The material contained herein has been developed by the American Iron and Steel Institute Committee on Specifications for the Design of ColdFormed Steel Structural Members. The Committee has made a diligent effort to present accurate, reliable, and useful information on coldformed steel design. The Committee acknowledges and is grateful for the contributions of the numerous researchers, engineers, and others who have contributed to the body of knowledge on the subject. With anticipated improvements in understanding of the behavior of coldformed steel and the continuing development of new technology, this material may eventually become dated. It is anticipated that AISI will publish updates of this material as new information becomes available, but this cannot be guaranteed. The materials set forth herein are for general information only. They are not a substitute for competent professional advice. Application of this information to a specific project should be reviewed by a registered professional engineer. Indeed, in most jurisdictions, such review is required by law. Anyone making use of the information set forth herein does so at their own risk and assumes any and all resulting liability arising therefrom.
Missouri University of Science and Technology Scholars' Mine AISI-Specifications for the Design of ColdFormed Steel Structural Members Wei-Wen Yu Center for Cold-Formed Steel Structures 01 Sep 2003 AISI Manual Cold-Formed Steel Design 2002 Edition American Iron and Steel Institute Follow this and additional works at: https://scholarsmine.mst.edu/ccfss-aisi-spec Part of the Structural Engineering Commons Recommended Citation American Iron and Steel Institute, "AISI Manual Cold-Formed Steel Design 2002 Edition" (2003) AISISpecifications for the Design of Cold-Formed Steel Structural Members 130 https://scholarsmine.mst.edu/ccfss-aisi-spec/130 This Technical Report is brought to you for free and open access by Scholars' Mine It has been accepted for inclusion in AISI-Specifications for the Design of Cold-Formed Steel Structural Members by an authorized administrator of Scholars' Mine This work is protected by U S Copyright Law Unauthorized use including reproduction for redistribution requires the permission of the copyright holder For more information, please contact scholarsmine@mst.edu SECTION GUIDE Part I Dimensions and Properties I-1 – I-121 Part II Beam Design II-1 - II-145 Part III Column Design III-1 – III-66 Part IV Connections IV-1 – IV-36 Part V Supplementary Information V-1 – V-9 Part VI Test Procedures VI-1 – VI-73 AISI MANUAL Cold-Formed Steel Design Manual 2002 EDITION The material contained herein has been developed by the American Iron and Steel Institute Committee on Specifications for the Design of Cold-Formed Steel Structural Members The Committee has made a diligent effort to present accurate, reliable, and useful information on cold-formed steel design The Committee acknowledges and is grateful for the contributions of the numerous researchers, engineers, and others who have contributed to the body of knowledge on the subject With anticipated improvements in understanding of the behavior of cold-formed steel and the continuing development of new technology, this material may eventually become dated It is anticipated that AISI will publish updates of this material as new information becomes available, but this cannot be guaranteed The materials set forth herein are for general information only They are not a substitute for competent professional advice Application of this information to a specific project should be reviewed by a registered professional engineer Indeed, in most jurisdictions, such review is required by law Anyone making use of the information set forth herein does so at their own risk and assumes any and all resulting liability arising therefrom First Printing – September, 2003 Produced by Computerized Structural Design, S.C Milwaukee Wisconsin Copyright American Iron and Steel Institute, 2003 Preface i PREFACE The 2002 edition of the Cold-Formed Steel Design Manual consists of six Parts This information is supplemental to the 2001 edition of the North American Specification for the Design of Cold -Formed Steel Structural Members Each part in the Design Manual should be used in conjunction with the Specification, Commentary and the other parts, where appropriate Part I, Dimensions and Properties contains (a) information regarding the availability and properties of steels referenced in the Specification, (b) tables of section properties (c) formulas and examples of calculations of section properties Part II, Beam Design contains (a) tables and charts to aid in beam design, and (b) beam design example problems Part III, Column Design contains (a) tables to aid in column design, and (b) column design example problems Part IV, Connections contains (a) tables to aid in connection design, and (b) connection