TIA-222-G-1 - 2007.pdf

TIA-222-G-1

(Addendum 1 to TIA-222-G)

April 2007

Structural Standard for Antenna Supporting Structures and Antennas- Addendum 1

ANSI/TIA-222-G-1-2007

APPROVED: APRIL 11, 2007

REAFFIRMED: JANUARY 8, 2013

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(From Project No. 3-3278-RV7-AD1-RF1, formulated under the cognizance of the TIA TR-14.7 Subcommittee on Structural Standards for Steel Antenna Towers and Antenna Supporting Structures).

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TIA-222-G ADDENDUM 1

1. Page 4 Table of Contents – Page numbering

2. Page 5 Table of Contents – Page number, Normative to Informative, Explanation of Normative/Informative

3. Page 7 Normative/Informative Annex definitions moved to Table of Contents

4. Page 12 2.6.5.1 – Definition of Exposure B – 2600 ft

5. Page 12 2.6.5.1 – Definition of Exposure D – 20 times the height of the structure

6. Page 15 2.6.7.1 – Added bracketed latticed structures

7. Page 15 2.6.7.4 – The application to structures supported on other structures

8. Page 15 2.6.7.4 – Modified gust effect factors & the notes in this section

9. Page 17 2.6.7.4 – Integrated gust effect factor modification

10. Page 17 2.6.9.1 – Corrected typo

11. Page 19 2.6.9.1.1.1 – Added linear to wording for irregularities

12. Page 19 2.6.9.1.1.1 – Added factored to factored thickness of ice

13. Page 21 2.6.9.1.2 – Added located entirely inside

14. Page 21 2.6.9.1.2 – 0.8 wording

15. Page 21 2.6.9.1.2 – Added note #3

16. Page 22 2.6.9.2.1 – Added shielded portion of the mounting pipe

17. Page 23 2.6.9.2.2 – 0.8 shielding factor

18. Page 26 2.7.2 – Removed units from definition

19. Page 33 2.7.9.1 – Added Hertz

20. Page 35 2.7.11.1 – Added Hertz

21. Page 36 2.7.11.2 – Added Hertz

22. Page 36 2.7.11.3 – Added Hertz and corrected Cg value

23. Page 38 2.8.2 – Horizontal displacement from 5% to 3% and cantilevers from 1.0% to 1.5%

24. Page 39 Table 2-2 – Wind direction probability factor – Structure Type definitions

25. Page 41 Table 2-7 – Corrected subscript for Cf

26. Page 42 Table 2-8 – Force Coefficients for Appurtenances - corrected C exponent 0.5

27. Page 51 Figure 2-6 – 0.8 shielding factor per changes in 2.6.9.2.2

28. Page 66 4.2 – Corrected typo

29. Page 68 4.3 – Added pitch of threads

30. Page 73 4.5.4.1 – Typo in equations

31. Page 74 4.5.4.2 – Phi factor of 0.85 is changed to 0.90 for compression

32. Page 79 4.7.4.1 – Corrected typo in LT equation

33. Page 81 4.8.1.1 – Phi factor of 0.85 is changed to 0.90 for compression

34. Page 82 4.8.1.2 – Phi factor of 0.85 is changed to 0.90 for compression

35. Page 82 4.8.2 – Equation modified absolute values & corrected typo

36. Page 83 4.8.2 – Phi factor of 0.85 is changed to 0.90 for compression

37. Page 83 4.9.1 – Added note regarding Fub

38. Page 83 4.9.2 – Added restriction for use of lock washers

39. Page 84 4.9.5 – Added high strength bolt clarification

40. Page 84 4.9.6.1 – Added metric provision

41. Page 85 4.9.6.2 – Bearing strength

42. Page 85 4.9.6.3 – Shear strength

43. Page 88 4.9.9 – Modified anchor rod factors

44. Page 88 4.9.9 – Altered equation

45. Page 89 4.9.9 – Phi factor clarification/added tensile root diameter for metric bolt/ d, n, p

46. Page 101 Figure 4-4 – Revised clear distance

47. Page 111 9.4 – Added note regarding factor of safety

48. Page 111 9.4.1 – Modified phi factor for bearing from 0.5 to 0.6

49. Page 112 9.4.2 – Added note on strength reduction factors

50. Page 113 10.5 – Size requirements for grounding leads

51. Page 119 13.3.3 – Definition of Plumb

52. Page 119 13.3.4 – Definition of Twist

53. Page 120 13.3.7 – Addressed solar distortion

54. Page 122 15.6 – Added lock washer to exemption and clarified strength consideration

55. Page 208 Annex F – Resistivity value

56. Page 213 Annex J – Recording of environmental factors

57. Page 215 J.1 K – Addressed tolerances

