1、 ASCE STANDARD ASCE/SEI 19-10American Society of Civil EngineersStructural Applications of Steel Cables for BuildingsThis document uses both the International System of Units (SI) and customary units.Library of Congress Cataloging-in-Publication DataStructural applications of steel cables for buildi
2、ngs / American Society of Civil Engineers.p. cm. (ASCE Standard ASCE/SEI ; 19-10)“This document uses both the International System of Units (SI) and customary units.”Includes bibliographical references and index.ISBN 978-0-7844-1124-71. Cable structuresStandardsUnited States. 2. CablesStandardsUnite
3、d States.I. American Society of Civil Engineers. TA660.C3S77 2010624.1774dc222010038365Published by American Society of Civil Engineers1801 Alexander Bell DriveReston, Virginia 20191www.pubs.asce.orgThis standard was developed by a consensus standards development process which has been accredited by
4、 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 development process used by ASCE has met the ANSI requirements for
5、 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 not made an independent
6、assessment of and does not warrant the accuracy, completeness, suitability, or utility of any information, apparatus, product, or process discussed herein. ASCE does not intend, nor should anyone interpret, ASCEs standards to replace the sound judgment of a competent professional, having knowledge a
7、nd 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 to certify products for c
8、ompliance 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, exemplary, or consequential d
9、amages, 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 Engineers-Registered in U.S. Patent and Trademark Offi ce.Photocopies and reprints. You can obtain instant
10、permission to photocopy ASCE publications 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: permissionsasce.org. A reprint order fo
11、rm can be found at http:/pubs.asce.org/support/reprints/.Copyright 2010 by the American Society of Civil Engineers.All Rights Reserved.ISBN 978-0-7844-1124-7Manufactured in the United States of America.18 17 16 15 14 13 12 11 10 1 2 3 4 5iiiSTANDARDSIn 2003, the Board of Direction approved the revis
12、ion 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 includes balloting by a bal
13、anced standards committee made up of Society members and nonmembers, 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 have been issued:ANSI/A
14、SCE 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 Composite Slabs and ANSI/ASCE 9-91 Standard Practice for the Construction and Inspection of Comp
15、osite 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 Build-ings and Other Stru
16、cturesSEI/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 BuildingsASCE/EWRI 12-05
17、 Guideline for the Design of Urban Subsurface DrainageASCE/EWRI 13-05 Standard Guidelines for Installa-tion of Urban Subsurface DrainageASCE/EWRI 14-05 Standard Guidelines for Opera-tion and Maintenance of Urban Subsurface DrainageASCE 15-98 Standard Practice for Direct Design of Buried Precast Conc
18、rete 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 Transfer TestingASCE/SEI 19-10 Structural Applications of Steel Cables for
19、BuildingsASCE 20-96 Standard Guidelines for the Design and Installation of Pile FoundationsANSI/ASCE/T the paper titled “Cable-Suspended Roof Construction State-of-the-Art” in the Journal of the Structural Division, ASCE, 1971; the Manual for Structural Applications of Steel Cables for Buildings,AIS
20、I, 1973; and the prior edition of this Standard, ASCE 19-96. References used to develop particular provisions of this Standard are included in the Selected Bibliography to be found in the Commentary.This page intentionally left blank viiACKNOWLEDGMENTSThe American Society of Civil Engineers (ASCE) a
21、cknowledges the devoted efforts of the Structural Applications of Steel Cables for Buildings Standards Committee (the Committee) of the Codes and Stan-dards Activities Committee. This group consists of individuals from many backgrounds, including consulting engineering, research, manufacturing, fabr
