ML20043C962
| ML20043C962 | |
| Person / Time | |
|---|---|
| Site: | 05000054, 07000687 |
| Issue date: | 05/17/1990 |
| From: | OLSON WRIGHT NDT&E, INC. |
| To: | |
| Shared Package | |
| ML20043C952 | List: |
| References | |
| NUDOCS 9006060396 | |
| Download: ML20043C962 (70) | |
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nyn NonDestructwM:ornatdEvslum E
Engineenng a'ul Rei': arch NDTAE. INC.
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,I NOlOESTRUCTIVE TESTING INVESTIGATION 00NTETE INTEGRITY EVALUATION ClNTlQEM NUO. EAR REACTOR FACILlTY RlXEDO, NEW YORK I
I I
Prepared fort Cintichem Inc.
Long Headow Road, P.O. Box 816 Tuxedo, New Yo-k 10987 Attnt W. Jim McGovern I
Olson Wright Job No. 114 L
May 17, 1990 I
;)
f-Gokien HillOffKe Centree 126(DW Collar SutteA310e Utsvocxl. COB 0215 U%
Ptone 303038-1337
- FAX 303h38-1392
I i
1 TABLE OF CONTENTS I
Scope 1
Investigation Suwnary and conclusions 1
Background Information 2
I l @ act Echo (IE) Test Hethod and Procedure 3
l@ act Echo Method 4
l@ act Echo Test Procedure 5
i Test capabilities and Limitations 6
Representative IE Test Records 6
I Sound Concrete with Backside Echo (Fig. 1).
7 Sound Concrete without Backside Echo (Fig. 4) 8 Conc'ete with Rock Pockets (Fig. 5) 9 Concrete with Honeyecnb (Fig. 6) 9 lE Test Record, Hold-Up Tank, Ceiling (Fig. 7) 9 t
Impact Echo Test Results 10 Ganma Facility (Figs 8 through 11) 11 Hold-Up Tank (Figs. 12 through 15 and 18) 12 canal (Figs. 16 and 17) 14 Ultrasonic Pulse Velocity (UPV) Test 15 l
Discussion 13 closure 16 I
i Fig. 1 - Plan View of Nuclear Reactor Facility Fig. 2 - l@ act Echo Test Method Figs. 3 through 7 - Representative IE Test Records I
Figs. 8 through 18 - Presentation of IE Test Results Table i I
I
o 1
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i SOOPE This report presents the results of a nondestructive testing (NDT) investigation at the nuclear reactor facility for Cintichem, Inc., outside Tuxedo, New York.
The purpose of the investigation was to evaluate the concrete integrity of the Ganma Facility, Hold-Up Tank and Canal (Fig.1). The I
tnree structures ordinarily contain radioactive water, but were drained for j
observation and testing.
The NDT is a part of an overall remedial j
investigation to locate and repair leaks in the system.
The structural evaluation, groundwater monitoring and repair are being conducted by other parties. This report includes background information, descriptions of the NDT methods, test results and a discussion section. The report was prepared based on factual data developed during the investigation as well as our experience.
An investigation simnsry anci our conclusions are presented below.
INVESTIGATION SLtt%RY AND CONCLUSIONS 1.
The NDT was conducted with the sonic inpact Echo (IE) method (Fig. 2). The test involved inpacting the concrett, to generate cenpression wave energy. The wave energy traveled through the concrete, was reflected and returned to the test surface.
Evaluation of concrete conditions was based on the identification and analysis of the reflections.
Results were indicative of internal concrete conditions at each locetion tested.
2.
The IE tests were perfonned on a nominal one (1) ft grid pattern. A total of 5,670 - locations 'were tested with 1,349 locations in the Garrma Facility, 1,474 in the Hold-Up Tank, and 2,847 in the Canal. Cores were cut in each of the areas subsequent to the IE testing. Correlation between the IE and core test results was established to identify sound, good quality concrete and flawest, questionable to poor quality concrete conditions.
Representative IE test records and their corresponding cores are presented on Fiss. 3 through 7.
L 3.
Results indicate the concrete is predczninantly of good quality and sound integrity, except at several relatively isolated locations nhare flaws exist.
Identified flaws include cracks, rock pockets, and honeycee.6 voids. Locations I
of the sound and flawed concrete are presented on Figs 8 through 18.
The necessity of further destructive investigation and/or repair of the flawed concrete locations identified by the IE test results shculd be evaluated based l
on tha potential influence of the flaws on the strtMtural integrity, leakage prevention, and performance of the final remedial measures.
I BA%0ROUND INFORP%1!ON Cintichem, Inc. produces radiopharmaceuticals at its location outside of Tuxedo, New York. The facility includes a five megawatt nuclear reactor built
)
approximately 30 years ago.
Recent monitoring of the groundwater and effluent of subdrain systems at the plant showed abnonnally high levels of radioactivity which indicated leakage from the reactor building. The reactor was shut down and a detailed remedial investigation was initiated of the Genma Facility, Hold-Up Tank and Canal (Fig.1). Tenporary repairs were inmediately performed by Structural Preservation Systems (SPS), Inc. and included localized natching, sealing and grouting, in the meantime, Olson Wright NDT&E (08W),
Inc. and Construction Technology Laboratories, Inc. (CTL) were called in to join the investigation.
Olson Wright specializes in nondestructiva testing and evaluation (NDT&E) and was responsible for conducting NDT to evaluate the concrete integrity of the structures as reported herein.
The field portion of this investigation was I
performed between February 14 and March 9,1990 by Messrs. Larry Olson, Cliff Wright, and Nan-Ping Hsieh of O&W. The structural integrity is being evaluated by CTL. Other investigations such as a groundwater study and well monitoring I
program are being conducted by other parties.
l All three of the structures were built of reinforced concrete and L
ordinarily hold radioactive water. The Ganma Facility is shaped like a pits 1
10 ft wide by 22.5 ft long and 14 to 18 ft deep, with a 4 ft high and 4 ft wide bench in the north half. There is a central coltan in the pit. An overhead
, beam runs between this colum and the western wall. The Canal is approximately 110 ft long, 4 ft wide, and 14 ft deep.
Normal water levels in the Ganma Facility and Canal are about 2 ft below top of wall.
Wall and floor 2
1
I I
i thicknesses are 12 inches based on the construction plans except in the upper 3 ft of the wall below the parapet, where the wall thickness is 9 inches.
i The Hold-Up Tank is 32 ft long by 15 ft wide by 10 ft deep.
