JTPE
Structural
- Jun 17, 2002
- 53
We are analyzing the existing condition of an existing transmission tower having long (30 ft plus) L2x2x1/4" braces. We have calculated the wind and ice loads per ASCE 7 and built a Finite Element model of the tower. we applied the wind loads and the ice loads to each individual member including the bracing members.
We are finding the Euler Buckling is exceeded for the long braces when they are modeled as two way members. Are these braces typically designed as "Tension Only"? When we make them tension only the model will not converge which is our next problem. Should the loads be applied to the joints of the structure only? If so, are both the wind and ice loads translated to the joints only?
We did change all of the bracing to fixed connections and only SMALL moments are generated at the joints. moments that are within the joints design capabilities. Is it typical to design these braces as pinned at the joints, we would have expected so.
We have modeled this tower in RISA 3D, not the RISA TOWER.
thanks in advance.
We are finding the Euler Buckling is exceeded for the long braces when they are modeled as two way members. Are these braces typically designed as "Tension Only"? When we make them tension only the model will not converge which is our next problem. Should the loads be applied to the joints of the structure only? If so, are both the wind and ice loads translated to the joints only?
We did change all of the bracing to fixed connections and only SMALL moments are generated at the joints. moments that are within the joints design capabilities. Is it typical to design these braces as pinned at the joints, we would have expected so.
We have modeled this tower in RISA 3D, not the RISA TOWER.
thanks in advance.