I am anchoring a 400 gal. Air Receiver Tank that weights 900 lbs. The tank has 4 anchors and in the area of California that the tank will be anchored I calculated a tension load of 500 lbs./anchor, and shear load of 135 lbs./anchor. Because the anchorage is for a tank or a pressure vessel, ASCE 7-10, Section 15.7.5 says the anchorage “shall be designed to developed the steel strength of the anchor in tension.” Using the Hilti Anchorage software, the smallest post-installed anchorage that can be used is a 1” dia. rod with a 17.756” embedment. Basically, what I have is a small tank, less than 1000 lbs., that cannot be anchored with post installed anchor bolts and meet code.
If I disregard section 15.7.5 and just apply an over-strength factor of 2.0, I can easily anchor the tank with either epoxy or mechanical bolts. Is it possible to disregard the need for meeting the steel strength development requirement and simply design the anchorage using the over-strength factor? The only other option would be to cut out the existing slab and pour a new slab with cast in place anchorage.
If I disregard section 15.7.5 and just apply an over-strength factor of 2.0, I can easily anchor the tank with either epoxy or mechanical bolts. Is it possible to disregard the need for meeting the steel strength development requirement and simply design the anchorage using the over-strength factor? The only other option would be to cut out the existing slab and pour a new slab with cast in place anchorage.
