Journal of AE, Volume 27, 2009 (ca. 35 MB) - AEWG

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Fig. 7. Maintenance follow-up recommendations. Case Studies AE monitoring with strain correlation was applied to a 376-m long open deck bridge carrying two tangent tracks on separate spans located in central Canada. The 20 north track spans of riveted construction were built in 1910 and designed to American Railway Engineering Association specifications of 1908. The 20 south track spans each ranging in length from 16.7 m to 22.6 m were designed according to Canadian Standards Association (CSA)-1950 and CN-1972 specifications and were of welded girder construction fabricated by various contractors during the period from 1963 to 1974. Fig. 8. Representative cracks in the case study. Presently, the south track receives roughly 33 million gross tons of annual traffic, (476,000 freight cars and 16,000 locomotives), which is approximately a 115% increase since its construction. Most loaded cars have a gross weight of 120 t but the bridge has recently been subjected to an increasing number of 130 t cars. Fatigue cracks were first detected on these spans approxi- 7
mately 10 years ago at the bottom of the welded end stiffener to web connections. Figure 8 shows a typical fatigue-prone location at the bottom connection of a vertical end stiffener welded to the interior girder web. These cracks were not considered threatening as they initiated at the bearing areas and drilling the crack tips seemed to contain them in the same vicinity. However, as time progressed, this same type of crack was now being detected at the bottom of intermediate stiffeners where they connect to the transverse brace frames at the middle of the spans. This disturbing situation quickly initiated procedures to monitor the growth of these cracks by CN inspectors at increasing frequencies. AE monitoring supplemented visual inspection with quantitative data on crack activity. The replacement of these spans, estimated at approximately $10 million CDN, appeared to be the inevitable recourse. To avoid a possible premature replacement, an intensive effort was undertaken to research available methods of safely extending the useful life of the south track spans. Operating speeds were reduced and AE monitoring assessed the crack activity levels of critical areas. This AE information was essential for the development of manageable risk strategies required to maintain existing and projected levels of safe train operations to date over the bridge. Another case study of a 97.5-m long open deck bridge located in Western Canada consisted of one 46-m deck truss, and three deck plate girders measuring 21.8 m, 15 m and 11.7 m in length, two of which are suspended and connected to stringers projecting beyond the end floor beams at each end of the deck truss. All spans were of riveted construction built in 1913 and designed to Dominion Government Class Heavy Specifications of 1908. The bridge traffic serviced a new intermodal terminal that led to a dramatic increase in total annual tonnage over this bridge. Last year, the bridge received approximately 20 million gross tons of annual traffic – an increase of over 80% from just 2 years ago. The majority of this traffic is comprised of articulated double-stack container cars, which can have axle loads up to 35 tons. The link-pin connection between the webs of the top stringer and the suspended deck plate girder consisted of a rectangular plate on each side of the main member webs connected by top and bottom pins (see attached photo). The photo shows a typical fatigue-prone location on the link plate at the center of the pin hole. This connection detail is subjected to considerable out-of-plane bending stresses caused by lateral sway from wind and train motion, which were not considered in the design. In addition the connection is also susceptible to high impact stresses from rail joints and out-of-round and flat rolling-stock wheels. A crack initiating behind the pin nut would not be detected by visual inspection and could propagate quickly and without warning before detected by a visual inspection. Crack propagation in this area could lead to a catastrophic failure before detection by the next scheduled inspection. Signs of distress include unusual sway, wear in the pin connection and rust stains on the surface area of the link-pin connection. The potential for catastrophic failure at this location was assessed and in light of increased and more frequent heavy axle traffic, measures to mitigate the possibility of any failure was taken beyond the normal inspection procedures in place. Monitoring of these locations by TISEC Inc. using AE and the results enabled the development of a suitable risk management strategy for this location including the projected timely scheduling for the retrofit of the link-pin connection to include a redundant load system. 8
Page 2 and 3: Journal of Acoustic Emission, Volum
Page 4 and 5: and HISAKAZU MORI 233-240 27-241 EF
Page 6 and 7: JOURNAL OF ACOUSTIC EMISSION Editor
Page 8 and 9: MEETING CALENDAR: EWGAE29 EWGAE-201
Page 10 and 11: eference in that document to see if
Page 12 and 13: AE LITERATURE Chinese Acoustic Emis
Page 14 and 15: Li Guanhai, Liu Shifeng (Tsinghua U
Page 16 and 17: Monitoring during Landing Gear Cont
Page 18 and 19: MONITORING THE CIVIL INFRASTRUCTURE
Page 20 and 21: including stringers, floor beams (i
Page 22 and 23: Fig. 3. A sensor array for monitori
Page 26 and 27: Fig. 9 Fatigue-prone location on th
Page 28 and 29: ACOUSTIC EMISSION TESTING OF A DIFF
Page 30 and 31: adius of each other in order to pas
Page 32 and 33: Fig. 3. AE transducer arrays. (a) A
Page 34 and 35: References Holford, K. and Lark, R.
