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146LIST OF REFERENCESAASHTO (1998). Standard Specifications for Highway Bridges (LRFD), 2-nd ed.,American Association of State Highway and Transportation Officials, WashingtonD.C.AASHTO (1994). Manual for Condition Evaluation of Bridges, 2-nd ed., AmericanAssociation of State Highway and Transportation Officials, Washington D.C.Aitchison, Leslie, (1960). A History of Metals, 2 vols. London, Macdonald & Evans Ltd.ASM (1967). Ductility, American Society for Metals, Metals Park OH.ASTM (1916). A.S.T.M. Standards, American Society for Testing Materials,Pennsylvania, PA.ASTM A 370 (1997). Standard Test Methods and Definitions for Mechanical Testing ofSteel Products, American Society of Testing Materials, West Conshohocken PA.ASTM E23 (2001). Standard Test Methods for Notched Bar Impact Testing of MetallicMaterials, American Society of Testing Materials, West Conshohocken PA.Aston, James (1941), Wrought Iron, Its Manufacture, Characteristics, and Applications;Pittsburgh, PA, A.M. Byers Company.Baker, B. (1870). On the Strengths of Beams, Columns, and Arches;, E. & F.N. Spon,London.Barlow, Peter (1845). A Treatise on the Strength of Timber, Cast Iron, Malleable Ironand Other Materials;, J. Weale, London.Beardslee, Commander L.A., U.S.N., (1879), “Experiments on the Strength of Wrought-Iron and of Chain Cables,” Report of the Committees of the United States BoardAppointed to Test Iron, Steel and Other Metals, on Chain Cables, Malleable Iron, andWrought Iron, 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 and Fracture of Riveted BridgeMembers,” Journal of Structural Engineering, ASCE, Vol.: 116 Issue: 1, pp. 198-214.Cullimore, M.S.G. (1967). “Fatigue Strength of Wrought Iron after Weathering InService,” The Structural Engineer, Vol. 45, No. 5, pp. 193-199.Cywinski, Z. (1985). “Simplified Evaluation of Wrought Iron Bridges,” Stahlbau, Vol. 4,pp. 103-106.Dennis, W.H. (1964). A Hundred Years of Metallurgy, Aldine Publishing Company,Chicago, IL.Elban, Wayne, L., Borst, Mark A., Roubachewsky, Natalie M., Kemp, Emory L., Tice,Patrica C. (1998). “Metallurgical Assessment of Historic Wrought Iron: U.S. CustomHouse, Wheeling, West Virginia,” Association for Preservation Technology, Vol. 29.pp.27-34.Elleby, Hotten A., Sanders, Wallace W. Jr., Klaider, F. Wayne, Reeves, M. Douglas,(1976). “Service Load and Fatigue Tests on Truss Bridges,” Journal of StructuralEngineering, ASCE, Vol.: 102 No.St.:12, pp. 2285-2300.Fairbairn, William (1869). Iron, its History, Properties and Processes of Manufacture,Adam and Charles Black, Edinburgh.Fairbairn, William (1870). On the Application of Cast and Wrought Iron to BuildingPurposes, Longmans, Green, London.Fu, Chung C., Harwood, Ken (2000). “Practice of Restoring Damaged Historical TrussBridge,” Practice Periodical on Structural Design and Construction, ASCE, Vol. 5,No. 3. pp. 122-125.Green, Perry S., Connor, Robert J., Higgins, Christopher (1999). “Rehabilitation of aNineteenth Century Cast and Wrought Iron Bridge,” 1999 New Orleans StructuresCongress , ASCE, pp. 259-262.Griggs, Francis E. Jr., (1998). “1864 Moseley Wrought-Iron Arch Bridge: ItsRehabilitation,” Practice Periodical on Structural Design and Construction, Vol.: 2Issue: 2, pp. 61-72.Griggs, Francis E. Jr., (2002). “Squire Whipple – Father of Iron Bridges,” Journal ofBridge Engineering, May/June, pp. 146-155.Fisher, Douglas, The Epic of Steel, New York, Harper & Row, Publishers, 1963.
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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
Page 118 and 119: 98Table 4.5 Charpy Impact Test Resu
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
Page 136 and 137: 116signs on or near the bridge that
Page 138 and 139: 118testing of historic wrought iron
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
Page 204 and 205: 184Table A.7 Tensile Strength Data
Page 206 and 207: 186Table B.1 Example Historic Wroug
Page 208 and 209: 188DepartmentofTransportationIf you
Page 210 and 211: 190CountyIf your organizationdoes m
Page 212 and 213: 192County 16: County bridge inspect
Page 214 and 215: 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
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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
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