ASCE 48-11-2011 Design of Steel Transmission Pole Structures《输电线路钢杆结构设计》.pdf

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1、 ASCE/SEI 48-11ASCE STANDARDAmerican Society of Civil EngineersDesign of Steel Transmission Pole StructuresASCE/SEI 48-11This document uses both the International System of Units (SI) and customary units.Published by the American Society of Civil EngineersLibrary of Congress Cataloging-in-Publicatio

2、n DataDesign of steel transmission pole structures: standard 48-11.p. cm. (ASCE standard)“ASCE/SEI 48-11.”“This document uses both the International System of Units (SI) and customary units.”Includes bibliographical references and index.ISBN 978-0-7844-1181-0 (alk. paper)1. Electric linesPoles and t

3、owersDesign and construction. I. American Society of Civil Engineers. TK3242.D475 2011621.31922dc232011031788Published by American Society of Civil Engineers1801 Alexander Bell DriveReston, Virginia 20191www.pubs.asce.orgThis standard was developed by a consensus standards development process which

4、has been accredited by the American National Standards Institute (ANSI). Accreditation by ANSI, a voluntary accreditation body representing public and private sector standards development organizations in the U.S. and abroad, signifi es that the standards develop-ment process used by ASCE has met th

5、e ANSI requirements for openness, balance, consensus, and due process.While ASCEs process is designed to promote standards that refl ect a fair and reasoned consensus among all interested participants, while preserving the public health, safety, and welfare that is paramount to its mission, it has n

6、ot made an independent assessment of and does not warrant the accuracy, completeness, suitability, or utility of any infor-mation, apparatus, product, or process discussed herein. ASCE does not intend, nor should anyone interpret, ASCEs standards to replace the sound judgment of a com-petent profess

7、ional, having knowledge and experience in the appropriate fi eld(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this standard.ASCE has no authority to enforce compliance with its standards and does not undertake

8、to certify products for compliance or to render any professional services to any person or entity.ASCE disclaims any and all liability for any personal injury, property damage, fi nancial loss or other damages of any nature whatsoever, including without limitation any direct, indirect, special, exem

9、plary, or consequential damages, resulting from any persons use of, or reliance on, this standard. Any individual who relies on this standard assumes full responsibility for such use.ASCE and American Society of Civil EngineersRegistered in U.S. Patent and Trademark Offi ce.Photocopies and reprints.

10、 You can obtain instant permission to photocopy ASCE pub-lications by using ASCEs online permission service (http:/pubs.asce.org/permissions/requests/). Requests for 100 copies or more should be submitted to the Reprints Department, Publications Division, ASCE (address above); e-mail: permissionsasc

11、e.org. A reprint order form can be found at http:/pubs.asce.org/support/reprints/.Copyright 2012 by the American Society of Civil Engineers.All Rights Reserved.ISBN 978-0-7844-1181-0Manufactured in the United States of America.18 17 16 15 14 13 12 11 1 2 3 4 5iiiSTANDARDSIn 2006, the Board of Direct

12、ion approved the revision to the ASCE Rules for Standards Committees to govern the writing and maintenance of standards developed by the Society. All such standards are developed by a consensus standards process managed by the Societys Codes and Standards Committee (CSC). The consensus process inclu

13、des balloting by a balanced standards committee made up of Society members and nonmem-bers, balloting by the membership of the Society as a whole, and balloting by the public. All standards are updated or reaffi rmed by the same process at intervals not exceeding fi ve years.The following standards

14、have been issued:ANSI/ASCE 1-82 N-725 Guideline for Design and Analysis of Nuclear Safety Related Earth StructuresASCE/EWRI 2-06 Measurement of Oxygen Transfer in Clean WaterANSI/ASCE 3-91 Standard for the Structural Design of Com-posite Slabs and ANSI/ASCE 9-91 Standard Practice for the Constructio

15、n and Inspection of Composite SlabsASCE 4-98 Seismic Analysis of Safety-Related Nuclear StructuresBuilding Code Requirements for Masonry Structures (ACI 530-02/ASCE 5-02/TMS 402-02) and Specifi cations for Masonry Structures (ACI 530.1-02/ASCE 6-02/TMS 602-02)ASCE/SEI 7-10 Minimum Design Loads for B

16、uildings and Other StructuresSEI/ASCE 8-02 Standard Specifi cation for the Design of Cold-Formed Stainless Steel Structural MembersANSI/ASCE 9-91 listed with ASCE 3-91ASCE 10-97 Design of Latticed Steel Transmission StructuresSEI/ASCE 11-99 Guideline for Structural Condition Assessment of Existing B

17、uildingsASCE/EWRI 12-05 Guideline for the Design of Urban Subsur-face DrainageASCE/EWRI 13-05 Standard Guidelines for Installation of Urban Subsurface DrainageASCE/EWRI 14-05 Standard Guidelines for Operation and Maintenance of Urban Subsurface DrainageASCE 15-98 Standard Practice for Direct Design