Page 36 and 37: Unfortunately, there are neither a
Page 38 and 39: Table 2: Total damage extension of
Page 40 and 41: Some structures, even when visibly
Page 42 and 43: identification processes leading to
Page 44 and 45: ACOUSTIC EMISSION LEAK DETECTION OF
Page 46 and 47: evaluate and to calculate the linea
Page 48 and 49: Further analysis was made on-site u
Page 50 and 51: graph) shows higher activity betwee
Page 52 and 53: Fig. 8. (a) Aerial photo of the com
Page 54 and 55: Fig. 12. ASL measurements at 8.3 ba
Page 56 and 57: Today’s modern AE systems offer i
Page 58 and 59: Fig. 1: Primary AE parameters [6].
Page 60 and 61: Fig. 4: Backpropagation neural netw
Page 62 and 63: does not drop below the set thresho
Page 64 and 65: Fig. 8: Amplitude histogram for a t
Page 66 and 67: Table 2 shows the tests for the 3.8
Page 68 and 69: Fig. 14: Cumulative energy versus c
Page 70 and 71: crack jumps have a higher amplitude
Page 72 and 73: etween these two fatigue life value
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Table 5: 25% HCF BPNN testing file.
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Fig. 23: Range of data used for 50%
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4. Conclusions and Future Work Acou
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[15] Suleman, J., Korcak, A., Barso
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on the resin plate hardness or its
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Fig. 4 Schematics of cutting load a
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(a) Line force during idle cutting
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(a) Non-arranged die type, f imax /
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Fig. 11 Sensor position and impact
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Fig. 14 Relationship between Δf im
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DAMAGE ONSET AND GROWTH IN CARBON-C
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(a) (b) (c) Fig. 1. (a-b) Polarized
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Fig. 4(c). The dependency of the th
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Fig. 6 (c) cumulative AE counts at
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as shown schematically in Fig. 8(a)
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(a) (b) (c) (d) Fig. 11. Micro-fail
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FUNDAMENTAL STUDY ON INTEGRITY EVAL
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Fig. 3 UT C-scan images of internal
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Fig. 7 AE signal peak amplitude and
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Fig. 9 Relationship between AE sign
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monotonically with load. As mention
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A phenomenon of stress wave generat
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where plus sign refers to the first
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kHz. The result of filtration is sh
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Sphere radius, R, mm Sphere mass, m
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Regime ρV 2 /Yd (MPa) Approximate
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a b Fig. 6. AE signal at the remote
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a b Fig. 9. AE waveforms from impac
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9. А.А. Harkevich, Spectrums and
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amplitudes in the AE signals. In th
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Fig. 2. Signals from small aperture
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Fig. 4. Signals from small aperture
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during the duration of the direct w
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Fig. 8. Expanded time scale view of
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Fig. 10. Displacement signal result
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Fig. 12. Top surface out-of-plane d
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Fig. 14. Signals from small apertur
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Fig. 16. Filtered signal showing hi
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Fig. 18. WTs of the first 200 µs o
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Summary There are three summary obs
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FRACTURE BEHAVIOR IN BONE CHARACTER
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Fig. 2. Schematic diagram of static
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and AE events during loading were d
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References [1] Hirai T., Katayama T
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where and stand for the strain-hard
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Experimental The samples for mechan
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Fig. 4. Typical AE waveforms and th
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detected just before the upper yiel
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the AE energy in iron upon Lüders-
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The most intriguing issue, which ha
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ACOUSTIC AND ELECTROMAGNETIC EMISSI
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Fig. 2 Sample assembly: (a) setup f
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We have observed that the EME signa
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EME under Repeated Loading Rectangu
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the fact that the AE due to the fri
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Abstract IDENTIFICATION OF AE MULTI
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sensor/sonde/surface units have fla
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Fig. 3. Coherency between a pair of
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These multiplets may be related to
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Fig. 7. Hypocenter location and sou
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Accordingly, semi-supervised or uns
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Indeed, the AE events are also non-
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Fig. 5. Overlap plot of AE events f
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(a) Individual Events Test 1 Test 2
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Fig. 10. The distribution of event
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loading tests of concrete elements
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Fig. 4: Typical cracking of specime
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(a) Plain concrete. (b) Composite.
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3) T. Shiotani, M. Shigeishi and M.
