ML20107B002
| ML20107B002 | |
| Person / Time | |
|---|---|
| Site: | Waterford  |
| Issue date: | 10/29/1984 |
| From: | Churchill B LOUISIANA POWER & LIGHT CO., SHAW, PITTMAN, POTTS & TROWBRIDGE |
| To: | Johnson W, Kohl C, Wilber H Atomic Safety and Licensing Board Panel |
| References | |
| CON-#484-853 OL, NUDOCS 8411020047 | |
| Download: ML20107B002 (662) | |
Text
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RICHAPD S. SEATTT COUNSEL October 29, 1984 *R"E R = o' rec 7 o auM=E R (202) 822-1051 Christine N. Kohl W. Reed Johnson Administrative Judge Administrative Judge Chairman, Atomic Safety and Atomic Safety and Licensing Licensing Appeal Board Appeal Board U.S. Nuclear Regulatory Commission U.S. Nuclear Regulatory Commission Washington, D.C. 20555 Washington, D.C. 20555 Howard A. Wilber Administrative Judge Atomic Safety and Licensing Appeal Board U.S. Nuclear Regulatory Commission Washington, D.C. 20555 In the Matter of Louisiana Power & Light Company (Waterford Steam Electric Station, Unit 3) Docket No. 50-382 6/
Dear Administrative Judges:
In ALAB-786, the Appeal Board requested additional informa-tion from the NRC staff with respect to Joint Intervenors' pending motion to reopen these proceedings. By letter dated October 19, 1984, the staff has requested information from Applicant related to the Appeal Board's inquiries. For the hG O p p 3 J
i i SHAw. PITTMAN PoTTs & TROWBRIDGE A PARTNERSMlp OF PROFESSIONAL CompORATIONS Administrative Judges October 29, 1984
'Page Two information of the Appeal Board, Applicant is herewith providing a copy of its responses to the staff's request. (See attached letter of October 26, 1984).
The staff's October 19 letter also identified Issues 7, 11, and 19 set out in its June 13, 1984 letter to Mr. J. M. Cain as " allegations that concern the construction of the basemat." For the Appeal Board's information, I am enclosing LP&L's re-sponses to those issues. They were submitted to the staff on August 27, September 18, and August 10, 1984, respectively. These issues were also considered in LP&L's October 5, 1984 request to the NRC for authority to load fuel and perform pre-criticality testing. A copy of that request with its considera-tion of Issues 7, 11, and 19 is also enclosed. ALAB-786 also referred to Issue 10 of the staff's June 13 letter, related to the qualifications of concrete inspectors. LP&L's response to that issue is expected to be submitted on or before October 31, and will be provided to the Appeal Board at that time. Sincerely yo rs,
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ce W. Churchill Counsel for Applicant Enclosures cc: Sherwin E. Turk, Esq. Carole H. Burstein, Esq. NRC Docketing & Service Section
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Louisiama f , - -.1 e .m ecxeoos POWER & LIGHT / N.w cat.ANs Loueuwa 7o174ancos e (so413ee-es4e MIDDLE SOUTH UTIUTIES SYSTEM October 26, 1984 W3P84-3044 3-A1.16.07 A4.05 Director of Nuclear Reactor Regulation ATTN: Mr. Dennis M. Crutchfield, Asst. Director for Safety Assessment Division of Licensing U.S. Nuclear Regulatory Commission Washington, D.C. 20555
SUBJECT:
WATERFORD 3 SES ADDITIONAL INFORMATION ON BASEMAT HAIRLINE CRACKS
Reference:
Letter, D.M. Crutchfield to J.M. Cain dated Ocother 19, 1984
Dear Mr. Crutchfield:
The purpose of this letter is to submit additional information in response to the requests in your letter of October 19, 1984. A report detailing the ultrasonic testing results on the hairline cracks in the basemat has been received from Muenow and Associates, which performed the testing. The report is attached for staff review. As described in the report the hairline cracks are all vertical flexual cracks with no evidence of diagonal cracks due to shear loading. The cracks are tight (range of .003 to .007 inches) and vary in depth from shallow down t'o the region of the bottom rebar. The' ultrasonic investigation also indicated the concrete strength was in excess of the dasign requirement and that no areas of voids or honeycombing were found. LP&L initiated a review by Ebasco of the ultrasonic test results to evaluate the structural significance of the hairline cracks. This evaluation (attached) reached the conclusion that "...the cracks in the Waterford 3 basemat, as defined by the nondestructive testing, have no adverse influence on the structural integrity of the basemat. It is fully capable of functioning as required by the design." The reference letter requested a statement on why the cracks in the basemat were not discovered prior to May 1983. The cracks observed in 1977 were noted as a result of preparing the containment area for pouring fill concrete. The engineering evaluation of these cracks determined they were of no structural significance but should be repaired to ensure a good bond between the fill concrete and the basemat. The areas of the basemat adjacent to the containment
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?W3P84-3044
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v area continued to be conjested with materials and water laying on the basemat from the ongoing construction activities in these areas. Since the cracks (in.the containment area were dispositioned as being not significant and no fill _ material was to be placed in areas outside the containment area, no effort was made to clean up or dry out the basemat to determine if additional cracks
- existed.:,The-construction-activities continued in these areas until late 1982 and'early 1983Lwhen final clean up of the areas was begun. In May 1983,'during the clean up activities, the. cracks in the reactor auxiliary building were observed.~- As a result of the review undertaken by LP&L, the basemat for .
the containment annulus, fuel handling building and reactor auxiliary building were mapped for cracks. The'AppealLBoard's Memorandum and Order dated October 2, 1984 noted an inconsistency in the data presented in Harstead Report No. 8304-3. Attachment A discusses the results of a-review of the report which concludes that the inconsistency was a typographical error and is neither indicative of unreliable data being (supplied to HEA nor would it have any impact on the conclusion in the report.
- The referenced letter indicates that issues 7, 11, and 19 of the June 13, 1984-letter from D.G.' Eisenhut to J.M. Cain deal with.the basemat integrity. LP&L has provided the staff with responses to these issues.which demonstrate that no concerns should exist with respect to the basemat due to the allegations. raised.
- The backfill soils ~ test data is complete and meets the specification, the cad-welding data has_been evaluated and meets the specification and the conduits
- which penetrate the basemat do not constitute a flooding hazard.-
. The' independent Task Force set up to review and validate LP&L's responses to the 23 concerns has indicated that validation of issues'7 and 19 will be' complete by October 26, 1984. A validation ~ report on Issue 11 was submitted previously.
'The validation reports are submitted simultaneously to J.M.'Cain and D.G. Eisenhut.
The other issues, from the June 13, 1984 letter, which potentially impact the basemat'are issues 10 and 20. Responses to these issues will be provided to the staff by October'31, 1984. The two contractors which were envolved with the.
. basemat were J.A. Jones (concrete) and GEO-CMT (Construction Material Testing). ~
Based upon:the review of inspector qualifications performed to date on these contractors LP&L expects to fully disposition any potentially unqualified inspectors and expects to resolve any concerns regarding the basemat inspection following the October 31, 1984 submittal. Examination of records have shown , a:high degree of overinspection of J.A. Jones inspection by qualified Ebasco j inspectors. - GEO-CMT work efforts included a number of work tasks for which fan inspector' qualification to ANSI standards-was not necessary to demonstrate competence to perform the function. Very truly yours, Y K.W. Cook Nuclear Support & Licensing Manager KWC:sms cc: E.L.'Blake, G.W. Knighton, G.L. Constable ( with report) ,
Mr. Dennie M. Crutchfield W3P84-3044 Page 3 cc: (w/o report) - W.M. Stevenson, J.T. Collins, J.H. Wilsen ATTACHMENT
/
.. l W3P84- 3044
-bec: R.S. Leddick.-R.P. Barkhurst, F.J. Drunnnond, T.F. Gerrets, G.G. Hofer (Ebasco). W.A. Cross (LP&L Bathesda Office), J.W. Veirs (CE), R.M. Nelson.
Administrative Support _(3), Licensing Library, Project Files
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- . ' ATTACHMENT A-REVIEW OF HEA' REPORT DATA A reviewLof 'he t cadweld data, utilized by HEA to generate Report No. 8304-3
' dated January 9,1984, was performed to determine the source of the inconsistency noted by the ASLAB in their letter to the NRC staff.
Tae data for cadweld 2W120 indicates that the cadweld was a production splice test from block No. . 1 of the common foundation mat. As such, Appendix I of the HEA report is: correct.as there were no mechanical splices in block 16. It appears as'though there may.jave beenen error on the part of HEA in transposing the data while generating Appendix II. Additionally, a review of the data in appendicies I & II of the HEA was performed to determine if there were other typographical errors. The following is a sunanary of .the review: Appendix I Sheet 5.- The date for block 14 A should be 4/23/76 not 4/23/79 Appendix II' Sheed 1 - The tensile strength for 3W119'should be 94,150 not 94,750 Sheet 2 - The tensile strength for 7W122 should be 95,250 not 92,250 Sheet 2 - The date for 4W36 should be 11/13/75 not 11/12/75
'These errors appear to be typographical errors on the part of HEA in transposing data..in the preparation of their report and are not indicative of a problem with inconsistent or unreliable data in the records packages.
Discussions have been held with HEA on the above discrepancies. HEA has indicated that the monor deficiencies noted would have no effect on the conclusion contained in their report. The overall effect of the deficiencies would be to increase the average tensile strength on Sheet 4 of Appendix II from 95.401 to 95,430. e w- m , .-n. ., .,
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LOUISIANA POWER AND LIGHT COMPANY WATERFORD STEAM ELECTRIC STATION UNIT NO. 3
SUMMARY
EVALUATION STRUCTURAL SIGNIFICANCE OF BASEMAT NONDESTRUCTIVE TESTING RESULTS
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. Prepared by: P C Liu/N Hasan ,,
Reviewed by: A H Wern Approved by: J L Ehasz s ', l October 25, 1984 Ebasco Services Incorporated , Two World Trade Center New York, NY 10048 l
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LOUISIANA POWER AND LIGHT COMPANY - WATERFORD STEAM ELECTRIC STATION UNIT NO. 3
SUMMARY
EVALUATION STRUCTURAL SIGNIFICANCE OF BASEMAT NONDESTRUCTIVE TESTING RESULTS TABLE OF CONTENTS t Page 1.0 PURPOSE 1 2.0 SCOPE 1
3.0 BACKGROUND
1 4.0. NDT RESULTS
SUMMARY
2 [ 5.0 [PROBABLECAUSESOFCRACKS 6 3 6.0 -SIGNIFICANCE OF CRACKS AND EFFECTS ON STRUCTURAL INTEGRITY 8 4 i REFERENCES 12 TABLE 1 -
SUMMARY
OF CRACKS WEST SIDE OF RCB TABLE 2 -
SUMMARY
OF CRACKS EAST SIDE OF RCB TABLF 3 -
SUMMARY
OF CRACKS BENEATH RCB .
- TABLE 4 -
SUMMARY
OF CRACKS IN RCB WALLS l' FIGURE 2 - BASEMAT CURVATURE (From Reference 2) i L l L f )
Ptgo 1 of 12
-.~ , ' LOUISIANA POWER AND LIGHT COMPANY-WATERFORD STEAM ELECTRIC STATION UNIT NO. 3
SUMMARY
EVALUATION STRUCTURAL SIGNIFICANCE OF BASEMAT s
'g NONDESTRUCTIVE TESTING RESULTS ,
l . 0 ~. PURPOSE r
-The purpose of this report is to review the results of nondestructive 'ij
. testing (NDT) of Nuclear Plant Island Structure (NPIS) basemat hairline 1
cracks : to evaluate their significance with respect to the structural ' , s integrity of the NPIS.
'l 2.0 SCOPE o
The scope of this report covers _the following:
- l. _ Review and interpret data and - results of NDT relatet) to basemat as presented in R-Muenow's Report of October .984. ,
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- 2. Evaluate the significance of the cracks on the structural integrity of the NPIS basemat.
1
- 3. Study. -the crack patterns as defined by NDT, such as inc,lination, depth, spacing, and width in order to determine the probable caeses /
of basemat and wall cracks.
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3.0 BACKGROUND
An' NDT program of the basemat hairline cracks was performed tar Muenow and Associates Inc. to determine the following: (
- 1. Inclination of the cracks -
whether the basemat cracks are vertically aind/or diagonally inclined, s I c ,
Page 2 of 12
. 3.0 $ BACKGROUND (Cont'd)-
Q:
- 2. Estimate depth, length, and width of the basemat cracks.
l As an auxiliary study,_ the depth of some cracks of the Reactor l Containment Building (RCB) wall surfaces above the basemat was evaluated.'
This NDT examination ' was performed at the Waterford 3 Site mainly during the months of July and August 1984.
- ,1 4.0 4, - NDT RESULTS
SUMMARY
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ln 4.1- HAIRLINE CRACKS ~OF BASEMAT'(Tables 1, 2 and 3) The ' majority of the- hairline cracks are oriented in - an east-west n, i- direction. Based on their appearance and, nearness to each other they are grouped - into 10 families: 4 on the east side of the RCB and 6 on-jti , h the wesE_ side of the RCB. Seven cracks beneath the RCB ' were also identified by NDT. These z families appear to coincide with each other y . ' and probably are interconnected. IM- Other cracks are oriented _ in a northeast / southwest or northwest / ' T ?)G%'
. !. / _ southeast direction .and they are grouped into a total of 7 families.
,f Of these families, 4of them were evaluded by NDT: 3 in the northeast
. {Hk ?h O i- and '1 in the northwest corner of the RCB. These cracks are also referred to as East or West Diagonal cracks in R Muenow's Report. Two of thesec cracks appear to coincide with a crack beneath the RCB and
,7 f probab1p is a continuous crack.
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) h t g j, - g Ebascc1 review indicates that within the above families of cracks, the
+ if. data show cracks origi sting from the top surf ace of the basemat (top 7 cracks), some from the bottom surf ace of the basemat (bottom cracks),
.and some within the middle portion of the basemat (middle cracks).
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' 4.1 - HAIRLINE CRACKS OF BASEMAT (Tables 1, 2 and 3) (Cont'd)
Tables 1 and 2.present a summary of the NDT examination of the basemat
. hairline cracks on each side of the RCB. This ~ includes length, depth, group - spacing and inclination of- hairline cracks which originate from the top. surface of the basemat. In addition, a summary of other cracks in the middle or near the bottom of the basemat is also included.
. Table'3 presents a summary of hairline cracks beneath the RCB.
4.1.1- Depth East-West Cracks Outside RCB
'The depth of cracks varies depending on the locations of the cracks.
The depth of top cracks near the east-west centerline of the RCB is
- found to ~ be the' maximum. The . average crack depth in this _ area is approximately eight (8) feet (Families III, IV, IIIe, IVe). Generally, individual cracks do not extend into the bottom layer of reinforcing 1
steel located approximately ten (10) feet depth from the top surf ace.
- The neutral axis for positive bending (tension at top surface of the basemat) is calculated to be approximately'10'-6 from the top surface.
- The bottom cracks are found mostly in the vicinity of the east-west centerline of t,he RCB and their depths range from 2 to 3 feet. Within this area a possible local interconnection between top and bottom cracks is indicated for Cracks J and Ke.
- The middle cracks, which appear to be noncontinuous and randomly distributed, are generally less than three (3) ft in depth (e.g., refer to Page 262, R Muenow's Report).
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, Piga 4 of 12
-4.1.1 ~ Depth (Cont'd)
The depth of the top cracks away f rom the east-west centerline of the RCB generally decreases as the distance from the centerline increases. The average crack depth for Families I, II, V, VI, Ie, and IIe is approximately . 3 '-6. These families have few indications of the bottom
' cracks. The top and bottom cracks are not interconnected.
East-West Cracks Beneath the RCB The cracks beneath the. RCB as stated in Page 4, R Muenow's Report are
" classed noncontinuous and variable depth extending to the region of the lower layer of reinforcement steel."
Diagonal Cracks (Northeast / Southwest and Northwest / Southeast) The average depth of.these cracks, which in plan view run diagonally to the plant grid, is less than four (4) feet. A few bottom. and middle cracks are present, however, there are no indication of interconnection between the top and bottom cracks. 4.1.2 Inclination All hairline cracks in the basemat evaluated by NDT are essentially vertical. In Page 2, R Muenow's Report stated that "there is no ' evidence of diagonal (shear) cracks; either occurring singularly or as a connection between two individual cracks within the areas investigated." 4.1.3 Length - The cracks are variable in their length. The east-west cracks outside the RCB extend between the exterior walls of the RCB and the NPIS. The diagonal cracks extend f rom the exterior wall of the RCB but end well before - they reach the exterior wall of the NPIS. When the cracks
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c: Piga 5 of 12 4.1.'3' Length (Cont'd) intersect with a construction joint they go through the construction joint. It appears that there are 4 to 5 families of cracks that extend from the east to the west side of the NPIS basemat since many of the individual families located in three areas (east, west and beneath the RCB) coincide and are probably joined. 4.1.4 Spacing The east-west crack families have an average spacing of approximately 11'-0. .The diagonal (north-east / southwest or northwest / southeast) crack families have an . average spacing of approximately 15'-0 at the exterior wall of the RCB. 4.1.5 Width
-The NDT evaluation has estimateil the crack width to be less than
.007 in. and all the cracks are tight. Our recent field surface measurement of crack L found the maximum crack width to be .003 in.
Our field surface measurements in 1977 found the crack width to be between .002 and .005 in. 4.2 HAIRLINE CRACKS OF RCB WALL Four hairline cracks on the exterior surface of the RCB wall near the basemat (Elev -35.0 ft) were evaluated using NDT. ^11 of them were found to penetrate less than one (1) ft of the 10 ft wall thickness (Table 4).
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Ptge 6 of 12 5 . 0 '. PROBABLE CAUSES OF CRACKS The causes of the top hairline cracks were evaluated in 1977 and 1983 , (References 1 & 2) and the conclusion was that they were mainly due to flexure of the basemat from initial loading (prior to the completion of superstructure). The NDT evaluation has determined that all the top cracks are vertically inclined, extremely narrow and do not generally extend below the neutral' axis.
-The cause - of - bottom hairline crack is also considered to be due to flexure of the basemat resulting from the final loadings as the
, ' superstructure - was completed. This conclusion is consistent with the cracks having been formed due to readjustment of basemat convex shape as tl.a superstructure loads were applied to a mat cambered and slightly prestressed (see Figure 2 of: Reference 2 attached). From the summary of NDT results, it is clear.that the top cracks are
-greater in number than the bottom cracks. This reflects that the crack pattern generally followed the mat flexure, which was found to be predominantly convex shape throughout the construction stages. The top cracks are located primarily in an east-west band centered on the RCB centerline. Th.s matched-closely the~ area of maximum convex flexure of the basemat in the early stages of construction as shown on Figure 2.
i The crack width produced is well within the allowable crack width of the ACI Codes. Section 1508.6, ACI 318-63 Code for control of cracking states that ....the average crack width at service load at the concrete surface of extreme tension edge, does not exceed 0.010 in, for exterior members. . ." Section 10.6.4, ACI 318-83 Code Commentary for control of flexure cracking states that " . ..for interior and exterior exposure respectively, ... limiting crack widths of 0.016 and 0.013 in. c l t I L
- - . . _ . _ . _. _ . . _ - . _ . . . . . . . _ . _ _ . _ , . , _ , . , _ , , _ _ _ . . , _ _ . . . _ _ . . _.__.._..._.m _ . . , . _ , _ _ - , , , .
Pags 7 of 12 5 .'O PROBABLE CAUSES OF CRACKS (Cont'd) The NDT examination performed at service load conditions has established the estimated crack width to be less than .007 in. and the actual ' field measurements of crack "L" less than .003 inch. When the basemat hairline cracks were first observed under the RCB in mid-1977, the crack . widths were observed to be between .002 and .005 in. The
. tensile stress in the reinforcing steel associated with these observed crack width (+.005 in.) is small and within the allowable design limits (less than 10%).
In ' Reference 1, it was stated that "
...The mat, as are all other reinforced concrete structures, is designed to carry loads and in so doing depends only on the compressive and shear strengths of concrete and the tensile strength of reinforcing steel. No credit is taken in the ' design- for the tensile strength of concrete, ...... Thus, as loading on the foundation mat causes flexure and resultant tension of the concrete, cracks are expected to form. This cracking enables transfer of the tensile load from the concrete to the embedded reinforcing steel as contemplated in the design of all steel reinforced concrete structures."
Althoegh the predominant cause of hairline cracks has been concluded to be flexure, it is recognized that other factors such as thermal and/or shrinkage may have contributed to thc development of some of these Cracks. The hairline cracks in RCB walls are found to be superficial by NDT and, therefore appear to be caused by shrinkage. These cracks are apparently not related to adjacent basemat cracks, which were caused by mat flexure. The basic cause of the basemat flexing and cracking bears no importance to the present structural integrity of the basemat. The cracks are present and such presence can be evaluated as to their significance on the structural integrity.
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Page 8 of 12
-6.0- SIGNIFICANCE OF CRACKS AND EFFECTS ON STRUCTURAL INTEGRITY The following conclusions are of importance in the determination of the
' significance of the cracks in the Waterford 3 basemat and their effect upon the structural integrity of the basemat:
- 1. The c:acks are flexural cracks possibly combined in some cases with thermal shrinkage cracks.
- 2. .There are no diagonally oriented cracks within the basemat which
' indicates that no excessive diagonal tension, hence no excessive shear, exists or has existed within the mat and confirms the design calculations which predicted this.
- 3. There are no through cracks from top to bottom of the basemat with the possible exception of a very few localized areas where top and bottom flexural cracks have apparently coincided'and joined.
- 4. Presently there is virtually no water seepage or wetness present at any of the observed cracks and the amount of water seepage in the past has been minimal causing only a wetness of the basemat in the immediate vicinity of the cracks. The cracks are believed to have
-filled with laitance. The -stress condition at the top of the basemat has become compression since the occurrence of the original cracking. These conditions assure the continued no water seepage condition during the operation of the plant. Hence, the amount of water seepage meets the original design intent for minimal water leakage.
- 5. The width of the cracks and the spacing between them indicates a low steel stress as a result of the flexure which caused the concrete to crack.
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.Pags 9 cf 12 6.0' SIGNIFICANCE OF CRACKS AND EFFECTS ON STRUCTURAL INTEGRITY (Cont'd)
- 6. .The crack pattern is . in an east-west' direction generally which signifies that it ' resulted from early settlements of the basemat occurring as it was placed or shortly thereafter. The cracks lying in a northeasterly or northwesterly direction were influenced by the rigidity of the early placements of the RCB wall. The cracks are rather localized in a band running east-west and centered on the RCB centerline.
- 7. The cracks in the RCB wall are shallow, shrinkage induced anu are not related to the cracks in the basemat. The existence of cracks in the basemat and the wall at the same, ' or nearly the same,
. location appears to be coincidence.
- 8. The concrete quality is uniform and there are no significant voids and/or honeycombs within the mat. This indicates that the concrete consolidation was more than adequate during construction. The concrete strength is indicated to be 5,000 to 7,000 psi by NDT, which is higher than the required design strength of 4,000 psi.
The cracks in the Waterford 3 foundation basemat create no negative effect on the structural. integrity of the basemat and on the ability of
' the basemat to resist adequately any design load combinations. They do not reduce the structural strength of the basemat. The cracks, being quite tight, will not increase any flexure of the basemat and hence .
will not.cause any transfer of load to building members. Reinforced concrete members subjected to flexural loads are designed to accept cracking of the concrete in the tension zone. The ACI code for e design of reinforced concrete structures states that tensile strength of concrete is not to be relied upon and that all tensile stresses are to be directed to the steel reinforcing. For this to occur, the f concrete must crack since it has lower rigidity than the steel. The steel, then, is the structural component in the cracked cension zone. 4
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Prga.10 of 12 6.0 SIGNIFICANCE OF CRACKS AND EFFE' CTS ON STRUCTURAL INTEGRITY (Cont'd) When reversal of stresses occur and a previously cracked tension zone becomes subjected .to compressive forces, the cracks close and the adjacent sides of the cracks bear against each other, provided that the reinforcing steel did not previously . exceed the yield stength. In the Waterford 3 basemat the cracks are closed or very narrow indicating that-the steel has never exceeded the yield strength. The concrete crack 1 surf aces are' well able to bear against each other. Therefore, the flexural strength is not impaired. The ability of the basemat to resist shear is not impaired by the presence of vertical cracks. The width of the cracks is very small and t.he face'of the cracks is rough. Concrete cracks are by their nature rough ' and, provided that the crack width is small, the shear capacity across the crack is equal to that of uncracked concrete due to the interlocking -nature of the rough surfaces. The crack widths as measured are small assuring an excellent interlocking mechanism. It is further believed that the cracks have been filled with a laitance which will tend to re-cement the surfaces together and provide further assurance of shear capability. The structural integr.ty may have been slightly enhanced by the chain of events which led to the occurrence of the cracks. The width of the cracks indicates that at some time there was sufficient tensile strain at ' the - top of the basemat to crack it and the tension was transferred
- to the top reinforcing steel. The strain, as represented by the width of the cracks, was only sufficient to put a small tensile stress in the steel, however, the evidence shows that it occurred early in the life of the basemat and prior to the application of most of the dead load f rom the structures above. Subsequent loading on the basemat to the service level of loading now present requires that the top of the basemat be in compression. The amount of compressive stress actually present is reduced by the amount of initial tensile stress due to the early ' flexure. While this is small it does add to the conservatism of
. the design. ll 1
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l Ptga 11 of 12 l 6.0 SIGNIFICANCE OF CRACKS AND EFFECTS ON STRUCTURAL INTEGRITY (Cont'd) l l Several other factors ~ not accounted for in the design of the Waterford 3 ' basemat add to the conservatism of the basemat and to the available strength. The Waterford basemat was - designed without taking advantage of the
- axial compression forces present- due to the high soil forces acting on the side walls of the Nuclear Plant Island Structure. These forces are directly transmitted into the basemat as compression. The presence of axial compression on a member in flexure and shear increases the shear capability.of the concrete.