example problems Part V, Supplementary Information contains (a) design procedures of specification nature which are not included in the Specification itself, either because they are infrequently used or are regarded as too complex for routine design, and (b) other information intended to assist users of cold-formed steel Part VI, Test Procedures contains (a) test methods for cold-formed steel, (b) a bibliography of other pertinent test methods, and (c) an example problem In addition to updating the Manual for conformance with the 2001 edition of the North American Specification, the following improvements or additions have been made: • Standard studs and tracks produced by members of Steel Stud Manufacturers Association are included in Parts I through IV • Four new comprehensive design examples are added, (a) C-Section with Openings – ASD and LRFD in Part II, (b) Unbraced Equal Leg Angle With Lips – Compression in Part III, (c) I-Section – Built-Up from Channels in Part III, and (d) Bolted Connection with Consideration of Shear Lag in Part IV • A table of cross references between the Specification provisions and the corresponding illustrative examples is provided in Part V • Numerical designations have been added to the titles of test procedures in Part VI • The following three new test procedures are included in Part VI: (a) AISI TS-4-02, Standard Test Methods for Determining the Tensile and Shear Strength of Screws, (b) AISI TS-6-02, Standard Procedures for Panel and Anchor Structural Tests and Commentary on the Standard Procedures, ii Preface (c) AISI TS-8-02, Base Test Method for Purlins Supporting a Standing Seam Roof System AISI acknowledges the technical information provided by the Steel Deck Institute in the Steel Deck section Part I, the section geometries provided by the Steel Stud Manufacturers Association, and the exemplary efforts of Richard C Kaehler with Computerized Structural Design, S C., in developing this Design Manual Special thanks also go to the members of the AISI Design Manual Subcommittee: Paul A Seaburg, Chairman Robert E Brown James K Crews Daniel A Cuoco Edward R diGirolamo Edward R Estes, Jr Robert S Glauz Richard B Haws Richard C Kaehler Roger A LaBoube Jay W Larson Donald L Johnson Melvin R Loseke Robert L Madsen Wesley R Midgley Thomas M Murray Joseph N Nunnery Benjamin W Schafer Reinhold Schuster Peter Tian Wei-Wen Yu American Iron and Steel Institute September 2003 Dimensions and Properties for use with the 2001 North American Cold-Formed Steel Specification I-1 TABLE OF CONTENTS PART I DIMENSIONS AND PROPERTIES FOR USE WITH THE 2001 EDITION OF THE NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS SECTION - STEELS - AVAILABILITY AND PROPERTIES 1.1 Introduction to Table of Referenced Steels 1.2 Table of Referenced ASTM Steels 1.3 Material Thickness 11 SECTION - REPRESENTATIVE COLD FORMED STEEL SECTIONS 13 2.1 Representative versus Actual Sections 13 2.2 Notes on Tables 14 2.3 Gross Section Property Tables 14 Table I-1 C-Sections With Lips 15 Table I-2 SSMA Studs - C-Sections With Lips 18 Table I-3 SSMA Tracks - C-Sections Without Lips 22 Table I-4 Z-Sections With Lips 28 Table I-5 Z-Sections Without Lips 31 Table I-6 Equal Leg Angles With Lips 32 Table I-7 Equal Leg Angles Without Lips 33 Table I-8 Hat Sections Without Lips 34 2.4 Steel Deck 35 2.4.1 Deck Profiles 35 2.4.2 Maximum Spans 37 2.4.3 Section Properties 38 SECTION - CALCULATION OF SECTION PROPERTIES 40 3.1 Linear Method for Computing Properties of Formed Sections 40 3.2 Properties of Line Elements 41 3.2.1 Straight Line Elements 41 3.2.2 Circular Line Elements 42 3.3 Properties of Sections 43 3.3.1 Equal Leg Angles (Singly-Symmetric) With and Without Lips 43 3.3.2 C-Sections and Hat Sections(Singly-Symmetric) With and Without Lips 45 3.3.3 I-Sections with Unequal Flanges (Singly-Symmetric) and T-Sections (Singly Symmetric) 48 3.3.4 Z-Sections (Point-Symmetric) With and Without Lips 50 3.4 Gross Section Properties - Example Problems 52 Example I-1 C-Section With Lips 53 Example I-2 C-Section Without Lips 57 Example I-3 Z-Section With Lips 60 Example I-4 Equal Leg Angle With Lips 65 Example I-5 Equal Leg Angle Without Lips 68 I-2 Dimensions and Properties for use with the 2001 North American Cold-Formed Steel Specification 3.5 3.6 3.7 Example I-6 Hat Section Without Lips 71 Example I-7 Wall Panel Section With Intermediate Stiffeners 75 Effective Section Properties 78 Effective Section Properties - Example Problems 78 Example I-8 C-Section With Lips 79 Example I-9 C-Section Without Lips 85 Example I-10 Z-Section With Lips 88 Example I-11 Equal Leg Angle With Lips 95 Example I-12 Equal Leg Angle Without Lips 97 Example I-13 Hat Section Without Lips Using Inelastic Reserve Capacity 99 Example I-14 Wall Panel Section With Intermediate Stiffeners 105 Effective Section Properties - Special Topics 117 Example I-15 Strength Increase from Cold Work of Forming 