1、 TIA-222-G-2 December 2009Structural Standard for Antenna Supporting Structures and Antennas-Addendum 2 ANSI/TIA-222-G-2-2009 APPROVED: NOVEMBER 24, 2009 REAFFIRMED: OCTOBER 20, 2014 NOTICE TIA Engineering Standards and Publications are designed to serve the public interest through eliminating misun
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23、 BY TIA WITHOUT SUCH LIMITATIONS. ANSI/TIA-222-G Addendum 2 Summary of Changes 1. Page 4 Table of Contents Page numbering 2. Page 12 2.6.5.1 Exposure C 3. Page 21 2.6.9.2 Shielding factor, Ka4. Page 22 2.6.9.2.1 Cafor mounting pipes 5. Page 24 2.6.9.3 Typo correction 6. Page 25 2.6.9.4 Shielding lim
24、itations 7. Page 25 2.6.9.5 Transmission line clusters 8. Page 27 2.7.2 Definition of W 9. Page 29 2.7.7 Definition of W 10. Page 30 2.7.7.1 Definition of W 11. Page 39 Table 2-1 Classification of structures 12. Page 59 3.4 Analysis models 13. Page 60 3.4.1 Application of forces to structural models
25、 14. Page 60 3.6 Typo correction 15. Page 61 Rearranged page format 16. Page 68 4.3 Symbols i = number designating the level of the structure; Iavg= average moment of inertia of structure; Ibot= moment of inertia at base of structure; Itop= moment of inertia at top of structure; Kg= equivalent stiff
26、ness of guys; Km= simplified natural frequency conversion factor for guyed masts; KS= coefficient used to determine fundamental frequencies of a structure; ke= seismic force distribution exponent; L = height of pole structure; Lgi= average chord length of guys at elevation i; LS= length of a section
27、 of a structure; MS= total mass of a section of a structure; m = subscript denoting quantities in the mthmode; N = standard penetration resistance of a soil; Ni= number of guys at guy elevation i; n = number designating the uppermost level of the structure or number of guy levels; PI = plastic index
28、 of a soil; R = response modification coefficient; S1= maximum considered earthquake spectral response acceleration at 1 second; SA= design spectral response acceleration; Sam= design spectral response acceleration at period Tm;Saz= acceleration coefficient at height z; SD1= design spectral response
29、 acceleration at a period of 1.0 second; SDS= design spectral response acceleration at short periods; Ss= spectral response acceleration at short period; SU= undrained shear strength of a soil; Tm= period for mode m; TO= period used to define the design spectral response; TS= period used to define t
30、he design spectral response; Vs= total seismic shear; Vsm= portion of the base shear contributed by the mthmode;W = weight of structure above ground including appurtenances and upper half of guys; WI= weight used to determine fundamental frequencies of a structure; WL= weight of structure excluding
31、appurtenances; Wm= effective modal gravity load; Wt= total weight of structure including appurtenances and guys; Wu= weight of discrete appurtenances in the top third of structure; W2= weight of structure and appurtenances within top 5% of structure height; wa= average face width of structure; wi= p
32、ortion of total gravity load assigned to level i; wo= face width at base of structure; wz= portion of total gravity load assigned to level under consideration; z = number designating the level under consideration. 2.7.3 General Antennas and antenna supporting structures require special consideration
33、s of their response characteristics in regions of high seismicity. The provisions of this Standard provide design 27ANSI/TIA-222-G Addendum 2 2.7.5 Maximum Considered Earthquake Spectral Response Accelerations The maximum considered earthquake spectral response accelerations at short periods (Ss) an
34、d at 1 second (S1) shall be as given in Annex B and Appendix 1 except as provided by 2.7.5.1. 2.7.5.1 Site-Specific Procedures for Determining Ground Motion Accelerations For structures located in regions not included in Annex B, the maximum accelerations Ssand S1shall be based on regional seismicit
35、y and geology and shall be expressed as a ratio to the acceleration due to gravity. The maximum considered earthquake ground motion shall be taken as the motion represented by assuming 5% of critical damping having a 2% probability of exceedance within a 50 year period. A site-specific geotechnical