18、of Buried Precast Concrete Pipe Using Standard Installations (SIDD)ASCE 16-95 Standard for Load Resistance Factor Design (LRFD) of Engineered Wood ConstructionASCE 17-96 Air-Supported StructuresASCE 18-96 Standard Guidelines for In-Process Oxygen Trans-fer TestingASCE/SEI 19-10 Structural Applicatio

19、ns of Steel Cables for BuildingsASCE 20-96 Standard Guidelines for the Design and Installation of Pile FoundationsANSI/ASCE/TASTM A529/A529M, Standard Specifi cation for High-Strength CarbonManganese Steel of Structural Quality;ASTM A572/A572M, Standard Specifi cation for High-Strength Low-Alloy Col

20、umbiumVanadium Structural Steel;ASTM A588/A588M, Standard Specifi cation for High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point to 4-in. (100 mm) Thick;ASTM A595, Standard Specifi cation for Steel Tubes, Low-Carbon, Tapered for Structural Use;ASTM A606, Standard Speci

21、fi cation for Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled, and Cold-Rolled, with Improved Atmospheric Corrosion Resistance;ASTM A633/A633M, Standard Specifi cation for Normalized High-Strength Low-Alloy Structural Steel Plates;ASTM A871/A871M, Standard Specifi cation for High-Streng

22、th Low-Alloy Structural Steel Plate with Atmospheric Corrosion Resistance; andASTM A1011/A1011M, Standard Specifi cation for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low Alloy, and High-Strength Low Alloy with Improved Formability.This listing of suitable steels does not

23、 exclude the use of other steels that conform to the chemical and mechanical properties of one of the listed specifi cations or other published specifi cations, which establish the properties and suitability of the materials. As a minimum, material shall meet the requirements of ASTM A6 or ASTM A568

24、, as applicable.5.2.1.2 Material Properties. The yield stress, Fy, and the tensile stress, Fu, shall be the specifi ed minimum values deter-mined according to the appropriate ASTM specifi cation. The modulus of elasticity, E, for steel is defi ned to be 29,000 ksi (200 GPa).5.2.1.3 Energy-Impact Pro

25、perties. Impact properties in the longitudinal direction of all structural plate or coil materials shall be determined in accordance with the Charpy V-notch test described in ASTM A370 and, at a minimum, shall meet the requirements of 15 ft-lb (20 J) absorbed energy at a temperature of 20F (29C). Ab

26、sorbed energy requirements for subsize test specimens shall be in accordance with ASTM A370 and A673.For all plate and coil materials of any thickness, heat-lot testing shall be used unless specifi ed differently by the Owner.5.2.2 Tension. The tensile stress shall not exceed either of the following

27、:PAFFFgtty=where(Eq. 5.2-1)orPAFFFnttu=where 0 83. (Eq. 5.2-2)where P = axial tension force on member;Ag= gross cross-sectional area;Ft= tensile stress permitted;Fy= specifi ed minimum yield stress;An= net cross-sectional area; andFu= specifi ed minimum tensile stress.5.2.3 Compression. Members subj

28、ected to compressive forces shall be checked for general stability and local buckling. The compressive stresses shall not exceed those permitted in the fol-lowing sections.5.2.3.1 Truss Members. For truss members with a uniform closed cross section, the actual compressive stress, fa, shall not excee

29、d the compressive stress permitted, Fa, as determined by the following:FFKLrCKLrCaycc=1052. when (Eq. 5.2-3)FEKLrKLrCac=22when(Eq. 5.2-4)CEFcy=2(Eq. 5.2-5)where Fa= compressive stress permitted;Fy= specifi ed minimum yield stress;K = effective length factor;L = unbraced length;r = governing radius o

30、f gyration;Cc= column slenderness ratio; andE = modulus of elasticity.10 ASCE 48-11KL/r is the largest slenderness ratio of any unbraced segment.Truss members made of angles shall be designed in accordance with Section 3.7 of ASCE 10 C5-3.5.2.3.2 Beam Members. The limiting values of w/t and Do/t spe

31、cifi ed in this section may be exceeded without requiring a reduction in extreme fi ber stress if local buckling stability is demonstrated by an adequate program of tests.5.2.3.2.1 Regular Polygonal Members. For formed, regular polygonal tubular members, the compressive stress, P/A + Mc/I, on the ex

32、treme fi ber shall not exceed the following:Octagonal, hexagonal, or rectangular members (bend angle 45)FFwt Fayy=when260 (Eq. 5.2-6)FF FwtFwt Fay yyy=1 ksi (6.9 MPa) 5.2-8, 5.2-930 but 45 NA 5.2-8, 5.2-922.5 but 30 NA 5.2-10, 5.2-1122.5 NA 5.2-12, 5.2-13, 5.2-14, 5.2-15, 5.2-16Note: NA means not ap

33、plicable.Design of Steel Transmission Pole Structures 115.2.5 Bending. The stress resulting from bending shall not exceed either of the following:McIFt (Eq. 5.2-18)orMcIFa (Eq. 5.2-19)where M = bending moment;c = distance from neutral axis to extreme fi ber; I = moment of inertia;Ft= tensile stress