58. Page 227 Annex N – Designated Annex as Informative

59. Page 233 Figure A1-2a – Removed unit conversion table

60. Page 234 Figure A1-2b – Removed unit conversion table

61. Page 235 Figure A1-2c – Removed unit conversion table

62. Page 236 Figure A1-2d – Removed unit conversion table

63. Page 237 Figure A1-2e – Removed unit conversion table

64. Page 254 Figure A1-38 – Removed partial line at top of page

Approved by Standards Committee May 2006 Approved by Ballot/TIA October 2006

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ANSI/TIA-222-G

Addendum 1

14.0 MAINTENANCE AND CONDITION ASSESSMENT 120

14.1 Scope 120

14.2 Maximum Intervals 120

15.0 EXISTING STRUCTURES 120

15.1 Scope 120

15.2 Definitions 120

15.3 Classification 121

15.4 Changed Conditions Requiring a Structural Analysis 121

15.5 Structural Analysis 121

15.6 Exemptions 122

15.7 Modification of Existing Structures 123

16.0 INSTALLATION 123

ANNEX A: PROCUREMENT AND USER GUIDELINES (NORMATIVE) 124

ANNEX B: U.S. COUNTY LISTINGS OF DESIGN CRITERIA (NORMATIVE) 128

ANNEX C: DESIGN WIND FORCE ON TYPICAL ANTENNAS (NORMATIVE) 197

ANNEX D: TWIST AND SWAY LIMITATIONS FOR MICROWAVE ANTENNAS

(NORMATIVE) 204

ANNEX E: GUY RUPTURE (NORMATIVE) 205

ANNEX F: PRESUMPTIVE SOIL PARAMETERS (NORMATIVE) 208

ANNEX G: GEOTECHNICAL INVESTIGATIONS (NORMATIVE) 209

ANNEX H: ADDITIONAL CORROSION CONTROL (NORMATIVE) 210

ANNEX I: CLIMBER ATTACHMENT ANCHORAGES (NORMATIVE) 211

ANNEX J: MAINTAINANCE AND CONDITION ASSESSMENT (NORMATIVE) 213

ANNEX K: MEASURING GUY TENSIONS (NORMATIVE) 220

ANNEX L: WIND SPEED CONVERSIONS (NORMATIVE) 225

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ANNEX M: SI CONVERSION FACTORS (NORMATIVE) 226

ANNEX N: REFERENCES (INFORMATIVE) 227

APPENDIX 1: DESIGN CRITERIA MAPS (NORMATIVE) 228

Notes:

1. Normative annexes are integral parts of the standard which for reasons of convenience are placed after other requirements of the standard.

2. Informative annexes contain additional information that are not considered part of the standard.

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and to the serviceability limit states appropriate for structures that support antennas.

1.0 GENERAL

1.1 Strength Limit States

A structure designed to this Standard shall have sufficient strength and stability such that the design strength, Rn, defined in Section 4.0 equals or exceeds the required strength, iQi, defined in Section 2.0 as expressed by the following relationship:

Rn iQi

1.2 Serviceability Limit States

A structure designed to this Standard shall have sufficient rigidity such that the limit state deformations defined in 2.8.2 are not exceeded under the service loads defined in 2.8.3.

1.3 Analysis

Load effects on individual structural members shall be determined by methods of structural analysis that take into account equilibrium, general stability, geometric compatibility and material properties in accordance with Section 3.0.

1.4 Definitions

Antenna supporting structure: a structure, including guy assemblies, guy anchorages and substructures that support antennas or antenna arrays.

Design strength, Rn: the product of nominal strength and a resistance factor.

Factored load: the product of the nominal load and a load factor.

Limit state: a condition beyond which a structure or member becomes unfit for service and is judged to be no longer useful for its intended function or unsafe.

Load effects: force and deformation responses produced in structures and their members by applied factored loads.

Load factor, i: a factor that accounts for deviations of the actual load from the nominal load, for uncertainties in the analysis that transforms the load into load effects, and for the probability that more than one extreme load will occur simultaneously.

Nominal loads: the magnitudes of the loads specified in this Standard for dead, wind, ice, wind on ice, earthquake, and working and climbing facilities.