22、ication, education, and government.This is the second edition of ASCE Standard 19 and supersedes ASCE Standard 19-96. It was prepared through the standards process by balloting in compliance with procedures of ASCEs Codes and Standards Committee. The membership of the Structural Applications of Stee
23、l Cables for Buildings Committee changed during the decade in which it developed this second edition of the Standard. There was also valuable input from industry outside the Committee. The Committee members who actively attended meetings and/or contributed signifi cant material through correspondenc
24、e are:Martin Bechtold, BridonCharles Birnstiel, Hardesty see Section 3.4.5.Shop Drawings and test reports shall be submit-ted to the Engineer for review.ASCE/SEI 19-1033.0 DESIGN CONSIDERATIONS3.1 DESIGN BASISThe cable system, including its masts and struts, shall be designed to safely support the d
25、esign loading specifi ed herein without exceeding the allowable force in any member. It shall also be designed to have adequate rigidity in order to limit displacements to values that would not adversely affect the serviceabil-ity of the structure.3.1.1 Structural IntegrityThe complete structural sy
26、stem of the building, including the cable system with its masts and struts, shall be confi gured with regard to maximizing structural redundancy and robustness. Failure or malfunction of any one local component should not create a dangerous condition or collapse of a larger part of the structure.3.1
27、.2 Replacement of MembersCables and struts shall be designed to be replaceable.3.2 DESIGN LOADINGS3.2.1 LoadsIn the absence of an applicable local building code, the design loads shall be those given in ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures. Additional load provision
28、s shall be based on the following considerations: aerodynamic effects on individual cables and complete cable structures, either by means of numerical dynamic analysis or through wind tunnel tests; wind-induced structural vibration and fatigue effects; and the effects of creep.3.2.2 Load Combination
29、sCable tension, Tn, which is the effect of load, shall be calculated for the following load combinations:T1= cable tension due to D + PT2= cable tension due to D + P + LT3= cable tension due to D + P + (Lror S or R)T4= cable tension due to D + P + 0.75 L + 0.75 (Lror S or R)T5= cable tension due to
30、D + P + (0.6 W or 0.7 E)T6a= cable tension due to D + P + 0.75 L + 0.75 (0.6 W) + 0.75 (Lror S or R)T6b= cable tension due to D + P + 0.75 L + 0.75 (0.7 E) + 0.75 ST7= cable tension due to 0.6 D + P + 0.6 WT8= cable tension due to 0.6 D + P + 0.7 ET9= cable tension due to C + the erection components
31、 of D, L, P, and W.The tension T2and T4shall be computed for the full range of temperature to which the structure is assumed to be subjected.3.2.3 Load Combinations Including Atmospheric Ice LoadsWhen the structure is subjected to atmospheric ice and wind-on-ice loads, cable tensions due to the foll
32、owing load combinations shall be considered:1. 0.7 Dishall be added to the equation for T2.2. (Lror S or R) in the equation for T3shall be replaced by 0.7 Di+ 0.7 Wi+ S.3. W in the equation for T7shall be replaced by 0.7 Di+ 0.7 Wi.3.3 CABLE STRENGTH3.3.1 Design StrengthThe design strength, Sd, of e
33、ach cable shall be equal to or greater than 2.2 Tn, where the load combination number n = 1 to 9.The design strength, Sd, of the cable shall normally be taken as the smaller of:Sd= Sn Nfor Sd= Sn Ndin whichSn= nominal cable strength.Nf= fi tting reduction factor, andNd= defl ector reduction factor (
34、Nd= 1 for the case of no defl ector).3.3.1.1 Fitting Reduction FactorTo account for the reduction in available strength caused by the action of the end fi tting in transferring tension from the cable to the fi tting, the factor given in Table 3-1 shall be applied.3.3.1.2 Defl ection Reduction Factor
35、To account for the reduction in available strength due to curvature of the cable over a saddle, the factors given in Table 3-2 shall be applied.Table 3-2 applies to saddles for which the live load changes the defl ection angle of the cable less than 2 degrees for strand and 4 degrees for rope, per s
36、addle end. For anticipated larger defl ection angle changes, the defl ection reduction factor shall be ASCE/SEI 19-104determined by an approved method. Table 3-2 is limited to curvature induced by saddles.3.3.1.3 Elevated Temperature EffectThe possibility of elevated temperature above 200 F (93 C) a
