Appendix A Bridge Deck Section Images
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1 Appendix A Bridge Deck Section Images 127
2 128 Figure A1. Bridge deck R13, fabricated at the FHWA NDE Validation Center. Figure A2. Bridge deck R12, fabricated at the FHWA NDE Validation Center.
3 129 Figure A3. Bridge deck R11 from Utah. Figure A4. Bridge deck R10 from Utah.
4 130 Figure A5. Bridge Deck R9, from North Carolina. Figure A6. Bridge Deck R8, from North Carolina.
5 131 Figure A7. Bridge deck R7, from North Carolina. Figure A8. Bridge deck R6, from Washington, DC.
6 132 Figure A9. Bridge deck R5, from Washington DC. Figure A10. Bridge deck R4, from Washington, DC..
7 133 Figure A11. Bridge deck R3, from Washington, DC.. Figure A12. Bridge deck R2, from Washington, DC.
8 Appendix B Chain Drag Test Results 134
9 C1 Width (cm) Length (cm) Comments: The response at 320cm length 90cm width was significantly less noticeable than the other three, which were clearly distinguishable. Shallow Response - High frequency response indicative of near surface distress. Deep Response - Low frequency response indicative of distress significantly below the surface. Figure B1.Chain drag results from bridge deck R13. Key: Grinder Marks Carriage Bolts Bridge Deck Label Shallow Response Deep Response
10 Width (cm) C Length (cm) Comments: All three responses were due to significant changes in the chain drag sound. Shallow Response - High frequency response indicative of near surface distress. Deep Response - Low frequency response indicative of distress significantly below the surface. Key: Grinder Marks Carriage Bolts Bridge Deck Label Shallow Response Deep Response Figure B2.Chain drag results from bridge deck R12.
11 137 Width (cm) C Length (cm) Comments: A strong response was heard in the indicated location. Shallow Response - High frequency response indicative of near surface distress. Deep Response - Low frequency response indicative of distress significantly below the surface. Key: Grinder Marks Carriage Bolts Bridge Deck Label Shallow Response Deep Response Figure B3. Chain drag results from bridge deck R11.
12 Width (cm) C Length (cm) Comments:No response was observed. Shallow Response - High frequency response indicative of near surface distress. Deep Response - Low frequency response indicative of distress significantly below the surface. Key: Grinder Marks Carriage Bolts Bridge Deck Label Shallow Response Deep Response Figure B4. Chain drag results from bridge deck R10.
13 Width (cm) C Length (cm) Comments: One deep response was present, but was difficult to detect. Only a small change in sound was heard in the area of the deep response. Shallow Response - High frequency response indicative of near surface distress. Deep Response - Low frequency response indicative of distress significantly below the surface. Figure B5. Chain drag results from bridge deck R9. Key: Grinder Marks Carriage Bolts Bridge Deck Label Shallow Response Deep Response
14 Width (cm) C Length (cm) Comments:No responses were observed. Shallow Response - High frequency response indicative of near surface distress. Deep Response - Low frequency response indicative of distress significantly below the surface. Key: Grinder Marks Carriage Bolts Bridge Deck Label Shallow Response Deep Response Figure B6. Chain drag results from bridge deck R8.
15 Width (cm) C Length (cm) Comments:No response was observed. Shallow Response - High frequency response indicative of near surface distress. Deep Response - Low frequency response indicative of distress significantly below the surface. Key: Grinder Marks Carriage Bolts Bridge Deck Label Shallow Response Deep Response Figure B7. Chain drag results from bridge deck R7.
