ML052490215
| ML052490215 | |
| Person / Time | |
|---|---|
| Site: | Quad Cities  |
| Issue date: | 07/18/2005 |
| From: | Dorfman L, Fujikawa K Structural Integrity Associates |
| To: | Stachniak R Exelon Generation Co, Office of Nuclear Reactor Regulation |
| References | |
| KKF-05-037 SIR-05-223, Rev 1 | |
| Download: ML052490215 (34) | |
Text
ENCLOSURE 2 2 Structural Integrity Associates Letter KKF-05-037, "Comparison of Quad Cities Unit 1 and Quad Cities Unit 2 Main Steam Line Strain Gage Data," Revision 1, dated July 18, 2005
Structural Integrity Associates, Inc.
6855 S. Havana Street Suite 350 Centennial, CO 80112-3868 Phone:
303-792-0077 Fax:
303-792-2158 www.structintcom kfujikawa@structint.com July 18, 2005 SIR-05-223 Revision I KKF-05-037 Mr. Robert Stachniak Exelon Nuclear 4300 Winfield Road Warrenville, IL 60555
Subject:
Comparison of Quad Cities Unit I and Quad Cities Unit 2 Main Steam Line Strain Gage Data
Dear Rob:
This letter report contains a comparison of the Quad Cities Unit I (QCI) and Quad Cities Unit 2 (QC2) strain gage data obtained during the power ascensions that occurred during Spring 2005.
Background
Main steam line strain gage data was obtained during the June 2005 power ascension at QCI [1].
This data was used as input to the acoustic line analysis that determines the forcing function on the steam dryer. Prior to the power ascension, strain gages were installed on each of the four main steam lines (MSLs) at two axial locations. At each axial location two strain gage pairs are formed with two gages 1800 apart. The two gages are connected to a Wheatstone bridge in the 1/2 bridge configuration where the two strain gages will sum to provide higher sensitivity and provide cancellation of the Poisson effect due to pipe bending. Strain gage were also installed on the main steam lines at QC2 using the same '/2 bridge configuration and locations as QC1.
Figures Ia and lb shows sketches of the strain gage locations for QCI and QC2 MSL A, B, C, and D.
Objective The objective of this letter report is to compare the strain gage measurements between the two units and determine the degree of similarity between the units structural response and pressure excitation. The data has been analyzed for frequency content (rms spectra), time history characteristics (rms, maximum, and minimum), and relationship between orthogonal planes (Cross Spectral Density). Figures I a and lb provide sketches of the four MSL for both units with the strain gage locations designated.
Austin, TX Charlotte, NC 512.533-9191 704-597.5554 N. Stonington, CT San Jose, CA Silver Spring, MO Sunrise, FL 860-599-6050 408-978-8200 301-445-8200 954-572-2902 Uniontowfn, OH Whittier, CA 330 899-9753 562-944-8210
Mr. Robert Stachniak July 18, 2005 SIR-05-223 Rev. I/KKF-05-037 Page 2 of 33 Combined Spectra for QC1 and QC2 Figures 2 through 9 provide the combined spectra (individual 1/2 or 1/4 bridge with their average) for the 651' and 624' elevations on each MSL. The figures provide the QCI and QC2 spectra for the unique location for purposes of visual observations. A review of the spectra at each location provides the following observations. In addition, Table I summarizes the observations.
- 1. The profiles of the spectra are similar in that the overall amplitudes across the spectrum are the same except for QCI A, C and D 651 where each has relatively higher amplitudes at 78.6 and 157.7 Hz. For example, the frequency spectra for D624 (Figure 9) has a very similar shape and amplitudes for both QCI and QC2; both units at this location have large amplitudes.
- 2. QCI has typically a very broad unique peak at 157.7 Hz whereas QC2 has 3 to 5 narrower peaks in the range of 150 to 160 Hz (see Figure 2 for a comparison of QC I to QC2).
- 3. The predominant frequencies occurred in most of the spectra for QCI at 23, 78.6, 138.7 and 157.7 Hz and for QC2 at 23, 139.2, 150.9 and 154.8 Hz.