37、nd its effect on the mechanical and physical properties of cables and end fi ttings shall be considered during the design. For temperatures above 200 F (93 C), the nominal cable strength, Sn, and the cables modulus of elasticity, Es, shall be appro-priately reduced in calculations.3.3.1.4 Fatigue St
38、rengthThe possible reduction in cable strength due to fatigue shall be evaluated when the cable will undergo repetitive fl uctuating loads, vibration due to wind or rain, or other dynamic effects. Fluctuating tension-tension or bending and tension shall be considered.Factors that decrease a cables f
39、atigue strength are provided in the Commentary, Section C3.3.1.4.3.3.1.5 Creep EffectCreep, or long-term elongation of a prestretched cable, shall be evaluated. Factors infl uencing creep are provided in the Commentary, Section C3.3.1.5.3.3.2 End FittingsFittings shall develop an ultimate strength g
40、reater than the specifi ed nominal cable strength. Moreover, fi ttings shall be designed such that the computed average stresses across the fi tting body are less than the yield stress of the fi tting material under a static tension force. The static tension force shall be equal to the specifi ed no
41、minal strength of the rope or strand for which the fi tting is designed. Localized yielding at stress concentrations, such as at the line contact of pins and the roots of screw threads, is permitted at the cable working tension. Under special circumstances, overdesigned cables may terminate with con
42、vention-ally sized fi ttings, or conventionally designed cables may terminate with oversize fi ttings. Such designs shall be based on data supplied by an assembler or a fi tting manufacturer regarding fi t of the cable in the fi tting and the stresses in the fi tting.3.4 STRUCTURAL ANALYSIS3.4.1 Gen
43、eral ConsiderationsCable systems inherently exhibit nonlinear behavior. Therefore, the design basis for cable systems shall include nonlinear considerations and analyses. Commentary Section C3.4.1 provides a brief discus-sion of the nonlinear behavior of cable systems. The structural analysis shall
44、be based on the following considerations in addition to those mentioned else-where in this Standard: Elastic stretch of the cables and deformation of the supporting structure shall be taken into account in the design. Nonlinear analyses shall be performed if it is determined that the magnitudes of t
45、he cable displacements are such that the equilibrium equations should be based on the geometry of the displaced structure.3.4.2 ServiceabilityAt an early stage of the structural design, the Owner, Architect, and Engineer shall establish the serviceabil-ity requirements for the cable system, includin
46、g requirements for cable repair and replacement. Local building ordinances shall be taken into account. Numerical analyses shall be performed to demonstrate that the serviceability requirements for defl ection and vibration will be met.3.4.3 VibrationsThe effect of dynamic loading on cable stresses,
47、 fatigue, and defl ections of the individual cable and the entire structure shall be considered in the design.Table 3-1 Fitting Reduction FactorsType of TerminationFitting Reduction Factor NfRope StrandPoured socket (zinc, zinc-aluminum-mischmetal alloy, or resin)1.00 1.00Swaged socket 1.00a0.90baRe
48、gular lay ropes only. Verify with manufacturer for sizes over 2 in. (51 mm).bConfi rm with manufacturer.Table 3-2 Defl ector Reduction FactorsRatio: Saddle Radius to Rope DiameterRatio: Saddle Radius to Strand DiameterDefl ector ReductionFactor Nd15 and over1413121110 minimum20 and over1918171615 mi
49、nimum1.00.950.900.850.800.75ASCE/SEI 19-1053.4.4 Defl ectionsCables shall be so proportioned that the maximum defl ections under the combined action of applied loads, temperate change, and cable stretch will satisfy the serviceability requirements.3.4.5 Erection AnalysisA structural analysis shall be performed for the suggested or mandatory erection procedure consider-ing the effects listed in Section 3.4.1. Should devia-tions be made in the suggested erection procedure, the erector sh
