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I do not use software to determine bearing capacity. I usually do it by hand calculation.

Your contractor is right. I will do exactly the same. 4000 psi plain concrete behaves just like bedrock after cure. I have no problem with it.

I totally agree with DRC1's advice. Another thing you may consider is to use light-weight aggregates or slags to backfill the wall. They are good for drainage and also apply less lateral pressure due to their light density.

I use LPILE Plus 4.0 quite often. It is correct to select boundary condition #2 'Shear and Slope' for fixed-head condition (slope =0). You can not input moment in the LPILE program for fixed-head conditions. I thought about this before when I first used this software. I agree with TTK that...

There is a new construction house which I want to purchase. But on the basement walls, I found a long horizontal line (quite obvious) which I believe is due to different concrete pours. The line is about 25 feet long and 3 to 4 feet above basement floor. I am quite concerned about the...

There is a new construction house which I want to purchase. But on the basement walls, I found a long horizontal line (quite obvious) which I believe is due to different concrete pours. The line is about 25 feet long and 3 to 4 feet above basement floor. I am quite concerned about the...

GeoPaveTraffic, Please help me have a look at your reference and let me know. I have a sheet pile wall to install which needs removal of extremely soft subgrade and replace it with compacted clay. I agree with fndn that I will also need to do a UU triaxial test on the compacted clay to...

The clay fill will be placed in 8-inch-thick lifts and compacted to 95% of the maximum dry density per Standard Proctor method. The borrowed clay material (non-organic) has medium plasticity (LL between 30 and 50). What would be the undrained shear strength (range) from this compaction? Is...

Here is my understanding after playing Lpile program for a while. Any comments are welcome. Uplift force will accelerate cracking of concrete on a laterally load pier. The decreasing EI will make the pier to deflect more. By using a deflection criteria (0.5"), the pier lateral capacity will...

What's effect of axial load on drilled pier's lateral capacity? I used LPILE to design a 0.9m dia. drilled pier and limit the deflection to 0.5 inch. I found the lateral capacity when pier in tension is significantly less than the capacity when pier in compression (about 50% reduction)...

From a construction point of view, it will be difficult to install sleeves. In addition to this, I aslo need lateral capacity of H piles. Installing sleeves will signifcantly undermine the lateral capacity. I may just have to drive the piles deep enough to resist the adfreeze uplift force...

The project site has a design frost penetration depth of 3.7 meters. The recommended adfreeze uplift force on the sides of pile is quite large (100 kPa). I'm thinking of tar-coating the top 4.7 meters of my H-pile. Is this (tar-coating) a common practice in the cold region area? I also want to...