There is a
]
Center Wall in the tank. Wall, floor and ceiling thicknesses are 12 inches, except the North Wall is 3 ft thick. The tank is accessed through a 2 ft tall by 2 ft wide opening in the North Wall. There are pipes coming into the tank at its west end. Normal water levels in the tank range from 4 to 7 ft.
i The Gamna Facility, Hold-Up Tank and Canal were finished with water-proof j
i paint, eooxy and tile in scme portions. At the time of our investigation, the water was drained fran these structures. The paint was peeling, visible cracks were observed at several places on the walls and near the joints of walls, and seepage through the walls was observed at several locations. A detailed survey t
of the existing conditions will be reported by CTL.
b IPPACT ECHD (IE) TEST ITTHOD AND PROTDURE i
i Concrete conditions were nondestructively evaluated with the Inpact Echo (IE) method, a sonic echo test for measuring concrete thickness and detecting flaws in the concrete. The lE method has been under research and development at the U.S. National institute of Standards and Technology (NIST, formerly the National Bureau of Standards) since 1980. The detailed theory and applications LL of this test method has been published in ntmerous technical papere.
One of the papers is: "Inpact-Echo A Method for Flaw Detection in Concrete Using Transient Stress Waves," by Sansalone, M., and Carino, N.J., Report No. NBSIR 86-3452, National Bureau of Standards, Washington, D.C./ PB #87-104444/AS, National Technical Infonnation Service, Springfield, Virginia, Sept.1986. The NIST research found that an inpact generates a transient resonant echo 3
ai-
,a
I condition in relatively thin concrete marbers, like a wall, and that frequency domain analysis techniques f acilitate evaluation considerably over time dcmain analysis. We refer you to the paper for a more conplete description of the method. A brief description of the test method and procedure followed for this investigation are presented below.
I Jneact Echo Test Method The IE tests were conducted as illustrated on Fig. 2.
Test equipment, included an ipactor, inpulse hanmer, accelerometer receiver, and signal analyzer. The test involved inpacting the surface of the concrete to ponerate ccnpression waves in the concrete.
The wave energy traveled through the concrete, was reflected, and traveled back to the test surface. One such wave travel path is depicted in Fig. 2 with an arrow to illustrate. The wave fronts in Fig. 2 more accurately represent how the conpression wave energy spreads spherically out from the point of inpact.
The vibration response of the concrete to the inpact was measured with the receiver nounted next to the inpact point.
The base of the receiver was coupled to the concrete with a thin layer of wax. Due to the presence of epoxy and paint on the surface, oach test location was first ground to expose the concrete for better nounting and coupling.
The receiver output was viewed, processed, and recorded on magnetic disks by the signal analyzer. Analysis of the cencrete integrity was based on the identification and evaluation of the rofIoctions.
I-I 4
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i I
Irronet Echo Test Procedura At the beginning of the NDT investigation, a procedure for the IE testing -
j was developed for Cintichem and the Nuclear Regulatory Comission (NRC). The test procedure was based on the characteristics of the structures to be tested, the nature of the investigation and our experience. The IE test procedure is presented below.
5
- 1. Perform impact-Echo (IE) tests on a nominal one (1) foot grid of concrete walls, floors and ceiling for " egrity evaluation.
- 2. At each test point first prepare the test surface, then
- a. Mount the accelerometer receiver with wax couplant to the concrete surface,
- b. Imact the concrete surface at approximately 3 inches horizontally frcm the receiver with the Equotip imactor i
which will give the broadest test excitation frequency
- range,
- c. View receiver response in time domain for 2+ imacts to examine repeatability and obtain single ard average (2+
imacts) linear aplitude spectra (displacement versus frequency),
l
- d. Note frequencies of significant spectral peaks that W
correspond to echoes frcm the back side of the concrete and/or internal flaws, e.
If backside echo peak is not apparent frcm imactor tests, perform IE tests with 0.2 lb impulse hanmer (built-in dynamic force transducer) and accelercmeter receiver to have higher energy at lower frequencies to further check for a backside echo and then record flexibility plot
(
(inch displacement / pound force versus frequency) on magnetic disk and note echo peak frequencies, f.
Enter echo peak frequencies into Lotus 1-2-3 L
spreadsheet, for each tested wall, floor and ceiling locations, and using concrete ecmression wave velocity data obtained frcm areas of known thickness (cores or exposed concrete element) predict reflector depths, 5
I
- g. Fmn correlation of IE test results with destructive testa, such as cores, evaluate concrete conditions at each test (ccation.
The IE tests were conducted following the above procedure. However, instead of predicting reflector depths per item 2f, concrete catpression wave velocities were calculated based on the thickness of the tested structure as shown on the construction plans where back side echo peaks were identified.
Compression wave velocities are indicative of concrete cuality per Table 1.
Concrete thicknesses were determined at over 30 locations by coring and measured thicknesses were generally consistent with construction plans.
I Test capabilities and limitations Flaws such as void, honeycent, and cracking are detected with the IE method. However, the sizes and depths of internal flows that can be detected by the IE test are dependent on several factors which include the input wave energy frequency content, receiver sensitivity and mounting, and analyzer sampling frequency.
Conditions were such that the IE tests as performed on this project detected most significant flaws in our opinion. Under even the best circtmstances, however, the IE test may not be able to detect certain types of flaws in concrete. These undetectable flaws include tight vertical cracks perpendicular to the wall and parallel to the inpact direction between inpact points, pin-hole type defects parallel to the inpact direction, and minor flaws present at or close to a joint or edge of the structure.
REPRESENTATIVE lE TEST RECORDS Five representative IE test records obtained with the inpactor are presented and described in Figs. 3 through 7 for a range of concrete I
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- _ ~ _
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conditions. Each record includes a station rut >er giving the grid coordinates of the test location. As shown in Fig. 3, for exanple, Station 11-8 is 11 ft to the right (X) and 8 ft up (Y) fra the lower left corner (origin) of the North Wall in the Ganma Facility.
Floor-and ceiling test locations were designated in a similar fashion with one corner of the floor or ceiling as the l
origin. Four of the five representative IE test record locaticns were cored for correlation. Conditions revealed by the cores are also described below.
R l
AgMDd Concrete witt 3ackside Echo (Fin. 3)
An exanple IE test record is presented in Fig. 3a for sound concrete with I
J echoes from the back side of the wall.
The upper trace is the time domain 1
output frcm the receiver. The horizontal axis is time in units of milliseconds j
l (ms).
