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- TIA-222-G
- OBJECTIVE
- SCOPE
- 1.0 GENERAL
- 2.0 LOADS
- 3.0 ANALYSIS
- 4.0 DESIGN STRENGTH OF STRUCTURAL STEEL
- 5.0 MANUFACTURING
- 6.0 OTHER STRUCTURAL MATERIALS
- 7.0 GUY ASSEMBLIES
- 8.0 INSULATORS
- 9.0 FOUNDATIONS AND ANCHORAGES
- 10.0 PROTECTIVE GROUNDING
- 11.0 OBSTRUCTION MARKING
- 12.0 CLIMBING FACILITIES
- 13.0 PLANS, ASSEMBLY TOLERANCES, AND MARKING
- 14.0 MAINTENANCE AND CONDITION ASSESSMENT
- 15.0 EXISTING STRUCTURES
- 16.0 INSTALLATION
- ANNEX A: PROCUREMENT AND USER GUIDELINES (NORMATIVE)
- ANNEX B: U.S. COUNTY LISTINGS OF DESIGN CRITERIA (NORMATIVE)
- ANNEX C: DESIGN WIND FORCE ON TYPICAL ANTENNAS (NORMATIVE)
- ANNEX D: TWIST AND SWAY LIMITATIONS FOR MICROWAVE ANTENNAS (NORMATIVE)
- ANNEX E: GUY RUPTURE (NORMATIVE)
- ANNEX F: PRESUMPTIVE SOIL PARAMETERS (NORMATIVE)
- ANNEX G: GEOTECHNICAL INVESTIGATIONS (NORMATIVE)
- ANNEX H: ADDITIONAL CORROSION CONTROL (NORMATIVE)
- ANNEX I: CLIMBER ATTACHMENT ANCHORAGES (NORMATIVE)
- ANNEX J: MAINTAINANCE AND CONDITION ASSESSMENT (NORMATIVE)
- ANNEX K: MEASURING GUY TENSIONS (NORMATIVE)
- ANNEX L: WIND SPEED CONVERSIONS (NORMATIVE)
- ANNEX M: SI CONVERSION FACTORS (NORMATIVE)
- ANNEX N: REFERENCES (NORMATIVE)
- APPENDIX 1: DESIGN CRITERIA MAPS (NORMATIVE)
- TIA-222-H
- TIA-322
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Questions in 2.0 LOADS
Page 4 out of 5 Pages
- Section 2.6.9.2What does the term “In the absence of more accurate data” mean?
(655868 views) - Section 2.6.9My question is regarding how to determine the wind loading on a triangular shroud that is surrounding all equipment on a monopole. This question encompass all shrouds of this nature, but the shroud in question for this particular case was 6’ tall by 13’ wide on a 48” diameter round pole. There were a few methods discussed based on our interpretation of the code. These interpretations are presented below. Please advise if which method(s) are recommended by the TIA.For the first case we considered the shroud as a truss type mount with a solidity ratio of 1.0. The code specifies to determine the wind area as though the platform were a section of a latticed structure in accordance with section 2.6.9.1. Since we have a solid face, using this equation with a solidity ratio of 1.0 will give us a Cf of 2.1. There was an argument that this section was for lattice tower and would not apply to monopoles, but we do not believe this is the intent of the code. Section 2.6.9.2.3 mentions no shielding shall be considered for the supporting structure, but we neglected the EPA of the pole structure shielded by the shrouds based on the limit stated in 2.6.9/2.6.9.1. For the second case we considered the shrouds as appurtenances. Using a Ca = 1.2 and Ka = 1.0 (per section 2.6.9.4 we cannot use a Ka less than 1.0) we came up with front and side EPA for the shrouds and modeled one off each face. We did not consider the shrouds to shield each other and although there are is not a reference for shielding the pole for appurtenances, we considered both methods above to shield the pole section within the shrouded region.The last method, which we did not agree with, proposed to treat the shroud as an appurtenance, but to allow shielding to the appurtenances (shrouds) on the other faces along with using a Ka=1.0. This gives an EPA of 94 sf. We believe this to be very aggressive and would recommend using one of the methods described above. Example calculations for this particular shroud are shown below. The shroud is 6’ tall by 13’ wide on a 48” diameter round pole.Pole EPA: 0.6x4’x6’ = 14.4 sfShroud as Mount:Cf: 3.4(1.0)^2 – 4.7(1.0) + 3.4 = 2.1EPA: 2.1x6x13 = 163.8 sfEPA minus pole = 149.4 sf Shroud as Appurtenances (did not consider side area):Ca: 1.2EPAn: 1.2x6x13 = 93.6 sfETAt: 0Ka= 1.0EPA = 1.0 [93.6 + 2 x 93.6 x Cos(60)^2] = 140.4 sfEPA minus pole = 126 sfShroud as Appurtenances (shielding allowed):EPAn: 1.2x6x13 = 93.6 sf
(616475 views) - Section 2.7.3 states “Further, …earthquake effects may be ignored when the total seismic shear is less than 50% of the total horizontal wind load without ice.” Does ignoring earthquake effects include the seismic considerations of Section 9.6, since the tower structure itself would be capable of satisfying that requirement?
(551393 views) - Section 3108.1 of the 2012 IBC eliminates the 222-G exceptions related to seismic design and it changes the horizontal extent of escarpments. Did the 222-G committee submit comments on those two proposed provisions during the development of 2012? If so, what were the comments? If not, does the committee agree with those provisions?
(570802 views) - Section A.2.2 and Table 2-1 establish the classification of structures based on reliability (I, II and III). What would be the classification of a communication tower installed inside of an electrical substation facility? What does the default structure classification means?
(429310 views) - Section A.2.2 and Table 2-1 establish the classification of structures based on reliability (I, II and III). What would be the classification of a communication tower installed inside of an electrical substation facility? What does the default structure classification means?
(429879 views) - 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 centroi
(567549 views) - 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?
(677354 views) - The definition of Z in sections 2.6.5.2, 2.6.6.4, and 2.6.8 is incorrect and completely different fromthe definition on Page 11. Please provide clarification.
(348698 views) - Waveguides, downleads, and other cables are frequently strapped to tower legs. Sometimes there is just one, sometimes there are many. Sometimes they're just on one leg, sometimes on all. TIA-222-G section 2.6.9.1.1 note 5 provides guidance for attachments such as step bolts and "similar linear irregularities" on round structural members. Is "similar linear irregularities" intended to cover linear cylindrical objects strapped to tower legs, even though (it seems to me) that they are not at all similar to step bolts and that they will affect wind drag on a tower in a different way than step bolts? If the answer is no, then what section of 222-G deals with this? If this is not in 222-G, then how are one or more linear cylindrical objects strapped to one or more legs supposed to be treated?
(542573 views)