117 Example I-16 Shear Lag 119 Example I-17 Flange Curling 121 VI-60 Test Procedures for use with the 2001 North American Cold Formed Steel Specification REFERENCES “Steel Deck Institute Diaphragm Design Manual, Second Edition”, Steel Deck Institute, Inc., P.O Box 9506, Canton, OH 44711, 1988 “Steel Deck Institute Diaphragm Design Manual, First Edition”, Steel Deck Institute, Inc., P.O Box 9506, Canton, OH 44711, 1981 Test Procedures for use with the 2001 North American Cold Formed Steel Specification VI-61 AISI TS-8-02 BASE TEST METHOD FOR PURLINS SUPPORTING A STANDING SEAM ROOF SYSTEM Scope 1.1 The purpose of this test is to obtain the reduction factor to be used in determining the nominal flexural strength of a purlin supporting a standing seam roof system The reduction factor reflects the ability of a particular standing seam roof system to provide lateral and rotational support to the purlins to which it is attached This applies to discrete lateral and torsional bracing when the sheeted flange of the purlin is the compression flange, as in gravity loading cases, and when the unsheeted flange is the compression flange, as in wind uplift cases 1.2 This test method applies to an assembly consisting of the standing seam panel, purlin, and attachment devices used in the system being tested The test specimen boundary conditions described in Section 6.6 apply only to standing seam roof systems for which the roof deck is positively anchored to the supporting structural system at one or more purlin or eave member lines 1.3 Due to the many different types and construction of standing seam roof systems and their attachments, it is not practical to develop a generic method to predict the interaction of a particular standing seam roof system and supporting structure Therefore, the amount of resisting moment which the supporting purlins can achieve can vary from the fully braced condition to the unbraced condition for a given system 1.4 This test method provides the designer with a means of establishing a nominal flexural strength reduction factor for purlins in a simple span or continuous span, multiple purlin line, supporting a standing seam roof system, from the results of tests on a single-span, two-purlin line, sample of the system The validity of this test method has been established by a research program at Virginia Polytechnic Institute and State University and documented in References through Applicable Documents 2.1 ASTM Standards: A370 - Standard Test Methods and Definitions for Mechanical Testing of Steel Products 2.2 North American Specification for the Design of Cold-Formed Steel Structural Members, 2001 Edition Terminology 3.1 ASTM Definition Standards: E6 - Standard Terminology Relating to Methods of Mechanical Testing IEEE/ASTM-SI-10-97 - Standard for Use of the International System of Units (SI): The Modern Metric System 3.2 Description of terms specific to this standard: fixed clip - a hold down clip which does not allow the roof panel to move independently of the roof substructure insulation - glass fiber blanket or rigid board lateral - a direction normal to the span of the purlins in the plane of the roof sheets VI-62 Test Procedures for use with the 2001 North American Cold Formed Steel Specification negative moment - a moment which causes tension in the purlin flange attached to the clips and standing seam panels thermal block - strips of rigid insulation located directly over the purlin between clips pan type standing seam roof - a ”U” shaped panel which has vertical sides positive moment - a moment which causes compression in the purlin flange attached to the clips and standing seam panels rib type standing seam roof - a panel which has ribs with sloping sides and forms a trapezoidal shaped void at the side lap sliding clip - a hold down clip which allows the roof panel to move independently of the roof substructure standing seam roof system - a roof system in which the side laps between the roof panels are arranged in a vertical position above the roof line The roof panel system is secured to the purlins by means of concealed hold down clips that are attached to the purlins with mechanical fasteners 3.3 Symbols b = flange width of the purlin d = depth of the purlin B = purlin spacing Fy = design yield point Fyt = measured yield point of tested purlin L = span of the purlins tested, center to center of the supports Mn = nominal flexural strength of a fully constrained beam, SeFy M ntmin = average flexural strength of the thinnest sections tested M ntmax = Mnt = Mts = = pd pts = PL = = Rt R = R t = R t max = s Se Set = = = t wts = = average flexural strength of the thickest sections tested flexural strength of a tested purlin, SetFyt failure moment for the single span purlins tested, wtsL2/8 weight of the specimen (force/area) failure load (force/area) of the single span system tested lateral anchorage force in accordance with