The vertical axis is vibration acceleration in units of gravity (g l
peak).
[
The large initial vibration of the concrete shortly after the inpact was l
due to surface wave energy.
Meanwhile, cenpression wave energy traveled -
through the concrete and bounced back and forth off the outside and inside faces of the wall.
in the time demain, the periodic conpression wave reflections are present, but are not readily apparent because of the superposition of the surface wave energy.
The signal analyzer perfoms a Fast Fourier Transform (FFT) to produce the frequency dcmain data shown on the lower trace of Fig. 3a.
It is a plot of vibration displacement in mils as a function of frequency in units of kilohertz l.
(kHz), or a linear spectrta plot.
In the frequency domain, identification of conpression wave reflections (echoes) is clearer than in the time domain because echoes are indicated by dwinant peaks. A distinct echo peak, f, is 7
I identified at 7.2 kHz (thousands of cycles per second) for the wall. The peak at 7.2 kHz is called the thickness frequency peak because it is produced by periodic reflections echoing off the two faces of the wall. The 14.4 thousands i
of feet per second (kfps) concrete cenpression wave velocity is calculated according to the equation shown in Fig. 3a.
The concrete was cued at this location after the IE test. Corehole data indicated ' sound concrete frcm the inside to the outside of the wall and the thickness of the wall at this location was 11.8 inches (approximately 1.0 f t) close to the design thickness of 12 inches (Fig. 3b).
Based on the wall thickness, the conpression wave velocity in the concrete is calculated to be 14.2 kfps, which capares favorably with the IE estimated velocity of 14.4 kfps.
The quality of the concrete is rated as excellent based on the l
cenpression wave velocity (Table 1).
I i
Sound concrete without Backside Echo (Fia. 4)
An exanple record is presented in Fig. 4a of sound concrete without backside echoes. The absence of echoes indicates the concrete does not contain any significant flaws.
However, neither the wave velocity nor the wall thickness can be calculated from the IE data.
Although construction plans showed formed walls with empacted backfill, a corehole was drilled and revealed approximately two ft thick sound concrete extending to bedrock at this location (Fig.4b).
Apparently, since the concrete and the bedrock are l
acoustically similar materials, the mtjority of the wave energy was transmitted across the concrete / bedrock interfa:e into the bedrock, and no reflection echoes were identified from the inte face.
8
l This result would also be typical for conditions where the space behind a fonned wall was backfilled with loan concrete, provided there was good contact between the lean concrete backfill and the wall and bedrock. On the other hand, at locations with less well developed contact between the formed wall and backfilled lean concrete, backside reflections were identified.
i Concrete with Rock Pockets (Fin. 5) l An exanple record is presented in Fig. 5a of concrete with significant internal defects. The test data in the frecuency domain showed nultiple high anplitude, high frequency ocho peaks of 7.0, 8.6 and 11.6 kHz.
The peaks indicate reflections from flaws within the concrete.
The concrete was cored at this location and revealed rock pockets, i.e., aggregate without cementitous binder (Fig. 5b).
l l
Concrete with Honevemb (Fin. 6) l An exanple record is presented in Fig. 6a of concrete with less severs defects than described in the previous paragraph, Multiple low anplitude, high frequency peaks were identified which indicated questionable quality concrete.
Core investigation revealed minor honeycmb in the concrete between 0.5 and 2.0 inches frcm the inside face and a rock pocket on the outside face, partially filled with waterproofing grout injected by SPS.
(The location was approximately 0.5 ft below an area patched by SPS prior to IE testing.)
IE Test Record at Hold-UD Tank. Ceilina (Fig. 7)
The test record presented in Fig. 7 shows abnormal test data from the ceiling of the Hold-Up Tank. The record indicated a pronounced frequency peak I
e
! I at 10.8 kHz.
Tests conducted in the surrounding areas generally showed reflection frequency peaks of 4.4 to 5.6 kHz which correspond to wall thicknesses of 1.6 to 1.3 ft, based on an asstmed comression wave velocity of 14.0 kfps.
The 10.8 kHz peak indicates either a thinner section or delamination crack is present at Station 10-3.
Assuming a camression wave velocity of 14.0 kfps, the shallow reflector is estimated at approximately 0.6 f t fran the surf ace. Wa core was drilled at this location to camare with the IE test results.
lW ACT ECHO TEST RESULTS The results of IE tests of each structure are presented in Figs. 8 through 18.
Identified conditions are grouped in two general categories: sound, good quality concrete and questionable to poor quality concrete.
For a test location where a thickness frequency peak was identified, a compression wave velocity was estimated and noted to indicate the quality of concrete.
The rating of concrete quality based on carmression wave velocity was discussed in the "lE Test Method" section and presented in Table I. A velocity of 10.8 kfps or higher indicates good quality concrete.
A velocity below 10.8 kfps indicates the quality is questionable to poor.
Statistica on and frequency distributions of estimated velocities are presented on Sheet 1 of Figs. 8 through 17.
For a location where no reflection was identified, no wave velocity could be estimated, which was denoted with an asterisk '*'.
As discussed above, this test result was generally evaluated to be indicative of sound concrete with the concrete either poured directly against bedrock or the excavation behind the wall was backfilled with lean concrete to bedrock.
10 I
I I
Results indicative of questionable to poor quality concrete are denoted I--
with the following swbols:
I.
- ?'
ancmalous 1E test results associated with observed e-acks, construction joints and/or patches identified reflections indicative of concrete with internal fIaws
'h'slowerwavevelocity(kfps)
'delam' delamination I
Thus, visual f1aws such as obseryed eracka or planned internal discontinuities in the concrete such as water stops at construction joints or patches were differentiated from internal flaws in Figs. 8 through 17.
The two - were differentiated not to diminish the significance of the observed cracks, construction joints, and patches, but to highlight the locations of flawed questionable to poor quality concrete, as detected with the IE method, which were otherwise hidden and could not be attributed to observed cracks, etc.
Test results frcm the Genma Facility, Hold-Up Tank and Canal floors and the Osmw Facility elevator shaft.are not presented because the tests generally showed'no reflection echoes or backside echoes, which indicates the concrete is sound in these - fou-areas.
Test results of each structure are briefly discussed in the paragraphs below.
Optma Facility (Fins. 8 through 11)
A total of 1,349 locations were tested with the IE method in the Genma Facility, including the Elevator Shaf t.
Based on the test results, identified concrete conditions were as follows:
I g
i-
[D',
Total # of' Nmber (%)
Nmber (%)
Coreholes Area (Fic.)