- 4. A review of Table I shows that QCI has the highest amplitudes in the low frequency range (15 to 35 Hz) and in the higher frequency range (135 to 160 Hz) the high amplitudes are evenly split between QC1 and QC2. The most number of peaks in the 135 to 160 Hz range is always QC2.
RNIS Values for QC1 and QC2 Table 2 provides the RMS, Max-Min and Average amplitudes for the time histories of individual strain gage bridges and the average of the orthogonal bridges for each unit. The RMS is the root-mean-square value of the filtered strain time history over a bandwidth of 2 to 200 Hz in units of perw. The Max-Min value is the Maximum positive value minus the Maximum negative value over a bandwidth of 2 to 200 Hz for the entire time history. The Max-Min value is conservatively referred to in this document, as peak-to-peak, whereas the term peak-to-peak typically refers to consecutive peaks and valleys in the time history. The Average value is the average of the In-plane (IP) and the Out-of-plane (OP) time histories. The RMS, max-min, and average are characteristics of the time history, not the frequency spectra.
Table 2 is graphically portrayed in Figure 10 as a bar chart. General observations of Table 2 (Figure 10):
- 1. Many of the locations have similar RMS responses except for QCI-A6511P, C6511P, C651 OP and D6241P and QC2-A6241P, A6240P, and D6240P where there are larger differences. When averaged, the RMS values are much closer except for a large amplitude difference for A624avg.
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Mr. Robert Stachniak July 18, 2005 SIR-05-223 Rev. I/KKF-05-037 Page 3 of 33
- 2. In Table 2, the averages of all the RMS/Max-Min values, and the IP and OP values, separately, are provided for both QC1 and QC2 along with the averages of the average RMS and Max-Min (M-M). Other than the average of the average RMS and Max-Min, QCl and QC2 are extremely close in all the statistical values. For the averaged RMSavg, QC2 is 18% greater than QC.
- 3. For both the RMSavg and Max-Mina,,g (M-Mavg) the OP is 30 to 40% greater for both units.
- 4. Figure I I is a graph of the ratios of the RMS averages (Table 2) for the 651 to 624 elevations for each unit. The results show that the ratios are similar for each unit. This figure shows that the 624 response is higher than the 651 response, except for MSL C.
For MSL C, the 651 response is almost twice as large as the 624 response for both units.
Half Bridgc Phase Relationships The cross spectral density (CSD) between the two orthogonal bridges for all locations was calculated for both units. If only a quarter bridge was available at a location, it was used in lieu of the half bridge. The cross spectral density is calculated from the power spectral density (PSD) for each orthogonal bridge; the two complex functions are multiplied and graphed as magnitude and phase versus frequency, where the magnitude is proportional to the strain squared.
The magnitude accentuates frequencies that are common to both bridges. The phase provides the relationship in time between the two bridges at each frequency; i.e., one bridge leads or lags the other by the phase. Figures 12 and 13 are typical CSD plots for QC1 and QC2, respectively.
For each figure the top plot is the relative magnitude and the bottom is phase.
From similar figures for each elevation, the CSD magnitude and phase at predominate frequencies were tabulated in Table 3. A quick overview of the table indicates that the phase varies significantly for the same frequency at different locations. Figure 14 provides a comparison of the phase for 157.7 Hz (QC1) and 154.8 Hz (QC2) for each location. The plot shows the absolute phase since the polarity only indicates which bridge is leading or lagging, but in averaging the two bridges the effect is the same.
It is observed that at each location except A651 the phase is relatively close in amplitude in the 10 to 40° range. For example the effect on amplitude of averaging two sine waves with the same amplitude 45 degrees out of phase is approximately an 8% decrease in amplitude, for a 90 degree phase difference it is -30%. The effect is proportional to the cosine of the phase-angle/2.
Figure 15 provides a graph of the CSD magnitude for the same frequencies discussed above.
Note the CSD magnitude is plotted on a log scale. Except for A624 the QCI magnitude is always greater and sometimes significantly greater for the 157.7 Hz than the QC2 154.8 Hz s Structura IIntegrity Associates, Inc.
Mr. Robert Stachniak July 18, 2005 SIR-05-223 Rev. I/KKF-05-037 Page 4 of 33 response. The higher CSD magnitude indicates a stronger response over the entire time history between the two orthogonal amplitudes at the 157.7 Hz response.
