Evaluation and Repair of Wrought Iron and - Purdue e-Pubs ...

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192County 16: County bridge inspection (by awarded engineering firm)County 17: We participate in the state mandatory bridge inspection every two year anengineering firm is hired that inspects all our bridges. Once a steel truss is decided torehabilitated, an engineering firm is hired to develop plans and specs for that bridge.What procedures are used when a wrought iron bridge needs to be rated for loadcapacity?State 1: Follow AASHTO Manual for Condition Evaluation of BridgesState 3: Rating Rules as prescribed by AASHTOState 4: We would need to determine the capacity of wrought iron. Then use proceduresoutlined in AASHTO Manual for Condition Evaluation of Bridges. FHWA requires thatLoad Factor Design method for find rate.State 5: Coupons have been cut from the bridge to determine mechanical properties.State 6: Classic Structural Analysis and AASHTO Specs.State 7: Cased upon AASHTO allowable stresses for wrought iron.State 13: Same as structural Steel before year 1905.State 17: Rate using allowable maximum unit stress per AASHTO Manual for ConditionEvaluation of Bridges Section 6.6.2.2State 18: Use LARs load analysis Rating system with 26,000 psi yield StrengthState 25: Normal rating procedures with use of allowable stresses for wrought iron asspecified in AASHTO Manual for Condition Evaluation.State 26: AASHTO Bridge Specs.State 30: Follow AASHTO Specs.State 31: The allowable stresses for the wrought iron members are reduced in accordancewith AASHTO guidelines.State 32: We would use stresses for wrought iron from AASHTO "Manual for conditionevaluation of bridges"State 33: Assume wrought iron equivalent to A36 Steel
193County 1: Usually have weak deck and stringers which controls the rating.County 2: Consultant in charge of inspection is responsible.County 7: Engineering firm Inspects and determines what load rating needs to be oncertain bridgesCounty 8: Normal rating procedure - slightly higher values used for steel strengthCounty 9: Hire a consultant.County 12: Done by consultant, contact UnitedCounty 13: Hire a ConsultantCounty 15: Done by consultantsCounty 19: An engineering firm is hired to develop plans and specs for any bridge that isneeded to be rehabilitated for service.If you can think of any other important information that is relevant, then pleaseprovide it.State 1: We have not done much intricate work with wrought iron.State 2: We have some bridges with wrought iron tension members, but never weld astructural member, always replace with steel. Suggests contacting municipalities.State 4: There is no money available to preserve historic bridges. If any bridge is deemedhistoric, the owner (state, county or city) is not allowed to remove the bridge, but they arenot required to maintain it either. They usually won’t due to lack of funds. The agencywaits for the bridges to deteriorate (collapse) and then can replace it. That is why thereare no procedures to repair wrought iron.State 6: The information above describes bridges that have wrought iron tensionmembers.State 7: A form is attached to survey, that I believe is mentioning that 7 out of 10 districtsin our state provide data in the survey.
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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
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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
Page 162 and 163: 1424. The Charpy impact energy of t
Page 164 and 165: 144connections are unsymmetrical, i
Page 166 and 167: 146LIST OF REFERENCESAASHTO (1998).
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 214 and 215: 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
Page 224 and 225: 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
Page 230 and 231: 210Figure C.27 Eyebar End Connectio
Page 232 and 233: 212Appendix D. Welding Procedure fo
Page 234 and 235: 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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