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**Section 4.0 - Design Strength of Structural Steel**: Section 4.6.3.2 question regarding shear lag factor; submitted 9/15/2010**Answer:**QUESTION: Is it acceptable to ignore the 0.9 upper limit on the shear lag factor specified in TIA-222-G Section 4.6.3.2 in order to get the ...

**Section 2.0 - Loads**: 2.6.7.4 Gust Effect Factor for Structures Mounted on Other Structures**Answer:**Question: I would like an interpretation as to what Gh should be used for attaching antenna mounts to existing building walls and for figuring ballast ...

**Section 2.0 - Loads**: Section 2.6.6 Calculating the topographic factors**Answer:**Question: Section 2.6.6 (2.6.6.1 and 2.6.6.2) My colleagues and I have been discussing the proper method of determining which topographic category ...

**Section 2.0 - Loads**: As everyone is aware, many jurisdictions are now adopting the IBC 2012, which has updated wind speed maps. Regarding TIA-222-G, can the converted (Vasd) wind speeds from the IBC 2012 be used instead of the wind speeds listed in TIA-222-G, or do we need to take the more stringent of the two? I know this gets a little tricky when the risk category/structure class is something other than II, since the importance factors in TIA are more elaborate (wind speed with no ice, with ice, ice weight) than those in the IBC (who simply provide a number for the wind speed with no ice). We do a lot of work on the Atlantic coastline, and these changes would be most beneficial to our clients. Any interpretation of this would be greatly appreciated.**Answer:**Per TIA-222-G Section 2.6.4.1 the wind maps per ASCE 7-10 may be used to determine the basic wind speeds. The ASCE 7-10 wind ...

**Section 2.0 - Loads**: in case of telecommunication tower to be built on an isolated hill where category 2 applies and no dwellings exist around or roads, can we take importance factor of class I or in between class I and class II**Answer:**Topographic Categories and Structural Class are independent design factors. Refer to the appropriate Sections in the Standard including Annex A.2.2. The Steering committee does ...

**Section 2.0 - Loads**: I am currently working a telecommunications tower project where dead weight of concrete blockswill be used to resist uplift and sliding forces at the base of a truss tower. These blocks of concretemust be placed above the soil.Provision 2.3.2 of TIA‐222‐G, Equation 2 shows the load combination of .9D + 1.0 Dg + 1.6 W. Sincethe dead load contributed by the concrete foundation and the steel tower above is the actualweight of concrete (not some assumed dead load used for the design of superstructure), is itnecessary to reduce the dead load of the concrete footing by 10%? Is there an ASD loadcombination (where wind load is not multiplied by 1.6) that can be used to calculate the requiredcounter weight?**Answer:**The loading combinations specified 2.3.2 requires the dead load factor to be applied to the weight of the substructure and weight ...

**Section 2.0 - Loads**: in case of telecommunication tower to be built on an isolated hill where category 2 applies and no dwellings exist around or roads, can we take importance factor of class I or in between class I and class II**Answer:**Topographic Categories and Structural Class are independent design factors. Refer to the appropriate Sections in the Standard including Annex ...

**Section 4.0 - Design Strength of Structural Steel**: 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?**Answer:**Section 4.9.9 is intended to apply to anchor bolts (Anchor Rods per latest AISC terminology). Section ...

**Section 2.0 - Loads**: Where it has been suggested in previous posts that topography factors shall be determined in the worst case wind direction. Can the combination of topography factors and exposure factors in specific wind directions be looked at differently for each wind direction or must the worst case topography and worst case exposure apply in all wind directions?**Answer:**One Exposure Category is to be used for all directions per Section 2.6.5.1. The topographic factor can be direction dependent ...

**Section 2.0 - Loads**: Should step pegs and safety climb be included in the Ra calculations for determining the appropriate Cf and additional linear appurtenance wind area calculated for TIA-G? It appears that in the transition from TIA-E to F to G the additional drag to the structure from step pegs and safety climb have already been accounted for.In TIA-E the force coefficients for tubular pole structures were less than those in TIA-F and TIA-G.In TIA-E, foot note 3 states that when step bolts… are attached to the outside of a tubular pole structure the Cf factor must be multiplied by 1.3.TIA-F removed this footnote but increased the force coefficients by 1.3 (except for the subcritical cases for which the force coefficient is 1.2). Presumably the footnote was removed and the values and formulas in the force coefficient table were revised so that the drag of step pegs and safety climb would be considered in the table rather than by footnote. TIA-G is using similar force coefficients as TIA-F (about 1.3 times that of TIA-E and presumably accounting for the drag increase due to step pegs and safety climb) but then state to include linear appurtenances such as ladders… or other similar projections in the Ra calculation. Step pegs and safety climb are not specifically mentioned but would be “similar projections”. If step pegs and safety climb are included in the Ra factor it seems that these linear appurtenances are being double counted when determining the additional drag on the structure.Based on the above discussion, in the calculation of Ra can the area of step bolts and safety cable be ignored?**Answer:**The force coefficients (Cf), from Table 2-7 for pole structures account for a degree of attachments commonly attached to communication pole ...