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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
- TIA-1019-A
- TIA-5053
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- Do we have to do a structural analysis on ...
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- Section 2.6.9.2What does the term “In the absence of ...
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Questions in 2.0 LOADS
Page 2 out of 5 Pages
- Hello. A question was asked about the validity of using IBC 2012 in lieu of TIA-222_G for wind loads. Your response was that ASCE 7-10 may be used as an alternate, but the response did not specifically address the IBC. Is it to be understood that the IBC is not acceptable whereas the ASCE 7-10 is?Thank you!
(531386 views) - I am a structural engineer in Oregon, and I have a question concerning the interplay between the requirements for wind loading from the 2012 IBC, and designs based upon the TIA-222-G standard. We have a tower that supports 911 services and therefore is considered a category IV structure. Using the 2012 IBC Section 1609.1.1, Exception 5 allows for designs using the TIA-222-G standard. Language at the end of this section notes that for designs using the TIA the ultimate design wind speeds determined from the Figures should be converted to nominal wind speeds, following Section 1609.3.1. With this tower being an essential facility, the Figure for Category III and IV structures would be used to determine the wind speed, and then converted to ASD following the Code’s provisions.From this point forward the design would be per the TIA-222-G (with Addendum 2 updates). It is our understanding that the VASD determined in the IBC serves as the basic speed to be used for the TIA analysis. Our question concerns where the importance factor comes into effect. Following the TIA as it is currently written, an analysis using this standard would apply an Iw value of 1.15 for wind without ice conditions, as required from Table 2-3, regardless of how the basic wind speed was determined. We want to validate that this is correct, as following 2012 IBC, based upon the ASCE 7-10, wind design has been revised to include the importance factor in the wind charts and removes this factor from the equations. We would appreciate direction on if the importance factor should now be considered included in the wind speed provided by the 2012 IBC and not applied when designing per the TIA, or the changes to the IBC do not affect the TIA, and the Iw values should be applied as written in the current TIA standard.
(655986 views) - 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?
(416460 views) - If Ca=1.5 is used for a rectangular cluster of round lines, can that be considered a "sub-critical" coefficient, so that Ka can be equal to 1-epsilon, with the 0.6 cap, provided the lines are all in the face zone? The term “sub-critical” only applies to round objects, not square or rectangular, and Ca=1.5 does not seem to be sub-critical coefficient nor a “flat” coefficient. But the edges of the cluster are round, after all.
(556706 views) - 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
(562453 views) - 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
(353921 views) - Is it acceptable to use Ka = 0.6 for feedlines and also consider the feedline ladder (consisting of angle rails and rungs) to be shielded?
(534167 views) - Is there any back up material for the usage of Ka=0.6 for feedlines?The formula to subtract the solidity ratio appears to indicate that Ka=0.8 might be more likely for open structures without many feedlines. So it appears that the value of 0.6 is not conservative. The text reads:"Ka need not exceed 0.6"Should the text instead read:"Ka shall not be less than 0.6" ?
(568792 views) - Is there reciprocity between ANSI/TIA-222-G and CSA S37-01? In other words, if a tower is designed to CSA S37-01, does it also meet ANSI/TIA-222-G Standard? And vice versa?
(554925 views) - Referencing Section 2.3.2, Exception 4 and Note 3; for a guyed mast anchor foundation design, is it the intent of the Standard to consider the weight of the concrete anchor foundation and soil directly over the foundation as dead load with the load factor of 1.2 specified in Load Cases 1, 3 and 4, even though the weight of the concrete and soil counteracts the guy anchor uplift reaction?In addition, is it the intent of the Standard that all soil strengths that are a function of the density of the soil be calculated with a factor of 1.0 applied to the density of soil for calculating nominal soil strengths with the resistance factors of Section 9.4.1 applied to the nominal strengths?
(541822 views)