1、Designation: A769/A769M 05 (Reapproved 2010)Standard Specification forCarbon and High-Strength Electric Resistance Forge-Welded Steel Structural Shapes1This standard is issued under the fixed designation A769/A769M; the number immediately following the designation indicates the yearof original adopt
2、ion or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval.A superscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope1.1 This specification covers carbon and high-strength steelshapes of structu
3、ral quality manufactured by the electric-resistance forge-welding process from coils.1.2 The size range covered is described in nominal dimen-sions for columns, beams, and tees.Size Range, in. (mm)Web thickness 0.060 to 0.375 1.5 to 10Flange thickness 0.060 to 0.500 1.5 to 12.7Overall depth 2.00 to
4、24.00 50 to 600Flange width 0.50 to 12.00 12.7 to 3001.3 These shapes are intended for two classes of applica-tion:1.3.1 Class 1 General structural use where static loadingpredominates.1.3.2 Class 2Structural use where fatigue loading occursand is a principal design consideration.NOTE 1CautionBecaus
5、e of the absence of smooth, integral, largeradius fillets at the junctions of the webs and the flanges (see Fig. 1),fatigue limits of resistance forge-welded shapes in torsion, lateral loading,and flexure are usually lower than those for hot-rolled shapes of similarsize and material. Users should co
6、nsult shape manufacturers for recom-mended values of fatigue limits for each specific use, material, and size incases where dynamic loading is a principal design consideration.1.4 When the steel is to be welded, it is presupposed that awelding procedure suitable for the grade of steel and intendedus
7、e or service will be utilized. See Appendix X3 of Specifica-tion A6/A6M for information on weldability.1.5 The values stated in either SI units or inch-pound unitsare to be regarded separately as standard. The values stated ineach system may not be exact equivalents; therefore, eachsystem shall be u
8、sed independently of the other. Combiningvalues from the two systems may result in non-conformancewith the standard.1.6 The following safety hazards caveat pertains only to thetest methods portion, Section 10, of this specification: Thisstandard does not purport to address all of the safety concerns
9、if any, associated with its use. It is the responsibility of the userof this standard to establish appropriate safety and healthpractices and determine the applicability of regulatory limita-tions prior to use.2. Referenced Documents2.1 ASTM Standards:2A6/A6M Specification for General Requirements
10、for RolledStructural Steel Bars, Plates, Shapes, and Sheet PilingA370 Test Methods and Definitions for Mechanical Testingof Steel ProductsA568/A568M Specification for Steel, Sheet, Carbon, Struc-tural, and High-Strength, Low-Alloy, Hot-Rolled andCold-Rolled, General Requirements forA700 Practices fo
11、r Packaging, Marking, and Loading Meth-ods for Steel Products for Shipment2.2 American Welding Society Standard:AWS Specification D 1.1 Structural Welding Code33. Ordering Information3.1 Orders for material under this specification shouldinclude the following, as required, to describe the desiredmat
12、erial adequately:3.1.1 Quantity (total number of feet (metres) or lengths),3.2 ASTM designation and year of issue, grade, and class,3.3 Shape and size,3.4 Length of each piece,3.5 Information on intended application,3.6 Other special requirements, and3.7 Required certification and test reports.4. Ma
13、terials and Manufacture4.1 The shapes shall be manufactured from coils by theelectric-resistance forge-welding process. All components of ashape shall be furnished to the same grade unless otherwisespecified.1This specification is under the jurisdiction of ASTM Committee A01 on Steel,Stainless Steel
14、 and Related Alloys and is the direct responsibility of SubcommitteeA01.02 on Structural Steel for Bridges, Buildings, Rolling Stock and Ships.Current edition approved April 1, 2010. Published July 2010. Originallyapproved in 1979. Last previous edition approved in 2005 as A769/A769M 05.DOI: 10.1520
15、/A0769_A0769M-05R10.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.3Available from American Welding Society
16、AWS), 550 NW LeJeune Rd.,Miami, FL 33126, http:/www.aws.org.1Copyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.4.2 For Class 1 shapes the average width of weld at the jointto the flange shall be more than 110 % of the nominal webthickn
17、ess (see Fig. 1(b). The acceptability of coil-splice weldsin webs and flanges shall be subject to negotiation between thepurchaser and the manufacturer.4.3 For Class 2 shapes the average width of weld at the jointto the flange shall be more than 130 % of the nominal webthickness (see Fig. 1(b). Coil