The other frequencies in Table 3 did not provide enough information for comparison of the units or did not have a counterpart in each unit.
QC2 Quarter Bridge Strain Gage Data The QC2 strain gages did not experience the same number of failures that occurred at QCI, thus, 1/4 bridge data was recently obtained at QC2. On July 6, 2005, Exelon recorded the 1/2 bridge data for main steam lines B and C, and then reconfigured the half bridges on the same main steam lines into quarter bridges and recorded 1/4 bridge data on July 7, 2005 [4]. An initial review of this data shows that all the strain gages are functioning.
For QC2 MSL C 651, the 1/4 bridge data was combined for the IP (S31/33) and OP (S32/34) to create '/2 bridge results. Figures 16 and 17 show the equivalent 1/2 bridge results based on the 1/4 bridge data. A fair comparison of the combined 1/4 bridge results to the actual 1/2 bridge data was not possible as there were no two datasets gathered sufficiently close in time and power level.
The effect of losing strain gages in QC1 and using 1/4 bridges with the '2 bridge to produce averages appears by the close results between the units to be insignificant; this is confirmed by using the QC2 'A bridge data. A review of the QC2 1/ bridge data confirms that the combination of a 1/4 bridge and a 12 bridge (Figure 18) produces results that are almost identical to the averaged two equivalent 1/2 bridge results (Figure 19). Other combinations of '/4 bridge strain gages was also performed for QC2 MSL C 651 to investigate the effect of losing more than one strain gage at a location. Since QCI MSL C 651 S31 had failed, the remaining combinations of two 1/4 bridges that include IP and OP are S32/33 and S33/34. Thus, the QC2 MSL C 651 combination of S32/33 and S33/34 was generated and is shown in Figures 20 and 21, respectively. A review of the S32/33 combination shows that the results are similar to the equivalent two '/2 bridge combination (Figure 18), whereas the S33/34 combination shows some evidence of missing frequency content (e.g., 154.8 Hz and 161 Hz).
The four functioning gages per elevation on QC2 MSL C allowed the computation of amplitudes based PSDs and phase angles based CSDs using S31 as a reference. The two frequencies (150.9 Hz and 154.8 Hz) were selected based on statements made earlier in this report (Page 2) and the resulting amplitude and phase values are listed in the table below.
V Structural Integrity Associates, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. I/KKF-05-037 July 18, 2005 Page 5 of 33 150.9 Hz 154.8 Hz Location Amplitude Phase Amplitude Phase uSTR2/Hz deg uSTR2/Hz deg (reference) 0.104 0
0.017 0
S32 0.115 67 0.032 19 S33 0.233 69 0.059
-7 S34 0.105 84 0.033 177 S35 0.004
-154 0.025 44 S36 0.044
-42 0.008 127 S35A 0.051 144 0.008
-135 S36A 0.028
-48 0.015 5
The resulting pipe cross-sectional movement is graphically represented on Figures 23 and 24.
The point number assignments used in these plots and their relation to the strain gages are shown on Figure 22. The upper elevation (651) shows more movement at these frequencies than the lower (621) elevation. This may be in part due to the fact that this location is closer to the vessel and may be exposed to more dynamic fluid behavior internally. At 150.9 Hz, El 651 appears to be in a breathing mode while El 621 is showing a small amount of ovaling. At 154.8 Hz, El 651 appears to be an ovaling mode while El 621 appears to be closer to a breathing mode at much lower amplitudes.
Discussion The MSL piping for both units are for all intents and purposes identical except for some valve locations and the HPCI connection. The MSL pipe characteristics (pipe size, material, configuration in the plant and in relationship to the vessel) are the same, therefore the dynamic response will be similar. In other words the piping's dynamic response (transfer function) is identical. That is for similar excitation (internal dynamic pressure) the pipes will respond the same and provide the same vibration and acoustic measurements.
The strain measurements were designed to measure only hoop strain which can consist of zero mode, concentric expansion and contraction and breathing modes such as ovaling and clover leaf modes. The bending mode Poisson effect is canceled by the bridge configuration for two gages, but it appears from the data that it is not significant if a 1/4 bridge is used, since all the major frequencies can be accounted for in both the 12 and 1/4 bridges.