Section D3.2.1 of the Specification modification factor from test, Mts /Mnt reduction factor computed for nominal purlin properties mean minus one standard deviation of the modification factors of the three thinnest purlins tested mean minus one standard deviation of the modification factors of the three thickest purlins tested tributary width of the purlins tested section modulus of the effective section section modulus of the effective section of the tested member using measured dimensions and the measured yield strength purlin thickness failure load (force/length) of the single span purlins tested Significance 4.1 This test method provides the requirements for evaluating the resisting moment loads for cold-formed C- and Z-sections used with standing seam roof systems This procedure is referred to as the “Base Test Method” The method is the result of extensive testing of various combinations of purlins, standing seam panels, and fastening devices The tests were conducted over several years, benefiting from the experience provided by technical and industry Test Procedures for use with the 2001 North American Cold Formed Steel Specification VI-63 experts This procedure utilizes the results obtained from single span tests to predict the strength of multi-span conditions 4.2 The Base Test Method shall be permitted to be used to evaluate the nominal flexural strength of C and Z-sections of multi-span, multiple purlin line, standing seam systems, with or without discrete intermediate braces 4.3 The Base Test Method is applicable to both “rib” or “pan” type standing seam roof panels with “sliding” or “fixed” type clips 4.4 The Base Test Method shall be conducted using standing seam roof panels, clips, fasteners, insulation, thermal blocks, discrete braces, and purlins as used in the actual standing seam roof system except as noted in Section 4.5 4.5 Tests conducted with insulation are applicable to identical systems with thinner or no insulation Apparatus 5.1 A test chamber capable of supporting a positive or negative internal pressure differential is necessary A rectangular frame shall be constructed of any material with sufficient strength and rigidity to provide the desired pressure differential without collapse A typical test chamber is shown on Figure Other chamber orientations shall be permitted STANDING SEAM PANELS L3x3x1/4 SUPPORT BEAM L1x1x1/8 PURLINS L TA ON Z I R HO LO NG ITU VERTICAL DIN AL DEFLECTION DIRECTIONS Figure - Test Chamber 5.2 The length of the chamber shall be determined by the maximum length of the secondary members as required by Section 7.2 The width of the chamber shall be determined by the maxi- VI-64 Test Procedures for use with the 2001 North American Cold Formed Steel Specification mum panel length as required by Section 6.9 Allowance shall be made in the interior chamber dimensions to accommodate structural supports for the secondary members and sufficient clearance on all sides to prevent interference of the chamber wall with the test specimen as it deflects 5.3 The height of the chamber shall be sufficient to permit assembly of the specimen and to insure adequate clearance at the maximum deflection of the specimen 5.4 The chamber shall be sealed in a manner to prevent air leakage All load carrying elements of the specimen or its supports shall transfer the load to the frame support; the specimen, including intermediate brace, shall not be attached to the chamber in any manner that would impede the deflection of the specimen 5.5 The test chamber shall be sealed against air leakage by applying mil (0.15 mm) maximum thickness polyethylene sheets, large enough to accommodate the system configuration and deflections The polyethylene shall be located on the high pressure side of the panel with sufficient folds so as not to inhibit the spread of panel ribs under load Edges of the polyethylene sheets shall be sealed against air leakage with tape or other suitable methods Polyethylene sheets around the perimeter of the specimen shall be draped so as not to impede deflection or deformation of the specimen 5.6 When a specimen smaller than the test chamber is tested, other panels and structure shall be installed to complete the coverage of the chamber opening No attachment shall be made between the test specimen and this supplemental coverage 5.7 An air pump is necessary to create the pressure differential in the chamber The pump shall be of sufficient capacity to reach the expected test values required by the applicable specifications 5.8 The type of air pump being used will determine the method of control This control shall be able to regulate the pressure differential in the chamber to ± psf (0.05 kPa) This can be accomplished by (a) a variable speed motor on the pump, (b) valving on the pump, or (c) variable size orifices on the chamber It shall be permitted to use multiple pumps where very large chambers are being used