The shear resistance of a reinforced concrete member, such as a beam or
' slab, has ' other components which also have not been utilized in the Waterford basemat design and analysis. The concept of shear friction, wherein slight shearing movements within the member result in high increased compressional forces across the crack and increased resistance to . shear can add considerably to the ultimate shear capability of a member. The Waterford basemat would engage such shear friction forces if stressed beyond the capability of the concrete and reinforcing steel alone. Dowel action of the flexural reinforcing.
steel has also been . shown to add significantly to the ultimate shear capability of a reinforced concrete member. The flexural reinforcing steel at the top and bottom surfaces of the Waterford basemat would
~
engage such action. Considering each of the above items individually and in concert, EBASCO concludes that the cracks in the Waterford 3 basemat, as defined by the nondestructive testing, have no adverse influence on the structural integrity of the basemat. It is fully capable of functioning as
- required by the design.
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Ptgo 12 of 12 i 1 REFERENCES l 1
- 1. . Af fidavit' of Joseph L Ehasz, Ebasco Services Incorporated, submitted before the Atomic Safety and Licensing Appeal Board, USNRC, September 1983.
2.. "NPIS Wall Hairline Crack Evaluation," by Ebasco Services Incorporated, April 1984. O d f 4
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TAiLE 1 -
SUMMARY
OF CRACKS WEST SIDE OP RCB Top Crack Presence of Subsurface Cracks (See Notes) Bottom Crack Middle Crack Test Length Depth (ft.) Family Below Through
- amily Crack I.D. Lines ( ex posed) Spacing Bottom Re-ba r Bottom Re-bar Inclination Min Max Average I A 7 7'- 6 1 2 2 * *
- vertical B 7 9'- 0 2 3 3 * *
- vertical C 12 16'- 6 1 3 2 * *
- vertical Average 2 * *
- 110' vertical II D 5 6'- 0 2 5 4 * ***
- vertical E 1 2'- 0 3 3 3 * * ** vertical F 6 9'- 0 4 10 5 ** **
- vertical G 4 6'- 0 1 5 4 * *
- vertical Average 4 f,16' III 1 4 5'- 0 7 10 8 ** **
- vertical H 6 9'- 0 5 10 8 ** **
- vertical J 20 28'- 0 3 12 9 *** **** ** vertical K 10 13'- 0 3 11 8 ** ***
- vertical Average 8 +10' IV L 10 28'- 0 6 10 8 +8' ** **
- vertical Sctes: *None
** Presence of crack is not probable since only at one or two test line location (s).
*** Presence of crack is probable since indication at several test locations but not interconnected with top crack.
****Similar to *** except probably interconnected with top crack.
a ,
~
-TABLE'l'-
SUMMARY
OF CRACKS WEST SIDE OF RC3 (Cont'd) Top Crack Presence of Subsurface Cracks (See Notes) Botton Crack Middle Crack' Test Length Depth (ft.) Family Below Through niily Crack I.D. Lines (exposed) Spacing Bottom Re-bar Bottom Re-bar ' Inclination Min Max Average V 6'- 0 4 5 .4 * *
- vertical M 4 N 3 5'- 0 2 6 3 * *
- vertical-0 3 2 * *
- vertical-2 3 5'- 1 3 9 12'- 0 1 5 2 * *
- vertical.-
P 9 14'- 0 8 10 9 * ** *' vertical. R 2'- 0 2 2 2 * *
- vertical 1
3 8'- 0 3 5 4 * *
- vertical O
3 4'- 0 4 4 4 * *
- vertical S
T 14 20'- 0 3 10 6 * ***
- vertical Y 3 6'- 0 1 1 1 * *
- vertical Average 4 VI U 9 14'- 0 2 10 5 * **
- vertical V 5 13'- 0 2 5 3 * *
- vertical 22 5 3 * *
- vertical X 25'- 0(+) 1 Average 4 VII Wsst Diagonal 19 27'- 0 1 . 4 3 ** ***
- vertical s
otes: *None
** Presence of crack is not probable since only at one or two test line location (s).
*** Presence of crack is probable since indication at several test locations but not interconnected with top crack.
****Similar to *** except probably interconnected with top crack.
- a. ,
TABLE 2 - SUMMKiY OF CRACKS EAST SIDE OF RCB Top Crack Presence of Subsurfree Cracks (See Notes) Bottom Crack Middle Crack Test Length Depth (ft.) Family Below Through amily Crack I.D. Lines (exposed) Spacing Bottom Re-bar Bottom Re-bar Inclination Min Max Average Ae 4 6'- 0 1 1 1 * *
- vertical IG Be-Ce 5 6'- 0 1 4 3 vertical 9 * *
- vertical De 2 4'- 1 1 1 le 2 3'- 0 3 3 3 * *
- vertical Average 2 1J0' Ee 4 4'- 6 * *
- vertical IIo 1 1 1 Pe 8 12'- 0 2 10 6 * ***
- vertical Average 4 +13' IIIe He 5 6'- 0 2- 3 2 ** * ** vertical Je 5 7'- 0 2 4 3 *** * ** vertical Le 8 13'- 0 3 12 7 *** **
- vertical Average 6 1J1'
** ****
- vertical IVa Ke 15 26'- 0 4 12 8 1J6' Del 3 4'- 0 1 1 1 * *
- vertical Va De3 15 23'- 0 1 6 3 vertical De4 5 10- 0 1 1 1 * * ** vertical Average 2 1J5' lote 3: *None
** Presence of crack is not probable since only at one or two test line location (s).
*** Presence of crack is probable since indication at several test locations but not interconnected with top crack.
****Similar to *** except probably interconnected with top crack.
TABLE 2 -
SUMMARY
OF CRACK 3 EAST SIDE OF RCB (C:nt'd) Top Crack Presence of Subsurface Cracks (See Notes) Bottom Crack Middle Crack Test Length Depth (ft.) Family Below Through Pamily Crack I.D. Lines (exposed) Spacing Bottom Re-bar Bottom Re-bar Inclination Min Max Average VI9 De5 17 24'-0 1 10 3 *** * *** vertical De6 5 7'-3 2 6 4 ** *
- vertical-Average 4 De7 9 128- 0 1 6 3 * ** *** vertical VIIo De8 8 10'- 0 1 3 2 * *** *** vertical De9 11 15'- 0 1 5 2 ** * *** vertical Average 2 lotes: *None
** Presence of crack is not probable since only at one or two test line location (s).
*** Presence of crack is probable since indication at several test locations but not interconnected with top crack.
****Similar to *** except probably interconnected with top crack.
- a. .
TATIE 3 - SUMMAT.Y OF CRACKS C.ENEATH RCB Correlation Spacing Arack I.D. with 1977 Mapping Depth Inclination ~ @ C.L. RCB Remarks None 6 (Note 1) Variable vertical All cracks are inter-18' mittent, based on NDT evaluation and 1977 None . Mapping Data. 2 (Note 1) *
- 12' 1 Yes 9'
7 Partial " " 6' 3 " " Yes 9' 5 " " Partial 13' 4 Yes " " Average Spacing = 11' N to 1 - This crack was not identified during 1977 mapping of cracks beneath RCB.
TAILE 4 - SUMMA".Y OF CRACKS IN*RC3 WALLS Crack I D.- Test Lines Maximum Dept of Penetration (ft.) Inclination' Remarks RC3 1 3 1 Perpendicular Wall thickness =.10'- 0; to wall surface
.RC3 2 3 1 *
- RC3 3 3 1 *
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NONDESTRUCTIVE 1EST EVALUATION 0F BASE MAT CONCRETE WATERFORD NO. 3 LOUISIANA' POWER' AND L.lGHT CO. D 1 _~ wee,--,-
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MONDESTRUCTIVE TEST EVALUATION OF BASE MA'T CONCRETE AT WATERFORD NO. 3 LOUISIANA POWER AND LIGHT COMPANY ( by muenow and associates, inc. charlotte, north carolina . e D ( .
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.PAGE NO.
I. INTRODUCTION 1 II. SCOPE 2 III- StM1ARY OF TEST RESULTS 2-4 IV. TEST PROCEDURES 5 TEST PROCEDURE CALIBRATION a) INSTRlNENTATION 6-7 b) DAILY FUNCTION 8-10 c) DRAWINGS NUMBERED 1,2,3,4,5,6 10-15 V. BASE MAT INSPECTION LOGISTICS 16 a) TEST LOCATIONS 17-21 b) DRAWINGS NtNBERED 7, 7a, 8, 8a, 9,10,11,12; 13,15 VI. TEST LOGISTICS a SPECIFIC METHOD OF BASE MAT INSPECTION WITH 45* TRANSDUCER 22-27 b SPECIFIC METHOD OF BASE MAT INSPECTION WITH 60* TRANSDUCER 28-32 VII. TEST DATA a) CONCRETE QUALITY 33-35
- b) EXPLANATION OF RANDOM REFLECTORS 35-36 c TABULAR AND GRAPHIC TEST DATA FOR 45' TRANSDUCER - BASE MAT 37-270 d TABULAR AND GRAPHIC TEST DATA FOR 60 TRANSDUCER - BASE MAT 283-333 ,
e TABULAR AND GRAPHIC TEST DATA FOR 45 TRANSDUCER - EVALUATION 334-345 0F SURFACE INDICATIONS ON RCB WALL f) DRAWING NtMBER 14 VIII. APPENDIX NO. 1 PROGRAM FOR NDT EVALUATION 346-348 IX. APPENDIX NO. 2 TEST PROCEDURE 349-357 X. APPENDIX NO. 3 DAILY CALIBRATION RECORDS 358-379 XI. APPENDIX NO. 4 RESUME OR QUALIFICATIONS AND EXPERIENCE - MUEN0W AND 380-390 ASSOCIATES, INC.
- Note each report contains an extra set of RCB test data on pages 271 to 282
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mannias ne monocsrauenvc restmo so.o numeurr on. cnamonc.noarn caaoua4 asta - pool an461 DON S422223 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE AT WATERFORD NO. 3 LOUISIANA POWER AND LIGHT
- BY RICHARD A. MUENOW, P.E.
INTRODUCTION An investigation, utilizing the technique of low frequency pulse echo
. concrete nondestructive evaluations (NDT), was conducted at Waterford No. 3 of the Louisiana Power and Light Company, during the period June to September,
- 1984. Our investigation had the specific purpose of determining depth, o orientation'and width of possible internal discontinuities in certain areas-1 L of surface cracking visually apparent on the surface of the base mat. All
- field work and data interpretation was supervised by Richard Muenow of Muenow and Associates, Inc.; a resune of experience is attached as Appendix No. 4. The specific program for NDT evaluation is included in Appendix No.1.
l L SCOPE OF BASE MAT NDT EVALUATION / As a result of the July 10, 1984 meeting, including the NRC, LP&L and E8ASCO. it was decided that a NDT evaluation of possible internal discontinuities
. associated with certain areas of base mat surface crack indications be conducted.
Our program of evaluation utilized the pulse echo technique of concrete inspection which is described in following sections of this report. Our investigation in-cluded the use of straight beam transducers and transducers with receiving angles 1
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of 45 and 60 degrees. O degree transducers define certain values associated i e with propagation of sound through the base mat concrete. The 45 and 60 degree ) transducers, using that data, evaluate the presence and location of internal discontinuities propagating downward from the base mat surface. The program . included the evaluation of 25 surface indications, oriented generally in an East-West' direction of the west side of the Reactor Containment Building (RCB). One surface indication oriented northwest-southeast and propagating outward from the northwest quadrant of the RCB was also tested on the west side. On the east side of the RCB,12 surface indications oriented generally east-west and 3 surface--indications oriented northeast-southwest were tested. In addition, 4 indications were evaluated on the surface of the RCB exterior wall in the
-northeast quadrant. A calibration area was established in the northwest corner of the base mat. This calibration area served as our standard for daily ver-ification for' test evaluation of the pulse echo instrumentation.
S MtARY Based upon our nondestructive testing program at Waterford No. 3, the most significant findings are as follows: l 1. Base mat cracks, specifically identified for evaluation during this investigation, are essentially vertical in orientation. There is no evidence of diagonal (shear) cracks; either occurring singularly I i or as a connection between two individual cracks within the areas investigated. Crack depth is variable, and ranges from less than one foot in depth, to as low as the reinforcement mat on the bottom of the base mat. if i 2
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- 2. All cracks are tight and are estinated less than 7 mils in width. On the surface, crack width measurements appear to be in the range of 3 to 5 mils. No significant seepage of water from the cracks was found during the time period of our investigation. .
f
- 3. . Test data indicates there were no significant voids and/or i.
honeycombs found in the mass of the base mat and concrete consolidation is adequate and good.
~
! 4. - 25 surface indications, oriented essentially East / West, and 1 surface indication oriented northwest / southwest were evaluated on the west side of the RCB: of this neber,10 including the ! diagonal surface indicator revealed noncontinuous and variable ( depth internal discontinuities to the region of the lower layer of reinforcement steel. i l
- 5. 12 surface indications, oriented essentially East / West, and 3 1
- surface indications, oriented northeast / southwest were evaluated l on the East side of the RCB; of this neber, 9 including 2 of l .
l the diagonal surface indicators; revealed noncontinuous and variable depth internal discontinuities to the region of the lower layer of reinforcement steel. i 6. ICT tests under the RCB indicates the presence of 7 internal i discontinuities with sufficient length and aerial surface to be ( 3 l . C- ._
mapped; all 7 are classed noncontinuous and variable depth extending to the region of the-lower layer of reinforcement steel. 5ix of the internal discontinuities coincide with ! visual surface cracking on both the east and west sides of the RCB. The seventh indication does not extend beyond the RCB diameter. Location of cracks under the RCB were identified to be in the vicinity of surface inoications as visually mapped in 1977.
- 7. 4 surface indications in the northeastern quadrant of the RCB wall were evaluated; of this number no internal discontinuities greater than 1 foot in depth were indicated.
- 8. Test data indicates that base mat concrete ranges in strength from 5000 to 7000 plus PSI and exhibits good to excellent density characteristics.
l k
TEST TECHNIQUE , j I' The theory of pulse echo nondestYuctive testing for the evaluation of concrete and concrete structures is based upon Snell's Laws of Reflection and Refraction. This law states that as mechanical energy (sound waves) propagate through a meditsu, a portion of the energy will be reflected as changes in density are encountered. These changes in density can occur as the opposite side of the structural member, internal discontinuities such as cracks, voids, honeycomb and lack of consolidation within the concrete mass and/or associated with the reinforcement steel system. Data from the pulse echo NDT system will identify internal discontinuities as to nature and characteristics 'and will delineate aerial extent and depth within individual members. A value' of pulse velocity is also obtained, which is a measure of speed with which a sound wave propagates through a meditsu. This value of pulse velocity is then correlated g to a coefficient of concrete unifonnity and insitu compressive strengths (PSI). For test procedure see Appe'ndix No. 2. VARIATIONS TO STANDARD TEST PORCEDURE UTILIZED AT WATERFORD NO. 3 l Pulse echo investigations to detennine crack depth and orientation are conducted with transducers designed for that specific inspection requirement. 1 I The Waterford No.1 base mat study utilized tran91ucers with receiving angles of 0 to 60 as measured from the perpendicular. These transducers are co ct- 1ectric ceramic crystal mounted inside a stainless st ;1fic angle of refraction which depends upon the w i pagation through the concrete and transducer housing., Dr. ustrates the fuction of each transducer employed; 0*-45'- 60' sn the perpendicular. 5
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' MUENOW AND ASSOCIATES..INC. -CHARLOTTE NORTH CAROLINA .-
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; CHARLOTTE, NORTH CAROLINA I
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Utilizing pulse echo test techniqu2 for dstermining depth and orientation of internal discontinuities is accomplished by detennining an average time of propagation, such as microseconds per unit measure of travel for the particular concrete under investigation. The'i by triangulation a calculated point location of an internal reflector is established relative to a series of fixed points located on the base mat surface. This data is then, if necessary, subjected to a data processing program which performs a regression analysis, curve fitting and separates multiple reflectors occurring from a single test location based upon times of arrival. A regressio:1 analysis was not performed on the data included in this report because of the well defined , nature of the raw data. See Drawing No. 2 for illustration of test technique for both 45' and 60' transducers. TEST-PROCEDURE CALIBRATION INSTRUMENTATION - DAILY FUNCTION INSTRUMENTATION ! Portions of the pulse echo equipment which are used for timing are l calibrated by an authorized agency and are traceable to the bureau of Standard under the following specifications: TM504, TG501 Opt. 1, SG503, DM501, PG506, l P912690, B010277, B0052314, B0093084 and B031780. Pulse echo instrunentation used at Waterford No. 3 were calibrated prior to site work and were recalibrated during the field work on July 26, 1984. See drawing number 13 for location of L calibration area. DAILY FUNCTION Daily calibration of instrunentation was accomplished by a series of test , patterns designed to evaluate timing and amplifier circuits for reliab'ility and reproducibility. One series of tests, for the 45' transducer, analyzed a 7 L-
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GENERAL LOCATION OF CALIBRATION AREAS y Test on Construction Joint .. 60* Trans. Test 8 to 140 ft. into Base Mat Edge MUENOW AND ASSOCIATES, INC. 1 (3) 45' Trans. Test into Base Mat Edge CHARLOTTE, NORTH CAROLINA (4) 100 Test Location Survey 9 w
l signal transmitted into and reflected from a construction joint with a typical i
" key" configuration. A second series of tests, for the 45' transducer, analyzed
( a signal transmitted into and reflected from the edge of the base mat for horizontal distances to 20 feet. See Drawing Nos. 3 and 4 for 45' transducer calibrations. - A thinf series of tests, involving the 0* transducer, analyzed a series of 100 test locations to determine the range of propagation times (microseconds per unit of measure) which could be expected in a 1200 cubic foot volune of base sat concrete. This series of pulse echo tests established the average sound propagation transit time for all subsequent calculations. The averaae transit time utilized for Waterford No. 3 studies was 71.2 microseconds per foot, rounded to 71, with one standard deviration was 3.11. See Drawing No. 5 for 100 test location transit time variability. ( Daily calibration was accomplished with the 60' transducer for timing and , amplifier circuits involving reliability and reproducibility. The 60' transducer series of tests analyzed a signal transmitted into and reflected from the base. mat edge at distances from 8 to 140 feet; see Drawing No. 6 for an illustration of test parameter. See appendix number 3 for daily calibration records. BASE MAT INSPECTION TEST LOCATIONS Relating back to the basic purpose of our investigation,"as stated in the
- introduction portion of this report; "detennine depth, orientation and width
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j EDGE TESTS WITH 45' TRANSDUCER DRAWING NO. 4 1 MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA i LSUISIANA POWER AND LIGHT WATERFORD NO. 3
1 2 3 4 5 6 7 8 9 10 A Line No. Average Microsecond Transit Time / ft 8 1 79 80 81 77 74 73 69 68 67 69 C 2 74 67 68 69 70 72 68 69 71 73 D . 3 69 70 69 70 69 68 69 70 71 72 l l E
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F 5 73 80 67 72 73 74 74 74 73 70 ; G i 6 74 68 68 71 70 73 73 73 74 68 : y H 7 73 70 69 68 71 74 68 68 76 70 ,' w . J 8 71 72 70 71 74 73 67 69 75 68 5 K 9 69 70 80 68 68 72 68 70 68 69 .! t 0* Transducer 10 68 71 74 71 71 69 68 71 70 70 l o e i e o e i o i I e i l
) Average transit time per ft. 71.2 ms (
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j Mjnimtsn transit time per ft. 68.0 ms i a o t 1 1 p h h f Standard Deviation 3.1 ms d " ( l Coefficient of Variation 4.0 ms = Microseconds 100 TEST LOCATION PROGRAM TO DETERMINE THE AVERAGE TRANSIT TIME IN MICROSECONDS PER FOOT WITHIN A 1200 CU8IC FOOT VOLUME OF BASE MAT CONCRETE - DRAWING NO. 5 ,
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l DISTANCES OF 8 to 140 FEET i ! l. l '. ' i j DRAWING NO.' 6 i !I MUENOW AND ASSOCIATES. INC. I CHARLOTTE NORTH CAROLINA l LOUISIANA POWER AND LIGHT WATERFORD NO. 3 i i l
cf'possible internal discontinuities in areas of surface cracking visually apparent on the surface of the base mat", test locations were established mainly to evaluate surface indications oriented in an East / West direction in , base mat concrete placements designated 7A-8A-5A-2-6-1-78-8B and 5B. See LP&L Figure 2.5-118 - Concrete base mat placement dates designated drawing number.15. - Additional test locations, to those already identified, were established in base mat concrete placements 78 and 5B to evaluate the depth, orientation and width of internal discontinuities in the vicinity of surface indications radiating out from the RCB in a diagonal direction. Surface indications in placement number 78 are generally in a southwest / northeast orientation while the one surface indication evaluated in placement SB was oriented in a northwest / southeast direction. As a further study, four surface crack indications located in the northeastern quadrant of the RCB wall were evaluated for depth and orientation. This test series was conducted indentically to those tests on the base mat with the singular exception that the transducer was placed a distance equal to wall thickness, as initially slip form cast, away from the surface indication.
- See the following drawings for description:
Drawing No. 7 - Location of Surface Indications and Identification System for West Side of RCB t Drawing No. 7a - Location of Surface Indication and Identification for West Side of RCB i l l 15
Drawing No. 8 - Location of Surface Indications and Identification System for East Side of RCB Drawing No. 8a - Location of Surface Identications arid Identification System for Diagonal Indications for East Side of RCB PRECISION STATEMENT There are two levels of precision involved with a nondestructive evaluation of concrete structures. One level, concerning electronic timing, amplifiers and general perfomance, is covered by a calibration program conducted by authorized maintenance facilities traceable to the Bureau of Standards. The second level concerns the recognition that sonic energy propagates in an ever increasing cone shaped configuration and reflected energy is received from a surface _as oppos~ed to a point. At a frequency of 50 KHZ _ the sonic divergence cone is approximately a 1 foot diameter cone for 7 'to 8 feet of propagation. With the 45 degree evaluation this equates to virtually no divergence at the top of the slab, and approximately 2 feet divergence at the bottom of the l l slab. In terms of data interpretation, this means that any internal 1 discontinuities between 10 and 12 feet below the base mat surface will be located within that 2 foot diameter circle. l-With the 60* transducer the precision with which an internal discontinuity can be located depends upon a 4 to 5 foot diameter circle, at distances involved with this investigation, but is enhanced by the additional data interpretation
- of frequency content and amplitude. In tems of data interpretation, this means l
l L i 16
1 I MUENOW AND ASSOCIATES, INC. * ' CHARLOTTE, NORTH CAROLINA , LOUISIANA POWER AND LIGHT WATERFORD NO. 3 : ( , I y u X y -
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- 17
MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 rw Ssuthwest corner of } Fuel handling building _ (
-.a i i WEST D GONAL StRFACE IND TION -(
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- Scale: 1/8" = 1.0' l ..
! DRAWING NO. 7a (. LOCATION OF SURFACE INDICATION '( AND IDENTIFICATION SYSTEM FOR DIAGONAL INDICATION WEST SIDE OF RCB l 18
MUENOW AND ASSOCIATES, INC. ' CHARLOTTE, NORTH CAROLINA
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LOUISIANA POWER AND LIGHT WATERFORD NO. 3 (
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MUENOW AND ASSOCIATES. INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD N0.3
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.that any internal discontinuity within the 12 foot base slab is located within that-4 to 5' foot diameter circle, and is further defined as to physical l-characteristics by the frequency component and amplitude.
FREQUENCY CONTENT AND AMPLITUDE Low frequency sonic testing, pulse echo, is accomplished with energy containing a wide frequency band; usually approximately 1 to 100 KHZ - Frequency shifts and attenuation of this sonic energy is affected by physical chaiacteristics of the particular concrete within which it propagates.