34、permitted; andFa= compressive stress permitted.5.2.6 Combined Stresses. For a polygonal member, the com-bined stress at any point on the cross section shall not exceed the following:PAMcIMcIVQItTcJFxyxyxyt+()22123/or Fa(Eq. 5.2-20)For a round member, the combined stress at any point on the cross sec

35、tion shall not exceed the following:PAMcIMcIVQItTcJFxyxyxyt+()22123/or Fb(Eq. 5.2-21)where Fa= compressive stress permitted by Section 5.2.3.2.1;Fb= bending stress permitted by Section 5.2.3.2.4;Ft= tensile stress permitted by Section 5.2.2;P = axial force on member;A = cross-sectional area;Mx= bend

36、ing moment about XX axis;My= bending moment about YY axis;Ix= moment of inertia about XX axis;Iy= moment of inertia about YY axis;cx= distance from YY axis to point where stress is checked;cy= distance from XX axis to point where stress is checked;V = total resultant shear force;Q = moment of sectio

37、n about neutral axis;I = moment of inertia;T = torsional moment;J = torsional constant of cross section;c = distance from neutral axis to point where stress is checked; andt = wall thickness.The bending stress (Mc/I) and shear stress portions of these equations shall be absolute values (i.e., always

38、 positive). The same equation shall be used to check tension and compression stresses. When checking tension, P/A is positive if the member is in tension and negative if the member is in compression. The converse is true when checking compression.5.3 GUYS5.3.1 Material Properties. The minimum rated

39、breaking strength of guys shall be determined according to the appropriate ASTM specifi cation or as specifi ed by the Owner. The modulus of elasticity, E, of a guy shall be as specifi ed by the applicable ASTM specifi cation or as specifi ed by the Owner. In the absence of a specifi ed value, E sha

40、ll be assumed to be 23,000 ksi (159 GPa).5.3.2 Tension. The maximum design tension force in a guy shall not exceed the following:PP P=max max.where RBS065 ( Eq. 5.3-1)where P = tension force in the guy;Pmax= maximum tension force permitted in the guy; andRBS = minimum rated breaking strength of the

41、guy.5.4 TEST VERIFICATIONDesign values other than those prescribed in this section are permitted, but they shall be substantiated by experimental or analytical investigations.This page intentionally left blank Design of Steel Transmission Pole Structures 13Chapter 6DESIGN OF CONNECTIONS6.1 INTRODUCT

42、IONThe design stresses for connections shall be based on ultimate strength methods using factored design loads.6.2 BOLTED AND PINNED CONNECTIONSFor bolted connections, these provisions shall pertain to holes with diameters a maximum of 0.125 in. (3 mm) larger than the nominal bolt diameter (except f

43、or anchor bolt holes). For pinned connections, the ratio of the diameter of the hole to the diameter of the pin shall be less than 2.6.2.1 Materials. Materials conforming to the following stan-dard specifi cations are suitable for use under this standard:ASTM A307, Standard Specifi cation for Carbon

44、 Steel Bolts and Studs, 60,000 psi Tensile Strength;ASTM A325, Standard Specifi cation for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength;ASTM A325M, Standard Specifi cation for Structural Bolts, Steel Heat Treated, 830 MPa Minimum Tensile Strength Metric;ASTM A354, Stan

45、dard Specifi cation for Quenched and Tempered Alloy Steel Bolts, Studs, and Other Externally Threaded Fasteners;ASTM A394, Standard Specifi cation for Steel Transmission Tower Bolts, Zinc-Coated and Bare;ASTM A449, Standard Specifi cation for Quenched and Tempered Steel Bolts and Studs;ASTM A490, St

46、andard Specifi cation for Structural Bolts, Alloy Steel, Heat Treated, 150 ksi Minimum Tensile Strength;ASTM A490M, Standard Specifi cation for High-Strength Steel Bolts, Classes 10.9 and 10.9.3, for Structural Steel Joints Metric;ASTM A563, Standard Specifi cation for Carbon and Alloy Steel Nuts; a

47、ndASTM A563M, Standard Specifi cation for Carbon and Alloy Steel Nuts Metric.This listing of suitable steels does not exclude the use of other steels that conform to the chemical and mechanical properties of one of the listed specifi cations or other published specifi cations, which establish the pr

48、operties and suitability of the material.6.2.2 Shear Stress in Bearing Connections. The shear stress for bolts and pins shall not exceed the following:VAFgv(Eq. 6.2-1)where V = shear force (bolt or pin);Ag= gross cross-sectional area of the shank (bolt or pin);Fv= shear stress permitted (bolt or pin

49、);Fv= 0.45 Fuwhen threads are excluded from the shear plane;Fv= 0.35 Fuwhen shear plane passes through the threads; andFu= specifi ed minimum tensile stress (bolt or pin).6.2.3 Bolts Subject to Tension. Bolts shall be proportioned so that the sum of the tensile stresses caused by the applied external load and any tensile stress resulting from prying action does not exceed the