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20significant variation in the percent elongations of the wrought iron tested. Figure 2.12 isa plot showing the percent elongations found from this testing.All of the data collected from the historic sources previously described wascomplied together and compared. Figure 2.13 shows a plot of the tensile stress valuesfound for every type of wrought iron. This plot shows that majority of the tensilestrength values collected fall into a one-standard-deviation range, with the exception ofthe data collected from Sweden. The average ultimate tensile stress for the entire set ofdata collected was 54,000 psi with a standard deviation was 9,000 psi which is 16.71% ofthe average.The wrought iron bar data was also collected and compared to get a betterestimate of the strength of the material that would be typically used for bridgeapplications. The average of all the wrought iron bar tensile strengths was 53,300 psiwith a standard deviation of 5,800 psi, which was 11% of the average tensile strength.The standard deviation of just the bars was smaller than the standard deviation for all ofthe material, which indicates that separating the ultimate tensile stress values by producttype (angle iron, bar, plate, etc) is more accurate. Figure 2.14 shows a plot of the bartensile strengths. In this plot, majority of the tensile strength values fall between plus andminus one standard deviation from the mean.A comparison of the percent elongation data was also completed. It is importantto note that all this data consists of testing samples with different lengths used tocalculate the percent elongation which could increase the variability of the data. In thiscomparison, all the data collected for percent elongation of wrought iron was from barmaterial. Figure 2.15 is a plot showing this data. In this plot it can be seen that there is awide variation in the data. The average for this data was 23.2% with a standard deviationof 7.6%, which was 33% of the mean. This shows that the percent elongation data variesconsiderably.
212.3 Case Studies of Rehabilitated Wrought Iron Bridges2.3.1 Walnut Street Bridge, Pennsylvania, 1860Through out the country there are a number of common types of truss bridges.These types are usually denoted by the engineer that patented their design, such as theWhipple Trusses and Pratt Trusses. The Walnut Street Bridge is one of these types ofbridges, which is a cast and wrought iron Pratt through truss bridge that was built inHellertown, PA in 1860. This combination of materials, such as cast and wrought iron iscommon in bridges from this time period. Like many other historic wrought iron bridges,the bridge was removed from vehicular service in 1970 and then stored by the state.In 1994, graduate students at Lehigh University performed a detailed visualinspection of the Walnut Street bridge to determine if the bridge was salvageable. Therewas moderate corrosion and it was determined that a further investigation into thestructural integrity of the bridge was necessary. Mechanical testing was completed todetermine the structural properties of the materials. This testing included tensile, flexure,compression and Charpy impact tests on the materials acquired from the bridge. Fromthese tests, the strength of the various materials including wrought iron were determined.The tensile strength and charpy impact strength of wrought iron was found to becomparable to that of mild steel. However, the results of the material testing stillconcluded that it would be beneficial to restore the bridge for pedestrian use only. TheWalnut Street Bridge was rebuilt in a historical park near where it was originallyconstructed. Significant corrosion damage was found on several of the wrought irontensile members during the visual inspection of the bridge. These members werereplaced with A36 steel during restoration. A more detailed account of the rehabilitationcan be found in Rehabilitation of a Nineteenth Century Cast and Wrought Iron Bridgewritten by Perry S. Green, Robert J. Connor, and Christopher Higgins (1999).
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 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 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
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
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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
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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).
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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
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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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