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data cannot be recorded by most exp
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where A and I are the area and mome
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Fig. 3 Loading condition for the si
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4. Simulation Results 4.1 Stress-st
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dilatancy observed in an actual uni
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Fig. 9. Energy-frequency distributi
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After the AE cluster formation, mic
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Fig. 13 Spatial distribution of all
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7. J.F. Hazzard and R.P. Young: Int
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obvious that the calibrating AE sou
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Fig. 2. Geometry and schematic illu
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The boundary conditions for tempera
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Calculations have shown that in ord
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Fig. 9. Example of an AE sensor cal
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Hence, the distinct features and ad
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Developed Sensor Configuration Rela
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In this study, the sensor width was
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Fig. 8 Typical AE waveforms and the
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Fig. 11 Relationship between shell
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CORROSION DETECTION BY FIBER OPTIC
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sensor by an FOD sensor. Due to the
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Corrosion AE Monitoring AE monitori
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operated at the normal condition. S
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EFFECT OF SHOT PEENING ON THE DELAY
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Figure 1 shows the SSI and three-po
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stresses do not give any positive e
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Fig. 7 Examples of Lamb waveforms p
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Figure 10 shows results of an SSI t
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as-received strip. It is noted that
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Almen strips were charged in less a
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more AE transducers. AE events may
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Given the data with , and the new d
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Fig. 4. Projection of AE data: (a)
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Table 2. Feature-discriminated stat
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FLEXURAL FAILURE BEHAVIOR OF RC BEA
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Table 2. Weight loss of rebar after
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(a) Global (b) Close up (only skele
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AE hits. By comparison among corros
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dots). It seems that the ratio of A
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Fig. 1. The scheme of double-bottom
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Fig. 3. The other two at 2 and 7 o
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Fig. 6. Located AE sources with the
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Fig. 10. The intensity of recorded
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STUDY OF IDENTIFICATION AND REMOVAL
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Fig. 4 2D Location result with ch5-
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Fig. 8 Noise removal result with th
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Identification and removal for drop
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It was confirmed that a minimum thi
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A GENERIC TECHNIQUE FOR ACOUSTIC EM
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where ∆t exp are the experimental
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stone disc. Oolitic limestone is a
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CFC plate test, larger errors occur
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ACOUSTIC EMISSION TESTING - DEFININ
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What is the detection performance o
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A.3. Performance analysis - Calcula
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- Planar testing configuration (2.5
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Whereas in the planar testing confi
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We can see that full use of the pla
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B.3. Influence of the minimum numbe
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technique such as GBP in France, au
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Page 149 Elastic Waves in Solids Ro
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A Note from the Editor Kanji Ono Nu
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Page 173 5th Colloquium on AE D. Sc
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S78 S82 S86 S90 S94 On the Applicat
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S247 In-Process Acoustic Emission M
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Page i Appreciation K. Ono / Europe
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Page 83 Number 2 Page 85 Page 93 Pr
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Page 111 Page 119 Page 129 Page 129
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S53 S57 S62 S66 S70 S71 S75 "AE App
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S231 S236 Vessels", S238 S239 "Tool
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Number 4 Page 65 Page 93 Page 99 A
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Page 197 Page 203 Nondestructive Ev
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M. Momayez, F. P. Hassani and H. R.
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Number 3 Page C1-C24 Page 95-99 Pag
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12th International Acoustic Emissio
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Source Simulation Analysis Hiroaki
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Page S70-S79 Page S80-S88 Page S90-
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Page S343 Page i-iii Page iii Page
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A. Tsimogiannis, B. Georgali, and A
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VOLUME 19, 2001 ACOUSTIC EMISSION E
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VOLUME 20, 2002 Contents 20-001 DAM
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20-285 ACOUSTIC EMISSION CHARACTERI
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21-197 New Concept Of Ae Standard:
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22-243 Rods And Tubes As Ae Wavegui
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23-196 Ae And Electrochemical Noise
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Kazuaki Arai, Katsuyuki Kaiho, Hiro
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25-132 A SIMPLE METHOD TO COMPARE T
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25-373 IMPACT IMAGING METHOD TO MAP
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High-Voltage Electric Devices Jan P
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27-212 ELECTROMAGNETIC METHOD OF EL
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Authors Index, Volumes 1-27 (1982-2
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Thomas Bidlingmaier 14-S47 Jacek M.
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S. Y. Chuang 4-S137 S. S. Christian
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J.-P. Favre 9-97 Carol Featherston,
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Y. Haddad 8-S314 M. E. Hager 8-S42
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Y. Ichimura 19-142 Makoto Ichinose
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Kunihisa Katsuyama 11-S27 Harold E.
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MOSHE KUPIEC, 27-077 D. S. Kupperma
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Eric Madaras 23-037 M. R. Madhava 8
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F. Mostert 18-189 Andre Moura 23-10
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Tatsuma Ohnishi 19-109 Tadashi Onis
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M. Raab 20-274 Amani Raad 20-300 Ja
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Keiichi Sato, 4-S240, 8-S213, 9-209
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Wolfgang Stengel 4-S312 D. Stöver
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R.G. Tobin 8-25 Akira Todoroki 26-1
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M. Wevers, 4-S186, 8-S272, 13-79, 1
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Daihua Zou 5-S1 Ryszard Zuchowski 2
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Journal of AE, Volume 27, 2009 (ca. 35 MB) - AEWG

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