The zero mode and ovaling mode natural frequencies were calculated to be greater than 300 Hz, therefore responses below 300 Hz would be considered a 'forced vibration', a non-resonant vibration. The response of a structure to a forced vibration that is below the first mode of vibration would be in a mode shape similar to the first mode, assuming the first mode is the least stiff mode (path of least resistance).
t Structura IIntegrity Associates, Inc.
Mr. Robert Stachniak July 18, 2005 SIR-05-223 Rev. I/KKF-05-037 Page 6 of 33 For hoop strain, the least stiff mode would be the ovaling mode. Assuming a uniform load at each axial location the pipe's hoop strain would follow the pattern of an oval. In orthogonal planes the pipes should be 180 degrees out of phase. For non-uniform loading both circumferentially and axially, the shape may not be a pure oval and may change along the length of the pipe depending on the loading distribution.
The results of the CSD analysis did not show a uniform response at the frequencies of interest by the variation of the phase relationships, but did show similar responses at the same pipe/elevation combination. This would indicate that the loading of the pipes are similar for both units yet are non-uniform both axially and circumferentially.
The structural and loading similarities are also shown in the results from the statistical averaging of the RMS and max-min values for the individual bridges. The most telling result that shows this similarity is the RMS averages provided below in Table 2. In comparing QC1 to QC2 the difference in the values for each category are less than 8%. Since several of the QC I results include the 1/4 bridges, this implies that the effect of 4 versus l/2 bridge may be minimal. A more detailed study of the 1 bridges available for QCI and QC2 would provide additional insight into the results of using '/4 versus l/2 bridge strains.
Also, included in the table are the relationship between the OP and IP bridges with OP showing a 30 to 40% increase in overall response than the IP and again consistent in both plants.
Unit I Unit 2 RMS Max-Min RMS Max-Min Total rms 8.993 72.515 9.456 68.968 RMS Avg 0.562 4.532 0.591 4.310 RMS IP avg 0.493 3.748 0.498 3.617 RMS OP avg 0.631 5.316 0.684 5.004 The Max-Min values are not considered a statistical representative of a time history, since they are a single, maximum point picked from the positive and negative sides of the time history, yet, even these are consistent. The implication of both units having the RMS and max-min similarity is that the excitation forces for both units are similar with similar loading.
The primary difference in the strain data observed betwveen the units is the actual frequency content of the signals. The area where this is most obvious is in the 150 to 160 Hz range where QC I is observed to have a single strong response at 157.7 Hz and QC2 has several frequencies in this frequency range, particularly 150.9 and 154.8 Hz. The 154.8 Hz seems to have many of the same characteristics as the 157.7 Hz, particularly, the phase relationships for the pipe/elevation combination, but from the CSD magnitude it appears that the QCI 157.7 Hz response is much stronger than the corresponding 154.8 Hz of QC2.
V Structural Integrity Associates, Inc.
Mr. Robert Stachniak July 18, 2005 SIR-05-223 Rev. 1IKKF-05-037 Page 7 of 33 Another difference between QCI and QC2 is the strain response at 78.6 Hz observed in three locations in QC1 at elevation 651 for MSL A, C, and D. The pressure at this frequency may contribute to the vibration response of the steam dryer.
Conclusion In conclusion, the strain measurements acquired at both QCI and QC2 appear to be consistently similar implying a similarity in both the pressure excitation of the piping and the response to the loading. The consistency provides a measure of the quality of the data for both units. The strain response at Elevation 624 is larger than that of Elevation 651 for both units except for MSL C.
This phenomenon is seen at both units. The consistencies between the main steam line strain data shows that even though there are some structural differences between the two units, both units appear to respond the same due to the pressure excitation of the piping.
The effect of losing strain gages in QCI and using 1/4 bridges with the 1/2 bridge to produce averages appears by the close results between the units to be insignificant. A review of the QC2 1/4 bridge data confirms that the combination of a 1 bridge and a l/2 bridge produces results that are almost identical to the averaged two equivalent 1/2 bridge results.
A further understanding of the structural response of the pipe and the pressure distribution in the pipe has been performed which shows that some local shell phenomena are occurring at each strain gage location.