Nominal strength, Rn: the capacity of a structure or member to resist the effects of loads.

Required strength, iQi: the sum of the load effects due to applied factored loads and load combinations.

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5. A topographic category and topographic factor, Kzt, shall be determined in accordance with 2.6.6.

6. A gust effect factor, Gh, shall be determined in accordance with 2.6.7.

7. The design ice thickness shall be escalated with height in accordance with 2.6.8.

8. The design wind force shall be determined in accordance with 2.6.9.

2.6.4 Basic Wind Speed and Design Ice Thickness

The basic wind speed without ice, the basic wind speed with ice and the design ice thickness shall be as given in Annex B except as provided in 2.6.4.1. Wind shall be considered to come from any horizontal direction. Ice shall be considered to be glaze ice.

Ice may be ignored for structures located in regions where the design ice thickness is less than or equal to 0.25 inches (6 mm).

2.6.4.1 Estimation of Basic Wind Speeds and Design Ice Thickness from Regional Climatic Data

For regions not included in Annex B, for the special wind or ice regions indicated in Annex B, and for sites where records indicate that in-cloud icing produces significant loads, extreme-value statistical-analysis procedures shall be used to establish design values consistent with this Standard from available climatic data accounting for the length of record, sampling error, averaging time, anemometer height, data quality, and terrain exposure.

2.6.5 Exposure Categories

2.6.5.1 General

An exposure category that adequately reflects the characteristics of ground surface irregularities at the site shall be determined. Account shall be taken of variations in ground surface roughness that arise from natural topography and vegetation as well as from constructed features. The exposure category for a structure shall be assessed as being one of the following:

1. Exposure B: Urban and suburban areas, wooded areas, or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger. Use of this exposure shall be limited to those areas for which terrain representative of Exposure B surrounds the structure in all directions for a distance of at least 2,600 ft [800 m] or twenty times the height of the structure, whichever is greater.

2. Exposure C: Open terrain with scattered obstructions having heights generally less than 30 ft [9.1 m]. This category includes flat, open country, grasslands and shorelines in hurricane prone regions.

3. Exposure D: Flat, unobstructed shorelines exposed to wind flowing over open water (excluding shorelines in hurricane prone regions) for a distance of at least 1 mile [1.61 km]. Shorelines in Exposure D include inland waterways, lakes and non-hurricane coastal areas. Exposure D extends inland a distance of 660 ft [200 m] or twenty times the height of the structure, whichever is greater. Smooth mud flats, salt flats and other similar terrain shall be considered as Exposure D.

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2.6.7 Gust Effect Factor

2.6.7.1 Self-Supporting or Bracketed Latticed Structures

For self-supporting latticed structures, the gust effect factor shall be 1.00 for structures 600 ft [183 m] or greater in height. For structures 450 ft [137 m] or less in height, the gust effect factor shall be 0.85. The gust effect factor shall be linearly interpolated for structure heights between 450 ft [137 m] and 600 ft [183 m].

These conditions are expressed by the following equations:

3.0] h[0.150.85hG h, in feet

3.0] 45.7 h[0.150.85hG h, in meters

0.85 Gh 1.00

where:

h = height of structure

Note: For structures supported on buildings or other structures, the height of structure, h, shall not include the height of the supporting structure.

2.6.7.2 Guyed Masts

For guyed masts the gust effect factor shall be 0.85.

2.6.7.3 Pole Structures

For pole structures the gust effect factor shall be 1.10.

2.6.7.4 Structures Supported on Other Structures

For the strength and connection design of cantilevered tubular or latticed spines, poles or similar structures (fundamental frequency less than 1.1 Hertz) mounted on guyed masts, latticed self-supporting structures or flexible buildings (height to width ratio greater than 5), the gust effect factor shall be 1.10 for latticed spines and 1.35 for tubular spines.

Gust effect factors for supporting guyed masts and latticed self-supporting structures shall be in accordance with 2.6.7.1 or 2.6.7.2 using the loads from the cantilever based on the gust effect factor for the supporting structure.

Notes:

1. Connection design shall include the design of all members and components transferring the spine loads to the main members of the supporting structure or candelabra.

2. For structures supporting spines, the height of the structure shall include the height of the spine.

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Strength design shall be based on the wind directions resulting in the maximum responses. For latticed structures, each of the wind directions indicated in Table 2-6 shall be considered for each face.

