TIA TR14 STEERING COMMITTEE FAQ - 2.0 LOADS

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Regarding recent FAQ 1128: would it be possible to add the committee's reasoning for requiring the worst-case exposure category for all directions, even though ASCE 7-2010 allows exposure category to vary, based on a rational analysis of upwind roughness? Likewise, regarding recent FAQ 1129, since ASCE 7-2010 specifically allows reductions below its own mapped values (last sentence of 1st paragraph of 26.5.3), it would be helpful to understand why the committee feels that basic wind speeds less than those in ASCE 7-2010 should not be permitted, even if they could be rationally justified using ASCE 7-2010 procedures.
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Section 2.6.1: In the definitions section of 2.6.1, a 50-year mean recurrence interval is specified for wind on ice loading. However, in 2.6.8 a limit state factor of 2.0 is used. Per ASCEC10.4.6 paragraph 2, this factor of 2 is for a 500-year mean recurrence interval, not a 50-year mean recurrence interval. Therefore, if we are to design for a 50-year interval we must use a factor of 1.0, not 2.0. Will TIA acknowledge this fact and allow our company to use a factor of less than 2.0?If not, please explain your reasoning for using this 500-year storm event factor. Also, if TIA is unwilling to change said equation, is it acceptable to ask the jurisdiction to wave this factor in favor of the 50-year factor of 1.0?
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Section 2.6.5.2 “Velocity Pressure Coefficient”Question: Shall “z” in the equation be based on mid-height of panels of lattice structures or is it a centroid location of lattice structures panel? For example if the length of panel (Bracing type = X-Brace) is 10 ft then z should be = 5 ft or based on the centroid location.
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Section 2.6.5: Addendum 2 defines Exposure Category C as "Sites located in Exposure B terrain that are located further than two miles but less than twenty times the height of the structure from an Exposure D terrain." That region is only possible for towers more than 528 feet tall. Did the authors mean "...less than two miles but more than twenty times the height..." That would make more sense and coordinate with the definition of Exposure D.
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Section 2.6.6 Calculating the topographic factors
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Section 2.6.6.4 - Rev-G provides a simplified method of calculating Kzt that differs from the method provided in Figure 6-4 of ASCE7. The resulting wind pressures when using the Rev-G method are often significantly higher than those calculated using the A
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Section 2.6.6.4 - Rev-G provides a simplified method of calculating Kzt that differs from the method provided in Figure 6-4 of ASCE7. The resulting wind pressures when using the Rev-G method are often significantly higher than those calculated using the ASCE7 method. Is it acceptable to use ASCE7 wind pressures instead of defaulting to Rev-G wind pressures when Kzt>1?
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Section 2.6.9.2Can I use loading that is less than the values prescribed by the written TIA-222-G and claim compliance with the standard? If so, under what conditions?
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Section 2.6.9.2Is it acceptable to use the results of Computational Fluid Dynamics (CFD) testing as a substitute to the requirements outlined in section 2.6.9.2? If so, what conditions must be meet? If so, can we claim the tower is compliant with TIA-222-G if the wind tunnel data is used?
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Section 2.6.9.2Is it acceptable to use the results of wind tunnel testing as an acceptable substitute to the requirements outlined in section 2.6.9.2? If so, what conditions must be meet? If so, can we claim the tower is compliant with TIA-222-G if the wind tunnel data is used?
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