One pump connection to the chamber is satisfactory 5.9 A minimum of two pressure differential measuring devices shall be monitored throughout the duration of the test These devices shall be capable of measuring the pressure differential to ± psf (0.05 kPa) Test Specimens 6.1 Test purlins shall be supported at each end by a steel beam The beams shall be simply supported and one of the frame end beams shall be sufficiently free to translate laterally to relieve any longitudinal catenary forces in the specimen Purlins shall be connected to the supporting beams as recommended in the field erection drawings Figure shows the directional axes that are referred to in this test procedure 6.2 Panel supporting clips, fasteners, and panels shall be installed as recommended in the field erection drawings 6.3 Means of providing restraint of purlins at the support shall be as required for use in actual field application, and shall be installed as recommended on the field erection drawings 6.4 The purlins shall be arranged either with their flanges facing in the same direction or with their flanges opposed If the test is performed with the purlins opposed, and they are field installed with their flanges facing in the same direction, a diaphragm test must be conducted in accordance with Section 8.7 Test Procedures for use with the 2001 North American Cold Formed Steel Specification VI-65 6.5 For tests including intermediate discrete point braces, the braces used in the test shall be installed in such a manner so as not to impede the vertical deflection of the specimen 6.6 A in x in (25 mm x 25 mm) continuous angle with a maximum thickness of 1/8 in (3 mm) or a member of compatible stiffness shall be attached to the underside at each end of the panels to prevent separation of the panels at the ends of the seam Fasteners shall be placed on both sides of each major rib If the specimen is arranged with the purlin flanges facing in the same direction, a in x in (76 mm x 76 mm) continuous angle with a maximum thickness of 1/4 in (6 mm) or a member of compatible stiffness shall be permitted to be substituted for the in x in (25 mm x 25 mm) angle at the end of the panel, corresponding to the eave of the building using the standard panel to eave fastening system (See Figure 1) 6.7 All transverse panel ends shall be left free to displace vertically under load When the in x in (76 mm x 76 mm) eave angle is used when the purlin flanges face in the same direction, it shall be permitted to be restrained against horizontal deflection at its ends as shown in Figure 1, providing the vertical deflection is left unrestrained 6.8 Panel joints shall not be taped and no tape shall be used to restrict panel movement 6.9 Panel length to be used in the test shall be, as a minimum, that length which provides full engagement of the panel to purlin clip and attachment of the in x in (25 mm x 25 mm) angle at the panel ends; but a length not greater than that required to achieve zero slope of the panel at the purlin support 6.10 The spacing of purlins being tested shall not exceed the spacing typically used with the roof system Results from this test shall be permitted to be used in designing purlins of the same profile that are spaced closer together than the spacing used in the tests Test Procedure 7.1 A test series shall be conducted for each purlin profile, specified steel grade, and each panel system Any variation in the characteristics or dimensions of panel or clip constitute a change in panel system The thickness of insulation used in the test is discussed in Section 4.5 Any change in purlin shape or dimension other than thickness constitutes a change in profile However, the lip dimension shall be permitted to vary with section thickness consistent with the member design and not constitute a change in profile 7.2 No fewer than six tests shall be run for each combination of purlin profile and panel system Three tests shall be conducted with the thinnest purlin of the profile and three tests shall be conducted with the thickest purlin of the profile All tests shall be conducted using the same purlin span which shall be the same or greater than the span used in actual field conditions 7.3 The physical and material properties shall be determined in accordance with ASTM A370 using coupons taken from the web area of the failed purlin Coupons shall not be taken from areas where cold-working stresses could affect the results 7.4 For gravity loading, a pressure differential load shall be applied to the system to produce a positive moment in the system A positive moment is defined as one which causes compression in the purlin flange attached to the clips and standing seam panels For uplift loading, a pressure differential load shall be applied to the system to produce a negative moment in the system A negative moment is defined as one which causes tension in the purlin flange attached to the