146LIST OF REFERENCESAASHTO (1998). St<strong>and</strong>ard Specifications for Highway Bridges (LRFD), 2-nd ed.,American Association <strong>of</strong> State Highway <strong>and</strong> Transportation Officials, WashingtonD.C.AASHTO (1994). Manual for Condition <strong>Evaluation</strong> <strong>of</strong> Bridges, 2-nd ed., AmericanAssociation <strong>of</strong> State Highway <strong>and</strong> Transportation Officials, Washington D.C.Aitchison, Leslie, (1960). A History <strong>of</strong> Metals, 2 vols. London, Macdonald & Evans Ltd.ASM (1967). Ductility, American Society for Metals, Metals Park OH.ASTM (1916). A.S.T.M. St<strong>and</strong>ards, American Society for Testing Materials,Pennsylvania, PA.ASTM A 370 (1997). St<strong>and</strong>ard Test Methods <strong>and</strong> Definitions for Mechanical Testing <strong>of</strong>Steel Products, American Society <strong>of</strong> Testing Materials, West Conshohocken PA.ASTM E23 (2001). St<strong>and</strong>ard Test Methods for Notched Bar Impact Testing <strong>of</strong> MetallicMaterials, American Society <strong>of</strong> Testing Materials, West Conshohocken PA.Aston, James (1941), <strong>Wrought</strong> <strong>Iron</strong>, Its Manufacture, Characteristics, <strong>and</strong> Applications;Pittsburgh, PA, A.M. Byers Company.Baker, B. (1870). On the Strengths <strong>of</strong> Beams, Columns, <strong>and</strong> Arches;, E. & F.N. Spon,London.Barlow, Peter (1845). A Treatise on the Strength <strong>of</strong> Timber, Cast <strong>Iron</strong>, Malleable <strong>Iron</strong><strong>and</strong> Other Materials;, J. Weale, London.Beardslee, Comm<strong>and</strong>er L.A., U.S.N., (1879), “Experiments on the Strength <strong>of</strong> <strong>Wrought</strong>-<strong>Iron</strong> <strong>and</strong> <strong>of</strong> Chain Cables,” Report <strong>of</strong> the Committees <strong>of</strong> the United States BoardAppointed to Test <strong>Iron</strong>, Steel <strong>and</strong> Other Metals, on Chain Cables, Malleable <strong>Iron</strong>, <strong>and</strong><strong>Wrought</strong> <strong>Iron</strong>, Government Printing Office, Washington D.C.Boyer, Howard E. (1987). Hardness Testing, ASM International, Metals Park, OH.
147Bruhwiler, E., Smith, F.C., Hirt, M.A., (1990). “Fatigue <strong>and</strong> Fracture <strong>of</strong> Riveted BridgeMembers,” Journal <strong>of</strong> Structural Engineering, ASCE, Vol.: 116 Issue: 1, pp. 198-214.Cullimore, M.S.G. (1967). “Fatigue Strength <strong>of</strong> <strong>Wrought</strong> <strong>Iron</strong> after Weathering InService,” The Structural Engineer, Vol. 45, No. 5, pp. 193-199.Cywinski, Z. (1985). “Simplified <strong>Evaluation</strong> <strong>of</strong> <strong>Wrought</strong> <strong>Iron</strong> Bridges,” Stahlbau, Vol. 4,pp. 103-106.Dennis, W.H. (1964). A Hundred Years <strong>of</strong> Metallurgy, Aldine Publishing Company,Chicago, IL.Elban, Wayne, L., Borst, Mark A., Roubachewsky, Natalie M., Kemp, Emory L., Tice,Patrica C. (1998). “Metallurgical Assessment <strong>of</strong> Historic <strong>Wrought</strong> <strong>Iron</strong>: U.S. CustomHouse, Wheeling, West Virginia,” Association for Preservation Technology, Vol. 29.pp.27-34.Elleby, Hotten A., S<strong>and</strong>ers, Wallace W. Jr., Klaider, F. Wayne, Reeves, M. Douglas,(1976). “Service Load <strong>and</strong> Fatigue Tests on Truss Bridges,” Journal <strong>of</strong> StructuralEngineering, ASCE, Vol.: 102 No.St.:12, pp. 2285-2300.Fairbairn, William (1869). <strong>Iron</strong>, its History, Properties <strong>and</strong> Processes <strong>of</strong> Manufacture,Adam <strong>and</strong> Charles Black, Edinburgh.Fairbairn, William (1870). On the Application <strong>of</strong> Cast <strong>and</strong> <strong>Wrought</strong> <strong>Iron</strong> to BuildingPurposes, Longmans, Green, London.Fu, Chung C., Harwood, Ken (2000). “Practice <strong>of</strong> Restoring Damaged Historical TrussBridge,” Practice Periodical on Structural Design <strong>and</strong> Construction, ASCE, Vol. 5,No. 3. pp. 122-125.Green, Perry S., Connor, Robert J., Higgins, Christopher (1999). “Rehabilitation <strong>of</strong> aNineteenth Century Cast <strong>and</strong> <strong>Wrought</strong> <strong>Iron</strong> Bridge,” 1999 New Orleans StructuresCongress , ASCE, pp. 259-262.Griggs, Francis E. Jr., (1998). “1864 Moseley <strong>Wrought</strong>-<strong>Iron</strong> Arch Bridge: ItsRehabilitation,” Practice Periodical on Structural Design <strong>and</strong> Construction, Vol.: 2Issue: 2, pp. 61-72.Griggs, Francis E. Jr., (2002). “Squire Whipple – Father <strong>of</strong> <strong>Iron</strong> Bridges,” Journal <strong>of</strong>Bridge Engineering, May/June, pp. 146-155.Fisher, Douglas, The Epic <strong>of</strong> Steel, New York, Harper & Row, Publishers, 1963.