The horizontal design wind force for the strength design of appurtenances and their connections to supporting structures shall be determined using a gust effect factor of 1.0 and a directionality factor determined from Table 2-2. No shielding from the structure shall be considered (Ka= 1.0, refer to 2.6.9.2).

The horizontal design wind force for the strength design of a cantilevered tubular or latticed spine, pole or similar structure mounted on a guyed mast, latticed self-supporting structure, or flexible building shall be determined using a gust effect factor from 2.6.7.4 and a directionality factor determined from Table 2-2 for the cantilevered structure.

Note: The directionality factor for determining the design wind load for the total structure, including the cantilever, shall be determined from Table 2-2 based on the type of supporting structure.

The design wind load, FW, shall be determined in accordance with the following:

FW = FST + FA + FG

where:

FST = design wind force on the structure from 2.6.9.1

FA = design wind force on appurtenances from 2.6.9.2

FG = design wind force on guys from 2.6.9.3

The design wind forces, FST + FA, need not exceed the wind force calculated for a structure using a solidity ratio of 1.0 (solid-faced) plus the wind load on externally mounted appurtenances that are outside the normal projected area of the structure in the direction of the wind.

2.6.9.1 Design Wind Force on Structure

The design wind force, FST, applied to each section of a structure shall be determined in accordance with the following:

FST = qz Gh (EPA)S where:

FST = horizontal design wind force on the structure in the direction of the wind qz = velocity pressure from 2.6.9.6

Gh = gust effect factor from 2.6.7

(EPA)S = effective projected area of the structure from 2.6.9.1.1 or 2.6.9.1.2

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3) Bracing members in adjacent faces and internal plan and hip bracing need not be included in the projected area of structural components.

4) For no-ice conditions, linear interpolation may be used when 32 [4.4] C 64 [8.7] to determine Rr. For iced conditions, Rr shall be based on subcritical flow for all values of C.

5) When attachments such as step bolts or similar linear irregularities are attached to a round structural member, the reduction factor for the round elements, Rr shall be calculated as follows:

(a) when Ra 0.1, the projected areas of the attachments may be ignored

(b) when 0.1 < Ra 0.2, the value for Rr shall be multiplied by 1.0 + 3(Ra – 0.1), and the projected areas of the attachments may be ignored

(c) when Ra > 0.20, or alternatively for any value of Ra, the value of Rr for subcritical flow shall be used. The projected areas of attachments shall be considered separately in addition to the structural member using appropriate force coefficients for appurtenances.

Where Ra is the ratio of the projected area of the attachments to the projected area of the structural member without the attachments for the portion being considered. For iced conditions, the ice thickness need not be included in the determination of Ra.

6) When attachments such as step bolts or similar irregularities are attached to a flat structural member, the projected areas of the attachments shall be considered separately in addition to the structural member using appropriate force coefficients except when Ra is less than or equal to 0.1, the projected areas of the attachments may be ignored.

2.6.9.1.1.1 Effective Projected Area of Latticed Leg Structures Latticed legs shall be considered as equivalent round members for the purpose of determining the effective projected area, (EPA)S, of structures with latticed legs.

The effective projected area of an individual latticed leg shall be determined in accordance with

2.6.9.1.1 with Rr based on subcritical flow and the direction factors, Df and Dr, equal to 1.0. The diameter of the equivalent round member shall be determined by dividing the (EPA)S of the individual latticed leg by the quantity of 1.2 times the length of the latticed leg. Gross area, Ag, of the structure shall be based of the full width of the structure including the width of the latticed leg and ice when applicable.

The reduction factor, Rr, for the equivalent round member shall be based on subcritical flow.

For loading conditions that include ice, the factored thickness of ice, tiz, shall be considered uniformly distributed around each member of the latticed leg for determining effective projected areas (ice thickness need not be added to the equivalent round member). The weight of ice shall be determined by considering each member of the latticed leg in accordance with 2.6.8.

2.6.9.1.2 Effective Projected Area of Pole Structures

The effective projected area of a pole section, (EPA)S, shall be determined from the equation:

(EPA)S = Cf AP

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Ka = 1.0 for round appurtenances, regardless of location, when transitional or supercritical force coefficients are considered

= (1- ) for appurtenances when subcritical force coefficients are considered, located entirely inside the cross section of a latticed structure or outside the cross section entirely within a face zone as defined in Figure 2-3, where is the minimum solidity ratio of the structure considering each face for the section containing the appurtenance. Ka need not exceed 0.6.