IE Tests Sound _
Questio_ngb_lg Drilled 3
North Wall (8).
347 328 (95%)
19 (SE) 6 East Wall (9) 81-90 (i'9%)
1 (1%)
1 e
South Wal1 (10) 341 334 (983) 7 (2%)
2 l'
West Wall (11) 80 80 Floor (NA) 198 198 2
Elevator shaft (NA) 302 302 Totals 1,349=
1,322(N%)
27 (2%)
11 l
Areas with 2 or more adjacent questionable to poor quality concrete locations 4
include:
h 1.
North Wall (Fig. 8)
I.
- a. Top center left (X:6 through 11, Y:16) 6 points a
- b. Patched area, upper center right, 2 points
- c. Patched area, left side, 5 points, just above bench
'E.
- d. on tile, lower left hand corner, 3 points
- g 2.
Fouth Wall (Fig. 10) 4 points on delaminated tile in two areas
-adjacent to where a portion of the tile was already removed by
-I; SPS (X:9 through 12, Y:5 through 8) g n
Otherwise, the 7 remaining questionable to poor quality concrete locations were j
at scattered locations surrounded by sound concre.';e.
Portions of the North, South, and West Walls and floor were tiled. During the course of the investigation, results were cenpared of IE tests on well--
'I' bonded tiles and on concrete. The emparison indicated similar results.
= Hold-Uo Tank (Fies. 1'2 through 15 and 18)
A total of 1,474 locations were tested with the IE method in the Hold-Up Tank.
Identified concrete conditions were as follows:
I
,2
,Q
J-1 1 4 Ii Total # of Ntnber (4)
Nmt>er (%)
Coreholes Area (Fig.)
IE Tests Sound Questionable Drilled
.B North Wall (12) 261 253 (97%)
8 (34) 1 East Wall (13) 126 126 South Wall (14) 258 256 (99%)
2 (1%)
6
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West Wall (15) 81 80 (99%)
1 (1%)
2 o
Floor (NA) 376 376 1
1[l Qeilina (18) 372 369 (99%)
3 (1%)
z
(
Totals 1,474 1,460 (99%)
14 (1%)
10 The one area with 2 or more adjacent questionable to poor quality concrete
{
locations is around the access hole in the North Wall (Fig. 12b).
..'s possible the abnormal test data at the 6 points was due to enhedments around the access hole.
Otherwise, the 8 remaining questionable to poor quality co. crete locations were at scattered locations currounded by sound concrete.
V sual observation of the tank indicated severe peeling of the paint inside the tank, with major cracks and surf ace deterioration concentrated in the southeast and southwest corners.
Prior to IE testing, the cracks were repaired by SPS. At locations close to the southwest corner, IE test were not conducted because of a higher level of radioactivity and rough concrete surface.
Two cores drilled at the southwest corner for CTL revealed good quality, sound concrete (Fig. 15).
The IE tests performed of the ceiling had thickness frequency peaks between 4.4 and 5.6 kHz.
The design thickness of the ceiling based on the construction plans is 12 inches, the same thickness as most of the other structures tested.
However, IE tests of the other 12 inch thick structures showed reflection frequency peaks of approximately 7.0 kHz. The relatively low frequency peaks of the ceilir.g could indicate either the ceiling is thicker than 12 inches (estimated between 15 and 19 inches) or the quality of concrete is not as good as the concrete in the other structures, in our opinion, the 13
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- thicker ceiling is ~nore likely.. Since there is this question regarding the thickness of the ceiling, IE estimated velocities were not calculated for the ceiling. ' However, the three ceiling locations with ancmalous IE test results are indicated in Fig. 18.
Canal ~(Fins.16 and 17)
+
A total of 2,847 locations were tested with the IE method in the Canal.
Baced on the test results, identified concrete conditions were as follows:
- B-Total # of Nmber (%)
Nmber (%)
Coreholes Area (Fin.)
lE Tests Sound Questionable Drilled outside Wall (16) 1,305 1,282 (98%)
23 (24) 4 Floor (NA) 1,233 1,206 (98%)
27 (2%)
4 inside Wall (17)
I-309 309 Totals 2,847 2,797 (98%)
50 (2%)
8 Areas with 2 or nore adjacent questionable to poor quality concrete locations include:
1.
Outside.111 (Fig. 16)
- a. Top center left (X:6 through 8, Y:12) 3 points (Fig. 16a)
- b. Top center right (X:12 through 14, Y:12) 3 points (Fig. 16a)
- c. Construction joint at X:85.5 (Fig. 16d) 10 points
- d. Upper right corner (Fig. 16e) 2 points 2.
Inside Wall (Fig. 17)
- a. Construction joint (Fig. 17a) 5 points
- b. Construction joint at X:41.5 (Fig. 17c) 3 points
- c. Air lock at X:20 through 31 (Fig. 17d) 13 points
- d. Construction joint at X=18.5 (Fig. 17e) 3 points
- e. Lower right corner (Fig. 17e) 2 points
=
Otherwise, the 6 renaining questionable to poor quality concrete locations were at scattered locations surrounded by sound concrete.
14 l
1
3 The 13 questionable to poor quality concrete locations at the air lock, between Stations 20 through 31 (Fig.17d Sheet 4 of 5) are of special note.
The~ thickness and gecrnetry of the wall at the air lock are differentL than in other sections. 'In our opinion, the abnorwal test data at tho air lock could be due to the different geometry of the wall and the. influence of attached structures.
Also of note 'are the seven construction joints observed in the walls of the Canal (4 in the outside Wall and 3 in the Inside Wall). of the 168 tests performed along these constructk.n joints,13 on the outside Wall and 12 on the inside Wall showed abnormal test data, probably due to enbedded waterstop I.
material.
ULTRASONIC PULSE VELOCITY (UPV) TESTS Ultrasonic pulse velocity (UPV) tests were performed of the cores in accordance with ASTM C 597-83.
The UPV data will be presented by CTL.
-Measured pulse velocities ranged from 11.8 to 15.2 kfps for cores without defects.
For cores with honeyectrbs and cracks, pulse velocities were significantly slower and ranged frcm 4.1 to 10.1 Kfps. The pulse velocities of the cores were generally consistent with the ccripression wave velocities estimated based on the IE test data of the concrete in place.
DlSCUSSION Results of the IE tests indicate the concrete is predcminantly of good quality and sound integrity, except for several relatively small areas of questionable or poor quality concrete in the Ganma Facility, Hold-Up Tank, and
.g E-Canal.
