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- Section 1.0 - General
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- Section 7.0 - Guy Assemblies
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- Section 9.0 - Foundations and Anchorages
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- Section 11.0 - Obstruction Marking
- Section 12.0 - Climbing Facilities
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- Section 14.0 - Maintenance and Condition Assessment
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- Annex A: Procurement and User Guidelines
- Annex B: U.S. Country Listings of Design Criteria
- Annex C: Design Wind Force on Typical Antennas
- Annex D: Twist and Sway Limitations for Microwave Antennas
- Annex E: Guy Rupture
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- Annex K: Measuring Guy Tensions
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- Appendix 1: Design Criteria Maps
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## Miscellaneous

ID #1116

The TIA-222-G STANDARD does not provide tolerances for monopole base plates.

**Tags: ** -

**Related entries: **

- Some antenna manufacturers provide flat equivalent area and few of them just provide the dimensions. How can we address the CaAa without ice and with ½” ice for discrete appurtenance without flat equivalent area known?s
- Section 4.6.3.2 question regarding shear lag factor; submitted 9/15/2010
- Section 15.4 question regarding Changed Conditions Requiring a Structural Analysis; submitted 2/14/2007
- Section 13.3 question regarding plumb measurement of monopoles; submitted 7/20/2011
- 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.
- Section 2.6.6 Calculating the topographic factors
- 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?
- WHICH IS THE unbraced length "L" TO CONSIDER, ACCORDING TO SECTION 4.5.4.2., FOR TUBULAR POLE STRUCTURES WHERE SECTIONS DIFFER IN DIAMETER AND/OR THICKNESS
- Does section 2.8.2 Limit State Deformations of ANSI/TIA 222-G apply to the tower structures, or does it apply to appurtenances only? If this displacement limit applies to tower sections, in the case of a stealth monopole tower would the 3% limit be applied over the whole height of the tower (tower+stealth section) or should it be applied over just the stealth section?Can section 2.8.2 also be applied to a TIA-222-F structural analysis since currently this code does not include any displacement limits?Thanks,

Author: John Erichsen

Revision: 1.0

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