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3660Combined Wrought Iron BarsTensile Tests - Percent Elongation705 Data Reported50Percent Elongation %403020Mean = 23.2%Standard DeviationStandard Deviation1000 100 200 300 400 500 600Sample (Random)Kirkaldy DataBeardslee DataFigure 2.15 Percent Elongation of all the Bar Data CombinedNumber of Wrought Iron Bridges within States1210Number of States864201 to 10 11 to 20 21 to 40 41 to 100 Over 100Number of Bridges in One StateFigure 2.16 Bar Chart Showing the Number of Wrought Iron Bridges Located within aState
373. TEST PROCEDURES FOR MECHANICAL AND CONNECTION TESTSTo adequately determine the properties of wrought iron, several different tests arenecessary. For this study, the following tests were completed: micrographs, chemicalanalysis, hardness tests, tensile coupon tests, fatigue tests, charpy impact tests, and eyebarconnection tests of wrought iron members from historical bridges. This chapter describesthe materials utilized, specimen descriptions, procedures followed, and data collected forall of the testing that was completed during this research.3.1 Material Utilized in TestingThe material and structural differences between modern day wrought iron andhistoric wrought iron makes it necessary for only historic wrought iron to be tested andevaluated. A portion of the historic wrought iron used in the testing completed wasdonated by Mr. Jim Barker P.E. from J. A. Barker Engineering Inc. This material wasonce part of a covered bridge built in 1869 by the Seymour Bridge Company. Thebridge, known as the Jackson County Bell Ford Covered Bridge, partially collapsedduring a storm in February of 1999. Figure 3.1 shows a photograph of the collapsedportion of this bridge. To rebuild the bridge, members were recovered and a plan forreconstruction of the bridge was developed. J.A. Barker Engineering Inc. was hired toreconstruct and rehabilitate the Bell Ford Covered bridge. In the first phases of thereconstruction process, the wrought iron from this bridge was recovered and stored forlater refurbishing. During this reconstruction process, Mr. Barker decided to donate aportion of this historic wrought iron to this research project.
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Purdue UniversityPurdue e-PubsJTRP
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1. Report No. 2. Government Accessi
Page 6 and 7: epairing a bent wrought iron tensio
Page 8 and 9: vPageCHAPTER 3TEST PROCEDURES FOR M
Page 10 and 11: ixLIST OF FIGURESFigurePageFigure 1
Page 12 and 13: xiFigurePageFigure 3.30 Top View of
Page 14 and 15: xiiiFigurePageFigure 5.12 Typical T
Page 16 and 17: xvAppendix FigurePageFigure D.7 Ini
Page 18 and 19: viiiAppendix TablePageTable A.5 Det
Page 20 and 21: iiiThe authors would also like to t
Page 22 and 23: 2but also what material properties
Page 24 and 25: 4microstructure of the metal. The c
Page 26 and 27: 62. LITERATURE SEARCHBefore experim
Page 28 and 29: 8imperfections, the performance of
Page 30 and 31: 10wrought iron. Adding the slag aft
Page 32 and 33: 12method for manufacturing wrought
Page 34 and 35: 14patents for their process and tra
Page 36 and 37: 16This method of testing of structu
Page 38 and 39: 18plot of this percent elongation d
Page 40 and 41: 20significant variation in the perc
Page 42 and 43: 22The practice of restoring histori
Page 44 and 45: 24Elleby, Wallace W. Sanders, F. Wa
Page 46 and 47: 26From all the surveys that were di
Page 48 and 49: 28Table 2.1 Average Ultimate Streng
Page 50 and 51: 30Figure 2.3 Wrought Iron “Sponge
Page 52 and 53: 32Histogram of Kirkaldy Wrought Iro
Page 54 and 55: 34Percent Occurance in Range - %45.
