TIA TR14 STEERING COMMITTEE FAQ - 4.0 DESIGN STRENGTH OF STRUCTURAL STEEL

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1) I knew this table 4-8 is used to calculate the polygonal tubular member yield stresses. Note 1. indicated "For polygonal members, w/t shall not exceed 2.14(E/Fy)^(1/2)". I saw other engineers still using the table to calculate the pole yield stress even the w/t ratio exceeds 2.14(E/Fy)^(1/2) limit. My understanding is once the w/t limit exceed, the pole will have local buckling issues and the pole will be failing. I just want to make sure there is not any addendum to the standard so the local bucking can be ignored.
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In Section 4.4.1 of TIA/EIA-222-G December 2009 the minimum bracing resistance (Ps) is given an upper and lower limit. The lower limit relates to the 1.5% requirement in 222-F Sec. 3.1.13. However what is the purpose for the upper limit of 2.5%*Fs?
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In Section 4.5.1, the following language is used:"A multiple bolt or welded connection made only to a gusset plate without also being connected directly to the member providing restraint (i.e. leg member) shall not be considered to provide partial restraint in the out-of-plane direction."Is this language referring only to something like a gusset plate in the center of a tower face, or to end-tab connections (bracing-to-leg) as well? It is my understanding that end tabs would be considered to be part of the member providing restraint, and thus capable of providing resistance to out-of-plane bending of bracing members.Any clarification will be appreciated. Thank you!
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In Section 4.5.1, the following language is used:"A multiple bolt or welded connection made only to a gusset plate without also being connected directly to the member providing restraint (i.e. leg member) shall not be considered to provide partial restraint in the out-of-plane direction."Is this language referring only to something like a gusset plate in the center of a tower face, or to end-tab connections (bracing-to-leg) as well? It is my understanding that end tabs would be considered to be part of the member providing restraint, and thus capable of providing resistance to out-of-plane bending of bracing members.Any clarification will be appreciated. Thank you!
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Is (KL/r)o shall include the curves defined in Table 4-4. In the case of double angles, should Table 4-4 be applied to (KL/r)m or (KL/r)o?
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Is there any available document or article that explains the use of the 5% overstress ratio as a common industry practice? Thank you!
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K is not mentioned on the right side of all the curves given in Table 4-4 of TIA-222-G?
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Section 4.5.3 Built-Up Members states that "A minimum of two bolts shall be used at each intermediate connector point when the connected width (i.e. connected leg width of a double angle) of a compression member exceeds 4 in." I could not find any reference to the two bolt per intermediate connector requirement in the AISC steel manual, and do not believe I have seen this on towers with large double angle diagonals. Does this mean that the two bolts shall be at each stitch location side by side, aligned with the axis of buckling, or the two bolts shall be aligned with the axis of the applied compressive force? Also, does this two bolt requirement apply to built-up members consisting of other shapes, such as channel leg reinforcement on the apex of a bent plate leg, or flat plate reinforcement on a monopole?
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Section 4.9.8. Does the definition of Guy Assembly Link Plate in this Standard include all guy anchor fan plates and welded guy connection lug plates?
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Section 4.9.9: I'm using this section to calculate the tension capacity of a solid round guy anchor shaft. For this case the V/n factor is 0. For the value of Phi Rnt this section refers me to Section 4.9.6.1. Under this section for a solid round un-threaded anchor shaft I assume An can equal Ag. Fub is defined as the specified minimum tensile strength. This description alludes to Fub=Fy but I believe the intent was for Fub to = Fu. Can you verify that per 4.9.6.1 the guy anchor rod tension capacity is .8*Fu*Ag?
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