= 0.8 for antennas and antenna mounting configurations (when subcritical force coefficients are considered only) such as side arms, T-arms, stand-offs, etc. when 3 or more mounts are located at the same relative elevation (shielding from the mounting configuration and shielding of mounting members from antennas is excluded, refer to 2.6.9.4)

= 1.0 for other appurtenances unless otherwise specified in this section

(Notes: 1. Ka = 1.0 may be conservatively used for any appurtenance

2. The value of Ka is constant for all wind directions

3. The Ka values specified above shall not be applied in addition to the applicable Ka values specifed in 2.6.9.2.2 through 2.6.9.2.5)

= relative angle between the azimuth associated with the normal face of the appurtenance and the wind direction (refer to Figure 2-4)

(EPA)N = effective projected area associated with the windward face normal to the azimuth of the appurtenance

(EPA)T = effective projected area associated with the windward side face of the appurtenance

The larger value of (EPA)N or (EPA)T may be conservatively used for (EPA)A for all wind directions.

In the absence of more accurate data, an appurtenance shall be considered as consisting of flat and round components in accordance with the following:

(EPA)N = (Ca AA)N

(EPA)T = (Ca AA)T

Ca = force coefficient from Table 2-8

AA = projected area of a component of the appurtenance. The additional projected area of ice shall be considered as a round component for loading combinations that include ice

Equivalent flat plate areas based on Revision C of this Standard shall be multiplied by a force coefficient, Ca, equal to 2.0 except when the appurtenance is made up of round members only, a force coefficient of 1.8 may be applied.

The total (EPA)A for a wireless carrier shall be determined in accordance with Annex C when specific antenna and mounting information is not available.

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2.6.9.2.1 Antenna Mounting Pipes

The effective projected area of a mounting pipe above and below the shielded portion of the mounting pipe shall be included in the term (Ca AA)N. The effective projected area of the entire mounting pipe shall be included in the term (Ca AA)T.

2.6.9.2.2 Effective Projected Area for Mounting Frames (Figure 2-5) The effective projected area associated with the windward face normal to the azimuth of a mounting frame, (EPA)N, shall be determined from the equation:

(EPA)N = (EPA)MN + (EPA)FN

where:

(EPA)MN = Effective projected area of the frame = Cas (Af + Rrf Ar)

Cas = 1.58 + 1.05 (0.6 - )1.8 for 0.6

Cas = 1.58 + 2.63 ( - 0.6)2.0 for > 0.6

Af = projected area of flat components of the mounting frame

Rrf = 0.6 + 0.4 2

= solidity ratio of mounting frame without antennas and mounting pipes = (Af + Ar)/Ag

Ar = projected area of round components of the mounting frame

Ag = gross area of the frame as if it were solid defined by the largest outside dimensions of the elements included in Af and Ar

Note: For square or triangular truss mounting frames (refer to Figure 2-5), Cas shall be equal to Cf in accordance with 2.6.9.1.1.

(EPA)FN = the effective projected area in a plane parallel to the face of the mounting frame of all members supporting the mounting frame

= 0.5 [ 2.0( Afs) + 1.2( Ars)]

Afs = projected area of flat components supporting the mounting frame without regard to shielding or overlapping members

Ars = projected area of round components supporting the mounting frame without regard to shielding or overlapping members

The effective projected area associated with the windward side of a mounting frame, (EPA)T, shall be determined from the equation:

(EPA)T = (EPA)FT + 0.5 (EPA)FTi + 0.5 (EPA)MT

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(EPA)FT = the effective projected area in a plane transverse to the face of the mounting frame of a frame/truss supporting the mounting frame (the larger frame/truss when more than one is present)

(EPA)FTi = the effective projected area in a plane transverse to the face of the mounting frame of any additional frames/trusses supporting the mounting frame

Note: The effective projected area of frame/truss supporting members shall be determined in accordance with the equation for (EPA)MN. Alternatively, a drag factor of

2.0 may be applied to flat members and a drag factor of 1.2 applied to round members without regard to shielding or overlapping members.

(EPA)MT = the effective projected area, in a plane transverse to the face of the mounting frame, of all mounting frame members and all other miscellaneous support members (i.e. tiebacks) without regard to shielding or overlapping members determined using a drag factor of 2.0 applied to flat members and a drag factor of 1.2 applied to round members

When three or more mounting frames are mounted at the same relative elevation, a 0.80 shielding factor, Ka, may be applied to the mounting frame (EPA)N and (EPA)T . When the three or more mounting frames are mounted in an arrangement that results in shielding to the structure and to the other mounting frames (refer to Figure 2-6), the shielding factor, Ka, may be reduced to a value equal to 0.75. No shielding shall be considered for the supporting structure.