clips and standing seam panels 7.5 An initial load equal to psf (0.25 kPa) differential pressure in the direction of the test load shall be applied and removed to set the zero readings before actual system loading begins VI-66 Test Procedures for use with the 2001 North American Cold Formed Steel Specification 7.6 The system shall be loaded to failure and the mode of failure noted Failure is the point at which the specimen will accept no further loading The pressure differential at which the system fails shall be recorded as the failure load of the specimen When the test must be stopped due to a flexural failure of the panel or web crippling of the purlin, it shall be permitted to exclude the test from the test program 7.7 Vertical deflection measurements shall be taken at the mid-span of both purlins The deck deflection in the horizontal direction shall be measured at the seam joint nearest the center of the test specimen 7.8 Deflections and pressures shall be recorded at pressure intervals equal to a maximum of 20 percent of the anticipated failure load Test Evaluation 8.1 The single span failure load is obtained from the Base Test where a uniform load is applied until failure occurs The computation of the failure load, wts, is dependent on the purlin orientation for Z-purlins and on the nature of the load as follows: For Z-purlins tested for gravity loading, with flanges facing the same direction and with the top flanges of the purlins not restrained by anchorage to a point external to the panel /purlin system: w ts = p ts + p ds + 2P L d B where, d b t p P L = 0.041 1.5 0.90 0.60 ts + p ds For Z-purlins tested for gravity loading with flanges opposed and for C-sections tested for gravity loading: w ts = p ts + p ds For Z-purlins or C-sections tested for uplift loading: w ts = p ts − p ds The expression 2PL(d/B) takes into account the effect of the overturning moment on the system due to the anchorage forces, as defined in Section D3.2.1 of the Specification, applied at the top flange of the purlin by the panel and resisted at the bottom flange of the purlin at the support The expression 2PL(d/B) is to be applied only to Z-sections under gravity loading when the purlin flanges are facing in the same direction, but shall not be included in those systems where discrete point braces are used when the braces are restrained from lateral movement 8.2 From the single span failure load, wts, the maximum single span failure moment Mts is calculated as: Mts = wtsL2 / 8.3 The single span base test moment is the maximum moment the system can resist with the purlin size used in the test The maximum allowable moment of a roof system purlin, simple span or continuous, is limited by the results of this test The gravity load results apply for positive moment regions in the span and uplift load results apply for negative moment regions in the span Test Procedures for use with the 2001 North American Cold Formed Steel Specification VI-67 8.4 Using Section C3.1.1(a) of the Specification, the flexural strength of each tested purlin, Mnt, of a fully constrained beam is calculated as: Mnt = (Set)(Fyt) where Set is the section modulus of the effective section calculated using the measured crosssectional dimensions and measured yield strength and Fyt is the measured yield strength obtained in accordance with Section 7.3 8.5 The modification factor, Rt, is calculated for each purlin tested as: Rt = Mts /Mnt 8.6 For purlins of the same profile, specified steel grade and panel system as tested, the reduction factor shall be determined from the following equation: R= R tmax − R tmin M ntmax − M nt M n − M ntmin + R tmin ≤ 1.0 where, R t = mean minus one standard deviation of the modification factors of the three thinnest purlins tested, calculated in accordance with Section 8.5 This value may be greater than 1.0 R t max = mean minus one standard deviation of the modification factors of the three thickest purlins tested, calculated in accordance with Section 8.5 This value may be greater than 1.0 = nominal flexural strength of section for which R is being evaluated Mn (SeFy) M nt = average flexural strength of the thinnest section tested, calculated in accordance with Section 8.4 M nt max = average flexural strength of the thickest section tested, calculated in accordance with Section 8.4 8.7 If the test is performed with the purlins opposed or with an eave member at one or more edges, the diaphragm strength and stiffness of the panel system must be tested unless the purlins are also opposed in actual field usage The anchorage forces for the system braced in the manner tested shall be calculated in accordance with Section D3.2.1 of the Specification The diaphragm strength of the panel system must be equal to or greater than the calculated brace force at the failure load of the purlin The stiffness of the diaphragm must be such that the deflection of the diaphragm is