We understand it is proposed to install steel liners with leakage 15
6 A-
..e collection ~ systems. _
in our opinion, the necessity of-further destructive -
investigation and/or repair of the flawed concrete locations identified by the IE test results should be evaluated based on the potential influence of the y
flaws on the structural interity, leakage prevention, and performance of such remedial measures.
I I
=
The field portion of this investigation was performed in accordance with generally accepted-testing procedures.
if we can provide additional consultation or be of further service on this project, please call.-
I-
- Respectfully sul:mitted, Olson M @ t NOT&E, Inc.
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i i il Hot lab SI APERTURE CARD Also Ava.1able On Aperture Cant
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[
PIAN VIEW OF NUCLEAR REACTOR FACILITY Job No.114 Fig. 1
=]
900 60 6 039 6 - Ol mi,
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LI DIPACT EC110 (IE) TEST METHOD Job No. 114 Fig. 2
- g:
-.,..,<.m..
n1 40 I;:
Compression wave reflections superimposed on surface wave energy Vibration
~
t acceleratiot in units of
. 31 gravity-B (g peak)'
-40 0
Time in milliseconds (ne)
'5 SE-4 j !
Diplacement B
(mils) f = 7.2 kHz g
Record A2.ll A
I~
3 0
40 Frequency in kilohertz (kHz)
Notes:
1.
Upper trace = time domain and lower trace = frequency dcznain 2.
T = 1.0 f t thickness of formed concrete wall assuned 3.
f = 7.2 kilohertz (kHz) thickness frequency peak identified above corresponds to periodic compression wave reflections off
~
inside and outside faces of wall 4.
Certpression wave velocity calculation:
Vc = 2
- T
- f = 14.4 thousands of feet per second (kfps),
a reasonable velocity for good quality, sound concrete 5.
Results indicate formed wall, approximately 1 ft thick of good quality, sound concrete as confirmed by corehole data presented in next figure IE TEST RECORD OF SOUND 00NCRETE GMt4A FACILITY, NORTH WALL, STATION 11-8 I
g
1 5
J
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t i
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i 3-
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v y m.x w w up::h;,m;m ~:
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bt' ^iS T - *i.
m.g e w p s. rg,s.n : n Ncr g % @ M %lmlp a i V -
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i' Notes:
1.
Core for IE test record presented on previous figure ll,$
2.
Core length = 1.0 f t = formed wall concrete thickness I-3.
Concrete condition = sound, good quality 4.
Excavation behind wall bac! filled with lean concrete OJNCRETE CORS GAbHA FACILITY, NORTH WALL, STATION 11-8 Job No. 114 Fig. 3b ll.
v
P 3
n.
40 h.
Acceleration.
A.
.(g peak) gr _ _ _ _ _ _ _ _ ___ __ _ _ _ __
(l
- g-
_4o
_ 3-0 Time (ms)
-5 SE-4,l l
.I Diplacement (mils)
Record Dl.66 gf : --
O
' I-o 40 Frequency (kHz)
Notes:
'g:
1.
No periodic cmpression vave reflections identified in either g
'the time or frequency demain data
's 2.
Results of the IE tests indicate:
Som 9 concreto of undetermined thickness. Concrete was e ther placed directly g
against bedrock or the excavation beh:.nd the formed wall was backfilled with lean concrete at this location.
3.
Corehole revealed sound concrete placed directly against bedrock (see next figure)
-.lE IE TEST RECORD OF SOUND CDNCRETE GAHMA FACILITY, SOUTH WALL, STATIW 8-5 Job No. 114 Fig.4a
I 1
I
. {, }fY '
U.
i
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- '...}...
I
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7
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c p
.-[^
.. ' *;f %... ; ;..:.., 3.
r.. wef f '?
f y a;,
I Notes:
Core for IE test record presented on previous figure Core length = 2.0 ft I
Concrete length = 1.9 f t plus 0.1 f t bedrock 3.
Concrete condition = sound, good quality.
Core broke at 1.0 ft through aggregate. Corehole data indicates concrete was placed against bedrock and wall was not formed 4.
Concrete well bonded to bedrock at interface I
CONCRETE / BEDROCK CORE I
G '-
FACILITY, SOUTH WALL, STATION 8-5 Job No. 114 Pig. 4 b I
nw o
i 1,
)
p c.
- 40 l
l -.
l:
Acceleration ia,_____
.(g peak) j i
u 1
h
-40 s-0-
Time (ms).
'5 SE-4 8.6 kHz 1,1.6 kHz i.0 kHz s
Displacement
(
k (mils) ke i
Record D2.45
'l o
.l 0
40 Frequency (kHz)
Notes:
- 1.. Test results of grid locations adjacent to Station 17-11
. indicate wall was fonred with approximate thickness of 1 ft.
Single thickness frequency peak between 6.0 and 7.8 kHz
- 3 anticipated corresponding to periodic reflections off inside
'j_
and outside faces of wall.
2.
Multiple high anplitude, high frequency peaks were identified at'this location instead 3.
Results of IE tests at 17-11 indicate: Concrete with significant internal flaws as confirmed by uorehole nata presented in next figure-IE TEST RECORD OF CONCRETE WITH ROCK POCKETS GMNA FACILITY, NORTH WALL, STATION 17-11 t-Job No. 111 Fig. Sa
.e-a
I I
I
?^ 'Pi' L F ?-p. 'gh.
. +p.nyugg
.s,,.
$.'Q~Y Qiyf,k.AN ', -;QJj$$.l.4 +I
'-C
'i':'.'.C-0 fR$d!d:f
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N
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s
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f..
. ~.
g
,. [ 7.;
7 h.
s.
O 0.f.
l.
I I
Notes:
1.
Core for IE test record presented on previous figure 2.
Inccrnplete core recovery a.
Recovered core length less than 0.8 ft I
b.
Fori.ed wall concretc.hickness = 1.0 ft measured through corehole I
3.
Concrete condition : flawed, poor quality throughout. Flaws include rock pockets 1
4.
No backfi11 apparer Wnd wal1. Void presumably extends to i
I bedrock i
I CONCRETE CORE GAMMA FACILITY, NORTH WALL, STATION 17-11 Job No. 114 Fig. Sb I
't g
L..
[,lb '
o j
.,< p1 i ;. >
40 u.
+
j.[i :
P. a41, Accelerat, ion
(,,,,
[l I;
-40 O
Time (ms) 5 SE-4 l
l Multiple low amplitude, high frequency peaks i.