If you have any questions, please do not hesitate to contact me at (303) 792-0077.
Prepared By:
Reviewed By:
Lawrence S. Dorfman Karen K. Fujikawa, P.E.
Associate Associate Approved By:
Karen K. Fujikawa, P.E.
Associate kkf
REFERENCES:
- 1. Exelon Document No. TIC-1252, Revision 0, "Quad Cities Unit 1 Power Ascension Test Procedure for the Reactor Vessel Steam Dryer Replacement," SI File No. EXLN-20Q-201.
V Structural Integrity Associates, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. I/KKF-05-037 July 18, 2005 Page 8 of 33
- 2. Exelon TODI No. ODC-05-0225, "Main Steam Line Strain Gauge Failures During Quad Cities Unit I Startup Testing," SI File No. EXLN-20Q-201.
- 3. Structural Integrity Associates, Inc. Report SIR-05-208 Revision 2, "Quad Cities Unit 1 Main Steam Line Strain Gage Reductions," SI File No. EXLN-20Q-40 1.
- 4. E-mail, from Brian Strub (Exelon) to Karen Fujikawa (SI), dated 7/7/05, "Ibackup has QC2 Half Bridge and Quarter Data," SI File No. EXLN-20Q-204.
cc:
EXLN-20Q-402 Chuck Alguire (Exelon)
Guy DeBoo (Exelon)
Roman Gesior (Exelon)
Keith Moser (Exelon)
Kevin Ramsden (Exelon)
Brian Strub (Exelon)
K. Rach (SI)
G. Szasz (SI)
Table 1. Observations of Combined Spectra Max Avg Amplitude Location A651 A624 B651 B624 C651 C624 D651 D624 Profile similar*
similar similar similar similar*
similar similar*
similar 15 -35 hz Ul U2 Ul Ul Ul U2 135-160 Hz Ul U2 U2 U1 u1 Ul U2 U2 Most Peaks 135 - 165 Hz U2 U2 U2 U2 U2 U2 U2 U2
- Similar other than QC1-78.6 and 157.7 Hz amplitude 5
Structural Integrity Associates, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. I/KKF-05-037 July 18, 2005 Page 9 of 33 MSL Figure Ia. Location of Strain Gages on QC I and QC2 MSLs A and B 3 Structura IIntegrity Associates, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 10 of 33 I
I S35A IF MSL Figure lb. Location of Strain Gages on QCI and QC2 MSLs C and D 5
Structural integrity Associates, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. I/KKF-05-037 July 18, 2005 Page I 1 of 33 Table 2. QCI and QC2 RMS and Max-Min Values Unit 2 Unit I Description S1 A651 S2/S4 A651 S5/S5A A624 S6A A624 S7/S9 B651 S8/S10 B651 SI1 B624 SI2/S12A B624 S33 C651 S321S34 C651 S35/S35A C624 S36A C624 S37/S39 D651 S38/S40 D651 S41/S41A D624 S42/S42A D624 Total rms RMS Avg RMS IP avg RMS OP avg Max-RMS Min RMSavg M-Mavg 0.678 4.483 0.459 4.275 0.490 3.660 0.303 2.530 0.885 8.120 0.876 5.730 0.242 2.177 0.361 3.004 0.216 1.849 0.314 2.911 0.353 3.138 0.340 5.450 0.401 3.269 1.110 9.629 0.690 5.800 0.371 3.011 0.444 3.774 0.330 1.270 0.256 2.381 0.397 3.524 0.237 2.166 1.382 9.221 1.036 7.066 0.325 2.529 Avg 0.438 3.557 8.993 72.515 0.562 4.532 0.493 3.748 0.631 5.316 Description S1/S3 A651 S2/S4 A651 S5/S5A A624 S6/S6A A624 S7/S9 B651 S8/SIO 8651 S11/S11A B624 S12/S12A B624 S31/S33 C651 S321S34 C651 S35lS35A C624 S36/S36A C624 S37lS39 D651 S38/S40 D651 S41/S41A D624 S421S42A D624 Total RMS Avg RMS IP avg RMS OP avg Max-RMS Min 0.305 2.579 0.422 3.334 0.914 6.242 1.223 8.946 0.323 2.624 0.416 3.529 RMSavg M-Mavg 0.572 4.028 1.151 6.278 0.333 2.529 0.319 2.886 0.337 3.186 0.399 3.251 0.250 2.245 0.593 4.462 0.593 4.462 0.272 2.236 0.399 3.251 0.319 2.886 0.449 3.847 0.572 4.028 0.344 2.919 1.151 6.278 1.512 9.295 Avg 9.456 68.968 0.591 4.310 0.498 3.617 0.684 5.004 0.427 3.346 0.517 3.712 V
