## Navigation

- FAQ Home
- All categories
- Instructions
- Section 1.0 - General
- Section 2.0 - Loads
- Section 3.0 - Analysis
- Section 4.0 - Design Strength of Structural Steel
- Section 5.0 - Manufacturing
- Section 6.0 - Other Structural Materials
- Section 7.0 - Guy Assemblies
- Section 8.0 - Insulators
- Section 9.0 - Foundations and Anchorages
- Section 10.0 - Protective Grounding
- Section 11.0 - Obstruction Marking
- Section 12.0 - Climbing Facilities
- Section 13.0 - Plans, Assembly Tolerances and Marking
- Section 14.0 - Maintenance and Condition Assessment
- Section 15.0 - Existing Structures
- Section 16.0 - Installation
- 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
- Annex F: Presumptive Soil Parameters
- Annex G: Geotechnical Investigations
- Annex H: Additional Corrosion Control
- Annex I: Climber Attachment Anchorages
- Annex J: Maintenance and Condition Assessment
- Annex K: Measuring Guy Tensions
- Annex L: Wind Speed Conversions
- Annex M: SI Conversion Factors
- Annex N: References
- Appendix 1: Design Criteria Maps
- TIA-222-F
- Miscellaneous
- Rejected Questions
- TIA-1019-A/TIA-322
- Sitemap

38 users online :: 38 Guests and 0 Registered

### Sticky FAQs

- How do I use this Site?
- Do we have to do a structural analysis on ...
- Does the Standard apply to the design of antennas? ...
- How to submit a question?
- Section 2.6.9.2What does the term “In the absence of ...
- Section 2.6.9.2Is it acceptable to use the results of ...
- Section 2.6.9.2Can I use loading that is less than ...
- Section 2.6.9.2Is it acceptable to use the results of ...
- Section 13.3 question regarding plumb measurement of monopoles; submitted ...
- Figure A1-1 Why were the tables and Note 3 ...
- 1) I knew this table 4-8 is used to ...
- 2.6.7.4 Gust Effect Factor for Structures Mounted on Other ...
- Is there reciprocity between ANSI/TIA-222-G and CSA S37-01? In ...
- Section 15.5 indicated "A feasibility report shall state ...
- Section 2.6.6 Calculating the topographic factors
- As everyone is aware, many jurisdictions are now adopting ...
- Section 2.7.3 states “Further, …earthquake effects may be ignored ...
- I am currently working a telecommunications tower project where ...
- Is there a tolerance recommendation for base plate to ...
- in case of telecommunication tower to be built on ...
- Is there a tolerance recommendation for base plate to ...
- in case of telecommunication tower to be built on ...
- The definition of Z in sections 2.6.5.2, 2.6.6.4, and ...
- If Ca=1.5 is used for a rectangular cluster of ...
- Section 2.6.5.2 “Velocity Pressure Coefficient”Question: Shall “z” in the ...
- Section 4.9.9: I'm using this section to calculate the ...
- Section 2.6.6.4 - Rev-G provides a simplified method of ...
- WHICH IS THE unbraced length "L" TO CONSIDER, ACCORDING ...
- Does section 2.8.2 Limit State Deformations of ANSI/TIA 222-G ...
- Where it has been suggested in previous posts that ...
- We understand section 2.6.4.1 to apply only to areas ...
- Waveguides, downleads, and other cables are frequently strapped to ...
- Should step pegs and safety climb be included in ...
- Section 3.6.2 note 1 regarding pattern loading and tower ...
- Approximately when will the next revision or amendment to ...
- I have a tower for which the plumb and ...
- In Section 4.4.1 of TIA/EIA-222-G December 2009 the minimum ...
- Section 3108.1 of the 2012 IBC eliminates the 222-G ...
- Section 9.6 What is the intent of the grade ...
- One thing I recently noticed was in Table C1, ...
- Regarding recent FAQ 1128: would it be possible to ...
- I’m trying to determine if a pad & pier ...
- Is it the intention of drafters of the TIA ...
- Section 2.6.5: Addendum 2 defines Exposure Category C as ...
- Section 5.4.2 gives requirements for Non Pre-Qualified Steel stating ...
- Which of the states adhere to the Rev G ...
- In Section 4.5.1, the following language is used:"A multiple ...
- Shall “z” in the equation be based on mid-height ...
- Section 4.9.9: I’m using this section to calculate the ...
- Section 2.6.6.4 - Rev-G provides a simplified method of ...
- Which is the unbraced length to consider, according to ...
- I am a commercial building reviewer for the City ...
- Does section 2.8.2 Limit State Deformations of ANSI/TIA 222-G ...
- Can section 2.8.2 also be applied to a TIA-222-F ...
- Table 4-6 provides slenderness requirements for horizontal members, specifically ...
- Where it has been suggested in previous posts that ...
- One thing I recently noticed was in Table C1, ...
- In Section 4.5.1, the following language is used:"A multiple ...
- Is it acceptable to use Ka = 0.6 for ...
- For double angles, are the modified (KL/r)m equations shall ...
- K is not mentioned on the right side of ...
- Is (KL/r)o shall include the curves defined in Table ...
- Section 4.9.8. Does the definition of Guy Assembly Link ...
- Section 12 Climbing Facilities in TIA-222-GWhat is the strength ...
- Section 12 Climbing Facilities TIA-222-GWhat is the strength requirement ...
- Section 4.5.3 Built-Up Members states that "A minimum of ...
- Referencing Section 2.3.2, Exception 4 and Note 3; for ...
- Is there any back up material for the usage ...
- I am a structural engineer in Oregon, and I ...
- Section 2.6.1: In the definitions section of 2.6.1, a ...
- Does TIA-222-G include any consideration of loads other than ...
- Should mounts be subjected to Section 15 requirements that ...
- Hello,The effective projected area of transmission lines mounted in ...
- Section 2.6.9My question is regarding how to determine the ...
- Hello. A question was asked about the validity of ...
- The inspection intervals are recommended. Can I extend the ...
- Is there any available document or article that explains ...
- Section A.2.2 and Table 2-1 establish the classification of ...
- Section A.2.2 and Table 2-1 establish the classification of ...
- The industry is on the verge of the release ...