Displacement l-
.(mils)'
1 i
Record A1.51 0
0 40 Frequency-(kHz)
Notes:
1.
Location approximately 0.5 ft below area patched by SpS several days prior to testing by O&W 2.
Multiple low anplitude, high frequency peaks identified 3.
Results of IE tests indicate: Concrete with sane internal honeyecmb as confirmed by corehole data presented in next figure IE TEST RECORD OF CONCRETE WITH HONEYCCNB G71NA FACILITY, NORTH WALL, STATION 3-5 Job No. 114 Fig. 6a l
1 l<!! V N
- I I
I Honeyccab void Rust stained, corroded in portion of horizontal rebar core not pictured
. Nhd J;.c4 t g,
, _l$ $
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6.,jp> Mgf pep %}::yggjQ;i%j; i
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V hh? Sh 'bb khk Y
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hKQ@$$l%$hEh ff Clean verti al rebar Rock pock ts partially fi11ed with waterproofing grout injected by SPS I
i Notes:
1.
Core fc-IE test record presented on previous figure frca
~
locatica 0.5 ft below area patched by SPS several days
-i prior to testing by O&W 2.
Core length = 0.9 ft : formed wall concrete thickness Ea 3.
Concrete and steel reinforcing (rebar) conditions described j
I above j
i.
=
I
=
=
s I
CONCRETE CORE GAMMA FACILITY, NORTH WALL, STATION 3-5 5
Job No. 114 Fig. 6b
""I I
e E
3 4
=i s
is im
\\
40' s>
Acceleration g,,,,,,,,,______________
(g peak).
---m-------
s l
i
- 3..
-40 E?
O Ti:,e (mn) 5 SE-4 f = 10.8 kHz r ;,,
y Displacetrent
- l-
-(mils)
).
e5.
Record Rl.42 o
z
=
0 40 Frequency (kHz) g.-
Notes:
- g.J 1..
Test results of grid 1ocations adjacent to Station 10-3
'3-indicate ceiling of variable thickness frcxn approximately 1.6 to l.3 ft. Thickness frequency peak between 4,4 and 5.6 kHz anticipated (assuming Vc = 14.'0 kfps).
2.
.f = 10.8 kHz identified at Station 10-3 instead
~-
3.
Reflection depth calculation:
D = Vc / (2
- f) = 0.6 f t 4.
Results of IE tests indicate: Concrete is either flawed (delaminated) or ceiling is significantly thinner at 10-3
- l '.
IE TEST RECORD W
HOLD-UP TANK, CEILING,- STATION 10-3 g
.u
f n '/n m
ry.
S Ce:
' 16 S.2 10.8 10.8 11.2 11.6 10.0 8.8 6.3 10.0 12.0 11.6 j
10'.8l* ql
-15 12.4 13.2 13.2 13.6 13.6 13.6 13.2 12.4 12.4 12.4' 10.8 14.4[14.4 14 12.8 12.8 12.8 13.8 14.0 14.0 14.0 14.0 14.0 :14.4
-14.0 12.8l13.2 13. 11 6 12.0 11.6 11.6 12.0 12.4 12.8 12.8 12.8.
13.2 12.8 12.8l13.2l 12 12.0 12.0-11.6 11.6 12 4 12.8 12.8 12.6 12.8 12.8 12.8 concrete 13.2=l.13.2-l 11 12.4 12.4 12.0 11.6 12.0 12.4 11.6 12.4 12 4 12.4 13.8 13.6I'13.6I 10 12.8 12.4 12.0 11.6 12.0 12.8 -
.8-12.4 12.4 12.8 13.2 T
14.0l14.0 "A
.9 12.6 12.4 12.2 12.0 12 8 12.8 13.2 12.8 12.4 13.2 13.6
'l 13.6l*.
3 8
13 2 13.2 13.2-13.6 13.2 13.6 14.0 14.0 14.0 - 1414-1 r
l*
i i
?
14.0-13.6 14.0 14.4 14.0 14.4 14.4 14.8 EAkch l.
l 6
?
12.4 13.2 14.4 14.8 -
6-14.6 15.0 -1 2-
\\
l*
l 5
'17.?
13.2
--.?
?
12.8 13.2 14.8 15.2 15.2 14.8 I
.,.q.
q s
ai 4
3 p
,n 2
7 7
u
[:
6 7
1
'l 2
3 4
5 6
7 8
9 10 11 12 13 h
Distance (ft) east of west wall h
M.
STATISTICS 100 p
q'~
Ntaber of Tests 347 80 205 60 Est. Velm.ca* count
=
T-Frequency Ay,regs velocity 13.1 kfps (count) 40 i
' { --
Standard Deviation a
1.3 kfps 20 a
6.8 kfps O
Minimuss velocity
=
15.2 kfps Maximun velocity
.i..-
- %.eA*s
! >i
y (flCobmi\\ d act.nh %o_-bt,nck 11.2 11.2 11.2 12.8 ' 12.4 - 11.6 11.2 11.2 12.8 x?.:
-15 2 13.6 13.2 12.8 12.8-14.4
' Patch >14.8
?
m 14.
13.61 14.0' 14.0 14.0 14.0 13.6 13.6
/
~
Locations with sound, good quality 13.2:
13.6 13.6 - A3.6! 14.0 13.6 13.6 13.6 13.6 concrete based on II test resultst' I
13.6 4.0 ' 14.0 14.0 14.014.0 13.6 13.6' 13.6
'13.38 compression wave velocity (ktps) assuming 13 6 14.C 14.8 14.4 14.0-13.6 13.6 13.2 formed wall refle-tions 14.0 : 14.0' 14.8 14.8 e
14.8
-14.4 13.6 13.6
'e' reflections not identified 14.8_
14.0 a
e 14.8 14.8 14.4 14.8 Locations with questionable to poor quality concrete
,e 15.;
e e
e e
o e
a based on It test results o.
o a
e o
e e
e e
ate anomalous it test results associated with observed o
o e
o e
e o
e e
cracks construction joints and/or patches
-o o
e n-e e
e o
e
$hck
~ b CTTC h h tk u CC M b nd M d b6Veka
' ? ' identified reflections a
o o
e a
e e
e e
e indicative of concrete with internal flaws O
O e
e e
o e
e 9.9 ' denotes slower wave o
.o e
e e
e o
e e
velocity (ksps) bnCT U
o o
e e
o e
e e
e
'Delas' denotes delanination 14 15 16 17 18 19 20 21 22 Corehole locationst drilled for 0&W and/or CTL Note: Horizontal scale is as shown.