Antennas and mounting pipes supported on mounting frames shall be considered as generic appurtenances using a value of Ka equal to 0.9 except a value of Ka equal to 0.8 may be used when 3 or more mounting frames are mounted at the same relative elevation.

2.6.9.2.3 Effective Projected Area for Symmetrical Frame/Truss Platforms The effective projected area, (EPA)A, of frame/truss triangle or square symmetrical platforms (refer to Fig. 2-7) that are continuous around the perimeter of a structure (or with a horizontal gap between the corners of adjacent faces less than or equal to 10% of the width of the platform) shall be determined as if the platform were a section of a latticed structure in accordance with 2.6.9.1 using directionality factors DF and Dr = 1.0. The projected area of all supporting members for the entire platform shall be projected onto a plane parallel to a face without regard to shielding or overlapping members of the platform or the supporting structure.

A drag factor of 2.0 for flat members and a drag factor of 1.2 for round members shall be applied to the projected areas of the supporting members. Fifty percent of the total effective projected area of the supporting members shall be added to the effective projected area of the platform. The resulting total effective projected area shall be used for all wind directions. No shielding shall be considered for the supporting structure. Antennas and mounting pipes supported on the platform shall be considered as generic appurtenances with a value of Ka equal to 0.75.

2.6.9.2.4 Effective Projected Area for Low Profile Platforms

The effective projected area, (EPA)A, of low profile symmetrical platforms (refer to Fig 2-8) that are continuous around the perimeter of a structure (or with a horizontal gap between the corners of adjacent faces less than or equal to 10% of the width of the platform) shall be determined by summing the projected areas of all members of the platform onto a plane parallel to a face of the platform without regard to shielding or overlapping members of the platform or the

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Kz = velocity pressure coefficient from 2.6.5.2

Kzt = topographic factor from 2.6.6.4

Kd = wind direction probability factor from Table 2-2

V = the basic wind speed for the loading condition under investigation, mph [m/s]

I = importance factor from Table 2-3

2.7 Earthquake Loads

2.7.1 Definitions

Design Earthquake: the earthquake effects that are two-thirds of the corresponding maximum considered earthquake.

Site Class: A classification assigned to a site based on the types of soil present.

Structure Irregularity: A structure containing a torsional, stiffness or mass irregularity as defined in Table 2-9.

2.7.2 Symbols and Notations

im = displacement amplitude at level i when vibrating in the mth mode;

zm = displacement amplitude at level z when vibrating in the mth mode;

a, b & c = acceleration coefficients;

Agi = area of an individual guy at elevation;

As = earthquake amplification factor;

Cg = natural frequency conversion factor for guyed masts;

Czm = seismic force distribution factor for the mth mode;

E = modulus of elasticity of structure material;

Fa = acceleration-based site coefficient at short periods;

FSZ = Lateral seismic force at level z;

Fv = velocity-based site coefficient at 1 second;

Fzm = seismic forces at level z for the mth mode;

f1 = fundamental frequency of structure;

fm = frequency of structure for the mode under consideration;

Gri = average guy radius for guys at elevation;

g = acceleration due to gravity;

Hgi = height above base to guy elevation;

h = height of structure;

hi = height from the base of structure to level;

hz = height from the base of structure to level z;

I = importance factor;

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Tm = 1/fm fm = frequency of structure for the mode under consideration, Hertz

For Tm < 4.0 sec

Sam = SDS (0.4 + 0.6 Tm /To) when Tm To

Sam = SDS when To < Tm < Ts

Sam = SD1 / Tm when Tm Ts

For Tm 4.0 sec

Sam = 4SD1 / Tm where:

SDS = design spectral response acceleration at short periods from 2.7.6

SD1 = design spectral response acceleration at 1 second from 2.7.6

To = 0.2 SD1/SDS

Ts = SD1/SDS

2.7.9.2 Base Shear Contributed by Each Mode

The base shear (Vsm) contributed by each mode shall be determined from the following equations:

R

IWS

V mam sm imi n

1i imi n

1i m w w W where:

Sam = design spectral response acceleration at period Tm

Wm = effective modal gravity load

I = importance factor from Table 2-3

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2. Select two orthogonal horizontal ground-motion time-histories from not less than three recorded events compatible with the seismicity of the site or alternatively generate a simulated ground-motion time-history in accordance with acceptable earthquake engineering methods.

