standard time for liability reasons? thanks

Thanks to both of you. I've tried two ways. One using retaining wall strength loads for LRFD and not using the 20% increase in shoring suite. This seems to still give me a very conservative embedment. I also tried ASD and adding 30% per AASHTO. This seems to be a lot more reasonable. A...

Working on a fairly simple sheet pile design which is nice because it's my first one. It's for DOT and LRFD is required. I'm using Shoring Suite Software. I started out using Strength Case Load Factors for all of the loading. 1.5 for Earth Pressure. 0.75 for Passive Pressure, 1.75 for Live...

thanks everyone. PEinc, we don't think there's going to be enough room to fit a pile cap for micropiles. We decided to present the option of drilling a larger diameter hole along the subway and backfilling the annular space with either sand or bentonite. We saw the use of bentonite on another...

Thanks everybody. Here's a follow up. We're looking at loads of the following: Axial - 2034 K Shear - 445 K Moment - 3233 K-ft. Rock Type is Schist/Gneiss. First 5 feet is weathered then very hard competent rock - Co > 6000 psi. PEinc - We looked at micropiles but we don't think we can get...

We have a bridge project where the bridge pier spans a subway. In order to avoid loading the subway it was proposed that we put caissons on either side of the subway to carry the load from the bridge. The top of the subway is approximately at the top of the rock so the caissons will be...

Thanks. I appreciate your help PEinc.

Thanks PEinc. You don't happen to have a reference for this do you?

I'm working on a project using vertical and battered micropiles to support a bridge pier. The lateral load of the pier is designed to be taken by the batter of the piles. In the most recent design runs the worst case ratio is roughly 15 K load vs 70 K resistance factored using the horizontal...

Sorry for the AASHTO code for a footing on or near a slope the bearing capacity equation neglects the Df term and Nc and Ng become Ncq and Ngq which are determine based on how the footing is situated within the slope. The bedrock has been determined to be very poor quality shale. I assumed...

I have a project in which a bridge abutment foundation is proposed on bedrock of very poor quality and is being analyzed as equivalent soil mass. The foundation is also next to a slope. My question is do I need to evaluate the bearing resistance using AASHTO, 2010 Section 10.6.3.1.2c or will...