~
However, 1 experience has shown, that most concrete having densities in the range of 150 pounds per cubic foot and having attained compressive strengths excess of 4000 to 4500 PSI have very similiar acoustic characteristics. In addition,
~ experience has shown that not only does internal reflector surface size l
l control the amplitude of the reflected energy; but additionally, reflector
-size will also cause frequency shifts (alterations) in the frequency component of the reflected energy. In terms of data interpretation this means that for a 4. foot diameter reflector a 100% amplitude energy level is recorded and calibrated from tests against the edge of the. base mat for any specific path length. In conjunction with this, the frequency content will vary with j reflector surface; the higher frequencies attenuating from 100 KHZ to 20 KHZ for a reduction of 50% in the reflector surface area, corrected for path distance.
l This measurement techniques have been verified by concrete removal and coring at Marble Hill,'Callaway, Peach Bottom, Comanche Peak and Monticello. ! 21 1
t SPECIFIC METHOD OF BASE MAT INSPECT 10N WITH 45 TRANSDUCER The basic concept of detemining depth and orientation of internal reflectors by time measurements and geometric triangulation is best illustrated by referring to drawing ntsnber 2; " Test Technique for Detemining Internal Reflector Depth and Orientation with 45* Transducer", and drawing ntsnber 9; which details the layout of test points, on the surface of the base mat, in relation to individual surface indications.
~A step by step description of this piethod is as follows:
- 1. By visual means, all surface indications on the base mat, are outlined in detail and identified for the permanent record.
- 2. Each surface indication is measured for horizontal length and distances away from nearby reference points; such as the RCB
, and column line intersections.
- 3. One surface indication is then chosen for an evaluation of possible internal discontinuities related to its visual appearance.
l Selecting the initial surface indication for evaluation is usually l based upon isolation (not associated with any other surface j- indications) and as short as possible in horizontal length. I l
- 4. The chosen indication is then outlined in paint or other semi l pemanent material.
l l 22 i l
- 5. Lines are established on 18 inch' centers perpendicular to the t _ surface indication for the horizontal length of the indication.
These lines extend outward from the surface indication in both directions for a distance equal to the thickness of the member under test.- In the case of Waterford No. 3, the nominal thickness of the base mat is 12 feet; so the individual test lines extended outward in both directions from the surface indications 12 feet. Along this 12 foot test line individual test points are established on j 1 foot centers. For clarification refer to drawing number 9.
- 6. All measurements of the surface indication and individual test 1
numbering sequence are made from the RCB outward, and are designated as tests from NORTH to SOUTH or SOUTH to NORTH. See drawing number 10.
- 7. For the first test on any test line the 45* transducer is placed on the appropriate test mark being aimed towards the surface indication; the sonic wave producer is then located the same distance away from the surface indicator and within a 4 inch diameter circle from the center of the 45* transducer. 'Our test procedure calls-for placement within 1 inch; the variation was necessary at 'faterford No. 3 because 1
-we used more powerful sonic wave procedures (heavier springs) which caused long term ring down time and by increasing the distance between transducer and hammer the ring down did not interfer with the data processing.
l l s l 23
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l MUENOW AND ASSOCIATES. INC. CHARLOTTE. NORTH CAROLINA LOUISANA POWER AND LIGHT - WATERFORD NO. 3 . i i Test lines perpendicular to surface indication and spaced 18 inches c/c. I ! Test locations are 12' feet on r both sides of surface indication. i j
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- DRAWING NO. 9 4
j TYPICAL TEST PATTERN TO DETERMINE j DEPTH AND ORIENTATION OF INTERNAL REFLECTORS 1 i i .
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3 >5 5" r- 3. \ 5E 1 50 G ; ( cG n E5 Test Direction g-Test Line w Numbers i Individual Test Ntmiber,s DRAWING NO. 10 LOCATION AND NUMBERING SEQUENCE FOR PULSE ECHO TEST POINTS ON SURFACE INDICATIONS e
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- 8. The test is performed by " firing" the sonic wave producer and interpreting the data which appears on the storage CRT of the i pulse echo equipment. Data from any individual test point is processed and recorded manually. At some point in time, usually after several test lines have been evaluated on the same surface indication, the infomation is subjected to data processing to identify trends and patterns and random reflectors.
- 9. Depending on the depth and orientation of an internal discontinuity, more-testing may be conducted from the opposite side of the surface ,
indication on any given test line. In the case of Waterford No. 3, tests on any given test line in a NORTH to SOUTH direction resulted in sufficient data of extremely high confidence, based on reproduci-bility; so that only 50 percent of the SOUTH to NORTH test locations had to be evaluated for confimation of test indications. However, as a result of repeated reproducibility testing, at least 75 percent of the SOUTH to NORTH 'st locations were evaluated.
- 10. As the testing progressed and the volume of data increasing revealed multiple internal reflectors from many individual test points,'the frequency of data processing increased to twice daily for identification of trends, patterns and random reflectors.
4
- 11. Testing continued on a systematic basis from one test point to another and from test line to test line. This procedure was interrupted whenever data processing requires confimation of random internal reflectors.
26
- 12. Test data from the 45' transducer test program is presented in the form of four items, as follows:
a) Crack Depth and Orientation Data Sheet - This table of data gives the actual microsecond reading from any
-individual test point to reflectors within the base mat.
b) Crack Depth and Orientation Calculations - This is a computer print out of the actual microsecond reading at individual test points, horizontal and vertical co-ordinates to that reflector and the degrees of angle
- that a line connecting that point and the surface o
indication will make with a perpendicular plane originating at the surface indication. t c) Crack Depth and Orientation Graphing -~ This _is a computer print out of each individual horizontal and vertical co-ordinate with an ' engineering judgement of crack depth and orientation drawn in on each graphic representation. The horizontal line at depth 10 feet locates the top of j bottom reinforcement steel. l l~ d) Identification of Random Internal Reflectors - This is a tabulation of crack and reflector identification with an engineering judgement as to origin of reflecting surface. 27 L'
SPECIFIC METHOD OF BASE MAT INSPECTION WITH 60* TRANSDUCER ( The basic concept of determining depth and orientation of internal reflectors by time measurements and gaometric triangulation with a 60' transducer is illustrated by referring to the following drawings; t Drawing No. 2 - Test Technique for Detennining Internal Reflector Depth and Orientation With 60* Transducer i Drawing No.11 - Test Locations for 60' Transducer t Drawing No.12 - Test Line Identification for Crack Depth ' l and Orientation Data Sheet With 60* Transducer ' ( A step by step description of this method is as fo'llows:
- 1. A grid system of test locations is established and asstaned to be 1
perpendicular to the internal discontinuities which are to be identified. Location of these test points is contingent on " space available" in an area continuously open allowing' for a grid system which will be both perpendicular to and parallel with the intended internal discontinuities to be identified.
- 2. In the case of Waterford No. 3, the test grid points were established on the base mat inside the fuel handling building at a horizontal distance of 105 to 140 feet, on 5 foot centers, away from the East /
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. CHARLOTTE, NORTH CAROLINA - '
LOUISIANA POWER ANG LIGHT- WATERFORD NO. 3
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! TEST LINE IDENTIFICATION FOR' CRACK DEPTH AND ORIENTATION DATA SHEET WITH 60* TRANSDUCER { l l 105 4 + 4- + + + 4 4 + + + 4- - - 110 +444
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l 120 4.44.4 + + 4 +. + + 4 4 4. .g. .+. I 125 +. - 4 4 4 4 4 4 4 + + 4 + +4 t. l DO +4+4 t + 4 4 + + + 4. + + 4 135 4. + + 4 4 4 4 .t. 4 4 + 4. + 4. +. 140 L&4 4 4 4. + 4 4 4 + +44 4-De 30e40e50e 60e 70e 75e 77 75 70 65 60 50 40 0 DRAWING NO. 11 l
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i i ' EM GNGRLINE - l .I f . 1 I TESP IOIPCS - REIATES RCB - i 10 MEP MOf EM GNI1!RLINE l (140 Fr. - 105 Fr.) . j . i I I I1 e h op sm BASE MAT Ar EM CENTERLINE i ! 30 TESP PATH Scale Icm.=10ft. i . I MtENOW AIS ASSOCIATES, INC. M ARIDITE NOR M CAROLINA IOUISIANA ICER AfD LIGRP WKHiRIORD NO. 3
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POWESTRILTIVE EVAIEATIN OF BASE M#r CCfEREFE GACK DEPTH AIO ORIENFAFIN DATA SREEP JIKX-A110 TNT 1984 DRAWING NO. 12 i
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West center line of the RCB and extending the entire diameter of the RCB on a variable spacing. l 1
- 3. Note - 60*.transdacers are used in this test application rather than 45' transduce'rs, because of decreased attenuation characteristics due to shortened paths of sound energy propagation.
- 4. With the 60' transducer, in addition to measuring the transit time l- from an internal reflector, measurements of the reflected energy are l also made in terms of frequency content and ampititude. This additional data is required because reflections from these angular distances (122 to 162 teet) are an average from a relatively large reflecting area as opposed to reflective energy from a 45' transducer, 1
.only 15 feet away, which is considered a point reflector. '
l 1
- 5. - As with the 45* transducer, the 60* transducer is placed on any individual test point and aimed at the imaginary perpendicular reflector; the sonic wave producer is placed in the same vicinity as with the 45' transducer test. However, at this point the test progren includes at least 5 more " firing" of the sonic wave -
producer while the 60* transducer is rotated approximately 15', on both sides of 0*, to determine a minimum frequency shift content 1 and attenuation. l
- 6. Due to the relatively long sound propagation distances involved at Waterford No. 3 with the 60' transducer, a system of electronic l
l M
transit time gating is used to clarify data as present on the ( storage CRT. This gate system is set up by making an initial pulse echo test at the maximun distance expected away from the imaginary l
- i. reflector. The data is then subjected to an electronic reader which assigns. transit times to the multiple reflectors encountered.
Gating of transit times is then employed to *S% of each reflector with individual reflectors being present on the storage CRT with an expanded time scale. i
- 7. Frequency content and attenuation measurements are used to correlate
'I continuous and/or noncontinuous reflecting surfaces.
i
- 8. Test data is presented in the form of three items, as follows:
O a) Crack Depth and Orientation Sheet - This tabulation identifies the reflector as cracks numbered 1 to 7, gives the microsecond time from reflector and the horizontal distance to the reflector measured horizontally from the 105 foot test line. l b) Crack Depth and Orientation Graphic Sheet - These illustrations give the location of each reflector; solid line denotes positive identification, dashed line denotes an interpretation that the L reflector is noncontinuous. m L @
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( l . , r a L c) Plan View of Crack Locations - This drawing illustrates. ' a (- ( l the location of each reflector. l .- ! ~ TEST DATA - Concrete Quality , As stated in the Test Technique section of this report, pulse echo 4 m t i nondestructive testing will generate data relative to concrete unifonnity and insitu compressive strength, in addition to detecting and locating l- internal discontinuities. l' Data from the 100 test area, see drawings numbered 5 and 13, relates microsecond readings for transit time through the 12 foot thick base mat. It must be noted that we assumed a constant mat thickness, and in reality the base sat thickness can vary as much as 3 inches. In addition, if the , l mod mat (which was placed using 5000 PSI concrete trail batches) is bonded
.(
to the structural base mat, then actual mat thickr.ess could be between 12 and 13 feet. This variable thickness accounts for the minor increase for the coefficient of variation above normal. However, the transit times indicate
- l. the following:
l l a) Average transit time is 71.2 microseconds per foot b). High transit time is 80 microseconds per foot c) Low transit time is 68 microseconds per foot l d) One Standard Deviration is 3.14 microseconds ( e) Coefficient of Variation is 4.0%*
*H.N. Tomsentt - Magazine of Concrete Research, Volume 32, No.110, Published >
by the Cement and Concrete Association of England states: "A coefficient of variation of 2.5 can be expected in measured pulse velocities (microsecond transit times per foot) for routine concrete placements".
lif / Relating transit times to compressive strength values (PSI) is accomplished by destructive testing. Cores are taken and/or cylinders are made (using i identical mateEials), transmit times are measured imediately prior to core anJ/or cylin' der testing to failure in compression and a velocity versus
, , strength correlation is established. This procedure was not conducted during the current base mat evaluation program; however, a correlation program was cbnducted at Waterford No. 3, during previous test programs involving 'the dome
./
-ring beam concrete ar.d on the base mat concrete early in the construction cycle. Velocities measured during prior correlation program were in the range of 13,000 to 14,700 feet per second; which are identical to velocities measured in the base mat concrete at this time. These velocities correlate to strengths in the 5000 to 7000 plus PSI range.
According to ACI Recomended Practices and Industry Standards, the unifomity of this concrete would be classed as nomal; while the insitu compressive strengths exceed the design criteria. Reference ACI Monograph No. 2. Crack width measurements are conducted in a comparison type test and reveal i only an estimate, as compared to an actual measured value. Experience with this test technique at Marble Hill, Callaway and other concrete structures; indicates an accuracy of approximately 20% in the 5 to 15 mil range as verified by concrete removal and cores. With O' transducers, crack widths are estimated as a ratio of reflective energy between the internal reflector and the back wall reflector. With the 45* transducer crack widths are estimated as a ratio of reflective energy between the internal reflector and a false back wall reflector of given amplitude. Crack width measurements were made on the following surface 34
indications, J-L-M-P-T Diagonal West-Ke-le- and Fe, at depths of 1-2-4-7-9 (' and 11 feet. Test data indicates that the maximum estimated crack width did not exceed 7 mils. Measurement of surface exposure of crack L showed it to be in the range of 3 to 5 mils. i l EXPLANATION OF RANDOM INTERNAL REFLECTORS f l l GENERAL STATEMENT: This summary, of internal reflectors, will explain the cause of those reflectors, which according to timing characteristics and related orientation, are not associated with specific patterns. Statements concerning these random internal reflectors are based upon a complete review of "as built" drawings for minforcement steel and embedment, conversations with various superintendents, foremen and current on site personnel familiar 1 j with actual construction procedures. -Our review also included a detailed i study of all pertinent construction photos. L e i I L 1 l 1 l _. ,, . . . _ - - . - . - - - - . - - - - - - - - - ~ - - - - - - - - ' ~ ~ ' ' ' ' ~
IDENTIFICATION AND DESCRIPTION OF RANDOM REFLECTOR ORIGIN I REFERENCE NO. DESCRIPTION 1.. Reflector associated with localized lack of bond and/or minor volume of unconsolidated materials around reinforce-ment steel bars. (This designation includes the primary reinforcement steel, reinforcement support structures, primary embedments, construction oriented ear.bedments and utility embedmeots.
- 2. Reflectors from minor volunes of unconsolidated materials other than ass,ciated with designation 1 type reflectors.
- 3. Reflectors from volumes of material containing microcracks;
, which are defined as short, random and noninterconnecting
-(
discontinuities nonna11y caused from, but not restricted to; heat of hydration, concentrations of cement matrix l l . and limited nonunifonnity of materials.
- 4. Positive identification difficult due to congestion of lower layer of reinforcement steel and/or embedments at bottom of base mat. These reflectors represent areas of localized lack of bond, thermal stress cracks and/or cracks propagating from the bottom of the slab in an upward direction.
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3900 HUNTCUFF 04. CHAROTTE. NORTH . AROUNA 3211 ( 00413774041 D04)5422223 i l DESCRIPTION OF 45' TRANSOUCER INTERNAL REFLECTOR DATA 8-g-84 -NT S 45* TR A DATE: CRAgID DUCER nR, 9 7 8 MS TO VERT 106 Q LINE 1 0.85 0 0.15 i 10.12 / 3 Crack ID A = Crack Identification A (See Drawing No. 7) @ Date: 8-30-84 = Date of final computation. N to 5 = Test direction was from North to South. , @
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MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA IDUISIANA POWER AND LIGHT WATERFORD NO. 3 g-NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. A DATE : 8-30-84 N to S 45 dag TRANSDUCER
'! ESP # 1 2 3 4 5 6 7 IS to VERD 106 - 212 8 9 10 11 22 318 425 530 C6 742 848
- 955 2060 1166 3Z12 90 0 320 0 0 610 0 840 0 0 0 0 1218 1 0.85 0.00 3.02 0.00 0.00 5.75 0.00 0.15 0.00 0.02 0.00 7.92 0.00 0.00 0.00 0.00 0.00 0.25 0.00 0.0B 0.00 0.00 0.00 30.32 0.00 0.32 0.00 0.00 2.48 0.00 0.00 0.5B 0.00 0.00 0.00 0.00
- 90 32 0 0 0 0 0 0 0 3060 1170 0 IItE 2 0.85 L84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.25 0.36 0.00 0.00 0.00 9.99 11.03 0.00 30.32 0.00 0.00 0.00 0.00 0.01. 0.03 5.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.16 0.00 5 0 0 440 0 640 840 800 0 0 0 0 I2tE 3 0.80 0.00 0.00 4.15 0.00 6.01 7.92 7.54 0.20 0.00 0.00 0.25 0.00 0.00 0.00 0.00 0.00 0.03 0.92 0.46 0.00 0.00 23.92 0.00 0.00 2.2 0.00 0.32 0.00 0.00 6.62 3.47 0.00 0.00 0.00 0.00 80 380 0 380 540 0 0 0 0 1300 32fD 0
-I2tE '4 0.*15 L*10 0.00 L*JO 5.09 0.00 0.00 0.00 0.25 0.30 0.00 2.30 0.00 10.37 10.94 0.00 0.04 0.00 0.00 0.00 0.00 0.57
- 38.05 10.32 0.00 El.6L LQ3 0.00 0.06 0.00 0.00 0.00 0.00 2.05 0.33 0.00 60 3AO 310 410 0 610 *)00 640 0 0 0 0
.. II!E 5 0.57' L32 2.92 3.87 0.00 5.*15 0.43 0.6B 6.ED 6.C3 0.00 0.00 0.00 0.00 O.m 0.13 0.00 0.25 0.40 L97 y 37.52 27.26 LSL L99 0.00 0.00 0.00 0.00 0.00 2.48 3.47 38.05 0.00 0.00 0.00 0.00-4D ~230 0 440 0 0 .43D 0 0 2070 0 0
., II!E 6 0.57 1.23 -0.00 6 35 0.00 0.43 0.00 3.87 0.00 ~ 0.00 30.09 ' O.00 0.77 0.00 0.15 0.00 0.00 3.13 ~0.00 i 37.52 32.2B 0.00 0.00 0.00 0.09 0.00 0.00 2.2 0.00 0.00 ,19.04 0.00 0.00 0.50 0.00 0.00
' - ~ ~ ' 85 JfiB ~ 0 400 0 50 0 0 910 0 0 0 IIRE 7 0.80 L56 0.00 3.77 0.00 5.56 0.00 0.20 0.44 0.00 0.00 8.5B 0.00 0.00 0.00 0.23 0.00 0.44 0.00- 0.3) 0.42 33.92 ,?5.94 0.00- 3.47 0.00 0.00 0.00 0.00 1.50 0.00 0.00 2.81 0.00 0.00 0.00
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NUENOW AND' ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3
-( NONDESTRUCTIVE TEST EVALUATION OF BASE NAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. A DATE : ~ 8-30-84 N to S 45 deg TRANSDUCER 12E 10. 1 2 3 4 CRACK V INDICATIONV ON SURFACE VOF BASE-MAT YSLAB 1.0A )
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Horhontal Scale is 1.5~ Times the Vestical Scale
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IDE10, 5 6 7 9 CRACK v INDICATIONv~ON SURFACEvOF BASE-MAT SLAB V 1.0h 0 ' 2.0 - II I ' le 3.0 - i I 4.0 - o 5.0 - s.0h .. . l 7.0h . a.0 - I I 9.0h . 2o.01 . n.01 I I 22.0+l . I I I I I I
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IDENTIFICATION AND DESCRIPTION OF ., RANDOM REFLECTORS f LINE NO. CRACK !.D. TEST NO. EXPLANATION
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C 1/6 3 - C 1/7 3 ; C 1/10 4 I C 1/11 2 C 2/4 2 C 2/8 3 C 2/10 4 C 2/11 4 C 2/12 4 C 3/4 2 C 3/7 1 C 3/8 3 C . 3/10 4 C 3/11 4 (' , C 3/12 4 C 4/5 1 C 4/7 1 C 4/10 4 C 4/11 4 - C 4/12 4
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CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. E DATE': 8-30-84 N to S 45 dag TRANSDUCER-TE5r # 1 2 3 4 5 6 7 8 9 PS tzaVERP 106 10 11 12 212 338 425 530 636 742 848 955 1060 1166 1272 S 167 270 0 0 0 0 0 840 930 0 0 IDE 1 0.65 L57 2.S5 0.00 0.00 0.00 0.00 0.00 7.92 8.77 0.00 0.35 0.43 0.45 0.00 0.00 0.00 0.00 0.00 0.00 1.08 1.23 0.00 0.00 2 .24 15.12 10.12 0.00 0.00 0.00 0.CD 0.00 7.77 8.00 0.00 0.00 t l I i i N l 60
MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA i LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE. TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.~D. E -DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE}O. -1 CRACK V INDICATIONV ON SURFACEVOF BASE-MAT vSLAB
, 1.0 - -
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CRACK v INDICATIONv ON SURFACE vOF BASE-MAT vSLAB 2.0h 3.0 4.0 5.0h 6.0 7.0 8.0 - 9.0 10.0 11.0
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644TEmALS ANO Ps0*STRUCT;vt TtsTweG me urneuerOn. CMMILQTTT. HORTH CAA0UNA 38211 C043 3774044. Doel S42-2223 IDENTIFICATION AND DESCRIPTION OF RANDOM REFLECTORS LINE NO. 1 CRACK I.D. TEST NO. EXPLANATION
- E NONE NOTED
( b t See Identification and Description of Random Re* ectors Orgin Data PageNo._36 62
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MUEKW APO ASSOCIATES, INC CIWUDrtE, NORTH CAROLINA IDUISIANA TOWER AND 3rr UATERIQth if0. 3 P '~ NONDESrltUCTIVE EVALUATION OFl BASE MAT 00NCHETE .. to S 1 CRACK DEPTH AND ORIENTATION DATA SilEE ' JULY-AUGLET 1984 { CRACK IDENTIFICA'lON F OPERA'IOR R. A. MUENOW P.E. , INSIRtitENT 70.B542588 S to B
'EST 20. 1 2 3 4 5 6 7 8 9 10 11 12 l MSEC'IO 1. 106 212 318 425 530 636 742 848 955 1060 116G 127 LINE 20.1 68* 170 180* 360 460 540 660 0 IkiO 1040 1130 1250 l 0 230 215 510 610 0 0 0 5MO 1090 1200 1:i l
t LINE !D.2 70* 170 ' 265 j, 380 470 620 k NA NA NA NA NA NA
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O O O 505 610 610' O O O O NA N LINE 10. 3 75* '170 280 380 490 610 710 800 940 104 1100 11GO 140 230 310 500 500 0 0 950 960 1080 1200 13 75* 190 295 400* O O 440* LINE ?O.4 O O O O O
, O O O O O O O u O O O O O 85 190 295 390 NA NA LINE 10,5 NA NA NA NA NA NA 110 200 0 0 0 0 0 0 0 NA NA N.
LINE ?O. 6 70* 170 290 400 0 0 470 0 810* O NA . N
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MUENOW AND ASSOCIATES, INC. -! CHARLOTTE, NORTH CAROLINA 3 LOUISIANA POWER AND LIGHT WATERFORD NO. 3 ; NONDESTRUCTIVE ~. TEST EVALUATION OF' BASE MAT CONCRETE l CRACK DEPTH AND ORIENTATION CALCULATIONS
. CRACK I.D. F DATE : 8-30-84 N to S 45 dag TRANSDUCER
' M# 1 2 3 4 5 6 7 8 9 ID 11 16 to W 106 212 338 425 530 636 742 848 955 12 1060 1166 1272 e 1*10 180 360 460 540 660 0 950 1040 1130 1250 I2tE 1 0.64 L60 1."JD 3.39 4.34 5.G 6.22 0.00 8.96 9.81 10.65 0.36 0.40 1.30 0.61 0.66 0.91 0.78 1L79 0.00 0.04 0.19 0.35 0.21 29.24 13.92 37.52 10.22 8.S 10.32 7.12 0.00 0.2E L34 L86 LO4
~JO DO 25 3 10 470 62 0 0 0 0
, 0 0 IIIE 2 0.66 L60 2.50 3.58 4.43 5.85 0.00 0.00 0.00 0.00 0.00 0.34 0.40 0.50 0.42 0.57 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27.26 D.92 11.35 6.64 7.31 L51 0.00 0.00 0.00 0.00 0.00 0.00
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"15 DO 280 300 490 61D 710 800 940 1080 1100 1360 IRE 3 0.71 L60 2.64 3.5B 4.62 5.75 6.S 7.54 8.85 0.29 0.40 0.36 0.42 0.38 9.81 10.37 10.94 0.25
- 22. 2 0.31 - 0.46 -0.14 0.19 0.63 LO6 D.92 7.77 6.64 4.71 2.48 2.62 3.47 0.89 LI4 3.47 5.5 75 190 295 400 0 0 440 0 0 0 0 0 IDE 4 0.71 L79 2.*18 3.77 0.00 0.00 4.15 0.00 0.00 0.29 0.21 0.22 0.23 0.00 0.00 0.00 0.00 0.00 2.85 0.00 0.00 0.00 0.00 22.50 6.64 4.50 3.47 0.00 0.00 0.00 34.51 0.00 0.00 0.00 0.00 0.00
'85 190 295 390 0 0 ~0 0 0 0 0 0
' I2tE 5 0.80 L79 2.78 3.6B 0.00 0.00 0.00 0.00 0.00 0.00 O.20 0.21 0.22 0.32 0.00 0.00 0.00 0.00 D.92 0.00 0.00 0.00 0.00 0.00 0.00 6.64 4.50 5.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
'JO DO 290 400 0 0 470 0 830 0 0 0
. . I2tE 6 0.66 L60 2.73 3.77 0.00 0.00 4.43 0.00 7.64 0.00
.- 0.34 0.40 0.27 0.23 0.00 0.00 0.00 0.00 2.57 0.00 1.36 0.00 0.00 0.00 27.26 D.92 5.55 3.47 0.00 0.00 30.2D 0.00 10.22 0.00 0.00 0.00 l
4
, 64
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MUENOW AND ASSOCIATES, INC. CHARI4TTE, NORTH-CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE NAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. F DATE : 8-30-84 N to S 45 deg TRANSDUCER
- IDE N:l. 1 2 3 4 CRACK V INDICATIONV ON SURFACEVOF BASE-MAT SLAB v
1.0 h f. f 0 2.0 3.0 - - 4.0 - - 5.0 - - 6.0 - - 7.0 - -
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munau ne =0=0cs= cmc fc =2 39e9 MUNfCUFF OR CHAAL0ffL NORTH CamouMA mall D0el 3776 9048 S422223 IDENTIFICATION AND DESCRIPTION OF RANDOM REFLECTORS
, LINE NO.