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Purdue UniversityPurdue e-PubsJTRP
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1. Report No. 2. Government Accessi
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epairing a bent wrought iron tensio
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vPageCHAPTER 3TEST PROCEDURES FOR M
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ixLIST OF FIGURESFigurePageFigure 1
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xiFigurePageFigure 3.30 Top View of
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xiiiFigurePageFigure 5.12 Typical T
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xvAppendix FigurePageFigure D.7 Ini
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viiiAppendix TablePageTable A.5 Det
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iiiThe authors would also like to t
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2but also what material properties
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4microstructure of the metal. The c
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62. LITERATURE SEARCHBefore experim
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8imperfections, the performance of
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10wrought iron. Adding the slag aft
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12method for manufacturing wrought
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14patents for their process and tra
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16This method of testing of structu
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18plot of this percent elongation d
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20significant variation in the perc
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22The practice of restoring histori
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24Elleby, Wallace W. Sanders, F. Wa
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26From all the surveys that were di
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28Table 2.1 Average Ultimate Streng
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30Figure 2.3 Wrought Iron “Sponge
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32Histogram of Kirkaldy Wrought Iro
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34Percent Occurance in Range - %45.
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3660Combined Wrought Iron BarsTensi
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38The Bell Ford Bridge consisted of
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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
- Page 116 and 117: 96Table 4.3 Tensile Coupon Test Res
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- Page 120 and 121: 100Table 4.7 Comparison of Strain G
- Page 122 and 123: 102Figure 4.1 Typical Micrograph of
- Page 124 and 125: 104Figure 4.5 Fracture Surface of D
- Page 126 and 127: 106Comparison of Tensile Strengthfo
- Page 128 and 129: 108Combined Wrought Iron Bar Histor
- Page 130 and 131: 110Figure 4.17 Macrograph of Weld u
- Page 132 and 133: 112Figure 4.21 Cleavage Fracture of
- Page 134 and 135: Figure 4.25 Elongation of Hole in E
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- Page 140 and 141: 120so that they would act in symmet
- Page 142 and 143: 122The reasons for the differences
- Page 144 and 145: 124The second corrosion pattern mod
- Page 146 and 147: 126Keating (1984) stated that the s
- Page 148 and 149: 128charcoal fire until it is red ho
- Page 150 and 151: 130Figure 5.3 Picture of Bottom Cho
- Page 152 and 153: 132Figure 5.7 Using Force After Usi
- Page 154 and 155: 134Figure 5.11 Reassembling a Pin C
- Page 156 and 157: 1366. SUMMARY, CONCLUSIONS AND IMPL
- Page 158 and 159: 138rectangular in shape. These eyeb
- Page 160 and 161: 140were joined together with a full
- Page 162 and 163: 1424. The Charpy impact energy of t
- Page 164 and 165: 144connections are unsymmetrical, i
- Page 168 and 169: 148Hodgkinson, Eaton (1840). Experi
- Page 170 and 171: 150Appendix A. Data Collected From
- Page 172 and 173: 152Table A.1 Wrought Iron Bar Tensi
- Page 174 and 175: 154Table A.1 (continued) Wrought Ir
- Page 176 and 177: 156Table A.2 (continued) Wrought Ir
- Page 178 and 179: 158Table A.3 Wrought Iron Angle Ten
- Page 180 and 181: 160Table A.4 (continued) Summary of
- Page 182 and 183: 162Table A.4 (continued) Summary of
- Page 184 and 185: 164Table A.5 (continued) Detailed I
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- Page 188 and 189: 168Table A.5 (continued) Detailed I
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- Page 196 and 197: 176Table A.5 (continued) Detailed I
- Page 198 and 199: 178Table A.5 (continued) Detailed I
- Page 200 and 201: 180Table A.5 (continued) Detailed I
- Page 202 and 203: 182Table A.5 (continued) Detailed I
- Page 204 and 205: 184Table A.7 Tensile Strength Data
- Page 206 and 207: 186Table B.1 Example Historic Wroug
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- Page 212 and 213: 192County 16: County bridge inspect
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196Figure C.1 Diagrams Showing Loca
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198Figure C.3 Heating of Eyebar fro
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200Figure C.7 Double V Butt Joint u
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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