18、splice welds shall not bepermitted.4.4 Flash caused by welding will not be removed unlessindicated on the purchase order.5. Chemical Composition5.1 An analysis of each heat of steel shall be made by thesteel manufacturer. The chemical composition thus determinedshall conform to the requirements of
19、Table 1, subject to theproduct analysis tolerances in Specification A6/A6M for platesteels or Specification A568/A568M for sheet steels. Heatanalysis reports shall be furnished by the shape manufacturerupon request.5.2 The steel supplier, shape manufacturer, and the shapepurchaser shall establish a
20、chemical composition, which willassure the purchaser of the desired properties while providingthe shape manufacturer with material that is weldable by theelectric-resistance welding process.6. Tension Test6.1 The material as represented by the test specimen shallconform to the requirements of tensil
21、e properties prescribed inTable 2.6.2 The shape manufacturer shall furnish, upon request, testreports of tensile properties determined in accordance withSections 8, 9, and 10.7. Permissible Variations in Dimensions7.1 Unless otherwise agreed upon by the shape manufac-turer and the purchaser, dimensi
22、onal variations shall conformto Specification A6/A6M (13.3 and Tables 16 to Tables 24inclusive) for shapes of similar dimensions. Thicknesses of theshape components shall be based on nominal thicknessesconforming to Specification A6/A6M (Table 1, plate) orSpecification A568/A568M (Tables 4 and Table
23、s 5, sheet).Nominal thickness shall be defined as the minimum thicknessspecified plus one half the allowable thickness tolerance asshown in the tables. The nominal weight per foot of the shapeshall be calculated based on the nominal thickness and allow-able variations in weight shall be equivalent t
24、o allowablevariations in thickness.FIG. 1 Appearance of Peel Test CriteriaTABLE 1 Chemical RequirementsAGeneral Limitations, %Carbon 0.26 maxManganese 0.30 min to 1.65 maxPhosphorus 0.04 maxSulfur 0.05 maxSilicon 0.60 maxAThe choice and use of alloying elements (combined with carbon, manganese,phosp
25、horus, and sulfur within the limits prescribed) to provide the specifiedmechanical properties, or to enhance the atmospheric corrosion resistance, orboth, may vary with manufacturer and thickness of material. Elements commonlyadded include: boron, chromium, copper, molybdenum, nickel, silicon, vanad
26、ium,titanium, zirconium, and columbium. The heat analysis, including the alloyingelements intentionally added, shall be reported to the purchaser. Permittedvariations in product analysis shall be within the limits established in Table B ofSpecification A6/A6M.A769/A769M 05 (2010)28. Number of Tests8
27、1 Tension Tests:8.1.1 For steel ordered from the steel manufacturer as coiledsheet to minimum mechanical properties (ASTM or equiva-lent), the shape manufacturer may certify his steel based onmanufacturers test reports of mechanical properties. Twotension tests, taken longitudinally, shall be made
28、by the steelmanufacturer from each heat, unless the finished material froma heat is less than 50 ton 50 Mg, in which case one tensiontest will be sufficient. When material rolled from one heatdiffers 0.050 in. 1.2 mm or more in thickness, one tension testshall be made from both the thickest and thin
29、nest materialrolled regardless of the weight represented.8.1.2 For heavy thickness coils ordered to minimum me-chanical properties, make one tension test of the end lap eitherby the steel manufacturer as in 8.1.1 or by the shape manufac-turer.8.1.2.1 In addition, the shape manufacturer shall make on
30、etension test using a specimen which is representative of theapproximate middle of the original coil length. Make thesetests on the product of two coils from each heat for eachnominal thickness which differs by more than 0.050 in. 1.2mm from the thickness already tested for that heat.8.1.3 For all s
31、teel not made to minimum mechanical prop-erties, regardless of thickness, the shape manufacturer shallmake the tests as in 8.1.2 for each coil. Specimens taken fortesting from the middle of the original coil length shall, inaddition, be taken from the approximate quarter point of theoriginal coil wi
32、dth.8.2 Peel Tests:8.2.1 One peel test, 8.2, is required on both sides of eachbutt weld on the flanges and web. A short (2 to 5 ft) sampleshall be cut from the section and a peel test shall be performedon both ends of the section, on both welds.8.3 Tee Tension TestsOne tee tension test, 8.3, is requ
33、iredof each weld for each lot.8.3.1 A lot consists of not more than1hofwelding ofmaterial of unchanged dimensions and heat number. A new lotwill be started in the event of a dimension change or start of anew heat of steel for any component of the shape.9. Retests9.1 If one tension test fails, run tw