CRACK I.D. TEST NO. EXPLANATION
- F 1/3 2
. F 4/7 3 F 6/7 3 F 6/9 1
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' gItXIISIANA IOFIJt ANDA m ASSOCIATES, INC- -
* '! ilfr CATERIGID NO. 3
!0NDESIRtLTIVE EVALUATION OF BASE MAT 00NC3EFE "*
CRACK DEPHI AND ORIENPATICE DATA SHEEP JULY--AUGLBP 1984 OtACK IDENTIFICATON G OPERATOR R. A. MLEWW P.E. INSTRtBENT !O.B542588 S to !% TEsr 20. 1 .2 3 4 5 6 7 MSEC TO l. 106 8 9 10 11 12 212 318 - 425 530 636 742 848 955 1060 1166 127: ! LINE 20.1 59* 150* 260 370 490 NA NA NA NA NA NA NA 140 240 310 500 540 0 0 0 NA NA NA NA { LINE ?O. 2 80 170 t 270 380 470 0 NA NA NA NA NA NA 110 250 0 0 0 0 NA NA NA NA NA / NA ! 80 140* 260* 370* h LINE ?O. 3 O NA NA/ NA NA NA NA 'i 80 110 150* 250
/200*
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t-l 0 . j MUENOW AND ASSOCIATES, INC.- CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. G DATE : 8-30-84 N to S 45 dag TRANSDUCER ESP # 1 2 3 4 5 6 7 8 16 to WRP 306 212 9 10 11 12 338 425 530 06 742 848 955 10E0 1166 1272 5 350 260 370 60 0 0 0 0 0 0 0 i DE 1 0.56 L41 2.45 3.49 4.62 0.00 0.00 0.00 0.00 0.00 0.00 0.44 0.5 0.55 0.51 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.5 22.50 12.62 8.34 4.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 80 17 0 710 300 470 0 0 0 0 0 0 0 DE 2 0.75 L60 2.5 3.5 4.43 0.00 0.00 0.00 0.00 0.25 0.40 0.45 0.00 0.00 0.00 0.42 0.57 0.00 0.00 0.00 0.00 0.00 0.00
- 38. 5 13.92 10.12 6.64 7.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 80 JA0 200 260 T10 0 0 0 0 0 0 0 I2tB 3 0.75 L32 L89 2.45 3.6 0.00 0.00 0.00 0.00 0.00 0.00
... 0.25 0.EB L11 L55 LSL 0.Q) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
- 38. 3 27.26 30. 2 32.28 23.43 0.00 0.00 0.C0 0.00 0.00 0.00 0.00
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80 3!D 250 250 430 540 0 0 0 0 0 0 . ,. IEE 4 0.75 L' 41 2.36 3.30 4.5 5.3 0.00 0.00 0.25 0.5 0.64 0.00 0.00 0.00 0.00 0.70 0.95 0.91 0.00 0.00 0.00 0.00
,, 38. 5 22.50 15.26 11.98 33.13 0.00 0.00 10.32 0.00 0.00 0.00 0.00 0.00 0.00 O WG
'. 5 9
68
MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA IDUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. G DATE : 8-30-84 N to S 45 deg TRANSDUC4R IDEN1 1 2 3 4 CRACK V INDICATIONV ON SURFACEVOF BASE-MAT SLAB tr 1.0 - - I
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12.0 - I I i I - North I-- Horizontal Scalle is 1.5 Times the kertical Scale . l IDE N1 CRACKv INDICATIONvON SURFACE vOF BASE-MAT. vSLAB 1 2.0 t . 3.0 4.0 h 5.0k 6.0 7.0 8.0$ 9.0 m.01 e u.01 12.0 I 69
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i 1001.9IANA 110WER AND . Jfr CATERIORD NO. 3 ' NorGX311tlK.TIVE EVAI,UATION OF BASE MAT 00NOEIE "I CHACK DEPI11 AND ORIENTATIOi DATA SHEET } JULY-ALXREP 1984 CRACK IDENTIFICA10N H { - OPERA'!OR R. A. nftEON P.E. INSIRtMENT PO.B542588 S to .5
~iisT 10. 1 2 3 4 5 6 MSEC 10 l. 7 8 9 10 11 12 106 212 318 425 530 636 742 848 955 10G0 116G 1272 LINE ?D. 1 80 170 260 350 440 540 610* 790 880 1000 1110 1200 6 7 110 220 240 500 540 660 0 0 0 0 0 0 80 190 290 390 470 590 740 LINE ?O. 2 *
* ~
0 0 0 1110 1200 ' 110 0 0 540 640 0 0 0 0 0 1240 13. 80 175 290 420 ' 490 LINE 10. 3 640 0 820 940 1030 1150 0 115 190 290 430 540 640 0 0 0 1100 1160 0 75* 180 280 400 480 600 720 800 940 1040 1100 0 120 215 0 0 0 u 680 770 890 970 1040 1200 0 LINE ?O. 5 75* 185 28C 390 490 61 0 1060 1150 1220 120 220 310 430 0 0 80 180 280 390 0 [O O 1060 1170 131 470 590 690 800 0 LINE !O. 6 1060 1140 1200 125 210 320 420 610 . 0 0 0 0 0 0 0 - LINE PD. LINE NO. t l 3 . I , - i , i 5
Mtsemw adeduodata, k. % MATEMALS ANO NONOCSTAUCTIVE TESTING 3940 MUNTCUFF 04. CHAAL0ffL NOATM CAAOUNA 28221 ( 004 37761 0041 $42 222J IDENTIFICATION AND DESCRIPTION OF RANDOM REFLECTORS
~
f LINE NO. CRACK I.D. TEST NO. EXPLANATION
- G 3/2 2 G 3/3 1 G 3/4 3 G 3/5 1
( 9 i See Identification and Description of Random Reflectors,0rgin Data Page No. 3 6 71 ,
MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA I4UISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE J CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. H- DATE : 8-30-84 N to S 45 dag TRANSDUCER
'IE52 # 1 2 3 4 5 6 7 8 9 Mi to NERP 306 212 338 10 11 12 425 530 96 742 848 955
, _ 1060 1166 1272 80 170 260 350 440 540 GO 670 720 2000 1110 1200 IIIE' 1 0.75 L60 2.43 3.30 4.35 5.09 5.75 6.32 7.26 9.43 0.25 0.40 0.5 0.70 0.85 10.47 11.31
- 38. 5 0.91 L25 L68 1.74 0.57. 0.53 0.s 13.92 32.62 IL98 11.60- 10.12 12.25 M.92 13.48 3.47 2.93 3.47 80 190 290 390 470 50 0 74 0 0 0 1110 12b I21E 2 0.75 L79 2.73 3.6B 4.43 5.56 6.98 0.00 0.00 0.25 0.21 0.27 0.32 0.57 0.44 0.02 0.00 10.47 IL31
- 38. 5 0.00 0.00 0.00 0.53 0.S 6.64 5.5 5.02 7.31 4.50 0.19 0.00 0.00 0.00 2.93' 3.47 80 175 290 420 490 640 0 840 940 1030 1150 0 -
I21E 3 0.75 LE 2.73 3.96 4.62 6.03 0.00 7.92 8.86 9.71
. 0.25 0.35 0.27 10.84 0.00
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- 38. 5 IL98 ' 5.5 0.5 4.71 0.32 0(X) 0.5 0.5 L71 0.83 0.00~
75 380 280 400 490 600 720 800 940 3040 2100 0 IIIE 4 0.71 L70 2.64 3.77 4.53 5.66 6.79 7.54 8.96 9.81 0.29 0.30 0.36 10.37 0.00 0.23 0.47 0.34 0.21 0.46 0.14 0.39 0.63 22.50 20.12 7.77 3.47 5.99 0.00 3.47 L79 3.47 0.5 LM 3.47 0.00
- - . 75 385 2 10 "B0 490 610 720 840 0 2DE0 1150 1020 IIIE 5 -. 0.71 L74 2.64 3.e 4.62 5.75 6.79 7.92 ~0.00 9.99 O.29 0.26 0.36 0.32 0.38 0.25 0.21 10.84 '9.62 '
l - ::. 22.50 8.34 0.2 0.00 0.01 0.16 2.38 7.77 5.02 4.71. 2.48 L79 0.5 0.00 1 0.04 0.83 13.92' ~ 1 '
; 80 ' ' 380 " 280 390 470 50 50 800 0 1060 1140 1200 I2tE 6- 0.75 L70 2.64 3.4B 4.43 5.56 6.51 0.25 0.30 7.54 0.00 9.99 10.75 11.31 '
0.36 0.32 0.57 0.44 0.49 0.46 0.00
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- H 2/11 4
. H 2/12 4 H 3/6 1 H 5/10 4 H 5/11 4 H 5/12 4 H 6/10 4 H 6/11 4 H 6/12 4
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- ' MESIEUCTIVE EVALUATION OF BASE MAT CONCREIE " to S CRACK DEPIM AND ORIDfrATION DATA SHEET
- JULY-AUGIEr 1984 i CRACK IDCff! FICA 10N J-OPERA'!OR R. A. MLEnt I
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- 425 530 636 742 9 10 11 12 848 965 1060 1166 1272 I 70* 170 780 400 480 590 720 800 LI!!E !D. 1 950 1050 '
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70* 160 260 360 460 570 660 800 840* 1060 1200 1180/ 0 230 0 b 600 0 0 850 990 1060 0 1* f 75* 170 270 380 480 600 720 800 860 940 1150 LINE !O. 3 1200 0 0 310 420 490 690 770 850 1055 0 0 31
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LINE NO. 8 85 180 ' 280 .' 380 470 580 680 790 890 1100 1180 1240
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,, i 1DUIS!ANA iM101 AND . Jfr CATERIQtD NO. 3 tDNDESI11UCTIVE EVALUATION OF BASE MAT CDNCREIE h to S CRACK DEIrrli AND ORIDTTATION DATA SHEEP JULY-AUGLSP 1984 CRACK IDENTIFICA' ION J OPERA'IDR R.A. MUE?OW S to b P.E. INSTRtheir PD._B542588 TEST .'O. 1 2 3 4 5 6 MSOC 'ID l.,
106 212 318 7 8 9 10 425 530 636 742 11 12 848 955 1060 1166 1272 LINE !O. 9 75* 170 290 380 470 660 700 770 850 940 1150 1250 100 220 310 420 0 0 0 0 1C50 0 0 65* 155' 250 390 4 LINE ?O.10 480 600 690 800 900 1000 1070 1150 125 0 0 0' 540 640 0
- O 1000 1100 0 0 80 150 270 380 470 590 680 780 890 990 1100 1210 110 215 320 420 530 630 730 0 0 1060 0 0 70* 170 240 360 t
LINE.'O.12 450 570 650 770 84 1050 1170 1240 y 0 230 260 420 560 650 740 850 970 1080 1200 131C i 80 180 290 LINE FO.13 390 /* 480 590 690 790 890 1060 1140 1200 92 $. 115 240 320 ~450 '540 670 ' O O O 70* O O O 170 270 380 450 570 680 800 890 LINE 'O.14 ~ 900 1125 1240 1010 / LINE ?O.15 70* 110 150* 240 290 340 390 470 460 540
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CRACK DEPIM AND ORIElfrATICN DATA S J1LY-AUGIEr 1984 (RACK IDENTIFIC# igg J! OPDtA'!OR R. A. MLDOW P.E. . INSIR13fDfr 10.B542588 3 to b Hsr 20 1 2 3 4 5 6 7 MSEC 'IO 1. 106 212 318 425 8 9 10 11 530 636 742 12 848 955 1060- 116G. 12 7. LST. !O.17 90 170 270 380 460 500 690 780 900 990 1140 1210 110 230 330 420 0 0 0 890 1000 1200 1310
- LINE ?O.18 80 180 290 400 510 000 700 800 940 0 1140 1250 0 0 0 0 . 570 672 780 0 0 0 '
1200 LINE !O.19 75* 170 290 390 480 590 700 800 910 1000 1160 12 0 *O 330 475 590 620 780 890 1000 0 0 0
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LINE ?O. 20 75* 170 270 490 000 700 790 . 0 0 0 3 0 / 0 0 460 570 680 780 0 990 0 0 0 LINE M). - p.
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CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. .7 DATE : 8-30-84 N to S 45 deg TRANSDUCER R# 1 2 3 4 5- 6 Mi to NERP 106 212 7 8 9
-- ---- 338 425 530 (D6 742 848 10 H 12
- - - -- - 95 10 70 1~10 280 400 480
- - - - - - - -- 60.- E66 1272 50 720 800 950
-I2E 1 0.66 L60 1050 H50 1250 2.64 3.77 4.53 5.56 6.79 0.34 0.40 0.36 0.23 7.54 8.96 9.90 10.84 27.26 U.92 7.77 0.47 0.44 0.21 0.46 0.04 E.79 3.47 5.99 4.50 L79 0.10 0.16 0.21 3.47 0.28 0.58 0.83 LO4
*)0 160 260 360 460 570 660 800 840 1060 1180 I22 2 0.66 L51 2.45 3.39- 4.34 12CD 0.34 0.49 0.55 5.37 6.22 7.54 7.92 0.61 0.66 0.63 0.78 9.99 E.D H.31
' 27.26 18. 5 12.62 10.12 _0.46- 1.2 0.01 0.13 8.S ' 6.64 7.12 3.47 0.69 7.77 0.04 0.6% 3.47 75 170 270 380 480 600 720 800 860 940 H50 1
' I2E 3 0.71 LEO 2.5 3.2 4.53 1200 1
0.29 0.40 0.45 5.66 6.79 7.54 8.H
~ 0.42 0.47 - 0.34 0.21 8.86 10.84 H.31
'22.50 D.92
> '10.32 6.64 5.99' 3.47 L79,, 2_0.463.47
- 0.89 6.28 L14 0.16 0.65r.'
7.31 0.83 3.47 i 75 160 240 340 470 50 640 700 840 900 I2E 4 0.71 1320 1190 LSL 2.26 3.21 4.43 5.19 O.29 0.49 0.74 6.03 '6.60 7.92 8.49 0.~19 0.57 0.81 0.97 10.56 1L22' i - 22.50 20.05 38. 5 - D.92 7.31 L40 1.W 1.51 0.44 0.78 8.93 9.10 - H 98 - -7.77 !' 10.12 2.39 3.98-
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CRACK ~ DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. J DATE : 8-30-84 N to S 45 deg TRANSDUCER 23r # 1 2 3 4 5 6 7 PS to VERP 106 212 318 8 9 10 11 425 530 tD6 742 848 12 955 1060 H66 1272 75 170 290 380 470 660 700 770 850 940 1150 1250 IDE 9 0.71 1.60 2.73 3.5B 4.43 6.22 0.29 0.40 0.27 6.60 7.26 8.01 8.86 0.42 0.57 0.22 0.40 0.74 0.99. 10.84 H.79 22.50 U.92 5.55 6.64 7.31 2.C5 3.47 1.14 0.16 0.21 5.82 7.02 7.31 0.83 1.(M
.E 155 250 390 480 600 50 800 903 1000 1070 IDE 10 1150 0.a 1.46 2.36 3.68 4.53 5.66 0.39 0.54 0.64 6.51 7.54 8.49 9.43 10.09 0.32 0.47 0.34 0.49 0.46 10.84 32.28 20.23 15.26 5.02 5.99 0.51 0.57 0.91 1.16 3.47 4.35 3.47 3.47 3.47 5.17 6.C9 80 280 270 380 470 590 GO 780 890 990 1100 1210 IDE 11 0.75 1.70 2.55 3.5B 4.43 5.56 0.25 0.30 0.45 6.41 7.35 8.39 9.33 10.37 0.42 0.57 0.44 0.59 0.65 11.41 IB.C5 10.12 3D.12 6.64 7.31 0.E 0.67 0.9 0.59 4.50 5.25 5.02 4.15 4.08 3.47 2.97 70 DO 240 360 450 570 650 770 840 1050 H70 1240 IDE 12 0.66 1.60 2.26 3.39 4.24 5.37 0.34 0.40 0.74 0.a 6.D 7.26 7.92 9.90 11.03 0.76 0.63 0.87 11.69, 27.26 D.92 18. 5 10.32 10.12 0.74 1.m 0.10 0.Q3 0.31-6.64 8.10 5.82 7.77 0.58 0.16 1.51 80 110 290 390 480 590 EB0 790 890 920 H40 1200 IDE D 0.75 1.'X 2.73 3.68 4.53 5.56 0.25 0. /O 0.27 6.51 7.45 8.39 8.67 10.75 0.32 0.47 0.44 0.49 0.55 11.31 38.05 10.32 5.5 5.02 5.99 0.61 1.33 0.25 0.8 4.50 4.35 4.24 4.15 8.69 - 1.34 13 . 4 7 - -
~ 70 DO ~ 270 380 450 570 SO " 800 890 990 103D 1240 IDE 14 0.66 1.60 2.55 3.!B 4.24 5.37 0.34 0.40 0.45 6.41 7.54 8.39 S.33 9.52 0.42 0.76 0.63 0.5 0.46 11.69 ~ 27.26 D.92 10.12 6.64 10.12 6.64 0.61 0.67 1.48 0.31:. 5.25 3.47 4.15 4.CB 8.82 ~ ~~ 1.51 "JO 150 '290 390 460 590 -7tX) 800 1000 1040 1120 1240 IDE 15 - 0.66 - 1.41 2.73 3'.EB 4.34 0.34 0.5 5.56 6.60 7.54 '9.43 0.27 0.32 0.66 0.44 0.40 9.81 11.D 11.69 27.26 22.50 0.46 0.43 0.19 5.5 5.02 8.5 4.50 3.47 3.47 2.60 0.13 0.31' - 1.14 0.6L 1.51
~10 160 265 770 440 570 670 770 900 950 H00 IDE 16 0.66 1.51 2.50 3.49 4.15 5.37 1200 0.34 0.49 0.50 6.32 7.26 8.49 8.96 10.37 0.51 0.85 0.63 0.68 0.74 l'1.31 27.26 28.05 H.35 8.34 11.60 6.64 0.51 1.04 0.63 0.69 6.17 5.82 3.47 6.64 3.47 3.47 90 DO 270 380 460 TO SO 780 900 990 1140 IDE 17 0.85 1.60 2.55 3.58 4.34 1210 0.15 0.40 5.56 6.51 7.35 8.49 9.33 0.45 0.42 0.66 0.44 0.49 10.75 11.41 30.12 D.92 10.12 6.64 0.E 0.51 0.67 0.25 0.59 8.s 4.50 4.35 5.G2 3.47 4.08 1.34 2.97
CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D.' J DATE : 8-30-84 N to S 45 deg TRANSDUCER HSr # 1 2 3 4 5 -6 E to VERP 106 212 7 8 9 10 H 318 425 530 636 742 12 848 955 1060 1166 12'12 80 180 290 400 510 600 700 000 540 0 1140 1250 IDE IB 0.75 '1.70 2.73 3.77 4.81 5.66 i 0.25 0.30 6.60 7.54 8.86 0.00 10.75 0.27 0.23 0.19 0.34 0.40 0.46 11.73
- 18. 5 10.12 5.5 3.47 0.14 0.CD 0.25 0.21 2.28 3.47 3.47 3.47 0.89 0.00 1.34 1.01 75 17 0 290 390 480 590 700 800 910 1000 1160 1250 IDE 19 0.71 1.60 2.73 3.68 4.53 5.56 0.29' O.40 0.27 6.60 7.54 8.58 9.43 10.M 0.32 0.47 0.44 0.40 0.46 11.79 22.50 13.92 5.5 5.C2 5.99 0.42 0.57 0.06 0.21 4.50 3.47 3.47 2.81 3.47 0.33 1.D; 75 170 270 380 490 600 700 790 890 0 0 0
IDE ~ 20 0.71 1.60 2.5 3.58 4.62 5.66 0.29 0.40 0.45 6.60 7.45 8.39 0.00 0.00 0.42 0.38 0.34 0.40 0.5 0.00 22.50 13.92 10.12 6.64 0.61 0.00 0.00 0.00 - 4.71 3.47 3.47 4.24 4.15 0.00 0.00 0.00 G _ _ . . _ , .__,__.-----..---er --
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- LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. J DATE : 8-30-84 N to S 45 deg TRANSDUCER IRE 20. 1 2 3 4 CRACK v INDICATIONv ON SURFACE vOF BASE-MAT vSLAB 1.0 2.Ok {
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MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. J- DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE }D. 17 28 39 g CRACK INDICATION ON SURFACE OF BASE-MAT SLAB f Y LO - [ f
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'H5r # 1 2 3 4 5 6 7 8 76 to WRP 106 212 9 10 11 12 328 425 530 06 742 848 92 1060 1166 1272 80 20 290 400 510 610 SO O 940 1040 1140 1200 I2tt 1 0.75 1.70 2.73 3.77 4.81 5.75 6.51 0.00 0.25 0.30 0.27 8.86 9.81 10.75 11.31 0.23 0.19 0.25 0.49 0.00 0.14 0.19 M.m 10.12 5.5 3.47 2.28 0.25 0.8 2.48 4.35 0.00 0.89 L14 L34 3.47 80 17 0 260 360 510 600 700 EDO 940 1000 120 H40 I2tE 2 0.75 1.60 2.45 3.39 4.81 5.66 6.60 0.25 7 ED 8.86 9.43 9.90 10.75 0.40 0.55 0.61 0.19 0.34 0.40 0.17 M.5 13.92 12.62 0.14 0.57 1.10 1.25 10.12 2.28 3.47 3.47 L28 0.89 3.47
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to 180 290 390 0 540 0 840 920 960 120 1210 IIIE 3 0.75 1.70 2.73 3.6B 0.C0 5.G 0.00 0.25 0.30 0.27 7.92 8.67 9.05 10.18 n.41 0.32 0.00 0.91 0.C0 0.CB 0.33 0.95 M.2 10.12 5.55 5.CR 0.00 10.12 0.CD 0.2 2.15 0.82 0.59 5.93 4.5 2.97 75 17 0 290 300 460 50 0 0 940 1040 1100 1200 12tE 4 0.71 1.60 2.73 3.5 4.34 5.56 0.00 0.00 0.29 0.40 0.27 0.42 8.86 9.81 10.37 11.31 0.66 0.44 0.00 0.CD 0.14 0.19 0.63 22.50 13.92 5.2 ' 6.64 8.9 4.50 0.00 0.CD 0.89 L14 0.s 3.47 3.47 2 2 2 2 @ Q @ 0 m M M LT 12tE 5 0.75 L65 2.73 3.2 4.62 0.00 4.05 0.00 0.25 0.35 0.27 0.32 8.77 9.52 10.37 n.31 0.38 0.00 2.95 0.00 0.23 M.m 1L98 5.55 5.CR 4.71 0.00 36.00 0.48 0.63 0.s 0.00 L51 2.87 3.47 3.47 80 180 290 390 480 50 0 825 MO 1010 H40 l'00 12)E 6 0.75 L70 2.73 3.68 - 4.53 5.56 0.00 0.25 0.30 . 0.27 7.78 8.86 9.52 10.75 11.31 0.32 0.47 0.44 0.00 0.22 0.14 M.3 10.12 5.5 5.02 5.99 4.50 0.00 LO 0.48 0.25 0.s 0.89 2.67 1.M 3.47 m 3 2 @ E @ M I2tt 7 0 M M ne M 0.71 1.70 2.73 3.77 4.81 5.85 0.29 0.30 6.88 0.00 8.86 9.71 10.75 0.27 0.21 0.19 0.15 0.12 11.41 22.50 10.12 5.5 0.00 0.14 0.29 0.25 0.59 3.47 2.28 L51 0.96 0.00 0.89 1.71 1.34 2.97 E 130 ZC 300 430 580 50 NO 860 800 1000 1100 I2tE 8 0.80 1.70 2.5 3.5B 4.62 5.47 6.51 0.20 0 30 0.45 7.92 8.n 8.30 9.43 10.37 0.42 0.36 0.53 0.49 0.CR 0.tB 1.70 33.92 10.12 10.12 6.64 4.71 5.55 1.57 1. 63 4.35 0.!8 6.28 11.CO 9.47 8.93 V
CRACK DEPTH AND ORIENTATION CALCULATION 3 CRACK I.D. K DATE : 8-30-84 N to S 45 deg TRANSDUCER
