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xiFigurePageFigure 3.30 Top View of Finished Filler Weld in Eyebar Connection B........................ 73Figure 3.31 Side View of Finished Filler Weld in Eyebar Connection B Showing HeatDistortion .................................................................................................................. 74Figure 3.32 Eyebar Connection B Cherry Red Hot Before Being Straightened ............. 74Figure 3.33 Eyebar A Before Testing and After Surface Ground and Strain Gages hadbeen Attached............................................................................................................ 75Figure 3.34 Eyebar B Before Testing and After Surface Ground and Strain Gages hadbeen Attached............................................................................................................ 75Figure 3.35 Front View of Eyebar B in Testing Machine with Extensometer Attached. 76Figure 3.36 View of Eyebar B in Testing Machine with Extensometer Attached .......... 76Figure 4.1 Typical Micrograph of Wrought Iron (100x Magnification) ........................ 102Figure 4.2 Micrograph of Wrought Iron with Large Inclusion (100x magnification).... 102Figure 4.3 Micrograph of Steel (100x Magnification).................................................... 103Figure 4.4 Typical Fracture Surface of Wrought Iron Tensile Coupons ....................... 103Figure 4.5 Fracture Surface of Ductile Steel .................................................................. 104Figure 4.6 Fracture of Tensile Testing Coupon Immediately after Failing .................... 104Figure 4.7 Modulus of Elasticity of Tensile Test Coupons ............................................ 105Figure 4.8 Yield Strength of Tensile Test Coupons ....................................................... 105Figure 4.9 Tensile Strength of Tensile Test Coupons..................................................... 106Figure 4.10 Percent Elongation of Tensile Test Coupons .............................................. 106Figure 4.11 Theoretical Stress vs. Strain Curve for Wrought Iron................................. 107Figure 4.12 Comparison of Historical to Testing Results for Tensile Strength.............. 107Figure 4.13 Comparison of Historical to Testing Results for Percent Elongation ........ 108Figure 4.14 Comparison of Heated Straightened Specimens for Tensile Strength ........ 108Figure 4.15 Comparison of Heated Straightened Specimens for Percent Elongation .... 109Figure 4.16 Mechanically Straightened Coupon Resulting Percent Elongation............. 109Figure 4.17 Macrograph of Weld used in Welded Tensile Testing Coupons................. 110Figure 4.18 Comparison of Welded Specimens for Tensile Strength and Yield Stress . 110Figure 4.19 Comparison of Welded Specimens for Percent Elongation ........................ 111
xiiFigurePageFigure 4.20 Charpy Impact Testing Results ................................................................... 111Figure 4.21 Cleavage Fracture of Charpy Impact Specimen (LU, LS Type)................. 112Figure 4.22 Slip Plane Fracture of Charpy Impact Specimen (T Type) ......................... 112Figure 4.23 Stresses in the Eye Connection by Finite Element Analysis....................... 113Figure 4.24 Stress Distribution Through Eyebar End Connection Detail ...................... 113Figure 4.25 Elongation of Hole in Eye Connection after Testing to Failure.................. 114Figure 5.1 Typical Bridge Sign Found on Existing Historic Iron Bridges (HistoricAmerican Buildings Survey/Historic American Engineering Record)................... 129Figure 5.2 Typical Surface Appearance of Wrought Iron in Many Existing Bridges .... 129Figure 5.3 Picture of Bottom Chord of Laughery Creek Bridge, Spanning LaugheryCreek, Aurora vicinity, Dearborn County, IN (Historic American BuildingsSurvey/Historic American Engineering Record).................................................... 130Figure 5.4 Typical Eye Pin Connection (Walnut Street Bridge, Spanning SusquehannaRiver at Walnut Street, Dauphin County, PA.............. - Historic American BuildingsSurvey/Historic American Engineering Record).................................................... 130Figure 5.5 Sketch of Typical Resulting Unsymmetrical Condition of a Pin Connection(Taavoni, 1994)....................................................................................................... 131Figure 5.6 Using Heat to Help Remove a Pin During a Rehabilitation of a Bridge InPlainfield, IN........................................................................................................... 131Figure 5.7 Using Force After Using Heat to Disassemble A Pin Connection During aRehabilitation of a Wrought Iron Bridge In Plainfield, IN..................................... 132Figure 5.8 Diagram of Potential Crack Growth in Eyebar ............................................ 132Figure 5.9 Heavy Corrosion in an Eyebar End Connection........................................... 133Figure 5.10 Filler Weld Completed in the Field to Repair Corroded Eyebar Connection................................................................................................................................. 133Figure 5.11 Reassembling a Pin Connection After Members Have Been Sand Blasted andRepainted During A Rehabilitation of a Bridge in Plainfield, IN........................... 134
Page 1 and 2: Purdue UniversityPurdue e-PubsJTRP
Page 3: 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 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 56 and 57: 3660Combined Wrought Iron BarsTensi
Page 58 and 59: 38The Bell Ford Bridge consisted of
Page 60 and 61: 40Two. These samples were taken fro
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42specimens were of constant cross
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44Along with rectangular tensile co
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46After the initial test loading wa
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483.6 Fatigue TestingTo develop a b
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50The final specimen category consi
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52This analysis was completed using
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54After the initial test was comple
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56completed, but before the surface
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58readings, load cell readings and
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60Figure 3.3 Donated Eyebars 4 and
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62Figure 3.7 Heated Areas in Blue o
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64Figure 3.11 Detail Used in Groove
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66900080007000y = 27.153xR 2 = 0.99
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68Figure 3.19 Charpy Impact Testing
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70Figure 3.23 Eyebar Connection in
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72Figure 3.27 Eyebar A After Filler
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74Figure 3.31 Side View of Finished
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76Figure 3.35 Front View of Eyebar
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78strength from the existence of pe
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80The carbon content present in the
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82value may not be very accurate bu
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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
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106Comparison of Tensile Strengthfo
Page 128 and 129:
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
Page 216 and 217:
196Figure C.1 Diagrams Showing Loca
Page 218 and 219:
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
Page 226 and 227:
206Figure C.19 Cooling Bath with Su
Page 228 and 229:
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
Page 236 and 237:
216Figure D.1 Weld Joint Detail Use
Page 238 and 239:
Figure D.5 Completed Weld Before Su
Page 240 and 241:
220Figure D.7 Initial Pass Pattern
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