Page 58 and 59: 38The Bell Ford Bridge consisted of
Page 60 and 61: 40Two. These samples were taken fro
Page 62 and 63: 42specimens were of constant cross
Page 64 and 65: 44Along with rectangular tensile co
Page 66 and 67: 46After the initial test loading wa
Page 68 and 69: 483.6 Fatigue TestingTo develop a b
Page 70 and 71: 50The final specimen category consi
Page 72 and 73: 52This analysis was completed using
Page 74 and 75: 54After the initial test was comple
Page 76 and 77: 56completed, but before the surface
Page 78 and 79: 58readings, load cell readings and
Page 80 and 81: 60Figure 3.3 Donated Eyebars 4 and
Page 82 and 83: 62Figure 3.7 Heated Areas in Blue o
Page 84 and 85: 64Figure 3.11 Detail Used in Groove
Page 86 and 87: 66900080007000y = 27.153xR 2 = 0.99
Page 88 and 89: 68Figure 3.19 Charpy Impact Testing
Page 90 and 91: 70Figure 3.23 Eyebar Connection in
Page 92 and 93: 72Figure 3.27 Eyebar A After Filler
Page 94 and 95: 74Figure 3.31 Side View of Finished
Page 96 and 97: 76Figure 3.35 Front View of Eyebar
Page 98 and 99: 78strength from the existence of pe
Page 100 and 101: 80The carbon content present in the
Page 102 and 103: 82value may not be very accurate bu
Page 104 and 105: 84strengths was found to be 29,940
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86wrought iron bars were investigat
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88stresses are induced. These perma
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90toughness the material. The test
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92From the finite element analysis,
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94Table 4.1 Chemical Analysis of Ey
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96Table 4.3 Tensile Coupon Test Res
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98Table 4.5 Charpy Impact Test Resu
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100Table 4.7 Comparison of Strain G
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102Figure 4.1 Typical Micrograph of
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104Figure 4.5 Fracture Surface of D
Page 126 and 127:
106Comparison of Tensile Strengthfo
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108Combined Wrought Iron Bar Histor
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110Figure 4.17 Macrograph of Weld u
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112Figure 4.21 Cleavage Fracture of
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Figure 4.25 Elongation of Hole in E
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116signs on or near the bridge that
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118testing of historic wrought iron
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120so that they would act in symmet
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122The reasons for the differences
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124The second corrosion pattern mod
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126Keating (1984) stated that the s
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128charcoal fire until it is red ho
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130Figure 5.3 Picture of Bottom Cho
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132Figure 5.7 Using Force After Usi
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134Figure 5.11 Reassembling a Pin C
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1366. SUMMARY, CONCLUSIONS AND IMPL
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138rectangular in shape. These eyeb
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140were joined together with a full
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1424. The Charpy impact energy of t
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144connections are unsymmetrical, i
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146LIST OF REFERENCESAASHTO (1998).
Page 168 and 169:
148Hodgkinson, Eaton (1840). Experi
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150Appendix A. Data Collected From
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152Table A.1 Wrought Iron Bar Tensi
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154Table A.1 (continued) Wrought Ir
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156Table A.2 (continued) Wrought Ir
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158Table A.3 Wrought Iron Angle Ten
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160Table A.4 (continued) Summary of
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162Table A.4 (continued) Summary of
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164Table A.5 (continued) Detailed I
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184Table A.7 Tensile Strength Data
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186Table B.1 Example Historic Wroug
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188DepartmentofTransportationIf you
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190CountyIf your organizationdoes m
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192County 16: County bridge inspect
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194State 13: Included in original d
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196Figure C.1 Diagrams Showing Loca
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198Figure C.3 Heating of Eyebar fro
Page 220 and 221:
200Figure C.7 Double V Butt Joint u
Page 222 and 223:
202Figure C. 11 Welded Tensile Coup
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204Figure C.15 Tensile Coupon from
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206Figure C.19 Cooling Bath with Su
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208Figure C.23 Side View of Eyebar
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210Figure C.27 Eyebar End Connectio
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212Appendix D. Welding Procedure fo
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214D.2 Filler Weld for Eyebar Conne
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216Figure D.1 Weld Joint Detail Use
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Figure D.5 Completed Weld Before Su
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220Figure D.7 Initial Pass Pattern
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