ThoroughPM
Member
I wanted to reach out for advice-I am doing preliminary design on a Silo foundation. Using the load combinations in ASCE 7-10, the governing load was generated by equation #7 (0.9D+1.0E). The result of that load is minor downward force and a very large overturn moment.
However, equation 2 (1.2D + 1.6L + .5S) resulted in a very large downward force. This combination also seems much more likely to come into play based upon the area that I live in (Dayton, Ohio). I wanted to combine the results of the heavy downward force resulting from equation #2 with the large overturning moment resulting from equation #7. My main concern is that combining the two load cases will result in a very conservative design. However, I don't see how I can justify not considering the live load for the silo (1124kips) at all and using equation #7.Curious to hear any one else's opinions here.
However, equation 2 (1.2D + 1.6L + .5S) resulted in a very large downward force. This combination also seems much more likely to come into play based upon the area that I live in (Dayton, Ohio). I wanted to combine the results of the heavy downward force resulting from equation #2 with the large overturning moment resulting from equation #7. My main concern is that combining the two load cases will result in a very conservative design. However, I don't see how I can justify not considering the live load for the silo (1124kips) at all and using equation #7.Curious to hear any one else's opinions here.