Hromis1
Can't be Responsible - Off his Meds today
Section 12.13.5.2 of the ASCE 7-05 states that ties shall have design strength of at least 10% SDS times factored dead load plus factored live load. (Design category C, tension governs this case).
For the case I am working on my live loads are almost solely crane loads. My live loads are huge as a result of additional design criteria (40% thrust, and 20% tractive, 25% vertical impact allowances).
It appears as if this simplified section is written for "normal" buildings where the difference between live and dead loads is not an order of magnitude.
Anyone else have experience with this problem? I don't see a work around in the code. I was always taught that the lifted load in effect was dampened and not very critical for lower acceleration values?.
For the case I am working on my live loads are almost solely crane loads. My live loads are huge as a result of additional design criteria (40% thrust, and 20% tractive, 25% vertical impact allowances).
It appears as if this simplified section is written for "normal" buildings where the difference between live and dead loads is not an order of magnitude.
Anyone else have experience with this problem? I don't see a work around in the code. I was always taught that the lifted load in effect was dampened and not very critical for lower acceleration values?.