Yortical scale indicates distance (ft) above floor slab.
SI APERTURE Caama Facility - North Wall IE Test Resulta j\\]3o Available Oli Sheet 1 of 1 6'
7 8
9 10 11 12 13 14 15 16 Job Ho. 114 Fig. 8 Velocity (kfps) 900 60 LO39 6- 07
. _a
,,r
..j' WM.=Mi
,,4 16 12.9 12.3 11.7 11.4 11.7 11 7 az -
15' 12.0 e
12.3 11.1.
12.3 12.3
.y,
14 e
14.0 14.0 ~ 14.0 r, C 13 e
e 14 0 14.8 14 0
. }a-a.
12 14 0 14.0 14.0 14.0 4
11 14.0 14.0 14.0 a
14.8 14.0 14.0 14.0
{gsg jgg 10
.7.,
hgQ%
14.8 14.0-14.0 14.0
,J.
9 s
e 14.8 14.4 14.0 14.0 a
7 e
14.0 13.6 14.0-14.0 6
13.6 13.6 13.6 14.0 5
8 13.6 14.0 14.0 14.8
~
4 e
13.6 14.0 hA hn 13.6 3
I She emA D'
2 12.4
%d 1
1 2
3 4
5 6
7 8
9
-}i Distance (ft) south of north wall
.g.
i.
STATISTICS
'{'?
lii Number of Testa e
81 40
=
52 30 5
Est. Velocity Count
,reouency
=
13.6 kfps (count) 20 Average Velocity
'. [ ;
E 7.;! !
Standard Deviation
=
0.9 kfps 10
=
11.1 kfps 0
.n s Minimun velocity
=
14.8 kfps Maximum Velocity i
d '*%. #*
t
~.
i O
E B
Locations with sound, good quality conc' rete based on 15 test resultat
'13.3' compression wave velocity (kfpa) assuming formed wall reflections
'a' reflections not identified Lecations with questionable to poor quality concrete based on II test resultat
'1' anomalous Is test results associated with observed cracks, construction joints and/or. patches
' identified reflections indicative of concrete with internal flaws
' denotes slower wave velocity (ksps)
'Delas' denotes delanination Corehole locationat drilled for "AW and/or CrL.
Notel Horizontal scals is as shown.
vertical scale indicates distance (ft) above floor slab.
4 S1 caesa racility - East Wall APE,RTURE CARD j
1 rest. suits i
I Sheet 1 of 1 Aho AVRilable in Aperture Card 9'
10 11-12 13 14 15 16 Job No. 114 Fig. 9 Velocity (kfps) u
~.
9006060398-0)
{
t I
3
, 'j, :9
'w %,:
le 11.7 12.0, 12.9 11.7
.41 9 12.0 12.0
-12.3' '11.4 11.7 11.7-12.0
'12.0 15 11.7 12.3 12.9 12.3 12.9 12.8 12.0 12.6 12.0 12.6 12.3 12.3-12.3 L
g lL 14 12.9 13.8 11.7 14.4 12.3 12.3 l
1 13 L
j 12 e
a 7;
Concrek.
11 o
10 e
e e
a e
a e
a e
a e
e q
-g a
12.8
~"
a 12.4 e
e e
a e
o e
e e
e
& IC MOVC,k.-
o e
1
~
- f--
6 12.0 e
delaa 5
- - delas delaa
-E 4
e o
e e
o e
e e
e 3
12.4 e
e e
delas delas i
g...
2 12.0 1e j
1 e
e e
s e-e e
e e
e s.
l 1
2 3
4 5
6 7
8 9
10 11 12 13 i l
Distance (ft) west of east well I
SeepSe observeA r
l STATISTICS Number o" Tests
=
341 40 j.
Est. Velocity count a
55 30 Frequency
=
12.3 kfps (count)'
20l 4verage Velocity j
4
-),
Standard Deviation s
0.6 kfps 10 l 11.4 kfpa 0
Minimum Velocity
=
\\
Maximum Velocity 14.4 kfps
=
l i
- i-m m-
l(.
l;;,
4
' 12'.0 j 12.5 ' 12 3 12.C.
12.0' 11.7 11.7-11.7 11.7 12.6 L I 14.1 12.9 12 3" 12.3 12.3 12.3 12.3 12.0 EET o-
-e e
e o
e o
e e
Locations with sound, good quality
$. c1 o -.
/e e
e o
e o
e concrete based on 18 test results
\\1.
La -
e e.-
m e
a e
e 813.3' compression n ye 4
velocity (kfps) assuming.
o-e e
a e
o e
e e
formed well reflections
( o
,e e
s.
e o
e e-e ese reflections not identified s
e e
e o
e a
e e
Locations with questionable to poor quality concrete
- o
e' s
e e
e e
o t
based on 12 test resultat e
o e
o e
e e
e ets anomalous It test resulta-associated with obaerved
-o e
o e
cracks, construction joints and/or patches e
o e
e a
e e
e o
T(k g
- 7 ' identified reflections g.
e e
indicative of concrete-0 with internal flaws o
e a
e e
a e
e e
- 9.9 denotes slower wave 0
e delas e
e e
e e
e velocity (ksps) e e
o e
o e
a
- e e
eDeles' denotes delamination 14 15 16 17 18 19 20 21 22 Corehole locationet
'l
'- drilled for 0&W and/or CTL Notel Horizontal scale is as shown.
Vertical scale indicates distance (ft) above floor slab.
Casma Facility - South wall
$l APERTURE II Test Results Sheet 1 of 1 Also Available On Apg7ggg7g Cggd 9'
10 11 12 13 14 15 16 Job No. 114 Fig. 10 Velocity (kfpa) 900 60 0039 6-Ob i
= :__ _: -.
.1
4...
If}
w.
j 16 11.7 11.7 e
o e
18 12.0 12.3 e
e o
I J'
14 14.4 13.6 e
o e
Qncrete.
1 13 13.6 13.6 13.4 13.6 15.2
,a 12 13.6 13.6 -
13.6-13.6 13.6 11 13.6 13.6 13.6 13 4 13.6 Canal
]-
10 13.6 13.4 13.6 13.6 e
$0.kE d.
9 13.6 13.6 13.6 13.4 e
]~
8 e
o e
e e
i
,._a.
7 e
a e
o e
n
)
6 e
e a
e Ylkt 5
e e
e e
e 4
e e
e e
e gg
~
3 e
e e
J car \\q,k c,vgd 2
e o
e e
g\\w.Q.