3. For each horizontal component, construct a 5% response spectrum. Combine the response spectra for each pair of horizontal components using the square root of sum of squares (SRSS).

Average the resulting combined spectra. Scale the horizontal ground-motion components such that the averaged combined spectrum is not less than 1.3 times the design response spectrum calculated in accordance with 2.7.9.1 multiplied by the importance factor for the structure. The scaling factor shall be applied to all ground-motion components.

4. Perform a time-history analysis for each event in accordance with acceptable methods of structural analysis using the two scaled simultaneous ground-motion components. When the horizontal distance between the base of a guyed mast to a guy anchor point exceeds 1000 ft [300 m], out-of-phase excitation of the anchor point shall be included in the analysis. The time delay shall be calculated using the design shear wave velocity in the soil at the site and the distance between the base and the guy anchor point.

5. Determine the load effects for design by selecting the maximum values from the time -history analyses.

2.7.11 Fundamental Frequency of Structure (f1)

The fundamental natural frequency of the structure (f1) in the direction under consideration shall be determined using the structural properties and deformational characteristics of the resisting elements. In lieu of a formal analysis, the fundamental natural frequency of a structure may be determined in accordance with 2.7.11.1 through 2.7.11.3.

2.7.11.1 Self-Supporting Latticed Structures

as

1 WW

W h wKf Hertz where:

Ks = 4540 for h and wa in feet and 1500 for h and wa in meters

W = total weight of the structure including appurtenances

W2 = weight of structure and appurtenances within top 5% of the structure height wa = average face width of structure, ft [m] wo = face width at base of structure, ft [m] h = height of structure, ft [m]

0.15 w w

WW

o a

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2.7.11.2 Self-Supporting Pole Structures

)0.236W(WL

g3EI

1f

Lu avg 1 Hertz where:

E = modulus of elasticity of structure material, ksi [MPa]

Iavg = (Itop + Ibot) / 2, in4 [mm4]

Itop = moment of inertia at top of structure, in4 [mm4]

Ibot = moment of inertia at base of structure, in4 [mm4]

Wu = weight of discrete appurtenances in the top third of structure, kips [N]

WL = Wt – Wu, kips [N]

Wt = total weight of the structure including appurtenances, kips [N]

L = height of pole structure, in [mm] g = acceleration due to gravity, in/s2 [mm/s2]

2.7.11.3 Guyed Masts

t g g1 W

K Cf Hertz where:

Cg = 176.5 [8.70]

Kg = equivalent stiffness of guys

Wt = weight of structure including appurtenances and the total weight of all guys, kips [kN] n = number of guy levels i = number designating guy level starting from the base to the uppermost guy level gi girigiin

1ig Lh

HGAN

K

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2.8 Serviceability Requirements

2.8.1 Definitions

Displacement: the horizontal displacement under service loads of a point from the unfactored no-wind load position.

Service loads: the loading combination used to calculate serviceability limit state deformations.

Sway: the angular rotation under service loads of an antenna beam path in the local vertical plane of the antenna from the unfactored no-wind load position.

Twist: the angular rotation under service loads of an antenna beam path in the local horizontal plane of the antenna from the unfactored no-wind load position.

2.8.2 Limit State Deformations

The deformations under service loads at any point on a structure, unless otherwise required, shall not exceed the following:

1. A rotation of 4 degrees about the vertical axis (twist) or any horizontal axis (sway) of the structure.

2. A horizontal displacement of 3% of the height of the structure.

3. For cantilevered tubular or latticed spines, poles or similar structures mounted on latticed structures, a relative horizontal displacement of 1.5% of the cantilever height measured between the tip of the cantilever and its base.

2.8.3 Service Loads

Service loads shall be defined by the following loading combination for a 60 mph [27 m/s] basic wind speed:

1.0 D + 1.0 Dg + 1.0 Wo (Refer to 2.3.1)

The horizontal wind forces for determining service loads shall be based on an importance factor, I, of 1.00, and a directionality factor, Kd, of 0.85 for all structures. The velocity pressure coefficient, Kz, the gust effect factor, Gh, and the topographic factor, Kzt, shall be equal to the values for the strength limit state condition.

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Table 2-1 Classification of Structures

Description of Structure Class

Structures that due to height, use 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 substantial hazard to human life 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 high hazard to human life and/or damage to property in the event of failure and/or used primarily for essential communications.