16 Appendix C FHWA Concrete Bridge Deck Sections 142
17 Figure C1. Plan view of bridge deck R13 design with simulated distress and mean reinforcing steel cover depths. 143
18 Figure C2. Plan view of bridge deck R12 design with mean reinforcing steel cover depths. 144
19 Figure C3. Plan view of bridge deck R11 with delamination cracking and mean reinforcing steel cover depths 145
20 Figure C4. Plan view of bridge deck R10 with delamination cracking and mean reinforcing steel cover depths. 146
21 Figure C5. Plan view of bridge deck R9 with mean reinforcing steel cover depths. 147
22 Figure C6. Plan view of bridge deck R8 with mean reinforcing steel cover depths. 148
23 Figure C7. Plan view of bridge deck R7 with concrete cracking and mean reinforcing steel cover depths. 149
24 Figure C8. Plan view of bridge deck R6 with concrete cracking and mean reinforcing steel cover depths. 150
25 Figure C9. Plan view of bridge deck R5 with concrete cracking and mean reinforcing steel cover depths. 151
26 Figure C10. Plan view of bridge deck R4 with concrete cracking and mean reinforcing steel cover depths. 152
27 Figure C11. Plan view of bridge deck R3 with concrete cracking and mean reinforcing steel cover depths. 153
28 Figure C12. Plan view of bridge deck R2 with concrete cracking and mean reinforcing steel cover depths. 154
29 Appendix D Error Calculations 155
30 156 Error calculations are presented in this appendix for three measurement techniques used to determine mean concrete cover depth. These calculations present the method for determining error bounds at 1 σ. Each measurement type is indicated with a heading in bold. Measurement with a ruler: Error contributions Error due to the precision of the ruler (measurements were made to the nearest ¼ inch or 0.6 cm). σ r =0.6 cm Error due to cover depth variation within a deck section. σ cv =varies for each field bridge deck section (calculated using the standard deviation of cover depths measured at each piece of reinforcing steel that is visible at the specimen edge). σ d =0.6 cm for fabricated deck sections. Therefore, for field extracted deck sections: σ ruler =((σ r ) 2 +(σ cv ) 2 ) 1/2 and for fabricated deck sections: σ ruler =((σ r ) 2 +(σ d ) 2 ) 1/2 Example for bridge deck R7: σ ruler =((0.6) 2 + (0.32) 2 ) 1/2 σ ruler =0.7 cm Measurement based on expert evaluation of data: Human error (based on possible interpretations by an expert). σ h =0.6 cm
31 157 Error based on radar precision (layer thickness of reconstructed data). σ r =0.1 cm Error based on rail and cart fixture position. σ c =0.5 cm Error due to cover depth variation within a deck section. σ cv =varies for each field bridge deck section (calculated using the standard deviation of cover depths measured at each piece of reinforcing steel that is visible at the specimen edge). σ d =0.6 cm for fabricated deck sections. Error due to estimate of dielectric properties (using a range of ε=4.5 to ε=6 for concrete). σ est =7% of the measured cover depth. For field extracted deck sections: σ expert =((σ h ) 2 +(σ r ) 2 +(σ c ) 2 +(σ cv ) 2 +(σ est ) 2 ) 1/2 For fabricated deck sections: σ expert =((σ h ) 2 +(σ r ) 2 +(σ c ) 2 +(σ d ) 2 +(σ est ) 2 ) 1/2 Example for bridge deck R7: σ expert =((0.6) 2 + (0.1) 2 + (0.5) 2 + (0.3) 2 + (0.3) 2 ) 1/2 σ expert =0.9 cm Measurement based on algorithm evaluation of data: Error due to repeatability (based on 5 individual scans of the same deck analyzed using the pattern recognition algorithm): σ rep =0.6 cm Error due to radar precision (layer thickness of reconstructed data): σ pr =0.1 cm
32 158 Error based on rail and cart fixture position: σ c =0.5 cm Error based on cover depth variation within a deck section: σ cv =varies for each field bridge deck section (calculated using the standard deviation of cover depths measured at each piece of reinforcing steel that is visible at the specimen edge). σ d =0.6 cm for fabricated deck sections. Error due to estimate of dielectric properties (using a range of ε=4.5 to ε=6 for concrete). σ est =7% of the measured cover depth. For field extracted deck sections: σ alg =((σ rep ) 2 +(σ r ) 2 +(σ c ) 2 +(σ cv ) 2 +(σ est ) 2 ) 1/2 For fabricated deck sections: σ alg =((σ rep ) 2 +(σ r ) 2 +(σ c ) 2 +(σ d ) 2 +(σ est ) 2 ) 1/2 Example for bridge deck R7: σ alg =((0.6) 2 + (0.1) 2 + (0.5) 2 + (0.3) 2 + (0.3) 2 ) 1/2 σ alg =0.9 cm
33 Appendix E Concrete Mix Designs for Fabricated Deck Sections 159
34 160 Component Composition Cement (kg/m 3 ) 272 Slag (kg/m 3 ) 147 Fine aggregate (kg/m 3 ) 845 Coarse aggregate (kg/m 3 ) 907 Air entraining admixture (kg/m 3 ) 0.4 Water reducer (kg/m 3 ) 0.8 Water (kg/m 3 ) 140 High range water reducing agent (kg/m 3 ) 2.1 Slump (mm) 72 Water/cement ratio (by weight) 0.51 Table E1. Concrete mix design for bridge decks R12 and R13. Component Composition Cement (kg/m 3 ) 715 Water (kg/m 3 ) 331 Sand (kg/m 3 ) 1723 Water/cement ratio (by weight) 0.46 Table E2. Concrete mix design for experimental deck 1, (no reinforcing steel used). Component Composition Cement (kg/m 3 ) 746 Water (kg/m 3 ) 358 Coarse aggregate, #57 (kg/m 3 ) 2251 Slump (mm) 97 Air content (%) 3.6 Water/cement ratio (by weight) 0.48 Table E3. Concrete mix design for experimental deck 2 with variable depth reinforcing steel.
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