equal to or less than the purlin span divided by 360 when subjected to the calculated brace force at the failure load of the purlin Test Report 9.1 Documentation - The report shall include who performed the test and a brief description of the system being tested 9.2 The documentation shall include test details with a drawing showing the test fixture and indicating the components and their locations A written description of the test setup detailing the basic concept, loadings, measurements, and assembly shall be included 9.3 The report shall include a drawing showing the actual geometry of all specimens including material specifications and test results defining the actual material properties - material thickness, yield strength, tensile strength, and percent elongation VI-68 Test Procedures for use with the 2001 North American Cold Formed Steel Specification 9.4 The report shall include the test designation, loading increments, displacements, mode of failure, failure load, and specimen included for each test 9.5 The report shall include a description summarizing the test program results to include specimen type, span, failure moments for the test series, and the supporting calculations REFERENCES S Brooks and T Murray, “Evaluation of the Base Test Method for Predicting the Flexural Strength of Standing Seam Roof Systems Under Gravity Loading,” MBMA Project 403, VPI Report No CE/VPI-ST89/07, Metal Building Manufacturers Association, 1300 Sumner Ave., Cleveland, Ohio 44115, July 1989, Revised November 1990 S Brooks and T Murray, “A Method for Determining the Strength of Z- and C-Purlin Supported Standing Seam Roof Systems”, Proceedings of the Tenth International Specialty Conference on Cold-Formed Steel Structures, St Louis, October 23-24, 1990, pp 421-440 L Rayburn and T Murray, “Base Test Method for Gravity Loaded Standing Seam Roof Systems,” MBMA Project 502, VPI Report No CE/VPI-ST90/07, Metal Building Manufacturers Association, 1300 Sumner Ave., Cleveland, Ohio 44115, December 1990 T Murray and B Anderson, “Base Test Method for Standing Seam Roof Systems Subject to Uplift Loading - Phase I,” MBMA Project 501, VPI Report No CE/VPI-ST90/06, Metal Building Manufacturers Association, 1300 Sumner Ave., Cleveland, Ohio 44115, December 1990, Revised December 1991 T Murray and A Pugh, “Base Test Method for Standing Seam Roof Systems Subject to Uplift Loading - Phase II,” MBMA Project 602, VPI Report No CE/VPI-ST91/17, Metal Building Manufacturers Association, 1300 Sumner Ave., Cleveland, Ohio 44115, December 1991 T Murray, “Base Test Method for Uplift Loading - Final Report,” MBMA Project 501, 602 and 702, VPI Report No CE/VPI-ST-97/10, Metal Building Manufacturers Association, 1300 Sumner Ave., Cleveland, Ohio 44115, November 1997 Test Procedures for use with the 2001 North American Cold Formed Steel Specification VI-69 SECTION - BIBLIOGRAPHY OF TEST PROCEDURES PERTINENT TO COLD-FORMED STEEL The following list of U.S and Canadian publications on testing is provided for the convenience of the Manual user No representation of correctness or completeness is implied ASTM Publications: Sheet Steel, Mechanical Testing, General ASTM A370 Standard Test Methods and Definitions for Mechanical Testing of Steel Products ASTM E6 Standard Terminology Relating to Methods of Mechanical Testing Sheet Steel, Mechanical Testing, Calibration and Verification ASTM E4 Standard Practices for Force Verification of Testing Machines ASTM E74 Standard Practice of Calibration of Force Measuring Instruments for Verifying the Force Indication of Testing Machines ASTM E83 Standard Practice for Verification and Classification of Extensometers Sheet Steel, Mechanical Testing, Tension ASTM E8 Standard Test Methods for Tension Testing of Metallic Materials ASTM E21 Standard Test Methods for Elevated Temperature Tension Tests of Metallic Materials Sheet Steel, Mechanical Testing, Compression ASTM E9 Standard Test Methods of Compression Testing of Metallic Materials at Room Temperature Sheet Steel, Chemistry ASTM E350 Standard Test Methods for Chemical Analysis of Carbon Steel, Low-Alloy Steel, Silicon Electrical Steel, Ingot Iron, and Wrought Iron Sheet Steel, Coating Tests ASTM E376 Standard Practice for Measuring Coating Thickness by Magnetic-Field or Eddy-Current (Electromagnetic) Test Methods ASTM E797 Standard Practice for Measuring Thickness by Manual Ultrasonic PulseEcho Contact Method Sheet Steel, Forming Parameters ASTM E517 Standard Test Method for Plastic Strain Ratio r for Sheet Metal Structural Testing of Sheet Steel Assemblies ASTM C645 Standard Specification for Nonstructural Steel Framing Members ASTM C754 Standard Specification for Installation of Steel Framing Members to Receive Screw-Attached Gypsum Panel Products ASTM E72 Standard Test Methods of Conducting Strength Tests of Panels for Building Construction ASTM E73 Standard Practice for Static Load Testing of Truss