## Section 3.0 - Analysis

ID #1133

## Section 3.6.2 note 1 regarding pattern loading and tower cantilevers Consider cantilevers that are very short relative to the span between the top two guy levels; for example, a 9' cantilever above a 60' span, or a 30' cantilever above a 200' span (both of those examples, the cantilevers are 15% of the span below, and their length happens to be less than three times the tower face width).This seems somewhat similar to the situation covered by note 3, where it is clearly pointless to consider a short span between two guy elevations as an independent span. In the case of note 3, "short span" length is defined as three times the face width. Note that those cantilevers are also short relative to the vertical scale of turbulence or correlation length (roughly 165 to 200 feet according to Gerstoft & Davenport, 1986, "A Simplified Method for Dynamic Analysis of A Guyed Mast.") Also, applying the mean wind to a short cantilever and the full wind to the rest of the tower is practically no different than applying the full wind to the entire tower (which 222-G does not require for towers greater than 450 ft in height). The question is: for towers greater than 450 ft in height, would it be acceptable to treat short cantilevers as part of the span between the top two guy levels? For example, in load case 1, the mean wind pressure would be applied to the short cantilever and the span between the top two guy levels, and in load case 2 the mean wind would be on the span between the 2nd and 3rd guy levels from the top, etc.

A short span cantilever may not govern the results, however the requirement to continue pattern loading for a distance equal to 1/3rd the height of the structure ensures that the intent of this section is satisfied. The exception in Note 3 was intended to apply to masts with double guys (guy separated by a very short vertical distance).

**Tags: ** -

**Related entries: **

- How do I use this Site?
- Figure A1-1 Why were the tables and Note 3 removed from the figures
- 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
- How can we include the CaAa with ½” ice for dipoles and yagi’s?
- For triangular towers: How can we calculate the Df for other wind directions such as 30 and 45 degrees?
- 2.6.9.1.1 For square towers: How can we calculate the DF and DR factors for other wind directions?
- 2.6.8 and Figure 2‐1 While considering the appurtenance load including ice in Rev G, should we consider thedefault ice thickness or the escalated design ice thickness calculated per Section 2.6.8 of TIA‐222‐G?
- Section 2.6.9.2What does the term “In the absence of more accurate data” mean?
- Section 2.6.9.2Is it acceptable to use the results of Computational Fluid Dynamics (CFD) testing as a substitute to the requirements outlined in section 2.6.9.2? If so, what conditions must be meet? If so, can we claim the tower is compliant with TIA-222-G if the wind tunnel data is used?
- Section 2.6.9.2Can I use loading that is less than the values prescribed by the written TIA-222-G and claim compliance with the standard? If so, under what conditions?

Author: John Erichsen

Revision: 1.0

You cannot comment on this entry