36、investigation and a dynamic site response analysis shall be used to determine Ssand S1 for structures in all Site Class F locations (see Tables 2-12 and 2-13). 2.7.6 Design Spectral Response Accelerations The design earthquake spectral response acceleration at short periods, SDS, and at 1 second, SD
37、1,shall be determined from the following equations: SDS = 2/3 FaSsSD1= 2/3 FvS1 where: Fa= acceleration-based site coefficient based on site class and spectral response acceleration at short periods from Table 2-12. Fv= velocity-based site coefficient based on site class and spectral response accele
38、ration at 1 second from Table 2-13 Note: when Ssand S1are based on site-specific dynamic response analysis procedures, Faand Fvshall be equal to 1.0. 2.7.7 Equivalent Lateral Force Procedure (Method 1) 1. Determine the total weight (W) of the structure above ground including appurtenances. For guyed
39、 masts, W shall also include the weight of the upper half of the guy assemblies attached to the structure. 2. Calculate the total seismic shear (Vs) in accordance with 2.7.7.1. 3. Distribute the total seismic shear in accordance with 2.7.7.2. 4. Analyze the structure statically using the seismic for
40、ces as external loads. 2.7.7.1 Total Seismic Shear The total seismic shear, Vs, in a given direction shall be determined in accordance with the following equation: 29ANSI/TIA-222-G Addendum 2 RIWSVDSsg152g32 Alternatively, for ground-supported structures, the total seismic shear, Vs, need not be gre
41、ater than: When the alternate equation for Vs is used, Vsshall not be less than 0.044 SDSW I and for sites where S1equals or exceeds 0.75, Vsusing the alternate equation shall also not be less than: where: SDS =design spectral response acceleration at short periods from 2.7.6 SD1= design spectral re
42、sponse acceleration at a period of 1.0 second from 2.7.6 S1= maximum considered earthquake spectral response acceleration at 1 second from 2.7.5 f1= fundamental frequency of the structure in accordance with 2.7.11 W = total weight of the structure above ground including appurtenances, for guyed mast
43、s, W also includes one-half the weight of guy assemblies I = importance factor from Table 2-3 R = response modification coefficient equal to 3.0 for latticed self-supporting structures, 2.5 for latticed guyed masts and 1.5 for tubular pole structures 2.7.7.2 Vertical Distribution of Seismic Forces T
44、he lateral seismic force, Fsz, induced at any level, z, shall be determined from the following equation: sVn1iekihiwekzhzwszFg166g32g32RIWSfVD11sg152g32RIW0.5SV1sg152g3230ANSI/TIA-222-G Addendum 2 Table 2-1 Classification of Structures Description of Structure ClassStructures that due to height, use
45、 or location represent a low hazard to human life and damage to property in the event of failure and/or used for services that are optional and/or where a delay in returning the services would be acceptable. I Structures that due to height, use or location represent a significant hazard to human lif
46、e and/or damage to property in the event of failure and/or used for services that may be provided by other means. II Structures that due to height, use or location represent a substantial hazard to human life and/or damage to property in the event of failure and/or used primarily for essential commu
47、nications. III Table 2-2 Wind Direction Probability Factor Structure Type Wind Direction Probability Factor, Kd Latticed structures with triangular, square or rectangular cross sections including appurtenances 0.85 Tubular pole structures, latticed structures with other than triangular, square or re
48、ctangular cross sections, strength design of appurtenances 0.95 Table 2-3 Importance Factors StructureClassWind Load Without Ice Wind Load With Ice IceThicknessEarthquakeI 0.87 N/A N/A N/A II 1.00 1.00 1.00 1.00 III 1.15 1.00 1.25 1.50 Note: Ice and earthquake loads do not apply to Class I structure
49、s 39ANSI/TIA-222-G Addendum 2 3.0 ANALYSIS 3.1 Scope This section defines: (i) the minimum acceptable analysis models and techniques, and (ii) the requirements to account for the dynamic effects of wind gusts. 3.2 Definitions For the purposes of this Standard, the following definitions apply. Guyed mast: a latticed or pole structure with supporting guys. Mast span: the distance between the base and the first guy level, the distance between two successive guy levels, or the distance above the top guy level to the top of the structure (cantilever span). Me