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 rectangular cross sections, strength design of appurtenances

0.95

Table 2-3 Importance Factors

Structure Class

Wind Load Without Ice

Wind Load With Ice

Ice Thickness

Earthquake

I 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 structures

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Table 2-7 Force Coefficients (CF) for Pole Structures

C mph.ft [m/s.m]

Round 18 Sided 16 Sided 12 Sided 8 Sided

< 32 [4.4] (Subcritical)

1.2 1.2 1.2 1.2 1.2

32 to 64 38.4/(C)1.0 25.8/(C)0.885 12.6/(C)0.678 2.99/(C)0.263 1.2 [4.4 to 8.7]

(Transitional) [5.23/(C)1.0] [4.42/(C)0.885] [3.26/(C)0.678] [1.77/(C)0.263] [1.2]

> 64 [8.7] (Supercritical)

0.60 0.65 0.75 1.0 1.2

C = (I Kzt Kz)0.5 (V)(D) for D in ft [m], V in mph [m/s] V is the basic wind speed for the loading condition under investigation. D is the pole outside diameter for rounds or the outside point-to-point diameter for polygons.

Notes:

1. When linear appurtenances such as ladders, waveguides, coax, brackets, or other similar projections are attached on the outside of the pole shaft, effective projected areas shall be calculated as follows:

a. When Ra 0.1, the projected areas of the attachments may be ignored.

b. When 0.1 < Ra 0.2, the value for CF shall be multiplied by 1.0 + 3(Ra – 0.1), and the projected areas of the attachments may be ignored.

c. When Ra > 0.2, or alternatively for any value of Ra, the value of CF for subcritical flow shall be used. The projected areas of the attachments shall be considered separately in addition to the structure using appropriate force coefficients for appurtenances.

Where Ra is the ratio of the projected area of the attachments (perpendicular to the wind direction) to the projected area of the structure without the attachments for the portion being considered. For iced conditions, the ice thickness need not be included in the determination of Ra.

2. For iced conditions, CF shall be based on subcritical flow for all values of C.

3. Linear interpolation, based on the inscribed angle of each side, between the values shown, may be used for other cross-sections. The inscribed angle for a round cross-section is 0 degrees.

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Table 2-8 Force Coefficients (Ca) For Appurtenances

Aspect Ratio 2.5 Aspect Ratio = 7 Aspect Ratio 25 Member Type Ca Ca Ca

Flat 1.2 1.4 2.0 C < 32 [4.4] (Subcritical)

0.70 0.80 1.2

32 C 64 3.76/(C)0.485 3.37/(C)0.415 38.4/(C)1.0

[4.4 C 8.7] (Transitional)

[1.43/(C)0.485] [1.47/(C)0.415] [5.23/(C)1.0]

Round

C > 64 [8.7] (Supercritical)

0.50 0.60 0.60

Where:

C = (I Kzt Kz)0.5 (V)(D) for D in ft [m], V in mph [m/s] V is the basic wind speed for the loading condition under investigation.

D is the outside diameter of the appurtenance.

Aspect ratio is the overall length/width ratio in the plane normal to the wind direction.

(Aspect ratio is independent of the spacing between support points of a linear appurtenance, and the section length considered to have uniform wind load).

Notes:

1. For cylindrical appurtenances, when irregularities such as flanges, hangers, etc., are present, effective projected areas shall be calculated as follows:

a. When Ra 0.1, the projected areas of the irregularities may be ignored.

b. When 0.1 < Ra 0.2, the value for Ca shall be multiplied by 1.0 + 3(Ra – 0.1), and the projected areas of the irregularities may be ignored.

c. When Ra > 0.2, or alternatively for any value of Ra, the value of Ca for subcritical flow shall be used. The projected areas of irregularities shall be considered separately in addition to the appurtenance using the appropriate force coefficients.

Where Ra is the ratio of the projected area of the irregularities (perpendicular to the wind direction) to the projected area of the appurtenance without the irregularities for the portion being considered. For iced conditions, the ice thickness need not be considered in the determination of Ra.

2. For flat appurtenances, when irregularities such as flanges, hangers, etc., are present, the projected areas of the irregularities shall be considered separately in addition to the appurtenance using appropriate force coefficients except when Ra is less than or equal to 0.1, the projected areas of the irregularities may be ignored.

3. For iced conditions, Ca shall be based on subcritical flow for all values of C.

4. Linear interpolation may be used for aspect ratios other than those shown.

5. Subcritical force coefficients may conservatively be used for any value of C.

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