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so we're supporting a 250 ft pipe bridge on piles installed on a sloped terrain where there's landsliding but no liquefaction. I would like to know what are the checks I should do for a sound stable structure and the major factor that come into play in designing the piles, especially from a...

so we're supporting a 250 ft pipe bridge via piles installed on a sloped terrain where there's landsliding but no liquefaction. I would like to know what are the checks I should do for a sound stable structure, especially on the landslide aspect. From a pile design aspect, anything I should...

WARose, Not even. The overexcavated bottom level is at about 7 feet below grade so we're above the liquefaction zone. It's just that a recent incident of a foundation that sunk left my boss traumatized so we're going all out conservative..

Thank you very much WARose. The Geotech did actually recommend overexcavating for the foundation an extra 3 feet to replace soil with a certified fill.

not sure why attachment didn't work. anyway, Blow counts N=6 at 5ft depth and N=18 at 10ft

Hi fellas- Thanks for replying to my post and sorry for being late to reply back Eire- Yes it is liquefaction induced settlement, but the liquefaction per the soil report occurs below 20 ft which I think is not a concern, but the soil is bad. Size of foundation is 15 ft x 20 ft with a...

Hello structural pals- So I have this horizontal vessel foundation I'm tasked to design. It will be sitting on a poorly graded loose sand, and per the soil report there 's potential for liquefaction in depths of about 15 to 20 ft. Due to some incidents of sinking foundation in similar...

Dear respected Engineers, I am designing my first pipe rack using STAAD.pro 2007and IBC 2006/AISC Seismic Provisions. I'm using the load combinations stipulated in section 1605.2 and 1605.4 which leads to section 12.4.3 of ASCE 7-05. I need some clarifications please: . 1- Is the overstrength...

Dear respected Engineers, I am designing my first pipe rack using STAAD.pro 2007and IBC 2006/AISC Seismic Provisions. I'm using the load combinations stipulated in section 1605.2 and 1605.4 which leads to section 12.4.3 of ASCE 7-05. I need some clarifications please: . How do you address the...

Dear respected Engineers, I am designing my first pipe rack using STAAD.pro 2007and IBC 2006/AISC Seismic Provisions. I'm using the load combinations stipulated in section 1605.2 and 1605.4 which leads to section 12.4.3 of ASCE 7-05. I need some clarifications please: . 1- Is the overstrength...