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Mr. Robert Stachniak SIR-05-223 Rev. I/KKF-05-037 July 18, 2005 Page 12 of 33 Table 3a. QC] Cross Spectral Density Magnitude and Phase QCI Frequency, Hz l 157.70 l
141 139.20 l
78.6 22.95 Rec I Amp Deg Amp Deg Amp Deg Amp Deg Amp Deg Ch Description I
S1 A651 2
S2/S4 A651 3
S5/S5A A624 0.16 82 0.01 4
4 S6A A624 5
S7/S9 B651 0.08 141 0.008 0.53 6
S8/S1O B651 0.018 106 7
S11 B624 S12/S12A 8
B624 0.03
-7 9
S33 C651 10 S32/S34 C651 0.16
-61 Rec2 Ch 2
S35/S35A C624 0.006 100 0.004 6
0.01 55 0.001 109 0.04 112 0.01
-66 0.003 14 3
S36A C624 0.012 122 4
S37/S39 D651 5
S38/S40 D651 0.03
-58 6
S41/S41A D624 S42/S42A 7
D624 0.166 171 0.08
-10 0.001 150 0.003 149 0.001
-20 0.04 158 V
Structural Integrity Associates, Inc.
Mr. Robert Stachniak
- SIR-05-223 Rev. I/KKF-05-037 July 18, 2005 Page 13 of 33 Table 3b. QC2 Cross Spectral Density Magnitude and Phase Frequency, QC2 Hz 154.80 150.9 139.20 78.6 22.95 Rec I Amp Deg Amp Deg Amp Deg Amp Deg Amp Deg Ch Description I
S1/S3 A651 2
S2/S4 A651 0.09
-9 0.01 101 3
S5/S5A A624 4
5 6
7 8
9 S6/S6A A624 S7/S9 B651 S8WS10 B651 S11/S11A B624 S12/S12A B624 S31/S33 C651 0.47 105 1.1 170 0.04 171 0.01 155 0.06 51 0.013 25 0.02 169 10 S32/S34 C651 0.028 80 0.01 132 0.01
-92 Rec 2 Ch 2
S35/S35A C624 S36/S36A 3
C624 0.001 96 0.002 20 4
S37/S39 D651 5
S38/S40 D651 0.002
-93 0.03 23 6
S41/S41A D624 S42/S42A 7
D624 0.002 161 0.03 135 0.001 3
0.009 10 V
Structural Integrity Associates, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 14 of 33 101 10 eI 2
QC1 MSL A 651TC15 Si. S2/4 Asg
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-I 120 140 105 Fmeqency. Hz Unit 2 MSL A 651 Combined 1.OOE+00 1.OOE-01 CF EI 1.OE-02 1.OOE-03 0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 Frequency, Hz Figure 2. MSL A Elevation 651 SftvcfuraIhntgritAssocWaes, hic.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 15 of 33 OCI MSL A 624 TCIr. S515A, S6A As9 10ir I T L
___S55A S 6.A 60 gl 10' Ir-
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wl' 11 103 103 20 40 60 00 100 F eqwn.y, H6 120 140 160 100 200 Unit 2 MSL A 624 Combined 1.OOE+00 1.OOE-01 I
1.OOE-02 1.OOE-03 0.00 20.00 40.00 60.00 80.00 100.00 120.00 Frequency, Hz 140.00 160.00 180.00 200.00 Figure 3. MSL A Elevation 624 S G altral AssociatM AXc.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 16 of 33 Unit I MSL B 651 Combined 20 40 60 80 100 120 140 160 180 Frequency [Hz]
Unit 2 MSL B Combined 651 20 40 60 80 100 120 140 160 180 Frequency [Hz]
Figure 4. MSL B Elevation 651 Ca c V
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Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 17 of 33
'i Unit 2 MSL B 624 Combined Spectra 0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 Frequency, Hz Figure 5. MSL B Elevation 624 C o SructVIlot grity AssoCaes, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 18 of 33 QCI MSL C 631 TC15. S33. 532134 An 10 I I
Unit 2 MSL C 651 AVG 0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 Frequency, Hz 160.00 180.00 200.00 Figure 6. MSL C Elevation 651 co V
Sructural Intort Assoces, 1.
M Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 19 of 33 i0 QCI MNSLC 624TC15. 535)35A, 536AAM9
-r I -I I
S35335A S36A Aog-
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I 20 40 60 60 100 Frequcncy, H0 120 140 160 130 200 Unit 2 MSL C 624 Combined 0.00 20.00 40.00 60.00 80.00 100.00 120.00 Frequency, Hz 140.00 160.00 180.00 200.00 Figure 7. MSL C Elevation 624 COci V
Sruftura//hrqssdls Incsrt SSCOh.
Mr. Robert Stachniak SIR-05-223 Rev. l/KKF-05-037 July 18, 2005 Page 20 of 33 Unit 1 MSL D 651 Combined 20 40 60 80 100 120 140 160 180 Frequency [Hz)
Unit 2 MSL D Combined 651 0
20 40 60 80 100 120 140 160 180 Frequency [Hz]
Figure 8. MSL D Elevation 651 can V
Stracbral ntgrW AssOdes, Inc.
M Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 21 of 33 Unit I MSL D 624 Combined 1.OOE+01 Co a-ef 20 40 60 80 100 120 140 160 180 Frequency [Hz]
Unit 2 MSL D Combined 624 1.OOE01 1.OOE+00 ox lOQ 1.0E-01 I.-
1.OOE-02 1.OOE03 20 40 60 80 100 120 140 160 180 Frequency [Hz]
Figure 9. MSL D Elevation 624 Stnicfal Intorlty Assoites, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. I/KKF-05-037 July 18, 2005 Page 22 of 33 Comparison of Unit I to Unit 2, RMS Strain 1.600 1.400 1.200 1.000 02 0.800 0.600 0.400 0.200 0.000
- =
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Location EUl UU2 UUlavg EU2avg Figure 1 0. QClI and QC2 RMS Strain C (C; C
StrUctral Ifitegrity Associates, Inc.
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Mr. Robert Stachniak SIR-05-223 Rev. l/KKF-05-037 July 18, 2005 Page 23 of 33 Ratio of RMS Averages for 651 to 624 Elevation 2.500 2.000 1.500 0Cu m
iw 1.000 0.500 0.000 A651/A624 B651/B624 C651/C624 D651/D624 Pipe IEUnit1 *Unit2l Figure I 1. Ratio of RMS Averages for Elevations 651 to 624 Structurall ntegriy Associates, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 24 of 33 0.02 0.018
%, 0.016 t5 0.014 E 0.012
. _E 0.01 to 0.008 (AO 0.006 0.004 0.002 QC1 TC15a MSL B 651 Cross Spectra S7/9,58/10 1.
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-N I-X: 157.
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Mr. Robert Stachniak SIR-05-223 Rev. I/KKF-05-037 July 18, 2005 Page 25 of 33 002 TC41 MISL 0 651 Cross Spectra S31/33,S32134 0.03 n -
=
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8 0.015 0.01 U 000 U
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Structual Integrity Associates Wn.
Mr. Robert Stachniak SIR-05-223 Rev. l/KKF-05-037 July 18, 2005 Page 26 of 33 Phase for 157.7 (UI)and 154.8 (U2) Hz a
0 0
I0 a.