'HSr # 1 2 3 4 5 6 7 Miito\fRF 106 8 9 10 11 12 212 318 425 !DO (D6 742 848 955 1060 1166 1272 N b b b 121E 9 0.80 1.70 2.64 3.39 4.71 5.66 6.41 5.94 0.20 0.30 0.36 6.60 7.31 10.18 11.22 0.61 0.29 0.34 0.5 2.06 2.40 2.69 13.92 10.12 7.77 10.12 3.47 3.47 0.82 0.78 5.25 19.13 19.99 20.23 4.5 3.98 80 180 280 300 490 610 (B0 740 810 0 0 0 I2lE 10 0.75 1.70 2.64 3.58 4.62 5.75 6.51 0.25 0.30 6.98 7.64 0.00 0.00 0.00 0.36 0.42 0.38 0.25 0.49 1.02 1.36
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MUENOW AND ASSOCIATES, INC. CHAhtLOTTE,NORTHCAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3
-NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. K DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE 10. 1 2 3
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MATERIALS AND NOMotSTRUCTivt itSTING 3940 liUNTCUFF OR CHARLOTTE NQRTH OAh*,LNA 28211 (704) 377-4041 -(7041 542 2223 IDENTIFICATION AND DESCRIPTION OF RANDOM P.EFLECTORS f LINE NO. ' CRACK I.D. TEST NO. EXPLANATION
- K 5/7 -
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. K 9/8 1 K 9/9 4
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NONDESTRLCTIVE EVALUATION OF BASE MAT CDNCREFE n to S - CRACK Darrli AND ORIENTATICN DATA SIIEEr JULY-AUGUST 1984 CRACK IDENTIFICA10N L OPERATOR R.A. MIDDW P.E.. INSTRLMENT 10.B542588 S to.1, idr!O. 1 2 3 4 5 PSFr 'IO _1 6 7 8 9 10 10G 212 318 425 11 12 530 636 74 2 848 955 10GO 116G 127 8'O 190 280 380 480 580 / 71 0 LINE!O. 9 770 890 990 1070 1180 1010 1080 0 0 320 460 580 680 760 010 0 0 0 0 U' #* O _
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CRACK DEPTH AND ORIENTATION CALCULRTIONS CRACK I.D. L DATE : 8-30-84 N to S 45 deg TRANSDUCER IET # 1 2 3 4 5 6 7 E to MRP 1M 8 9 10 11 212 32 425 530 C6 742 848 955 12
===: - 10G0 1166 1272
_ c-80 190 290 380 480 580 710 770 890 990 1010 1CEO IRE 9 0.75 1.79 2.64 3.5 4.53 5.47 6.69 0.25 0.21 0.36 7.26 8.39 9.33 9.52 10.18 0.42 0.47 0.53 0.31 0.74 0.G 18.05 6.64 7.77 6.64 5.99 0.67 1.48 1.82 5.55 2.62 5.82 4.15 4.08 8.82 10.12 0 0 0 0 0 0 0 0 0 0 0 0 12E 10 0.00 0.00 0.(O 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.CO 0.00 0.00 0.00 0.00 0.CO 0.00 0.00 0.00 0.00 0.00 0.CO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 85 180 290 390 490 500 670 790 890 870 970 1DM IRE 11 0.80 1.70 2.73 3.68 4.62 5.47 6.32 0.20 0.30 0.27 7.45 8.39 8.20 9.15 9.81 0.32 0.38 0.53 0.68 0.55 0.61 1.80 13.92 10.12 5.55 5.02 4.71 5.5 1.85 2.19 6.17 4.24 4.15 12.36 11.46 12.62 0 0 0 0 0 0 0 0 0 0 0 0 IRE 12 0.00 0.00 0.CO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.CO 0.00 0.00 0.00 0.CO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.CO 0.00 0.00 0.CO 0.00 0.00 0.00 0.00 0.00 75 17 0 290 390 510 570 680 790 870 990 980 1070 IDE 13 0.71 1.60 2.73 3.68 4.81 5.37 6.41 7.45 0.29 0.40 0.27 0.32 8.20 9.33 9.24 10.C9 0.19 0.63 0.59 0.55 0.80 0.67 22.50 13.92 5.55 5.C2 2.28 6.64 1.76 1.91 5.25 4.24 5.55 4.C8 10.79 1 0. 73 80 380 290 390 520 55 690 790 890 1000 910 980 IDE 14 0.75 1.70 2.73 3.EB 4.90 5.61 0.25 0.30 6.51 7.45 8.39 9.43 8.58 0.27 0.32 0.10 0.39 0.49 0.55 9.24 38.05 10.12 5.55 5.02 0.61 0.57 2.42 2.76 1.14 3.98 4.35 4.24 4.15 3.47 15.75 16.63 { 1 l l l i
MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH C OLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. L DATE : 8-30-84 N to S 45 deg TRANSDUCER
'HSr# 1 2 3 4 5 6 16 to NERP 106 212 318 7 8 9 10 11 425 530 636 742 843 12 955 1060 1166 1272 80 200 310 420 510 620 0 0 950 1040 1090 1200 IDE 1 0.75 1.89 2.92 3.96 4.81 5.85 0.00 0.25 0.11 0.2 0.04 0.19 0.15 0.Q3 8.% 9.81 10.28 11.31 38.G5 3.47 0.00 0.03 0.04 0.19 0.72 1.51 0.58 2.28 1.51 0.00 0.69 0.00 0.28 1.14 4.G3 3.47 80 190 310 410 500 610 700 790 915 900 1070 1175 IDE 2 0.75 1.79 2.92 3.87 4.71 5.75 6.60 0.25 0.21 0.08 7.45 8.63 9.24 10.09 11.m 0.13 0.29 0.25 0.40 0.5 0. 51 38.Q5 6.64 1.51 1.99 3.47 2.48 0.76 0.91 0.92 3.47 4.24 2.48 4.71 5.17 4.76 75 190 290 410 S20 630 730 840 940 900 1060 1130 IDE 3 0.71 1.79 2.73 3.87 4.90 5.94 0.29 0.21 0.27 6.88 7.92 8.86 9.24 9.99 0.13 0.10 0.06 0.12 0.m 10.65 22.50 6.64 5.55 1.99 0.14 0.76 1.01 1.35 1.14 0.58 0.98 0.58 0.89 4.71 5.75 7.20 80 180 2X) 380 440 50 60 750 780 855 950 1020 IDE 4 0.75 1.70 2.55 3.58 4.15 5.19 0.25 0.30 6.03 7.07 7.35 8.06 8.96 0.45 0.42 0.85 0.81 0.97 9.62 18.Q5 10.12 10.12 6.64 0.93 1.65 1.94 2.0% 2.38 11.60 8.93 9.10 7.48 12.62 13.52 12.85 13.92 80 175 200 360 440 530 640 71 0 780
' P50 930 1000 IDE 5 0.75 1.65 2.64 3.39 4.15 5.00 0.25 0.35 0.36 6.03 E.69 7.35 8.01 8.77 0.6L 0.85 1.00 0.97 1.31 9.43 18.05 11.98 7.77 10.12 11.60 1.65 1.99 2.23 2.57 11.35 9.10 11.04 12.62 13.92 14.28 15.26 0 0 0 0 0 0 0 0 0 0 0 0 IDE 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0.00 70 160 270 350 410 510 50 67 0 740 810 950 900 IDE 7 0.66 1.51 2.55 3.30 3.87 0.34 0.49 0.45 4.81 5.56 6.32 6.98 7.64 0.70 1.13 1.19 1.44 8.96 9.24 27.26 28.05 10.12 11.98 1.6B 2.02 2.36 2.0; 2.76 16.36 13.92 14.49 14.92 16.17 17.20 12.85 16.63 l 0 0 0 0 0 0 0 0 0 ! 0 0 0 IDE 8 0.00 0.00 0.03 0.00 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.CO 0.00 t 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l 0.00 0.CO 0.00 0.00 0.00 0.00 0.00 l ' _ _____._______2_.-
MUENOW AND ASSOCIATES, INC. . CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. L DATE : 8-3o-84 N to S 45 deg TRANSDUCER IDE }D. 1- 2 3 4 CRACK-INDICATIONv v ON SURFACEyOF BASE-MAT SLAB y 1.0 2.0 - f 3.0 - 4.0 - 5.0 -- ' 6.0 -- , 7.0 - - 8.0 - -
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' i CRACK I.D. L DATE : 8-30-84 N to S 1
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- L 3/1 1
. L 13/9 3 L 13/10 4 L 13/11 4 L 13/12 4 L 14/9 3
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'H5r# 1 2 3 4 5 6 7 8 9 M5 to vfRr los 232 318 425 10 11 12 530 636 742 848 955 1060 1166 1272 80 190 290 390 510 0 0 630 0 0 910 0 IDE 1 0.75 1.79 2.73 3.68 4.81 0.00 0.00 5.94 0.00 0.25 0.21 0.27 0.32 0.19 0.00 0.00 8.58 0.00
- 18. 5 0.03 2.06 0.00 0.00 2.42 0.00 6.64 5.55 5.02 2.28 0.00 0.00 19.13 0.00 0.00 15.75 0.00 80 380 290 300 0 0 0 0 0 0 900 0 IDE 2 0.75 1.70 2.73 3.68 0.00 0.00 0.00 0.00 0.25 0.30 0.27 0.32 0.00 0.00 8.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.51 18.05 10.12 5.5 5.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.51 0.00 200 3B5 310 415 0 620 0 0 820 0 0 0 IDE 3 0.94 1.74 2.92 3.91 0.00 5.85 0.00 0.00 0.06 0.26 0.2 0.09 7.73 0.00 0.00 0.00 0.00 0.15 0.00 0.00 1.27 0.00 3.47 8.34 1.51 1.28 0.00 1.51 0.00 0.00 0.00 0.00 9.32 1 00 0.03 0.00 90 280 290 390 490 0 71 0 710 0 0 840 0 IRE 4 0.85 1.70 2.73 3.68 4.62 0.00 6.s 6.s 0.15 0.30 0.27 0.32 0.00 0.00 7.92 0.00 0.38 0.CD 0.31 1.31 0.00 0.00 10.12 10.12 5.5 5.02 4.71 0.00 3.08 0.00 2.62 11.04 0.00 0.00 21.25 0.CO
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MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. M DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE }D. 1 2 3 4 CRACK v INDICATIONv ON SURFACE vOF BASE-MAT SLAB v 1.0 - - I
] l I 2.0 -
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IdAT[mALS AND NONOC$TRUCityt TESTING 3940 HUNTCUFF OR. CHARLOTTE. NCRTH CARCUNA 2tl211 (704) 3774041 .(700 542 2223 IDEtiTIFICATION AND DESCRIPTION OF RANDOM REFLECTORS
,. LINE NO.
CRACK I.D. TEST NO. EXPLANATION
- M 1/8 3
. M 1/11 4 M 2/11 4 M 3/6 3 M 3/9 3 M 4/7 2 M 4/8 2 M -
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CRACK DUrfli AND ORIENTATION DATA SIIEET JULY-AUGUST 1984 CRACK IDENTIFICA10N N OPERATOR R. A. MIEDW S to 3, I P.E. INSTRU.IENP PD.B542588 p'fr !D. 1 2 3 4 5 6 7 8 9 10 11 EC 'IO _l_ 106 212 12 318 425 530 636 742 848 955 10GO 110G 1272 I??E ?D. I 90 100 0 220* O O O 720' O O 840* O O O O O 560 0 0 0 990 0 0 0 l 85 195 315 0 0 430* O O O INE .'O. 2 O 700* O 0 220 320 0 0 0 0 890 0 0 0 0 80 100 300 415 500 600 0 0 730* O O 1000 [NE ?O. 3 120 210 330 420 570 0 0 800 0 0 0 0 rNE 30.
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p MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA
-LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. -N DATE : 8-30-84 N to S 45 deg TRANSDUCER .1E5r # 1 2 3 4 5 6 7 8 9 Mi to VIRP 306 212 318 10 11 12 425 !DO 636 742 848 955 1060 1166 1272 90 190 0 220 0 0 0 720 0 0 840 0 IDE 1 0.85 1.79 0.00 2.07 0.00 0.00 0.00 6.79 0.00 0.00 7.92 0.00 0.35 0.21 0.00 1.93 0.00 0.CD 0.00 1.21 0.00 0.00 10.32 6.64 0.00 42.88 0.00 3.CB 0.00 0.00 0.00 2D.12 0.00 0.00 21.25 0.CD 85 195 315 0 0 430 0 0 0 0 790 0 l
IDE 2 0.80 1.84 2.97 0.00 0.00 4.05 0.00 0.00 0.CD 0.00 7.45 0.20 0.16 0.CD 0.00 0.00 0.00 1.95 0.CD 0.00 0.00 0.00 3.55 0.00 13.92 5.02 0.2 0.00 0.00 25.64 0.00 0.00 0.00 0.00 25.49 0.00 80 190 300 415 500 600 0 0 730 0 0 2000 IDE 3 0.75 1.79 2.83 3.91 4.71 5.66 0.00 0.00 6.88 0.00 0.25 0.21 0.17 0.09 0.29 0.00 9.43 0.34 0.Or) 0.00 2.12 0.00 0.00 2.57 38.05 6.64 3.47 1.28 3.47 3.47 0.00 0.00 17.10 0.00 0.00 35.26 e 9 l
MUENOW'AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATIRFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. N- DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE !O. 1 2 3
' CRACK v INDICATIONv ON SURFACE vOF BASE-MAT SLAB v
L0h I 2.0 k 3.0 - o 4.0 8.0 . l l 6.0 - - l I i 7.0 - - 8.0 - - 9.0 - l l l . 20.0 - - I I u.0 - I t ,, I - 1 n.0 - I
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,. LINE NO.
CRACK I.D. TEST NO. EXPLANATION
- N 1/4 1 N 1/8 2 N 1/11 4 H 2/6 2 N 2/11 4 N 3/9 3 N 3/12 3 1
l l . l See Identification and Description of Random Reflectors Orgin Data PaceNo.Ob
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PONDFEITlUCTIVE EVALUATION OF BASE MAT CDNCREIE ' 8 CRACK DElvrII AND ORIEB7PATION DATA SIIEET JULY--AUGUST 1984 01ACK IDDTTIFICATON P OPERA'IOR R.A. MLB OW S to t, P.E. INSTRU.fDTP !O.B542588 Sr ?O. 1 2 3 4 5 6 7 8 C 70 1. 0 10 11 12 10G 212 318 425 530 636 742 848 955 10GO 11GG 1272 75* 170 280 380 400 600 700 790 910 0 0 liE l ?O.1 0 0 230 310 0 570 670 780 0 0 0 0 0 l 80 180 270 380 450 570 690 700 890 960 1040 0 NT BO. 2 810 800 125 d 0 460 0 690 0 800 0 0 0 0 75* 160 280 390 470 540 710 790 860 940 1010 0 2 10. 3 730 0 0 0 450 500 0 0 0 0 / 1160 0 0 t - 85 180 290 395 510 600 700 820 910 990 1100 0 E !O. 4 , 760 8 115 220 0 0 550 680 780 0 0 1130 0 0 80 170 270 390 510 570 / 680 700 910 990 0 0 iE ?O. 5 ' O 230 0 450 550 0 0 0 0 0 0 0 80 180 200 I ?O. 6 393 490
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440* O O 0 0 0 0 570 650 750 0 0 0 0 0 80 180 290 400 510 610 710 780 810 0 0 0 O 220 310 450 0 0 770 000 1200 0 0 0 80 150+ ' 240 350 510 550 E NO. 8 G70 740 855 690* O O 0 0 300 0 550 0 810 940 0 0 0 0
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NJNDESI11UCTIVE EVALUATION OF BASE MAT CONCRETE * ' CRACK DEPI11 AND ORIENTATI(N DATA SIIEET JULY--AUGLEP 1984 Q1.OC IDDirIFICA' ION P OPERA'!OR R. A. MIEGf P.E. INSTIlla!ERP PO.B542588 S to h - EST PC. 1 2 3 4 5 6 7 8 9 10 11 UC 10 .1 106 212 318 425 530 630 12 742 848 955 1060 1106 1272 75* 160 270 360 480 INE NO. 9 550 640 730 870 950 1050 1100 810 890 97 0 245 0 480 580 0 0 1040 0 0 0 0 INE NO.
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MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. P DATE : 8-30-84 N to S 45 deg TRANSDUCER
'! ESP # 1- 2 3 4 5 6 7 8 36 to NERP 106 212 9 10 11 12 338 425 S30 636 742 848 955 1060 1166 1272 75 170 280 300 490 600 700 790 940 0 0 0 IDE 1 0.71 1.60 2.64 3.58 4.62 5.66 6.60 7.45 8.86 0.00 0.00 0.29 0.40 0.36 0.42 0.38 0.34 0.00 0.40 0.55 0.14 0.00 0.00 0.00 22.50 D.92 7.77 6.64- 4.71 3.47 3.47 4.24 0.89 0.00 0.00 0.00 80 180 270 300 450 570 690 790 810 890 1040 0 IDE 2 0.75 1.70 2.55 3.59 4.24 5.37 6.51 7.45 7.64 8.39 0.25 0.30 0.45 0.42 0.76 9.81 0.00
- 0.63 0.49 0.5 1.36 1.61 1.19 0.00 38.05 10.12 10.12 6.64 10.12 6.64 4.35 4.24 10.12
, 10.85 6.95 0.00 75 160 280 390 470 540 . 71 0 730 860 940 ICXO O IDE 3 0.71 1.51 2.64 3.68 4.43 5.09 6.69 6.88 8.11 8.86 0.ll9 0.49 0.36 0.32 0.57 9.81 0.00 0.91 0.31 1.12 0.89 1.14 1.19 0.00 l 22.50 38.05 7.77 5.02 7.31 10.32 2.62 9.22 6.28
. 7.31 6.95 0.00 85 380 290 395 510 600 700 760 850 990 1100 0 i IDE 4 0.80 1.70 2.73 3.72 4.81 5.66 6.60 7.17 8.01 9.33 0.20 0.30 0.27 10.37 0.00 i O.28 0.19 0.34 0.40 0.83 0.99 0.67 0.63 0.00 13.92 10.12 5.5 4.24 2.28 3.47 3.47 6.64 7.02 4.m 3.47 0.00 i 80 DO 270 390 510 570 600 790 910 990 0 0 II!E 5 0.75 L60 2.5 3.68 4.81 5.77 6.41 7.45 8.58 9.33 0.25 0.40 0.45 0.32 0.19' 0.00 0.C0 O.63 0.5 0.55 0.42 0.67 0.00 0.00 38 C5 13.92 10.12 5.02 2.28 6.64 5.25 4.24 2.81 4.2 0.00 0.00 4 80 380 290 390 490 610 740 810 0 440 0 0 IDE 6 0.75 1.70 2.73 3.68 4.62 5.75 6.98 7.64 0.00 4.15 0.25 0.30' O.27 0.32 0.00 0.00 0.38 0.25 0.02 0.36 0.00 5.85 0.00 0.00
- 38. 5 10.12 5.5 5.C2 4.71 2.48 0.19 2.72 0.00 54.67 0.00 0.00 4
80 380 290 400 510 610 71 0 780 810 0 0 0 i- IDE 7 0.75 1.70 2.73 3.77 4.81 5.75 6.s 7.35 7.64 0.00 0.00 O.25 0.30 0.27 0.23 0.19 0.00 0.25 0.31 0.65 1.36 0.00 0.00 0.00 38.05 10.12 5.55 3.47 2.28 2.48 2.62 5.02 10.12 0.00 0.00 0.00 80 150 240 350 510 20 670 740 855 (B0 0 0 IDE 8 0.75 1.41 2.26 3.30 4.81 5.19 6.32 6.98 8.06 0.25 0.5 0.74 0.70 6.51 0.00 0.00 0.19 0.81 0.68 1.02 0.M 3.49 0.00 28.05 22.50 38.05 11.98 2.28 8.93 0.00 6.17 8.34 6.64 28.24 0.00 0.00 t
CRACK ~ DEPTH AND ORIENTATION CALCULATIONS
. CRACK I.D. P DATE : 8-30-84 N to S 45 deg TRANSDUCER
'IIST # 1 2 3 4 5 6 7 76 to WRT 8 9 10 11 106 212 318 425 SO 636 12 742 848 955 1060 1166 1272 75 Ifi0 270 360 480 550 640 730 810 890 970 1100 12}E 9 0.71 1.51 2.55 3.39 4.9 5.19 6.03 6.88 7.64 0.23 0.49 0.45 0.61 0.47 8.39 9.15 10.37 0.81 0.97 1.12 1.36 1.61 1.85 22.50 18.05 10.12 10.12 5.99 8.93 9.10 1.0 9.22 10.12 10.85 11.46 8.93 e
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MUENOW AND ASSOCIATES, INC.- CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. P DATE :.8-30-84 N to S 45 deg TRANSDUCER IDE 10. 9 CRACK v INDICATIONv ON SURFAbEvOF BASE-MAT SLAB v 1.0 -- 2.0 - f 3.0 - -
- 4.0 - -
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11.0 22.0 - I % rth -- Horizontal Scale is 1.5 Times the Vertical Scale IDE 10. CRACK v INDICATIONv ON SURFACEvOF BASE-MAT vSLAB l 1.0h 2.0 3.0 4.0 - 5.0 - 6.0 - l 7.0 - 8.0 - 9.0
.10.0$
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PONDESTitLCPIVE EVALUATION OF BASE MAT (DNCRETE tv S CRACK DEFDI AND ORIEhTATION DATA SIIEEP JL7X-AUGUST 1984 CRACK IDD.TIFICATON T . OPERATOR R. A. MIEDW P.E. INSTRUJENT PD.B542588 S to 3 1r .'O. 1 2 3 4 5 6 7 ' 'ID 1. 106 212 318 425 530 636 8 9 10 11 12 742 848 955 10GO 11GG 95 170 270 1272 350 480 500 690 740 840 960 .E .KD. 1 1020 / 1100 890 0 0 900f 350 0 0 670 700 910 1040 0 0 1340 95 170 285 380 440 E ?O, 2 570 670 74 0 850 950 0 0 0 230 0 460 620 690 0 0 0 1150 0 0 100 100 200 395 470 540 670 740 870 000 1040 1110 E 20. 3 100 0 0 455 0 0 810 940 1030 f 0 0 0 90 190 295 400 450 570 640 770 803 950
- 20. 4 1030 1210 85IV 110 220 310 450 630 0 840 910 0 0 0 O 80 180 290 350 440 570 640 770 800 980 10G0
- 10. 5 1140 92 0 230 0 80 500 620 0 840 [0 1100 0 0 0
,,,, 180 2m 400 uO 580 640 8m 800/ 900 1050 0
120 0 0 0 620 690 100 190 310 840
/ 900 0 0 1210 0 380 500 550 680 0 PO. 7 430* O 620* O l 110 210 310 460 570 0 0 0 0 0 0 0 S
O O O O 650 720 0 0 0 0 0 j 0
IOUISIANA POWUI AND in .T WATERlutD NO. 3 - PONDESrHtCTIVE EVALUATION OF BASE MAT (DNCRETE - "' CRACK DDvrl! AND ORIDTTATION DATA SIIEEP JULY--AUGUST 1984 CRACK IDEfrIFICNION Q OPERA'IOR R. A. MlEDW P.E. INSTRLI.tDTP ?D.BM2588 S to ?, - 1 2 3 4 5 6 7 8 EST iEr 'IO?O.1. . 9 10 11 12 10G 212 318 425 530 636 742 848 955 10GO 116G 1272 70* 180 280 300 0 440? O O G70* O O O 1 O O O 450 0 0 0 800 0 0 0 0 80 160 270 380 460 540 0 770 0 1060 0 1000 0 0 0 460 600 720 0 0 0 0 ' O O 75* 160 260 380 500 540 0 810 0 840 0 0 INE ?O. 3 0 0 0 420 510 700 0 0 0 0 0 0 CIE ?D. / tNE tD.