Assemblies ASTM E330 Standard Test Methods for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference VI-70 Test Procedures for use with the 2001 North American Cold Formed Steel Specification ASTM E455 Standard Test Methods for Static Load Testing of Framed Floor or Roof Diaphragm Constructions for Buildings ASTM E564 Standard Practice for Static Load Test for Shear Resistance of Framed Walls for Buildings ASTM E575 Standard Practice for Reporting Data From Structural Tests of Building Constructions, Elements, Connections, and Assemblies ASTM E695 Standard Method for Measuring Relative Resistance of Wall, Floor, and Roof Constructions to Impact Loading ASTM E1592 Standard Test Method for Structural Performance of Sheet Metal Roof and Siding Systems by Uniform Static Air Pressure Difference Acoustical Testing of Sheet Steel Assemblies ASTM E90 Standard Test Method for Laboratory Measurement of Airborne Sound Transmission Loss of Building Partitions and Elements ASTM E336 Standard Test Method for Measurement of Airborne Sound Insulation in Buildings ASTM E413 Classification for Rating Sound Insulation ASTM E492 Standard Test Method for Laboratory Measurement of Impact Sound Transmission Through Floor-Ceiling Assemblies Using the Tapping Machine Moisture Testing of Sheet Steel Assemblies ASTM E96 Standard Test Methods for Water Vapor Transmission of Materials ASTM E331 Standard Test Method for Water Penetration of Exterior Windows, Skylights, Doors and Curtain Walls by Uniform Static Air Pressure Difference ASTM E547 Standard Test Method for Water Penetration of Exterior Windows, Skylights, Doors and Curtain Walls by Cyclic Static Air Pressure Difference Fire Testing of Sheet Steel Assemblies ASTM E119 Standard Test Methods for Fire Tests of Building Construction and Materials Welding Test Procedures ASTM E390 Standard Reference Radiographs for Steel Fusion Welds Fatigue Test Procedures ASTM E466 Standard Practice for Conducting Controlled Constant Amplitude Axial Fatigue Tests of Metallic Materials ASTM E467 Standard Practice for Verification of Constant Amplitude Dynamic Forces in an Axial Fatigue Testing System ASTM E468 Standard Practice for Presentation of Constant Amplitude Fatigue Test Results for Metallic Materials ASTM E739 Standard Practice for Statistical Analysis of Linear or Linearized Stress-Life (S-N) and Strain-Life (e-N) Fatigue Data Joining and Fastening Test Procedures ASTM E488 Standard Test Methods for Strength of Anchors in Concrete and Masonry Elements Test Procedures for use with the 2001 North American Cold Formed Steel Specification VI-71 ASTM E489 Standard Test Method for Tensile Strength Properties of Metal Connector Plates ASTM E767 Standard Test Method for Shear Strength Properties of Metal Connector Plates General References ASTM E631 Standard Terminology of Building Constructions IEEE/ASTM SI 10 American National Standard for Use of the International System of Units (SI): The Modern Metric System Other Publications: Test Procedure for Shear Resistance of Small-Scale Framed Wall Specimens, in “Diaphragm Braced Members and Design of Wall Studs,” Journal of the Structural Division, ASCE, January 1976 Canadian Sheet Steel Building Institute, “Criteria for the Testing of Composite Slabs,” CSSBI S2-02, March 2002 VI-72 Test Procedures for use with the 2001 North American Cold Formed Steel Specification SECTION - EXAMPLE PROBLEM EXAMPLE VI-1: COMPUTING φ AND Ω FACTORS FROM TEST DATA Given: An unusual weld configuration made up of a group of arc seam welds is tested giving the following test strengths Test Strength (kips) 5.60 6.00 5.80 5.90 The failure mode is plate tearing for all tests Required: Determine the resistance factor, φ, for this assembly Determine the factor of safety, Ω, for this assembly Solution: Calculate the mean test value Rn = (5.6 + 6.0 + 5.8 + 5.9)/4 = 5.83 Check maximum deviation Test controls by inspection (5.83-5.60)/5.83 = 0.039 < 0.15 OK Compute the correction factor, Cp Cp = (1 + 1/n)m/(m-2) (Eq F1.1-3) where n = number of tests = m = n-1 = Cp = (1+1/4)3/(3-2) = 3.75 (Eq F1.1-3) Test Procedures for use with the 2001 North American Cold Formed Steel Specification VI-73 Compute the standard deviation of the test results s = = n Σ x i − x i=1 n−1 2 (5.6 − 5.83) + (6.0 − 5.83) + (5.8 − 5.83) + (5.9 − 5.83) 4−1 = 0.171 Compute the coefficient of variation of the test results, Vp Vp = s/Rn = 0.171/5.83 = 0.029 < 0.065 ∴ use 0.065 Obtain Mm, Fm, VM, and VF from Table F1 of the Specification For arc seam welds - Plate Tearing Mm = 1.10 Fm = 1.00 VM = 0.10 VF = 0.10 Determine Pm, βo, VQ and Cφ Pm = 1.0 (always) βo = 3.5 (for connections for the United States) VQ = 0.21 (always) Cφ = 1.52 (for the United States) Compute φ φ = C Ô(M mF mP m)e − β o V M+V F+C pV p+V Q 2 2 (Eq F1.1-2) 2 = 1.52[(1.10)(1.0)(1.0)]e −3.5 0.10 +0.10 +(3.75)0.065 +0.21 = 0.62 Compute Ω Ω = 1.6 Ô = 1.6 0.62 = 2.6 (Eq F1.2-2)