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    ANSI TIA-222-G-2-2009 Structural Standard for Antenna Supporting Structures and Antennas- Addendum 2《天线支撑结构物用结构标准》.pdf

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    ANSI TIA-222-G-2-2009 Structural Standard for Antenna Supporting Structures and Antennas- Addendum 2《天线支撑结构物用结构标准》.pdf

    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

    2、derstandings between manufacturers and purchasers, facilitating interchangeability and improvement of products, and assisting the purchaser in selecting and obtaining with minimum delay the proper product for their particular need. The existence of such Standards and Publications shall not in any re

    3、spect preclude any member or non-member of TIA from manufacturing or selling products not conforming to such Standards and Publications. Neither shall the existence of such Standards and Publications preclude their voluntary use by Non-TIA members, either domestically or internationally. Standards a

    4、nd Publications are adopted by TIA in accordance with the American National Standards Institute (ANSI) patent policy. By such action, TIA does not assume any liability to any patent owner, nor does it assume any obligation whatever to parties adopting the Standard or Publication. This Standard does

    5、not purport to address all safety problems associated with its use or all applicable regulatory requirements. It is the responsibility of the user of this Standard to establish appropriate safety and health practices and to determine the applicability of regulatory limitations before its use. Any us

    6、e of trademarks in this document are for information purposes and do not constitute an endorsement by TIA or this committee of the products or services of the company. (From Standards Proposal No. SP-3-3278-RV7-AD2-RF1, formulated under the cognizance of the TIA TR-14 Structural Standards for Commun

    7、ication and Small Wind Turbine Support Structures.) Published by TELECOMMUNICATIONS INDUSTRY ASSOCIATION Technology and Standards Department 1320 N. Courthouse Road, Suite 200 Arlington, VA 22201 U.S.A. PRICE: Please refer to current Catalog of TIA TELECOMMUNICATIONS INDUSTRY ASSOCIATION STANDARDS A

    8、ND ENGINEERING PUBLICATIONS or call IHS, USA and Canada (1-877-413-5187) International (303-397-2896) or search online at http:/www.tiaonline.org/standards/catalog/ All rights reserved Printed in U.S.A. NOTICE OF COPYRIGHT This document is copyrighted by the TIA. Reproduction of these documents eith

    9、er in hard copy or soft copy (including posting on the web) is prohibited without copyright permission. For copyright permission to reproduce portions of this document, please contact the TIA Standards Department or go to the TIA website (www.tiaonline.org) for details on how to request permission.

    10、Details are located at: http:/www.tiaonline.org/standards/catalog/info.cfm#copyright or Telecommunications Industry Association Technology (b) there is no assurance that the Document will be approved by any Committee of TIA or any other body in its present or any other form; (c) the Document may be

    11、amended, modified or changed in the standards development or any editing process. The use or practice of contents of this Document may involve the use of intellectual property rights (“IPR”), including pending or issued patents, or copyrights, owned by one or more parties. TIA makes no search or inv

    12、estigation for IPR. When IPR consisting of patents and published pending patent applications are claimed and called to TIAs attention, a statement from the holder thereof is requested, all in accordance with the Manual. TIA takes no position with reference to, and disclaims any obligation to investi

    13、gate or inquire into, the scope or validity of any claims of IPR. TIA will neither be a party to discussions of any licensing terms or conditions, which are instead left to the parties involved, nor will TIA opine or judge whether proposed licensing terms or conditions are reasonable or non-discrimi

    14、natory. TIA does not warrant or represent that procedures or practices suggested or provided in the Manual have been complied with as respects the Document or its contents. If the Document contains one or more Normative References to a document published by another organization (“other SSO”) engaged

    15、 in the formulation, development or publication of standards (whether designated as a standard, specification, recommendation or otherwise), whether such reference consists of mandatory, alternate or optional elements (as defined in the TIA Procedures for American National Standards) then (i) TIA di

    16、sclaims any duty or obligation to search or investigate the records of any other SSO for IPR or letters of assurance relating to any such Normative Reference; (ii) TIAs policy of encouragement of voluntary disclosure (see TIA Procedures for American National Standards Annex C.1.2.3) of Essential Pat

    17、ent(s) and published pending patent applications shall apply; and (iii) Information as to claims of IPR in the records or publications of the other SSO shall not constitute identification to TIA of a claim of Essential Patent(s) or published pending patent applications. TIA does not enforce or monit

    18、or compliance with the contents of the Document. TIA does not certify, inspect, test or otherwise investigate products, designs or services or any claims of compliance with the contents of the Document. ALL WARRANTIES, EXPRESS OR IMPLIED, ARE DISCLAIMED, INCLUDING WITHOUT LIMITATION, ANY AND ALL WAR

    19、RANTIES CONCERNING THE ACCURACY OF THE CONTENTS, ITS FITNESS OR APPROPRIATENESS FOR A PARTICULAR PURPOSE OR USE, ITS MERCHANTABILITY AND ITS NONINFRINGEMENT OF ANY THIRD PARTYS INTELLECTUAL PROPERTY RIGHTS. TIA EXPRESSLY DISCLAIMS ANY AND ALL RESPONSIBILITIES FOR THE ACCURACY OF THE CONTENTS AND MAK

    20、ES NO REPRESENTATIONS OR WARRANTIES REGARDING THE CONTENTS COMPLIANCE WITH ANY APPLICABLE STATUTE, RULE OR REGULATION, OR THE SAFETY OR HEALTH EFFECTS OF THE CONTENTS OR ANY PRODUCT OR SERVICE REFERRED TO IN THE DOCUMENT OR PRODUCED OR RENDERED TO COMPLY WITH THE CONTENTS. TIA SHALL NOT BE LIABLE FO

    21、R ANY AND ALL DAMAGES, DIRECT OR INDIRECT, ARISING FROM OR RELATING TO ANY USE OF THE CONTENTS CONTAINED HEREIN, INCLUDING WITHOUT LIMITATION ANY AND ALL INDIRECT, SPECIAL, INCIDENTAL OR CONSEQUENTIAL DAMAGES (INCLUDING DAMAGES FOR LOSS OF BUSINESS, LOSS OF PROFITS, LITIGATION, OR THE LIKE), WHETHER

    22、 BASED UPON BREACH OF CONTRACT, BREACH OF WARRANTY, TORT (INCLUDING NEGLIGENCE), PRODUCT LIABILITY OR OTHERWISE, EVEN IF ADVISED OF THE POSSIBILITY OF SUCH DAMAGES. THE FOREGOING NEGATION OF DAMAGES IS A FUNDAMENTAL ELEMENT OF THE USE OF THE CONTENTS HEREOF, AND THESE CONTENTS WOULD NOT BE PUBLISHED

    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


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