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1 MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. Q DATE : 8-30-84 N to S 45 deg TRANSDUCER e# 1 2 3 4 5 6 7 8 9 10 11 12 Mi to N 106 212 318 425 530 636 742 848 955 2060
' 1166 1272 70 380 280 390 0 440 0 0 670 0 0 0 . IRE 1 0.66 1.70 2.64 3.6B 0.00 4.15 0.00 0.00 6.32 0.34 0.30 0.36 0.00 0.00 0.00 0.32 0.00 1.85 0.00 0.00 2.68 0.00 0.00 0.C0 27.26 10.22 7.77 5.02 0.00 24.05 0.00 0.00 23.01 0.00 0.00 0.CO 80 160 270 380 460 540 0 770 0 1060 0 1000 IDE 2 0.75 1.51 2.5 3.5B 4.34 5.09 0.00 7.26 0.00 9.99 0.25 0.49 0.45 0.42 0.66 0.00 9.43 0.91 0.00 0.74 0.00 0.01 0.00 2.57 38.05 38.05 20.12 6.64 8.9 10.12 0.00 5.82 0.00 0.0% 0.00 15.26 75 160 260 300 500 540 0 810 0 840 0 0 IDE 3 0.71 1.51 2.45 3.2 4.71 5.09 0.00 7.64 0.00 7.92 0.29 0.49 0.55 0.42 0.29 0.00 0.00 0.91 0.00 0.36 0.00 2.m 0.00 0.00 22.50 18.05 32.62 6.64 3.47 10.32 0.CO 2.72 0.00 14.72 0.00 0.00
i
~MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA 1
LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D.--Q DATE : 8-30-84 N to S 45 deg TRANSDUCER. IDE )D.- 1 2 3 CRACK v INDICATIONv ON' SURFACEvOF BASE-MAT vSLAB 1.0 - -
. ,I b 2.0 -
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. 5.0 -
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- 5.0 -
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- 7.0 8.0 -
9.0 - - 30.0 - E.0 - 12.0 - I
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. IntlISI ANA TWEll AND L. .P WATElliORD NO. 3 -
NONDESTRUCTIVE EVALUATION OF IIASE ntAT CONCREFE N to S CRACK DEIFTl! AND ORIENTATION DATA SHEEP JULY--AUGIET 1984 CRACK IDENTIFICKION R OPERNIOR R. A. AflEND'.f P.E. INSTRIMENP }O.B542588 S to b E.Tr !O. 1 2 3 4 5 6 Fr 'IO _I 7 8 9 10 11 106 212 318 425 530 12 636 742 848- 955 1060 1166 1272 75* 180 0 0 1410 0 0 705 'O O 810 0 0 0 0 0 0 0 770 V 0 990 0 0 0 E 10. l INE ?O. /
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MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE. MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D.- R DATE : 8-30-84 N to S 45 deg TRANSDUCER
' ESP # 1 2 3 4 5 .6 7 m to NERP 106 8 9 10 11 12 212 318 425 S30 636 742 848
- 955 1060 1166 1272 75 380 0 0 410 0 0 705 0 0 810 0 IDE 1 0.71 1.70 0.00 0.00 3.87 0.00 0.00 6.65 0.00 0.00 0.29 0.30 0.00 0.00 1.13 7.64 0.00 0.00 0.00 1.35 0.00 0.00 3.36 0.00 22.50 10.12 0.00 0.00 16.36 0.00 0.00 11.51 0.00 0.00 23.77 0.00 E
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MUENOW AND ASS'OCIATES, INC. ' CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK.I.D. R DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE R 1 CRACK v INDICATIONv ON SURFACE vOF BASE-MAT SLAB v 1.0 - - 2.0 -- 3.0 - - j 4.0 - - 5.0 - - - i 6.0--
, j 7.0 "
8.0 - - 9.0 -
' j
-30.0 - -
1 i 11.0 - - - 12.0 - I l - North i-- Horizontal Scale is 1.5. Times theVertical Scale IDE n . CRACKv INDICATIONv ON SURFACE vOF BASE-MAT SLAB v ' 2.0 - -
' 2.0 -
3.0d 4.0 -- 5.0 - I 6.0 t 7.0 8.0 I .9.0h
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9Maenow andof.tsedates, Osc. MATERIAL $ ANO NONOC;TRUCTivt TESTING 3940 HUNTCUff CR. CHARLOTTE. NORTH CAROLINA 28211 (70 4 377 4 1 -(7043 542 2*13 IDENTIFICATION AND DESCRIPTION OF RAND 0M REFLECTORS
,. LINE NO.
CRACK I.D. TEST NO. EXPLANATION
- R 1/5 1 R 1/7 1 R 1/11 4 4
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_ _ _ _ _ --- ggg w y ,D M W DE, E .' 'CilAltICFICN0ffill CAIOLINA._ - - _ -_ IDUISIANA IMElt AND LIL WATEIGOltD NO. 3 - NONDESTRLCflVE EVALUATION OF-BASC htAT CCNCREIE " CRACK DEPfli AND ORIENTATION DATA SIIEEP JULY-AUGLErr 1984 CRACK IDDirIFICA' ION S OPERA'IOR R. A. AflENOW P.E. INSTRin!ENT hD.B542588 S to B Eir PO. 1 2 3 4 5 6 7 8- 9 C "IO l. 106 212 318 425 530 636 10 11 12 74 2 848 955 1060 11GG 1272 70* 190 290 380 440 0 0 630 0 0 1910 0 O 210 0 470 620 0 0 0 0 0 0 0 l 80 180 295 400 .430 0 0 0 810 0 0 0 E 'O. 2 0 .O O 450 630 770 0 0 0- 0 0
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- NO.
MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3-NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. S DATE : 8-30-84 N to S 45 deg TRANSDUCER
' ESP # 1 2 3 4 5 16 to VERP 106 212 6 7 8 9 318 425 530 636 10 11 12
- - - 742 848 955
- 1060 1166 1272
')0 190 290 300 440
- -= -
0 0 630 0 0 910 0 IDE - 1 0.66 1.79 2.73 3.58 4.15 0.00 0.34 0.21 0.27 0.00 5.94 0.00 0.00 0.42 0.85 0.CD 0.00 8.5B 0.00 27.26 6.64 5.55 6.64 2.06 0.00 0.00 2.42 0.00 11.60 0.00 0.00 19.13 0.00 0.00 15.75 0.00 80 380 295 400 430 0 0 0 810 0 0 0 I22E 2 0.75 1.70 2.78 3.77 4.5 0.25 0.30 0.00 0.00 0.00 7.64 0.00 0.22 0.23 0.95 0.00 0.00 0.CD 0.00 38.05 10.12 4.50 3.47 0.00 1.3G 0.00 0.00 13.13 0.00 0.00 0.00 0.00 10.12 . 0.00 0.00- 0.00 80 280 260 360 480 0 .390 0 0 840 0 990 I21E 3 0.75 1.70 2.45 3.39 4.53 0.(D 0.25 0.30 0.55 3.68 0.00 0.00 7.92 0.00 0.61 0.47 0.00 3.32 0.00 9.33
- 28. 5 10.32 12.62 10.12 5.99 0.00 2.CB 0.00 2.67 0.00 42.11 0.00 0.00 14.72 0.00 25.94 I
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r MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTM AND ORIENTATION GRAPHING CRACK I.D. S- DATE : 8-30-84 N to S 45 deg TRANSDUCER e
- DE }D. 1. 2 3 4
CRACK Y INDICATIONY ON SURFACE vOF BASE-MAT vSLAB
- 1.0 - - f ,f f 2.0 - -
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- ME 10.
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Mtuenow ande&sociata, One. ; MATEDIALS AND t 0NCEOTRUCTivt TESTING ' 3S40 HUNTCU:F OR. CHARLOTTE. tMRTH CMtCUNA 28211 (704) 3774041 -(704) 542 2223 IDENTIFICATION AND DESCRIPTION OF RANDOM REFLECTORS
,. LINE N0.
CRACK I.D. TEST NO. EXPLANATION
- S 1/11 4 S 2/9 3 S 3/7 2 S 3/10 3 S 3/12 3 l
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TOUISIANA POn.11 AND I.i s' WAT13tioitD NO. 3 ~ NONI>ESIlitCPIVE EVALUATION OF BASE MAT CONCitLTE N' 8 CRACK DEFIll AND ORINTATION DATA S!!EET JULY--AUGLUT 1984 CRACK IDENTIF1CA'lON T OPERATOR R. A. MUENOW P.E. INSTRlliMP ?O.B542588 S to ?, 3T !O. 1 2 3 4 5 6 7 I 'IO 1 10G 212 318 425 530 636 742 848 8 9 955 10 11 12 10GO 11GG 1272 37 ,g, g 80 180 268 390 0 480* O NA NA NA NA NA 120
/ 230 0 0 0 0 0 NA NA NA NA NA NE 30.10 80 190 290 410 0 0 640 NA NA NA NA NA O O O O O O O NA NA NA / NA NA 95 175 295 0 410 0 0 NA NA NA NE 20.11 NA NA 115 230 0 0 0 0 0 NA NA NA NA NA
/ .
NT ?O.12 100 205 310 0 410 0 0 NA N NA NA NA 7 110 215 0 0 580 690 0 NA NA NA NA NA 100 200 310 0 0 "40' O NA NA NA G 20.13 NA NA 0 210 0 0 0 0 0 NA NA NA NA NA 1E :O.14 90 190 300 0 440 0 590 NA N NA NA NA O O O O O O O NA NA . NA NA NA E TD. E No.
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11tamow andd!acciata, k. MATER 1ALS AND NONOCSTRUCfivC TESTING 3940 HUNTCurr OR. CHARLOTTL NORTH CAROUNA 28211 (7041377 404I . (704) $42 2223 IDENTIFICATION AND DESCRIPTION OF RANDOM REFLECTORS j LINE NO. CRACK I.D. TEST NO. - EXPLANATION
- Q 1/6 2 Q -1/9 2 Q 2/8 2 0 2/12 4 Q 3/8 3 Q 3/10 4 I
I l f See Identi fication and Descrintinn_nf_hndnmAn-+m. e . a .-- O f'
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MATERI#AS AND NOPf0COTRUCTay( TESTING 3940 HU;1TCL:FF 0R CHARLOTTL NORTH CAROLINA 28211 (7043 377@t -(7043 542 2223
, IDENTIFICATION AND DESCRIPTI0fl 0F RANDOM REFLECTORS
,. LINE N0.
CRACK I.D. TEST NO. EXPLANATION
- P 2/10 4 P 6/10 4 P 8/2 1 P 8/10 4 I
_ See Identification and scripti@n @f Rand @m Reflectors nrnin n.u2 omo um C
MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. T DATE : 8-30-84 N to S 45 deg TRANSDUCER TESr# 1 2 3 4 5 6 7 8 26 to WRP 106 212 328 425 530 06 742 848 9 10 H 32 955 1060 1166 1272 95 170 270 350 400 50 GO 740 840 890 960 1100 IDE 1 0.90 1.60 2.55 3.30 4.53 5.56 6.51 6.98 0.10 0.40 0.45 0.70 7.92 8.39 9.05 10.37 0.47 0.44 0.49 1.02 1.CB 1.61 1.95 6.64 13.92 10.12 11.98 5.99 4.50 4.35 1.0 8.34 7.'7 10.65 12.15 8.93 95 170 285 300 440 570 670 740 850 950 0 0 I22E 2 0.90 1.60 2.s 3.58 4.15 5.37 6.32 6.98 0.10 0.40 0.31 0.42 8.01 8.96 0.00 0.00 0.85 0.0 0.68 1.02 0.99 1.04 6.64 13.92 6.64 6.64 H.60 6.64 0.00 0.00 6.17 8.34 7.02 6.64 0.00 0.00 100 190 290 395 470 540 670 740 870 910 INO luo I21E 3 0.94 1.79 2.73 3.72 4.43 5.09 6.32 6.56 0.06 0.21 0.27 8.20 8.58 9.81 10.47 0.28 0.57 0.91 0.68 1.02 0.00 1.42 3.47 6.64 5.55 4.24 7.31 1.19 1.53 1D.12 6.17 8.34 5.55 9.40 6.95 8.M 90 190 295 400 450 570 640 770 800 890 960 1210 I22E 4 0.85 1.79 2.78 3.77 4.24 5.J1 6.03 7.26 0.15 0.21 0.22 7.54 8.39 9.05 n.41 0.23 0.76 0.9 0.97 0.74 1.46 10.12 6.64 4.50 3.47 10.12 1.61 1.95 0.59 6.64 9.]D 5.82 10.94 10.85 12.15 2.97 80 180 290 350 570 4 41 640 770 000 920 990 H40 122E 5 0.75 1.70 2.73 3.30 4.15 5.T7 6.03 0.25 0.30 0.27 7.26 7.54 8.67 9.33 10.75 0.70 0.85 0.9 0.97 0.74 1.46 1.33 18.05 10.12 5.55 11.98 n.60 1.67 1.25 6.64 9.10 5.82 10.94 8.S 10.12 6.M i 80 180 290 400 440 500 640 800 83) 990 1050 0 12E 6 0.75 1.70 2.73 3.77 4.15 5.47 6.03 7.54 0.25 0.30 0.27 7.83 9.33 9.90 0.C0 0.23 0.SS 0.53 0.97 0.46 1.17 18.(5 10.12 5.55 3.47 0.67 1.10 0.00 H.60 5.55 9.10 3.47 8.54 4.08 6.34 0.00 100 190 310 300 500 !E0 600 0 430 0 620 0 122E 7 0.94 1.79 2.92 3.58 4.71 5.19 6.41 l 0.06 0.21 0.00 4.05 0.00 5.85 0.00 0.08 0.42 0.29 0.81 0.93 0.00 4.95 3.47 6.M 1.51 6.64 0.00 5.15 0.00 3.47 8.93 5.25 0.C0 50.66 0.00 41.41 0.C0 80 180 250 370 400 550 560 GO 740 890 0 N0 121E 8 0.75 1.70 2.36 3.49 3.77 5.19 5.28 0.25 0.30 0.64 6.51 6.98 8.39 0.00 8.86 0.51 1.23 0.81 1.72 1.49 2.02 3.61 18.05 10.12 15.26 8.34 IB.05 8.93 18.05 0.00 3.14 12.M 16.17 10.85 0.C0 19.50 l
l MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA'
\
LOUISIANA POWER AND LIGHT WATERFORD NO. 3 i NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE
- 4 CRACK DEPTH AND ORIENTATION CALCULATIONS i . CRACK-I.D. T DATE : 8-30-84 N to S 45 deg TRANSDUCER
. 53r i 1 2 3 4 5 6 7 8 38to MRP 106 212 9 10 11 12 328 425 !DO S36 742 848 955 1060 H66 E72
, 80 180 270 390 0 480 0 0 0 0 0 0
.IDE 9 0.75 L70 2.5 3.68 0.00 4.!D 0.00 0.00 0.00 0.25 0.30 0.45 0.32 0.00 0.00 0.00 0.00 1.47 0.00 0.00 0.00 0.00 0.00 0.00 B.G5 10.12 10.12 5.02 0.00 28. 5 0.00 0.00 0.00 1 0.00 0.00 0.00 80 190 290 420 0 0 640 0 0 0 0 0 I I IDE 10 0.75 1.79 2.73 3.87 0.00 0.00 6.03 0.00 0.00 0.00 0.00 0.25 0.21 0.27 0.D 0.00 0.C0 0.00 0.97 0.00 0.00 0.00 0.00 0.00 28.Q5 6.64 5.55 1.99 0.00 0.00 9.30 0.00 0.00 0.00 0.00 0.00 95 175 295 0 420 0 0 0 0 0 0 0 IDE 11 0.90 1.5 2.78 0.00 3.87' O.00 0.00 0.00 0.00 0.10 0.35 0.22 0.00 0.00 0.00 0.00 1.13
~
0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.64 IL98 4.50 0.00 16.36 0.00 0.00 0.00 0.00 0.00 0.00
, 0.00 100 235 320 0 420 0 0 0
, 0 0 0 0 IDE 32 0.94 L93 2.92 0.00 3.87 0.00 0.00 0.00 0.00 0.06 0.07 0.08 0.00 0.00 0.00 0.00 L13 0.00 0.00 0.00 0.00 0.00 0.00 0.00
- 3.47 L99 LSL 0.00 16.36 0.00 0.00 0.00 0.00 0.00 i
0.00 0.C0 100 200 320 0 0 340 0 0 0 0 0 0 IDE 13 0.94 L 2.92 0.00 0.00 3.21 0.00 0.00 0.00 0.06 0 Sp u 0.0B 0.00 0.00 0.00 0.00 0.00 2.79 0.00 0.00 0.00 0.00 0.00 1 3.47 3.47 L5L 0.00 0.00 0.00 41.CB 0.00 0.00 0.00 0.00 0.00 0.00 i. 90 390 300 0 440 0 '!B0 0 0 0 0 0 IDE 14 0.85 1.79 2.83 0.00 4.15 0.00 5.56 0.00 0.00 0.15 0.21 0.17 0.00 0.00 0.00 0.C0 0.85 0.00 1.44 0.00 0.00 0.00 0.00 30.22 6.64 3.47 0.00 11.60 0.00 24.49 0.00 0.00 0.00 0.00 0.00 0.00
MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE 'IEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. T DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE20. 1 2 3 4 CRACK INDICATION ON SURFACE OF BASE-MAT SLAB 1.0d ,f ,[
~
2.0 - - 3.0 -- 4.0 --
- 5.0 - - '
6.0 --
- 7.0 -- . ,' ,
8.0 -- . .. 9.0 - -
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- 4.0 -
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8.0 ' 9.0 f ; 10.0 'I l' I 11.0 { i 12.0 l I l I I l
MUENOW AND ASSOCIATES, INC. CHARLOTTE,. NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. T DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE10. 9 10 11 12 CRACK v INDICATIONv ON SURFACEvOF BASE-MAT vSLAB 1.0 - - I I f I 2.0 -
' ~
3.0 --
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5.0 - - 6.0 -- 7.0 - -
. I I
I . 8.0 -- . - I I l } . 9.0 - - l l 10.0 -- i I I I 11.0 -- } } l i 12.0 -- I } I i I - North I- Horizontal Scald is 1.5 Times the YerticalI Scale IDE )C. 13 14 CRACK v INDICATIONv ON SURFACE vOF BASE-MAT SLAB v 1.0d I f 2.01 3.0 - - o 4.0 - - I 5.0 - 6.0 -
} .
m 7.0 - l I s.O - I i 9.0 - I l 10.0 - I i 11.0 - 12.0h l I i
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MATCRWJ ANO NG40E TRUCTivC TESTING 3MO HUNTCtM 04. CHARLOTTL. NORTH CAROUNA 28211 (704) 377 4041 .(704) 542 2223 IDENTIFICATION AND DESCRIPTION OF RANDOM REFLECTORS
,. LINE NO.
CRACK I.D. TEST NO. EXPLANATION
- T 4/12 4
- T 7/7 3 T 7/9 3 T 7/11 4 T 8/12 4 T 9/6 2 T 10/7 2-T 11/5 1 T 12/5 1 T 13/6 1 T 14/5 1 T 14/7 1 l
l l i l L See Identificatien aag Description of Random Refjpp
- w. 'M'
.ua.. . .;w e s% u a d ~ ms . ' QLuuun E, ~toinii CAiOLINA IOUISIANA TOER AND I,Is WATEllIORD NO. 3 -
NONDFSTHtLTIVE EVAI.UATION OF BASC MAT CONCRETE "' CRACK DEPTH AND ORIEhTATION DATA SHEEP JUIX-AUGUSP 1984 CRt.CK IDENTIFICATON U OPERA'IDR R. A. MUENtT# P.E. INSTRIMENT PO.B542588 S to B ESr!O. 1 2 3 4 5 1 6 7 If TG I- 106 212 318 425 530 G36 742 8 9 10 11 12 848 955 1060 116G 1272 I:.E !D.1 90 190 310 400 500 640 730 850 940 1060 1140 0 0 0 320 460 570 0 750 0 0 0 1180 0 SO 180 310 410 510 590 670 790 840 950 0 0 0 0 310 430 540 0 810 0 1140 1150 840+ 980' 100 195 330 410 510 560 640* 0 640* O O 840* NE !O. 3 115 0 330 430 560 700 0 0 0 100 190 285 415 480 0 0 [O ?.'E 20. 4 630 670 785 840 0 0 / 0 110 0 0 430 580 0 740 900 0 1090 1180 129C 80 190 290 400 460 0 440* NT 20. 5 O O 390* O O 115 210 0 440 600 0 0 900 980 1090 0 0 100 190 295 380 0 310* O / O O O O O 115 210 0 460 0 0 0 870 990 1000 1190 0 80 180 280 0 290* O O IE NO. 7 O 470* O 580* O 0 220 360 O O O 760 870 990 0 0 0 7 , E NO. 8 80 190 270 0 190* O 240* 740 0 0 480* O O 220 0 0 0 0 0 0 0 0 1290 l . 1180'
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'300 390 285 415 480 00 670 785 840 0 0 0 IDE 4 0.94 1.79 2.S 3.91 4.53 5.94 6.32 7.40 7.92 0.00 0.00 0.00 0.06 0.21 0.31 0.09 0.47 0.06 0.68 0.60 1.08 0.00 0.00 0.00 3.47 6.64 6.64 L28 5.99 0.58 6.17 4.63 7.77 0.00 0.00 0.00 80 390 290 400 460 0 440 0 0 390 0 0 IDE 5 0.75 1.79 2.73 3.77 4.34 0.00 4.15 0.00 0.00 3.2 0.00 0.00 0.25 0.21 0.27 0.23 0.66 0.00 2.85 0.00 0.00 6.32 0.00 0.00
- 38. 5 6.66 5.5 3.47 8.s 0.00 34.51 0.00 0.00 S .82 0.00 0.00 300 390 295 380 0 310 0 0 0 0 0 0 IDE 6 0.94 1.79 2.78 3.58 0.00 2.92 0.00 0.00 0.C0 0.00 0.00 0.00 0.06 0.21 0.22 0.42 0.00 3.2 0.00 0.00 0.00 0.00 0.00 0.00 3.47 6.64 4.50 6.64 0.00 46.48 0.00 0.00 0.00 0.00 0.00 0.00 80 380 280 0 290 0 0 0 470 0 580 0 IDE 7 0.7$ 1.70 2.64 0.00 2.73 0.00 0.00 0.00 4.43 0.00 5.47 0.00 0.25 0.30 0.36 0.00 2.27 0.00 0.00 0.00 4.57 0.00 5.53 0.00
- 38. 2 10.12 7.77 0.00 39. 5 0.00 0.00 0.00 45.88 0.00 45.33 0.00 i 80 190 270 0 390 0 240 740 0 0 400 0 IDE 8 0.75 1.79 2.5 0.00 1.79 0.00 2.26 6.98 0.00 0.00 4.53 0.00 0.25 0.21 0.45 0.00 3.21 0.00 4.74 1.02 0.00 0.00 6.47 0.00
- 38. 5 6.64 10.12 0.00 60.83 0.00 64.47 8.M 0.00 0.00 55.C6 0.00 1
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MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD No. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. U DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE10. 1 2 3 4 CRACK V INDICATIONV ON SURFACE VOF BASE-MAT SLAB V 1.0 -- k 2.0 -- 3.0 - - , 4.0 -- , 5.0 - - 6.0 -- . 7.0 -- . 8.0 -- . . 9.0 -- . } 20.0 - - j 11.0 -- j j 22.0 - l I ----North -- Horizontal Sca e is 1.5 Times theI Vertical Scale !