180 160 140 120 -
100 -
80 -
60 -
40 20 0
B624 C651 C624 Location
- EUnit1 *Unit2 X for 157.7 Hz (QC1) and 154.8 Hz (QC2)
A651 A624 B651 D651 D624 Figure 14. Phase IC Sucturl Integrity Associates, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 27 of 33 CSD Magnitude for 157.7 (UI)and 154.8 (U2) Hz 1
0.1 cx0) a, w
0.01 0.001 0.0001 A651 A624 B651 B624 C651 C624 D651 D624 Location
- Unit 1 *MUnit 2 Figure 15. CSD Magnitude for 157.7 Hz (QCI) and 154.8 Hz (QC2)
C I nc tU Structura lntegrity Associats, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 28 of 33 Sample Rate = 2000 sps Time Durathn = 200.2 sec 1o 0 LE r___
_ 1 Frequency Spectrum Steam Dryer, 1 00% Row er, (S31 +S33)/2, Ch 25 I
7 Date: 14-JuP2005 File: LU2 Quar Bridge 7-7-0
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Figure 16. Quarter Bridge Data at S31 and S33 - Equivalent V2 Bridge Configuration Sarnple Rate = 2000 Sps Time Duration = 200.2 sec 0-1 0 Frequency Spectrum Steam Dryer, 100% Pow er, (S32+S34)/2, Ch 26 Date: 14-Jul-2005 File: U2 Quar Bridge 7-7-0 7
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20 40 60 80 100 120 140 160 180 200 Frequency [Hz]
Figure 17. Quarter Bridge Data at S32 and S34 - Equivalent A/2 Bridge Configuration C I Inc.
Sb~hlral Integr* AWockft br.
I Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 29 of 33 Sanple Rate = 2000 sps Time Duration = 200.2 sec 10-10-2............
a 104 Power Spectral Density U2 MSL, QB Test, (2*S33+S32+S34)/4, C Date: 13-Jul-2005 File: U2 Quar Bridge 7-7-0 h, 28 I
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Band Filter = 2 to 200 HIz 14 160I 1 8 140 160 180 20 40 60 80 100 120 Frequency [Hz]
200 Figure 18. QC2 MSL C 651 -
/4 Bridge Plus V2 Bridge Combination Sarrple Rate = 2000 sps Power Spectral Density Date: 1 3-Jul-2005 Time Duration = 200.2 sec File: U2 Quar Bridge 7-7-0 U2 NML, QB Test, (S31+S33+S32+S34)/4, Ch 27 100 I
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Band Fiter = 2 to 200 Hz l 1 2 0 I
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I 1 20 140 160 180 0
20 40 60 80 100 Frequency [Hz]
200 Figure 19. QC2 MSL C 651 - Two Equivalent 21 Bridge Combination CICP V Snctural It iy AMssocWes, kc.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 30 of 33 Sample Rate = 2000 sps Time Duration = 200.2 sec Frequency Spectrum Steam Dryer, 100% Power, (S32+S33)/2, Ch 33 Date: 14-Ju1-2005 File: U2 Quar Bridge 7-7-0 1oo
-r --
7 n
I 101 21 F 10 U -
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FvS= 0.56035 Fk -= 3.7254 Notch Filters On (60&180HZ)
Band Filter = 2 to 200 Hlz 140 160 180 1-4 0
20 40 60 80 100 120 Frequency [Hz]
200 Figure 20. QC2 MSL C 651 - Combination of S32 and S33 Sample Rate = 2000 sps Tine Duration = 200.2 sec 10 I
=
Frequency Spectrum Date: 14-Jul-2005 File: U2 Quar Bridge 7-7-0 Steam Dryer, 100% Power, (S33+S34)/2, Ch 34
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-r n-T-
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20 40 60 80 100 Frequency [Hz]
120 140 160 180 200 Figure 21. QC2 MSL C 651 - Combination of S33 and S34 C '1 II-Sbvclra l In eg i A so iae s, /nc.'
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18,2005 Page 31 of33 z
7 8
3 l
2 Y
36A 16 9
10 x
Figure 22. Association of Geometrical Points in 3D Space with Strain Gage Locations on MSL C V
Structural Integrity Associates, Inc.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 32 of 33 0
-5 8
-5 0
5
-6 Figure 23. QC2 MSL C Cross-sectional Movements at 151 Hz V SiWral IntegyASSOca, hxc.
Mr. Robert Stachniak SIR-05-223 Rev. 1/KKF-05-037 July 18, 2005 Page 33 of 33
-5 0
5
-s a
0
-5 Figure 24. QC2 MSL C Cross-sectional Movements at 154.8 Hz V
Stimwural Integrty Asso s, Inc.