34、o more tension tests froman adjacent location of the same parent coil. Both retests shallconform to the requirements prescribed in this specification;otherwise, the product of all coils represented by those testsshall stand rejected.9.2 If the results of the peel tests and tee tension testsrepresent
35、ing any lot do not meet a requirement as specified inSection 10, make two retests, one on each side of and adjacentto the original test, from the same lot. Each retest shall meet therequirements specified, or the lot represented by the retestsshall be rejected.TABLE 2 Mechanical PropertiesGrade 36 4
36、5 45WA50 50WA60 80Tensile strength, min, psi MPa 53 00036560 00041565 00045065 00045070 00048575 00052090 000620Yield point, min, psi MPa 36 00025045 00031045 00031050 00034550 00034560 00041580 000550Elongation, min, %in 2 in. 50 mm 22 19 19 17 17 17 17in 8 in. 200 mmB15 14 14 12 12 12 12AThe suffi
37、x “W indicates steel grades having atmospheric corrosion resistance approximately two times that of carbon structural steel with copper.BSee elongation requirement adjustments under the Tension Tests section of Specification A6/A6M. See specimen orientation in the Tension Tests section ofSpecificati
38、on A6/A6M.TABLE 3 Common Sizes of Electric Resistance Forge-Welded SectionsDesignation Area Weight Depth Web Thickness Flange Width Flange ThicknessDepth 3 lb/ft in2 mm2 lb/ft kg/m in. mm in. mm in. mm in. mm3.50 3 3.23 0.932 601 3.23 4.81 3.5 89 0.095 2.4 3.25 83 0.095 2.43.63 3 3.61 1.041 672 3.61
39、 5.37 3.625 92 0.105 2.7 3.25 83 0.105 2.74.00 3 3.75 1.080 697 3.75 5.58 4.00 102 0.105 2.7 3.25 83 0.105 2.75.50 3 3.88 1.122 724 3.88 5.77 5.50 140 0.095 2.4 3.25 83 0.095 2.46.00 3 4.46 1.290 832 4.46 6.64 6.00 152 0.105 2.7 3.25 83 0.105 2.76.50 3 4.02 1.181 762 4.02 5.98 6.50 165 0.090 2.3 2.5
40、0 64 0.120 3.18.00 3 6.38 1.853 1196 6.39 9.51 8.00 203 0.120 3.1 3.00 76 0.155 3.98.25 3 5.65 1.662 1073 5.65 8.41 8.25 210 0.090 2.3 3.00 76 0.095 2.410.00 3 7.59 2.208 1425 7.59 11.30 10.00 254 0.120 3.1 3.00 76 0.175 4.510.25 3 7.60 2.235 1442 7.60 11.31 10.25 260 0.100 2.5 3.50 89 0.175 4.510.2
41、5 3 8.28 2.437 1572 8.28 12.33 10.25 260 0.120 3.1 3.50 89 0.175 4.512.00 3 10.61 3.120 2013 10.61 15.79 12.00 305 0.120 3.1 3.50 89 0.245 6.212.25 3 9.90 2.911 1878 9.90 14.73 12.25 311 0.100 2.5 3.50 89 0.245 6.212.25 3 10.71 3.150 2032 10.71 15.94 12.25 311 0.120 3.1 3.50 89 0.245 6.214.00 3 11.4
42、3 3.336 2152 11.43 17.01 14.00 356 0.120 3.1 3.50 89 0.245 6.216.00 3 14.11 4.150 2677 14.11 21.00 16.00 406 0.155 3.9 3.50 89 0.245 6.2A769/A769M 05 (2010)310. Test Methods10.1 Tension Test:10.1.1 The tension specimens required by this specificationshall conform to those described in the latest iss
43、ue of TestMethods A370.10.1.2 Take all tension test specimens longitudinally. Re-move all burrs from the specimens and ensure that there are nosurface imperfections that would interfere with proper deter-mination of the tensile properties of the metal.10.1.3 Determine the mechanical properties, Tabl
44、e 2,inaccordance with one of the methods described in Test MethodsA370.10.2 Peel TestThe peel test is conducted to determineweld width and ductility. In this test it is necessary to separatethe flange from the web and the flange from the stem of teesections mechanically for a length of approximately
45、 2 in. (50mm) by any method that places the weld bond plane inprogressive, peeling tension. A slotted bending hook, Fig. 2(a),is preferred. Fracture may be initiated on the bond plane by anotch pressed or sawed into the end of the specimen along theweld bond plane (Fig. 2(c). Striking of the inner s
46、urface of theflange on alternate sides of the weld with a hammer may beused to perform the peel test, if necessary, in cases where abending hook is not appropriate. Appearance and width of thefracture are the bases for evaluating weld quality.10.2.1 Flange PulloutThe usual mode of fracture causes ap
47、ullout of the surface of the flange under the weld. This isevidence of an acceptable metallurgical bond. The averagewidth of the pullout material (Fig. 1(b) expressed as apercentage of the nominal web thickness shall be: for Class 1shapes, more than 110 %; and for Class 2 shapes, more than130 %. Typ
48、ically, the appearance of pulled out material isrough, often having a woody texture. A general nonorientedroughness or granular appearance is acceptable. Measure theweld width using an appropriate steel scale or caliper. Somevariation of width is to be expected. Fracture that results in arelatively
49、smooth surface shall be taken as an indication of abrittle or poorly bonded weld, and is unacceptable. Regions ofthis appearance that lie adjacent to pulled-out flange materialare not to be included in estimating width of pulled-outmaterial (see Weld Margin in Fig. 1(b).10.2.2 Web FractureFracture will ordinarily n
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