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MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA ' LOUISIANA POWER-AND LIGHT WATERFORD No. 3 NONDESTRUCTIVE TEST EVALUATION OF. BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. 3 DATE : 8-30-84 N to S 45 deg TRANSDUCER
'IELT # 1 2 3 16 to VERP 106 4 5 6 7 8 9 212 318 425 530 636 10 11 12
' 742 848- 955 10GO 1166 1272 75 190 280 T/0 490 0 0 410 0 0 900 0 IDE 1 0.71 1.79 2.64 3.49 4.E2 0.00 0.29 0.21 0.36 0.00 3.87 0.00 0.00 8.49 0.51 0.38 0.00 0.00 4.D 0.00 22.50 6.64 7.77 8.34 4.71 0.00 0.00 2.51 0.03 0.00 0.00 46.93 0.00 0.00 16.51 0.00 85 190 270 0 185 0 0 190 0 1060 0 0 IRE 2 0.80 1.79 2.55 0.00 1.74 0.20 0.00 0.00 1.79 0.00 9.99 0.21 0.45 0.00 3.26 0.00 0.00 D.92 6.64 10.12 0.CO 0.00 6.21 0.00 0.01 0.00 0.00 61.82 0.00 0.00 73.91 0.00 0.00 0.C4 0.00 0.00 90 180 170 0 0 310 0 850 0 810 0 1280 IDE 3 0.85 1.70 1.60 0.00 0.00 2.92 0.15 0.30 1.40 0.00 8.01 0.00 7.64 0.00 10.12 0.CO 0.00 3.C8 0.00 0.01 0.00 12.07 10.12 41.CB 0.00 0.00 46.48 2.36 0.00 0.07 0.00 0.10 0.00 17.20 0.00 0.32 90 180 0 190 0 640 0 0 0 0 0 0 IDE 4 0.85 1.70 0.00 1.79 0.00 6.03 0.15 0.30 0.00 0.00 0.00 0.CO 0.00 0.00 2.21 0.00 0.CG 0.00 0.00 0.00 10.12 10.12 0.00 50.96 0.00 0.00 0.00 0.00 0.00 0.32 0.00 0.00 0.CO 0.00 0.00 0.00 100 2CD 0 0 190 0 740 280 950 0 1160 0 IDE 5 0.M 1.91 0.CO 0.00 1.~/9 0.00 0.06 0.09 0.00 6.98 2.64 8.96 0.00 0.00 3.21 0.00 0.02 5.36 10.M 0.00 3.47 2.5B 0.00 0.00 60.83 0.04 0.00 0.06 0.00 0.00 0.19 63.78 0.28 0.00 0.33 0.00 100 203 0 0 540 0 0 240 0 1070 1170 0 IDE 6 0.M ' l.91 0.00 0.00 5.09 0.0G 0.09 0.00 0.00 2.26 0.00 10.09 0.CO 0.00 0.09 0.00 0.00 11.03 0.00 3.47 2.58 0.00 0.00 5.74 0.00 0.09 0.03 0.00 1.C0 0.00 0.00 68.48 0.00 1 0.50 0.16 0.C0 90 0 90 0 180 6b 0 0 0 1060 11S0 IDE 7 0.85 0 0.CD 0.85 0.00 1.70 O.15 0.00 6.03 0.00 0.00 0.00 9.99 2.15 0.00 3.30 0.03 0.00 0.00 11.D 0.C0 10.12 0.00 68.48 0.00 0.00 0.01 0.D 0.00 62.81 0.32 0.00 0.00 0.00 0.04 0.64 0.00 100 100 0 0 540 0 740 0 950 190 0 0 IRE 8. 0.M 0.94 0.00 0.00 5.09 0.06 0.00 6.98 0.00 8.96 1.79 I 1.0G 0.00 0.00 0.C9 0.00 0.02 0.00 0.C0 3.47 48.27 0.00 0.00 0.00 0.CM 8.21 0.03 1.CD 0.00 0.19 0.00 0.28 77. 8 0.CO ! 0.00 0.CO 1 l l l
CRACK DEPTH AND ORIENTATION CALCULATIONS l CRACK I.D. 3 DATE : 8-30-84 N to S 45 deg TRANSDUCER usr # 1 2 3 4 FS to M 5 6 7 8 9 106 212 32B 425 530 10 11 12 636 742 M8 955 1060 1166 1272 100 0 0 405 0 5 0 800 0 0 710 0 IItE 9 0.94 0.00 0.00 3.82 0.00 0.06 0.00 5.70 0.00 7.54 0.00 0.00 0.00 0.18 0.00 0.30 0.00 0.46 6.69 0.00 3.47 0.00 0.00 2.72 0.00 0.00 0.00 4.31 0.00 2.97 0.00 3.47 0.00 0.00 32.75 0.00 I l l 1 l
MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. 3 DATE : 8-30-84 N to S 45 deg TRANSDUCER IRE 10.. 1 2 3 4 CRACK v INDICATIONv ON SURFACE vOF BASE-MAT SLAB v 1.01 f f 2.0k 3.0 f f 4.0 { l
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MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA r LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. 3 DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE10. 9 - CRACK v INDICATIONv ON SURFACE'OF y BASE-MAT SLAB y LO- -
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MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3
' NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. ' WEST DIA. DATE : 8-30-84 N to S 45 deg TRANSDUCER
'IESP # 1 2 3 4 5 6 M5 to VERP 106 212 7 8 9 10 H 12 318 425 530 636 742 848 955 10 E66 80 210 330
_ 60_ 1272 390 0 0 190 0 0 0 1130 1200 IDE 1 0.75 1.98 3.H 3.68 0.00 0.00 1.79 0.25 0.02 0.n 0.32 0.00 0.00 0.00 10.65 H.31 0.C0 0.00 5.21 0.00 0.00 18.05 0.58 2.05 5.02 0.00 0.CD 0.00 0.35 0.69 71.02 0.00 0.00 0.00 1.86 3.47 75 195 295 420 0 0 240 0 0 0 1130 12C0 IDE 2 0.71 1.84 2.78 3.96 0.00 0.00 2.26 0.29 0.16 0.22 0.00 0.CD 0.00 10.65 H.31 0.04 0.00 0.00 4.74 0.00 0.00 22.50 5.02 4.50 0.58 0.00 0.(X) 0.35 0.69 0.00 64.47 0.00 0.00 0.00 1.86 3.47 90 190 310 0 0 0 0 0 0 1010 1130 1200 IDE 3 0.85 1.79 2.92 0.00 0.00 0.00 0.00 0.15 0.21 0.tB 0.00 0.00 9.52 10.65 H.31 0.00 0.00 0.00 0.00 ~ 0.00 0.00 10.12 6.64 1.51 0.00 0.00 0.48 0.35 0.69 0.00 0.00 0.00 0.00 2.87 1.86 3.47 90 190 310 0 0 0 0 0 440 0 1130 1230 IDE 4 0.85 1.79 2.92 0.00 0.00 0.00 0.00 0.15 0.21 0.00 4.15 0.00 10. 5 H.60 0.CB . 0.00 0.00 0.00 0.00 0.00 4.85 10.12 6.64 1.51 0.00 0.CD 0.35 0.40 0.00 0.00 0.00 -0.00 49.47 0.00 L86 1 1.99
~
~ 90 190 ~315 0 0 0 0 0 0 1015 H25 0 IDE 5 0.85 1.79 2.97 0.00 0.00 0.00 0.15 0.21 0.00 0.C0 0.00 9.57 10.61 0.00 0.03 0.00 0.00 0.00 0.00 0.00 10.12 6.64 0.58 0.00 0.00 0.CD 0.43 0.39 0.00 0.00 0.00 0.00 0.(D 2.58 2.12 0.00
, ,,100 195 300 0 0 410 0 0 0 1020 1100 0 IDE 6 0.94 1.84 2.83 0.00 0.00 3.87 0.06 0.16~ 0.17 0.CO 0.00 0.CO 9.62 10.37 0.C0 0.00 0.CD 2.13 0.00 0.00 0.00 3.47 5.02 3.47 0.00 0.38 0.63 0.00 0.00 28.91 0.00 0.00 0.00 2.28 3.47 0.00 90 203 310 0 0 0 740 - 0 0 1020 H10 -
0
' IRE 7 0.85 1.91 2.92 0.00 0.00 0.00 O.15 0.09 6.98 0.00 0.C0 9.62 10.47 0.00 0.CB 0.00 0.00 0.00 0.02 10.12 2.58 0.00 0.00 0.38 0.53 0.C0 1.51 0.00 0.00 0.00 0.19 0.00 0.00 2.28 2.93 0.C0 90 2G 300 440 0 0 310 860 0 180 1125 1230 IDE 8 0.85 1.93 2.83 4.15 0.00 0.00 0.15 2.92 8.11 0.00 1.70 10.61 0.CT7 0.17 0.15 0.CO 0.00 4.CB 0.11 0.00 H.60 10.12 1.99 3.47 2.CS 0.00 8.30 0.39 0.40 0.00 54.37 0.76 0.00 78.45 2.12 1.99
CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. -WEST DIA. DATE : 8-30-84 N to S 45 deg TRANSDUCER stsr # 1 2 3 4 5 6 PS to WRC 106 212 7 8 9 10 H 318 425 530 G6 742 12 848 955 1060 1166 1272 90 195 310 0 0 IBO O O O IfX0 H10 0 IDE 9 0.85 1.84 2.92 0.00 0.00 1.70 0.15 0.16 0.W 0.00 0.00 0.00 9.81 10.47 0.00 0.00 4.30 0.00 0.CO 0.00 0.00 10.12 5.02 1.51 0.00 0.00 0. 19 0.53 0.00 68.48 0.00 0.00 0.00 1.14 2.93 0.00 80 175 260 370 0 0 0 850 410 0 0 0
~ IDE 10 0.75 1.65 2.45 3.49 0.00 0.00 0.25 0.35 0.55 0.00 8.01 3.87 0.00 0.00 0.00 0.51 0.00 0.00 0.00 0.01 5.D 18.C5 11.98 12.62 8.34 0.00 0.00 0.00 0.00 0.CD 0.00 0.10 53.C0 0.00 0.00 0.00 80 180 300 0 0 0 0 540 0 0 0 0 IDE 11 0.75 1.70 2.83 0.00 0.00 0.00 O.25 0.30 0.17 0.00 5.09 0.00 0.03 0.00 0.00 0.CO 0.00 0.00 2.91 0.00 0.CO 18.C5 10.12 3.47 0.00 0.00 0.00 0.00 0.CO 0.CO 0.00 29.74 0.CO - 0.00 0.00 0.00 80 180 300 0 0 640 0 0 950 0 0 0 IDE 12 0.75 1.70 2.83 0.00 0.CD 6.03 O.25 0.30 0.17 0.00 0.00 8.96 0.00 0.00 0.00 0.00 0.CD 0.00 0.CO 18.05 10.12 3.47 0.00 0.00 0.CO 0.04 0.00 0.03 0.00 0.32 0.00 0.00 0.28 0.00 0.00 0.CO 85 190 0 0 540 0 0 190 0 0 0 1270 IDE 13 0.80 1.79 0.00 0.00 5.09 0.20 0.CO 0.CO 1.79 0.00 0.21 0.00 - 0.00 0.09 0.00 0.00 0.CD 0.00 H.97 D.92 6.64 0.00 0.00 6.21 0.00 0.CO 0.CO 0.03 1.03 0.00 0.00 73.91 0.00 0.03 0.CO 0.D 90 190 0 420 0 0 190 0 0 1040 0 0 IDE 14 0.85 1.79 0.CO 3.% 0.00 0.00 0.15 0.21 0.00 1.79 0.00 0.00 9.81 0.00 0.04 0.00 0.00 5.21 0.00 0.00 i
10.12 6.64 0.00 0.58 0.00 0.00 0.19 0.00 0.00 l 0.00 71.02 0.00 0.00 1.14 0.00 0.C0 90 0 0 440 0 0 0 330 970 0 1200 0 IDE 15 0.85 0.00. 0.00 4.15 0.00 0.00 0.15 0.CD 0.00 3.11 9.15 0.00 11.31 0.CO 0.15 0.00 0.00 0.00 4.89 0.CO 10.12 0.00 0.00 2.05 0.00 0.15 0.00 0.31 0.CO 0.00 0.CO 57.53 0.91 0.00 1.59 0.00 85 0 0 440 0 0 2C5 0 0 1060 J200 IC00 IDE 16 0.80 0.00 0.00 4.15 0.00 0.CD 0.20 0.(D 0.00 1.93 0.00 0.00 9.99 H.31 0.15 0.CO 0.00 5.07 0.00 9.43 13.92 0.00 0.00 2.05 0.00 0.00 0.01 0.31 2.57 0.00 8 .12 0.00 0.00 0.CM 1.5 15.26 90 180 0 0 190 0 *no 0 9 70 0 0 0 IDE 17 0.85 1.70 0.CD 0.00 1.79 0.15 0.30 0.00 7.26 0.00 9.35 0.CO 0.CO 0.00 3.21 0.00 O.00 0.00 10.12 10.12 0.00 0.26 0.00 0.15 0.00 0.00 60.83 0.(D 2.C5 0.00 0.CO 0.00 0.91 0.CO 0.00 0.00 t e- gaw+m- + . 9 -- -.--we-e=,--yr ,.--,-g.,,9-w,--v ,,,-y -.-v-, ,
CRACK DEPTH AND ORIENTATION CALCULATIONS , CRACK I.D. WEST DIA. DATE : 8-30-84 N to S 45 deg TRANSDUCER
'11sr # 1 2 3 4 FS tn W 106 212 3L9 425 5 6 7 8 9 10 11 530 636 742 848 12 955 1050 1166 90 190 1772 0 220 0 0 770 210 0 I2E 18 2070 0 1250 0.25 1.79 0.CO 2.07 0.15 0.00 0.00 7.26 1.99 0.21 0.00 1.93 0.00 0.CO 10.09 0.CO 10.12 6.M 0.00 0.26 6.02 0.00 12.16 0.00 42.88 0.00 0.00 0.09 0.00 0.16 2.05 71.79 0.00 0.50 0.00 0.76 85 180 0 0 d 0 390 0 0 IDE 19 0.80 1.70 0.00 0 (D 0.00 1070 0 0 0.20 0.30 0.CD 0.00 3.6B 0.00 0.CO 0.00 0.00 0.00 10.09 0.00 0.00 13.92 10.12 0.00 0.00 3.32 0.00 0.00 0.09 0.CO 0.00 42.11 0.00 0.00 0.CO 0.00 0.50 0.00 0.00
MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA ' LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. WEST DIA. DATE : 8-30-84 N to S 45 deg TRANSDUCER IRE }D. 1 2 3 4 CRACK v INDICATIONv ON SURFACE vOF BASE-MAT vSLAB 1.0 f
,l 2.0 -
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MUENOW AND ASSOCIATES, INC. . . CHARLOTTE, NORTH CAROLINA - ' LOUISIANA POWER AND LIGHT- WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. WEST DIA. DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE10. 9 20 11 22
- 3 CRACK. v INDICATION-ON SURFACE v v OF BASE-MAT v SLAB 1.0 - -
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.MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA LOUISIANA POWER AND LIGHT WATERFORD NO. 3 l
NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. WEST DIA. DATE : 8-30-84 N to S 45 deg TRANSDUCER IDE }D. - 17 38 19 CRACK V INDICATIONv ON SURFACE VOF BASE-MAT SLAB V LO - 2.0 - ( 3.0 -- . I 4.0 -
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edATERIALS AND NGdCESTitUCfWE TESTING 3940 HUNT (.f.:FF CR. CHARLOTTE. NORTH CAROUNA 78211 (704) 3774041 (704) $42-2223 IDENTIFICATION Atl0 DESCRIPTION OF RANDOM REFLECTORS
,. LINE NO.
CRACK I.D. TEST NO. EXPLANATION * (West Diagonal) . WD 1/7 3 WD 1/11 4 WD 1/12 4 WD 2/7 3 WD 2/11 4 . WD 2/12 4 WD 4/9 3 WD 4/11 4 . WD 4/12 4 WD 6/6 - 2 WD 7/7 2 WD 8/4 1 WD 8/7 1
. WD 8/8 1 WD 8/10 4 WD 9/6 2 WD 9/10 3 WD 9/11 4 WD 10/8 3 WD 10/9 3 WD 11/8 '
3 WD 12/6 3 WD 12/9 1
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'MUENOW ANDfASSOCIATES, INC.
CHARLOTTE, NORTH CAROLINA
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- LOUISIANA-POWER AND LIGHT WATERFORD No. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. Ee DATE : 8-30-84 N to S 45 dag TRANSDUCER
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,. LINE NO.
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, LINE NO.
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,. LINE NO.
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CRACK DEPTH AND ORIENTATION CALCULATIONS CRACK I.D. EAST DIAe5 DATE : 8-30-84 N to S 45 deg TRANSDUCZR w# 1 2 3 4 5 6 7 8 FS to N 106 212 9 10 11 12 318 425 530 636 742 848 955
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MUENOW AND ASSOCIATES, INC. CHARLOTTE, NORTH CAROLINA ,' _J LOUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPTH AND ORIENTATION GRAPHING CRACK I.D. EAST DIAe5 DATE : 8-30-84 N to S 45 deg TRANSDUCER I2NE lc. 1 2 3 4 CRACK V INDICATIONV ON SURFACE.OF v BASE-MAT SLAB v 1.0d 2.0 f f f
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' IDENTIFICATION AND DESCRIPTION OF RANDOM REFLECTORS
,. LINE NO.
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- DIA e5 3/11 4
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MUENOW AND ASSOCfATES, ZNC. CHARLOTTE, NORTH CAROLINA. LOUISIANA POWER AND LIGHT WATERFORD NO. 3 t i DESCRIPTION OF.
, 60' TRANSDUCER
. INTERNAL REFLECTOR DATA l.
's.
. These Microsecond Readings - 1 Are For General location of Crack Crack The Cracks Only And Are Related ID ID To The 105 Foot Line 1 2 O @
Lin1 No. O Microsecond to Re- .7800 6 7450 Q3 flec or 4 Horizon al f to 90(2) 86 reflector '
. ({} General Description of Data Related to 105 Foot Test Line
($). Crack Identification Number ([) Test Line Number (See Drawing No.11) t ([) Microseconds to Internal Reflector f({) Horizontal Distance to Internal Reflector from 105 Foot Test Line ([) Actual Microsecond Reading t L i, ([) Actual IIorizontal Distance to Reflector from 105 Foot Test Line
~
285
AlUENOW ANI) AStiOCl ATE:1, 1NC. Cll Altl,OTTE , NollTil CAltol.1NA I,0UIS I AN A l'OWElt AND I,1 Gilt WATEltFOllD No. 3 NONDESTilUCTIVE TEST EVhl,UATION OF DASE A1AT CONCitETE CilACK del >Til AND O!!IENTATION DATA SilEETS
, GO' TitANSDUCEll These microsecond readings CilACK CitACK CilACK CllACK CitACK are for general location of CilACK CRACK ID. ID. ID. ID. ID. ID. ID.
the cracks only and are 1 2 3 related in the 105' lino 4 5 6 7 LINE NO. O msec.to refl. 7800 7450 11350 93G0 8400 horiz.ft.to refl. 90 86 0 131 108 0 97 LINE NO. 30 .. 7800 7300 11260 930p 8400 90 85 0 130 108 0 97 LINE NO. 35 7800 7360 11200 9360 8320 90 85 0 130 108 0 96 LINE NO. 40 7800 7280 11200 9360 8400 l 90 84 0 130 108 0 97 I LINE NO. 45 7710 , 7280 11090 9440 8490 89 84 0 128 109 0 98 . LINE NO. 50 " 7710 7190 .11170 93GO 8320 89 83 0 129 108 0 96 LINE NO. 55 7710 7100 11170 9270 4100 8320 89 82 0 129 107 48 46 LINE NO. 60 " 7620 7020 11090 9270 4240 8230 88 81 0 128 107 49 95 I,INE NO. 05 " 7620 6930 8750 11100 9530 4500 8320 88 80 101 127- 110 52 96 LINE NO. 70 " ' 7G20 G840 8750- 10910 9620 4G80 8140 88 79. 101 120 111 54 94 LINE NO. 75 7540 6670 86GO 10830 9530 4940 '8320
.. 87 77 100 125 110 57. 9G LINE NO. 77 7450 6500 8600 10740 9530 4940- 8230 NORTil-SP'3Til CENTERLINE 8G 75 100 124 110- 57 95
- - _ _ -w-"4 _---m_ _ _ _ _ _ _ . _a___._.- _ _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ - _ _ - - _ _ - _ . _ _ _ - a -M
.. ;,.'hr.fj .' i.y 8 ' O ,l : ) 'l l. V g.'b f y ;.~1_J : Sh.: # f D i.] Dl4:).l R},[h.6:V ?.ib .yfif;Qf ;
J l Ub. '5 p J.
.?l *_ _ y *[.\ .
a o r. m , n ,u m ,u ,. .ot nu .c , im.. i n,uo .o i n. , non o g u,nio. . n.,i I,0UI S I AN A l'OWElt AND I,1 Gi!T W ATEl(FOltD NO. 3 NONDESTitUCTIVE TEST EVAI.llATION OF llASE MAT CONCitETE CitACK del'Til AND Olt1ENTATION DATA SIIEETS
- GO* Tit ANSDUCEll These microsecond readings are for general location of CitACK CIIACK, CRACK CitACK CitACK CilACK CilACK the cracks only and are ID. ID. ID. ID. ID. ID. ID.
related to the 105' line 1 2 3 4 5 6 7 LINE NO.75e msec.to ref) 7450 G240 8GG0 10570 9530 4850 8230 horiz.ft.to refl. 84 72 100 122 110 50 95 I,INE NO. 70e " 7450 5980 86G0 10480 9440 4590 8320 8G 09 100 121 109 53 9G LINE NO. G5e " 7450 5800 8GGO 10400 93G0 4500 8140 8G G8 100 120 108 52 94 1,1NE NO. Goe 73GO 5800 8G60 10440 93GO 4330 8230 85 G7 100 120 108 50 45 LINE NO. 55e 73GO 5720 8580 10310 9440 8230 1 85 GG 99 119 109 0 95 ! LINE NO. 50e 73G0 5720 10220 9440 8140 s 85 GG 0 118 109 0 94 E LINE NO. 45e " 73GO SG30 10220 93GO 8060 85 G5 0 118 108 0 93 i I.INE NO. 40e " 7280 5540 10220 9300 8140 84 84 0 118 108 0 94 LINE NO. 35e 7280 5400 10320 9270 7970 84 G3 0 118 107 0 92 LINE NO. 30e "' 7280 5280 10140 9270 80G0 84 G1 0 117 107 0 93 LINE NO. De " 7280 5280 10140 9270 8140
. 84 G1 0 117 107 0 94 g .
CRACK NO.1 ML N I- ~ _ _ - - h 7 y - - - l l I : MUD OW AND ASSOCIATES, INC. CHARIDITE, NORITI CAROLINA IDUISIANA IUVER AND LIGTP WATERFORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEPrH AND ORIE.TATION GRAPIIIC SHEET l 60' TRANSDU R I 9A0
~
~ MUI.IIN - Aim A:ctn:I AIll:, It.U. 'Cil41!!!JITh, ::Ul:FilCalail.INA IDUISAflA IUWiJt L I lG:f!' WAFIIlOldT 50.' 3 a CllACK NO. l' ITNDFS11tLUTIVE TIER EVAL.UATION Ol' IIASF. MAT Wf4CitMrH CicNY DI3Til A;iD OllliNEATION DATA FillJ.T '
i 00" TilANSDit: Fit
!.tance to reflector as TFU ILbTIO*L IlOllI7D.YrAL DISP.V;CI: 1lu.I wn, is data processed, so
- t-105 foot test location EASP WiEr CENTEilbillE (IT.) G0" TItANSDUClIl base line. .
ilEST SIDE OF RCB 105' 110' 115' 120' 125' 130' 135' 140' 14 0 . O TO LC R - 0-i FT. TO REFLECTOR 90 89 89 87 88- 90 91 89 iil0. 30 " 7800 7800 7800 7880 7710 7800 7880 7800 1 90 90 90 91 89 90 91 90-l110. 35 '7800 7800 7000 7710 7710 7710 , 7710 7800 90 90 90 89 89 89 89 90 ' it0. 40 " 7800 7800 7880 7710 7800 '7710 - 7620 7800-90 90 91 89 90 89 , 88 90 J N0. 4 5 7710 7710 7520 7800
' 7710 7800 7800 7710 09 89 88 90 89 90 91 89 tl0. 50 "
7710 7710 7800 7880 7880 7880 7800 7710 # I 89 = 89 90 91 91 91 93 B9 * !tt0. 55 " 7710 7710 7710 7800 7800 7800 /880 7800 89 89 89 90 90 90 91 90 !!i0. 60 " 7620 7800 7710 7620 7540 7620 7710 7800 ! 88 90 89 88 87 88 8') 90 fl0. 65 " 7620 7710 7710 7800 7710 7800 7710 7800-4 88 89 89 90 89 90 - 89 90 t10. 70
~
~
76 0 7540 77 0 7710 7300 7880 77 0 7620 iti0. 75 " 7540 7620 7710' 7540 7450 7540 7620 7510 87 88 89 87' 86 87 88 . 87
- t
- 0. 77 7450 7360 7450
~ ~
7540 7540 7540 7540 7510 !/50tlill Ct....ERI. INE 86 n r, u m .. , -- -- - i i
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.MUl70W AND ARICI ATl?i, INC.
CIIAllif11'rl!, lOlrill CAIEll.lNA
- IDUISANA IUWI.11 1 1.lCirr ~ WA113tioitD:fo. 3 j
CitACK N). 1 NONDlWilttCrlVE TlWr INAIAINIION OF JLASE MdT GEK'ItEll: CllACK DI3rrli AND OIIIB'rdTION DATA SliEl?P -" *'. 60* . TitNG)! Celt - 8/84-cance to reflector as TFSF 10 CATION -- IlnitI7mrAI, DIsrANCE Hlott
- m, is data processed, so EASP WISP CENTFJtLINE (Fr. ) 60* 'IltAfG)UClJt
.105 foot test location 3ase 1ine. - FASP HIDE OF HCB 105' 110' 115' 120' 125' 130' 135' 140'
!? 10. 75e msee to reflee. 7450 7450 7280 7300 7450 7280 7360 7360
.tririz. f t. to reflee. 84 8G 84 85 86 84, 85 85 310. 70e "
7450 7450 7280 7190 7280 7260 73G0 74bo 86 86 84 83 34 84 85 BG
- 10. G5e "
7450 7450 7G20 7540 7620 73G0 BG 87 88 7200 73G0 87 88' 85 84 85 s10. Goo " 7300 7360 7360 7360. 7300 7280 7190 85 85 85 7280 85 85 84 83 84
- 10. 55e "
7360 7280 7300 7360 73GO 7280 7300 85 84 85
- 7300 85 85 84 85 85
?10. 50e "
7300 73G0 73GO 7300 7300 7450 7540 85 85. .85 7450 85 85 BG 87 BG !
*10. 45e 73G0 7280 7190 7280 7190 7280 7190 85 84 83 7190 84 83 84 83 83
- 1O. 40e "
7280 7100 7020 7020 7190 7280 7200 84 82 81 7280 81 83 84 84 84
- 10. 35e "
7280 7280 7190 7100 7020 0930 84 84 83 7190 7100 82 81 80 83 82
- 10. 30e "
7280 7280 7100 7190 7100 7190 84 84 7280 7190 83 83 82 83 84 83
- 10. Oc "
7280 7280 7190 7100 7190 7280 84 84 83 7260 7100 82 83 84 84- 82
1 CRACK NO. 2 . N V e
" , . - L- .
,= .
7 l I . s MUDOW AND ASSOCIATES, INC.. CHARIDITE, NOR111 CAROLINA LOUISIANA POWER AND LIGHT WATDUCRD NO. 3 NONDESIRUCTIVE TEST EVALUATION OF BASE MAT CONCEFE CRACK DEFrH AND OllIDirATION GBRPHIC SHEET 60' TRANSDLCER
~ - - . _ . . . _ __ . _ .
Ml'IN M ?J.l ? .t!.1 C I ATili, l .NC . CilAlt! DITE, 13 )itTil CAls )l.1;;A . IDUISANA IVMlat & I,1(;lfr WATilliDi(D l'D. 3 CitACK FO. 2 IRYillESrilltfrlVE Tidir INAl UATIOli OF IIASE FIRT CO Fit!:rE ' CllACK Diarril AtiD O!!IIRfATIGl DATA SilEl.T ~ ' GO' TitANSDLCEll tance to reflector as TUJr ifrATION - Iloi1IZLtirAL DISTANCE 110.1 wn, is data processed, so EASP VEST CENTEltLINE (FT. ) GO' TItANSDICDI t 105 foot test location t.AST SIDE OF RC8 "S* "
. 105' l 110' 115' 120' las' 130' 135' 110' 62 W
~
E t:0. 70e filCR0 SEC 6240 6320 6410 6320 6240 6150 6150 T0 itEFLECTOR FT. TO REFLECTOR 72 73 74 73 72 71 71 72 i fi0. 65e 5980 5980 5890 5800 5890 5980 6060 5890 69 69 63 67 63 69 70 68 i li0. 60e 5890 5800 5720 5800 5890 5890 5890 -5890 68 67 66 67 _ 68 68 68 68
- fl0. 55e "
5800 5800 5980 5890 5000 5800 5890 5800 67 67 69 68 67 67 68 67
. fl0. 50e ,
5720 5720 5630 5540 5630 5630 5720 5720 66 66 65 64 65 65 66 66 f!0. 45e 5720 5720 5800 '890 5800 5720 5800 5800 ' 66 66 67 63 67- 66 67 67 110. 40e 5630 5540 5460 5630 '5720 5800 5800 5720
-- 65 64 63 65 66 67 67 66 ti0. 35e 5540 5540 5460 5540 5460 5460 5540 5540 64 64 63 64 63 63 60 62 fl0. 30e 5460 5460 5460 5370 5280 5280 5200 5370 63 63 63 62 61 61 60 62 11 0 . De 5200 5280 5280 5200 5110 5200 5290 5110 61 61 ..
~61 60 59 60 61 59 _
- epm > e O g 4 4
MUIN)W N.D A:::1 x *I A;l2;, I th '. CilAlilr3111;, f.dirlll 0A!a11.1NA IOUISAf1A IUWi'It h I,1CJft' WATDiluitD ia). 3,. CitACK fD. 2 Itt4D131111CrlVE TI'.::P 1.YAI.UATION OP l!ASE W.T (UNCitlIIE CilACK 1113'r11 AND OllllLTNrlON DATA Sill 1.T ".. 00* TilXalilEElt
/
tance to reflector as TFSr IsrATION - IlOllI7mrAL IJISrN'CE Hul vn, is data processed, so EASP W13P CINIEltLINE (IT. ) 60 TilANSULCDt t 105 foot test location jase 1ine. - WEST SIDE OF RCB 105' I 110' 115' 120' 12S' 130'
~
133' l10' (10. O 7450 TO R C 7540 7540 7620 7540 7450 7280 7190 FT. TO REFLECTOR 86 87 87 88 87 86 84 83 (10. 30 " 7360 7450 7540 7540 74'50 7360 7280 7280 85 86 87 87
- t;0. 35 " 86 85 84 84 7360 7540 '- 7620 7 450 7430 72B0 7100 7020 -
85 87 88 86 86 84 82 110. 4 0 " 7280 7360 i 81 _ 7450 7450 7360 7280 7280 84 85 86 7100 86 85 84 84 82 ' fl0. 4 5 " 7280 7360 7450 7280 7190 7100 702'0 7020 84 _85 86 84 83 82 81 81 (10. 50 " 7190 '7280 7360 7280 '7360 7100 7020 7100 < 83 B4 85 84
- 85 82 81 82 tt0. 55 "
7100 7190 7200 7190 7200 .7020 7020 7100 82 83 04 83 84 81 81 B2 f!0. 60 " 7020 7100 7190 7280 7190 7100 7020 7100 81 81 B3 '_ 84 33 82 81 82 110 . 6 5 6930 6840 6930 7020 6930 7100 6930 6840 80 79 89 81 _ 30 82 80 79 M0. 70 " 6840 6930 7020 6930 6840 6930 6930 6840 l 79 80 81 80 79 80 P,0 79
- 10. 75 "
6670 6580 6500 6690 6690 6760 6S40 6670 77 76 75
$0.77 77 77 78 79 77
' 6500 6410 7 500 . ' ~6610' 6780 6410 6500- 6410
~
!5OUTIt.CL .lRLINE -75 74 76 I 77 .
1H 74 7'i 78
- I 1
CRACK NO. 3 N j 1 1 e
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4 I . I 1 MUBOW AND ASK)CIATES, INC. CHARIDITE, NORTH CAROLINA IDUISIANA POWER AND LIGHT WATERFORD NO. 3 NONDESTRUCTIVE TEST EVAIUATION OF BASE MAT CDNCRET. E i CRACK DEDTH AND ORIENTATION GRAPHIC SHEET 60* TRANSDUCER
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18U1T4M AND ASU CIKilS, IfJC. CllA111U1'11?, . F#strill CAIOI.If4A IDUISANA It >uut f.1,1Giff WATI3tlUilD.lo. 3 CilACK 10. 3 NONIES11tl.CrlVE *l1501.TAl,tlATION OF IMSE MAT CDNCitEll? CitACK DB'ril AND OltlDirATId4 DNTA SflEEP *- ' . 60" TitANSDLGJt *- 8/81
;tance to reflector as TEST ILCATION -
!OLI7D(FAL DISTANCE F10.I mn, is data' processed, so it 105 foot test location EASP WEST CDfTEllLINE (Fr.) 60* 1TIANSDLCHI EAST SIDE OF flG
""' ~
105' 110' 115' 120' 125' 130' 13S' 140' T 10. 75e msee to reflec. SGGO 8000 8580 8490 BGGO 8570 ECEO 8600 lx>rz. ft. to rf 100 100 90 98 100 101 100 100
- E 10. 70e "
8G60 8000 8580 8GGO 8G00 8000 06G0 86GO 100 100 99 100 100 100 100 100
-E IO. 65e SGGO 80GO 8 GOO 8000 8490 6600 8750 8750 100 100 100- 100 98 100 101 101 's10. G0e "
8600 8000 8000 8G60 8750 8750 80C0 8G00 100 100 100 100 101 101 100 100 E 10. 55e ' "
, 8580 ' 8060 8750 8750 8000 8060 8000 BGGO
.- 99 -
100 101 101 100 100 100 100 E 10. 50e " 0
,'c E 10. 45e "
0-
- E 10. 40e "
0 510. 35e "
.0 - ?10. 30e "
0
? PO. .Oe 0 r'
CRACK NO. 4 I f m N
~
l r 8 g- . n s l 8
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MUENOW AND AS!OCIAH:S, INC. CHARICITE, NORn! CAIOLINA - LOUISIANA POWD1 AND LIGfr WATDIEGD NO. 3 NCNDESITt0CTIVE TEST EVALUATION OF BASE MAT CONGETE CRACK DEPr!! AND ORIDirATION GRAPIIIC SIEET 60* TRANSDUCD1
4 MUINN A*:D AS:t CI A1Di, IT. CllAlilOril:, idlifil CAlall,INA !
~
1DtilSA!1A IW13t & I.l(2fr WATilti-VilD ?U. :I CitACI: 10. 4 FKEI)fSiltlUrlVE 'IUir EVAL,UATIMi UF InSI: Stir (U.T1c*rl: ! CIIACK DIG'ril AND Olllll(FATIGJ DATA SilEl.T *,
' GO" TitA14SDIG3t i
tance to reflector as *lTSr IfEATION - Il0llI7RfrAL DISTANCE FIGl i m, is data processed, so i t 105 foot test location EAST 'WIYJr CDilEtLINE (FT. ) 60" 'I1tANSDLI.UI Jase line. - WEST 510E OF RCD 105' 110' 115' 120' 1:!5' 130' 135' 140'
- NO. O MICR0 SEC 11350 11350 11430 11520 11610 11430 11430 11430 [
ri r T 131 131 132 133 134 132 132 132 ! 110. 30 11260 11260 11350 11430 11520 11350 11430 11430 f 130 130 131 132 133 NO. 35 " 11260 131 132 132! 11170 11350 11350 11350 ~ 11350 11610 11350 130 129 131 131 131 131 134 110'. 4 0 " 131 11260 -11260 11350 11610 11610 11430 11520 130 i 130 131 11430 ( 134 134 132- 133 fl0. 45 " 132
, 11090 11090 11170 11170 11260 11350 11170 11170 128 128 129 129 130 131 129 110. 50 " 129 11170 11170 11170 -
.1088
- 11170 11260 11170 11260 129 129 129 128 129 130 129 110. 55 " 130 11174 11170 11170 11170 11000 11090 11170 11350 129 129 129 129 127 123 129 131 T10 ( 60 .I1090 11090 11000 11090 11090 11090 11170 11260 128 128 127 129 127 128 129 fl0. 65 " 130 i 11000 11000 11000 10910 11090 11090 11170 11170 127 127 127 I?6 128 128 -
129 129 tl0.- 70 " 10910 10910 10830 10740 10830 10910 11000 11090 126 126- 125 124- 125 NO. 75 " 12.6 127 128 . 10830. 10830 10910 11000 11090 10910 11000- 11090 125 125 126 , NO.777- 127 128 126 10740 10/4 F 10630 -10910 11000 10740 127 128 I/SOUTil C, .ERLINE 10830 10830 124 124 I ?* 1x " "* -- ---
4 MUEMN AND ASRCIATES, INC. CllARIOrlE, U lifil CMOLINA - 1 1 IDUISANA TOhUtk LIGTP WATSIFORDlNO. 3 CRACK 10. 4 NNDCSIRUCTIVE 1ESr EVALUATION OF BASE MAT 00NCitLTE 4 1 CHACK DlU'ril AND Oll11RTATION DATA SIII1T *- 60" TilANSDLCER I Dnce-to reflector as TESr IOCATION Il0RI2mrAL DIsrANCE FlGI ]un,isdataprocessed,so EASP ' WEST CENIERLINE (FT.)' 60" THANSDUCUt i st 105 foot test location base line. WEST SIDE OF RCS I 105' 110' 115' 120' 125'
;'E NO. O 130' 135'. 140' MICR0 SEC 11350 11350 11430 11520 11610- 11430 11430 11430 f rr 131 131 132 133 134 132 132 132
!E110.30 " 11260 11260 11350 11430 11520 11350 11430 11430 f 130 130 131 132 133 131
" 132 132 E NO. 35 11260 11170 11350 11350 11350 11350 11610' 130
'11350 129 131 131 131
" 131 134 131 i E 110. 40 11260 11260 11350 11610 .11610 ' 11430 11520 i .11430 130 's 130 131 134 134 132- 133 132 l E 110, 45 "
11090
. 11090 11170 11170 11260
' 11350 11170 11170 128 128 129 129 130 131 129 E T10. 50 "
11170 11170 11170 *
.1088 129j 11170 11260 11170 11260 129 129 129 128 129 130 129 130 E 110. 55 11174 11170 11170 11170 11000 11090 11170 11350 129 129 129 129 127 123 129 131 i NO 660 "
11090 11090 11000 11090 11090 11090 11170 11260 128 128 127 128 127 128 129 130
- !!0. 65 "
11000 11000 11000 10910 11090 11090 11170 j 127 127 127 11170 126 128 128 - 129 129 l ' t:0. 70 " 10910 10910 10830 10740 10830 10910 11000 11090 ( , 126 126 125 124 125 12.6 127 128 . ' N0. 75 " 10830 10830 l'0910 11000 11090 10910 11000
11090 125 125 126 127 NO. 77 128 126 127 128 10740 10740 10630 10910, 11000 10740 10830 10830
! II/SOUTil C. ERLINE 124 124 1 21. 126: 127 124 i 12L 1M
- .. = --
k!!!DOW AND M'<DCI ATFli, I f 3C. CliftitIDi'IE, liOf fril CAIOI, Illa IDtJISAT1A IVWi-]t & l.lGir WATIJtlOllD 10. 3 CilA G 10. 4 IJuliDIRillVCrlVE 'IET INAl,UXrION OF llASE btAT (UNCill-!rE CilAG DB'rll AND O!!IDirATION DATA SilD!r I: 60' TilN4SDICElt - 8/84 Lance to reflector as TFJJr IOCATION - II0ttIKHrAL DISTANC.E 11a061 in, is data processed, so EASP WLET CDirBILINE (IT. ) . 60* TitANSDUCBI t 105 foot test location EAgr SIDE OF llc 3 aase line. . 105' 110' 115' 120' 125' 130' 135' 140' ID. 75e miec to reflec. 10570 10570 10GGO 10740 10830 10740 10570 10570 1:oriz. f t to reflect. 122 122 123 124 125 124 122 122
- 10. 70e "
10180 10480 10480 10570 100G0 10s70 10480 10480 121 121 121 122 123 122 121 121 I 10. 65e " 10400 10400 10400 10310 10220 10310 10100 10100 120 120 120 119 118 119 120 120
- 10. 00e "
10440 10100 10310 10220 10310 10310 10220 10400 120 120 119 118 119 119 118 120 i55e " 10310 10310 10310 10220 10140 10220 10140 10310 e 119 119 119 118 117 118 117 119 7
- FO. 50e "
10220 10220 10220 10140 10220 10310 1014C 10220 118 118 118 117 118 119 117- 118
- 10. 45e "
10220 10220 10220 10140 10140 10220 10220 10220 118 118 118 117 117 118 118 118
- 10. 40e "
10230 10.?20 10220 10140 10140 10140 10140 10140 118 118 118 117 117 117 117 117
?O. 35e "
10220 10220 10220 10140 10140 10140 10220 10310 118 118 118 117 117 117 118 119
- 10. 30e- "-
- 10140 10220 10310 10400 10480 10400 10140 10220 117 11 8 119 120 121 120 117 118 to.J Oe "
10140 10140 10220- 10140 10220 10140 10220 10050 117 - ~117 .118 117 118 117 118 116 4- ,_%,_ ....m , _ _ _ _ _ . _ _m _ _ , _ _ _ _ _ , _ _ _ _ _ , _____.m__ _,._____.___ _ _ _ __ _s
d CRACK NO. 5 t N 4 1 -
~
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~ ~
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I I MUENN AND ASS)CIATES, INC. CHARICITE, NORTH CABOLINA I.OUISIANA IOWER AND LIGHT WATEREORD NO. 3 NONDESTRUCTIVE TEST EVALUATION OF BASE MAT CDfCRETE CRACK DEFI11 AND ORIENTATICN GRAPHIC SHEET 60* TRANSDUCER
ILillili :W AtlD AS A CI ATI;;, lia?. Cilaltlf fiTE, f.Olifil CAIN>i.lf1A IDtilSAflA IU.VI.lt & I.IGiff WATilti-UllD TO. !f CilACK 10. 5 FKTR)FSiltLCTIVE TESP hVAI.UATIO:1 OF 11ASE f.iAT OXCit!!rE CllACK lil-3rril MID OltlHirATION DATA S!!Elff .. GO* TilMISDLCEll
~
ance to reflector as TEST LOCATION - IlrXIIEurAI. DisrNA:E HKY.1 n, is data processed, so EW WEST ONffllLINE (IT.) 60* TitANSDUCEll ' 105 foot test location iise 1in2. _tlEST SIDE OF RCD 105' 110' 115' 120' 1:!5' 130' 135' l10' MICR0 SEC 9360 9270 9440 9360 9270
" 108' 9360 9440 9270 FT. ORF CT0R 107 109 108 107 109 109 107 ?!0. 30 "
9360 9360 9360 9360 9180 9270 9360 9270 10R 10R 103 108 106 107 10R 107 ff0. 35 "
'9360 9360 9440 9440 9530 9440 9360 '9270 103 103 109 109
, 1.10 109 108 107
!!0. 40 "
9360 9360 9440 9440 9530 9530 9440 9360 108 108 109 109 110 110 - 109 108 ff0. 45 " 9440 - 9440 9530 9620 9530 9440 9360 9270 109 109 110 111 110 109 108 107 fl0. 50 " 9360 9360 9440 9530 9530 9440 9360 0270 108 108 109 110 110 109 108 107 tiO. S' " 9270 9270 9270 9270 9270 9270 9360 9360 107 107 107 107 107 107 103 108
*10. 60 "
9270 9270 9360 9270 9360 9440 9360 9270 107 107 103 107 108 109 103 fi0. 65 " _ 197 9530 9620 9700 9790 9620 9/00 9700 9700 110 111 112 113 111 112 112 117 rio. 70 " 9620 9700 9620 9620 9530 9530 9440 9620 111 112 111 111 110 _ _11 0 109 111
- 40. 75 "
9530 9530 9620 9620 9700 9530 9530 9530 110 110 111 111 112 110 _ _ 13 9 110 tiO. 7.7 9530 9620 9700 9530
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MUllAM ANI) AFirY:1 A*1Rs, IIX?. CilAltlOl'Il:, NOltrll CAlt)l.INA IDillSANA IOW10t & I.lGiff WATiltIOltD 10. *l CitAG TD. 5 ?mE511ttCrlVE '115r INAI.tIATION OF llASE MAT (OWiti!rE CllAG 1110'111 AND O!!!!NTATION DATA SillG?P - GO* 'lllAriSDUCCll U/84 tance to reflector as 'ITSr LOCATION - IlOllIKRfAL DISrNiCE FilOM lm, is data processed, so EAUT WIEP CDirDILINE (1T.) GO' TitANSDUCDt t 105 foot test location EASP SIDE OF llG base line. .- 105' 110' 115' 120' 125' 130' 135' 140'
? 10. 75e msa: to mflec. 9530 9530 9530 9530 9140 9300 9440 9530 1:oriz. ft. to aflect. 110 110 110 110 109 108 109 110 I?10.70e " '
9140 0140 9G20 9G20 9140 9530 Da30 vaJu 109 109 111 111 109 110 110 110 !?!D. G5e " 9360 9270 9270 9270 108 93GO 9440 0110 9530 107 107 107 108 109 109 110 I3!O. 60e " 0300 9140 9270 9270 9270 93G0 9140 9530 108 109 107 107 i 107 108 109 110 i?10. 55e " - 9140 9530 9530 9530 9620 9140 9530 9530 m 109 110 110 110 111 1 109 110 110 8
? ?O. 50e "
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,:10. 40e "
9360
' 9440 9140 9530 DG20 9140 108 9530 9140 109 109 110 111 109 110 109 l: 10. 35e "
9270 9180 9180. 9270 5 9300 9140 9440 9140 107 10G 10G 107 108 i 109 109 109 l 10. 30e " 9270 93GO 93GO 9300 9140 9140 9410 9300 107 108 108 108 109 109 109 108 i 10. Oc " 9270 9270 9270 93GO 9140 i 107 9300 9300 93GO 107 107 108 109 108 108 108
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i CRACK NO. 6 F N l l i
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nfUENOW AND ASSOCIATES, INC. CHARIDI'IT, NORITI CAROLINA - I I.OUISIANA POWH1 AND LIGfr WATERFORD ?O. 3 N%'DESITIUCTIVE TEST EVALUATION OF BASE MAT CONCRETE CRACK DEFIll AND ORIENTATION GRAPHIC SHEET 60' TRANSDUCUt 303
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. (1 TACK TU. O IXYlDI:SilttlUrlVM 'll2ir INAI.ll#rlOff OF llASE ELTP 0)fK1t! ll:
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'. (10. O filCR0 SEC TO REFLECTOR FT. TO REFLECTOR 0 ' 00. 30 0
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littl20W ANI) ASDL'INile.9, It#:. CllAltini'IE, NOIrl11 CAIOI.It4A CilACK TD. G IOlllSANA luVlJt & I.l(2ff WATIJ110tD it). 3 IJUril>FHilttErlVE TE3r INAI.tlATION OF IWiE 1.!AT OffLlu II ' ' CitACK DD'111 Af!D Ollll7(TATION DATA Sila!r - - GO* 'lltANSDlL131 8/84 .ance to reflector as TFSF IOCATION - IOill7fNTAL DISrN;CE F10.1 an, is data processed, so EAST WISP CDirEld,INE (IT.) GO' 'IltA?iSDLCUt .105 Toot test location.. >ase 1ine. .' EAST SIDE OF IlCH 105' 110' 115' 120' 125' 130' J35' 140'
- 10. 75e msce to refice. 4850 4700 4G80 4760 4850 4700 4G80 loriz. f t. to mflec. 50 55 4700 51 55 SG 55 51 55
- 10. 70e "
4590 4G80 4G80 4500 4590 4680 4GIO 4700 53 54 54 52 53 M 54 55
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Vertical icm=2ft in slab - llorizontal Im=lf t along top of slab
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r' h ,e se i Top of lower reinforcem i CROSS Sf0CTION AT LIllE Scales:
- Vertical icm=2f t in slab llorizontal Imm=lf t along top of slab
M
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M (2 M h h @ TOP OF BASE MAT 3 f 2' ' I i I
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Vertical icm=2f t in slab - llorizontal Imm=lf t along top of slab
EAST / WEST-CENTERLINE I 3, .
/
i RCB - 5 TOP 0F BASE MAT O 2-i 4' I 8 i 1 . (, ' . The X located at the bottom of each j 1 internal discont nutty line represents i
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-- - -- n
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s E bb T f b( h1 TOP 0F BASE MAT 2' ~ 4' i i { The X located at the bottom of each ! 6' L internal discontinuity line represents l the mid point of that data reflector. F 8'
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Vertical Icm=2f t in slab llorizontal inun=lf t along top of slab
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l e EAST / WEST CENTERLINE i l-R'CB
- l 5
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=l
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Top of lower reinforceme ! CROSS SECTI0fl AT . LlflE 70e Scales: Vertical Icm=2f t in slab llorizontal inm=lf t along top of slah'
EAST / WEST, CENTERLINE I C I N 1 RCB u E b ' b ' bM @ @ I TOP OF BASE MAT f I ( 1
; 2 .
4 i i 4' I I
' J 6' I t The X located at the bottom of each internal discontinuity line represents
} I the mid point of that data reflector, B, t g
s
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i /q4 2 /O' i [ l t i I I y J l \ k
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- e. EAST / WEST CENTERLINE '
l i l I 4 . 1 i
~
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) )
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, g , , 3:
/o '
I i l i fi 8 i i 1 [k A A A ' A A >: y Top of lower reinforcemi
~
CROSS SECTI0ff AT LINE 60e Scales: Vertical Icm=2f t in slab . llorizontal Inun=lf t along top of slah -
EAST / WEST' CENTERLINE
. I I
1 i RCB E i r' M
@ @@ I
@ (J)
, TOP 0F BASE MAT :.
[ . -
- I 2' '
I I: 4' 1 :. C . - 0, l j The X located at the bottom of each g ; internal discontinuity line represents E
, g I the mid point of that data reflector. 3
- l I i
- i. [
./O ' \ \
u Ah* ' _t _\ Top of lower reinfo CROSS SECT 10ft AT l I L liff~ 55e Scales: Vertical Icm=2ft in slab
- iforizontal -Inm=lf t along top of slab
I EAST / WEST CENTERLINE- - l I RCB
- n, 5!
l2 ':
@ @@ @@ TOP 0F BASE MAT
/ 2 T 1 5l: s .L Ell x.
.4 !
The X located at the bottom of each 9;
,4 ' ,
- internal discontinuity line represents $1 t
the mid point of that data reflector. {. t 57 8' \ { - 4
./O ' l E
3 { 1' j Top of lower reinforcemen CROSS SEC110H AT . LINE 50e Scales: Vertical Icm=2ft in slab . llorizontal Imm=1f t along top of slab
g EAST / WEST CENTERLINE i l ltCb E 4
@ (7) @ (8) @ TOP 0F BASE MAT a
- o. i f 1 r I
.z' '
. 8
, 'j' I 2
\. The X located at the bottom of each . c.
} Internal discontinuity line represents i; i k 6, - k. the rild point of that data reflector. p 5
I ( l
.fo' i d d
e u u - i 8 NTop of lower reinforcemet i CROSS SECTION AT LINE 45e Scales: ! Vertical Icm=2f t in slab i llorizontal lan=lf t along top of slab
=
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=
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, g' l The X located at the bottom of each l internal discontinuity line represents sd, I i*
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DRAWING NO. 14 LOCATION AND IDENTIFICATION OF TEST POINTS ON SURFACE - g INDICATIONS ON RCB WALL 2 N/S TANGENT LINE TO EAST SIDE OF RC8 N/S CENTERLINE i
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