1 e
e o
e a
1
'2 3
4 5
,f Distance (ft) north of south wall r
\\.
- 1.?
STATISTICS 7..
!=
Number of Testa e
80
=
29 30 Bat. Velocity Count Frequency 13.5 kfps (count) 20 Aversee Velocity
=
0.7 kfps 10 Standard Usviation
+
=
11.7 kfps 0
Minimum Velocity
- f. '
k' Maximum Velw ity 15.2 kfpe s
- .)
J'l N
'l~
i ERY locations with mound, good quality p
concrete ba.ed on la test resuitsi
'13 3' corpression wave velocity (ktpe) assusing formed wall reflections
')
reflections not identified
\\
Locstions with questionable to i
poor quality cracrete l
based on II tent resultst
't' anomalous II test results.
associated with observed cracka, construction f
joints and/or patches I
- 7
- identified reflections j
y indicative of concrete l_
with internal flaws i
' 9.9 ' denotes slower wave
'l velocity (ksps) i
' Deles' denotes delamination Corehole locationet drilled for 0&W and/or CTL Note: Horizontal scale is as shown.
l Vertical scale indicater l
distance (ft) above floor l
1 slab.
H is
- n i
p' Camma Facility - West Wall I
APERTURE i
in T.st mesuits CARD m_.
Sheet 1 of 1 b
Also Available On
'9' 10 11
'12 > 13 ' 14 15 16 Job No. 114 Fig. 11 Velocity (kfps)
Aperture Card
..g D>
A lI l
4 D
n
@ g$
g O
g)y N@ h>
///[\\NNNp gb
- o IMAGE EVALUATION 4
6%
v TEST TARGET (MT-3)
$ ([*
'YM/@
+
1.25 I.4 1.6 4
150mm 4
6" r %+//
+++ss w%
+#y>p,5y/// m%<%+
4 v> 8 e
Q
=
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o
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s am m d
3-
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--1-^
p-1 1
k 9
12.0 12.0 12.6 12.0 12 0 12.0 12.6 12.6 12.6 12.6 12.6 yf 8
12.6.
13.2 13.2 e
12.6 12.6 12.6 11.4 Crack.
12.0l12.0.He 12.6
[13.213.2 12.6 12.6 12.6 12.0 12.0 12.0 12.0 12.0 12.0j 7
12.6 12.6
\\
Crackg 6
12.0 12.0 12.6 13.2 WL 12.6 11.4 11.4 12.0 11.4 11.4}
l fx
['
5 12.0 12.0 12.6 13.2 11.4 11.4 11.4 11.4 12.0 f 11.4 11.4!
I 12.0' 11.4 )
4 12.0 12.
13.2 12.6 12.6 11.4 11.4 8
12.0 I
.3 12.0
?--
12.6 12.6 12.6 12.6 e
12.0 5'? f.,
2 12.0 11.4 12.6 12.6 13.2 13.2 12.6' 12.6 13.2 t2.0 12.01 l
L.
f( g 11.4 9.6 12.6 11.4 13.2 12.1 12.6 l 1
i 1
2 3
4 5
6 7
8 9
10 11 12 13 g
Ti$b^CE.
CASK d Wtsd; Wed}
.i
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hi i
- i j
120-STATISTICS 200 l
I Number of Tests
=
259 80 i ;.
Frequency
=
225 (count) 60 !
Est. Velocity Count t.
t*
i i< ;
Average velocity
=
12.2 kfps 40 -
I $;
-u, Standard Deviation
=
0.6 kfps 20 j l
Minimum Velocity
=
9.6 kfps O
Maximum Velocity
=
13.2 kfps
{c
. '. - w
y.
(-
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?
i I
EET i
Locations with sound, good quality j
concrete based on II test resultat j
i 12.8
'12.0 12.6
'13.3' compression wave velocity (kfps) assuming
.1206 12.0 12.0 formed wall reflections f
12.0 12.0 12.0 reflections not identified i
t11.4..
11.4 12.0 Locations with questionable to i
poor quality concreto
[
- l11.4 11.4 11.4 based on II test resultet j
l.
11.4-12.0 11.4
'?'
anomalous II test results associated with observed 11.4 12.0 11.4 cracks, construction
[
joints and/or patches l
~11.4
,12.0 12.0
' 7 ' identified reflections 12.6 ' 11.4 12.6 indicative of concrete l
with internal flaws l
f 14
' 15 16
' 9.9 ' denotes slower wave j
velocity (kers)
'Delas' denotes delanination
?
I Corehole locations:
drilled for 0&W and/or CTL Note Horizontal scal.c is as shown.
Vertical scale indicates distance (ft) above floor slab.
+
SI l
APERTURE
~
CARD Hold Up Tank - North Wall f
Also Available On II Test Results Aperture CDrd j
f Sheet 1 of 2 II 9
10 11 12 13 14 15 16 Job No. 114 Fig. 12a Velocity (kfps) i 9006060396-blp 3
i
I
- N m.
-[
i.
43:
-l, i
i 1
1 h, '
9 12.0 12.0
?
12.6 12.6 12.0 12.6 12.0 l 6
12.0
?
?
12.0 12.0 12.6 12.0 12.0 '
Access 7
11.4
?
?
12.0 12.6-12.6 12.0 12.6 ko\\C 1
6 12.0 11.4
?
12.0 12.6 12.6 12.0 12.6 T4.0
- 12. 0 ~- i
~ '
S 12.6 11.4 12.0 12.6 12.0 12.6 12.0 12.6 12.6 12.6 12.6 12.6 12.0 l Crack 1
4 11.4 12.6 12.6 12.0 11.4 12.0 11.4 12.0 12.6 12.6 12.8 12.0 12.0,
J 11.4 10.8 12.6 10.8 12.0 12.0 12.0 12.0 12.6 12.6 12.6 12.6 12.6.
,J 2
12.0 12.6 12.6 1 12.6 12.6 12.6 12.0 12.6 12.6 12.6 ' 12.6 12.6 12.6-i 1
12.0 12.0 13.2 11.4 12.6 13.2 13.2 13.2 12.0 12.6 13.2 13.2 13.2 17 18 19 20 21 22 23 24 25 26 27 26 -
29' i
~
Dskn% (41.) e.a* 4 we* wall IT l
r-7 STATISTICS See Sheet 1 c.
- j u r l
L.
,.L
.s w
KEY Locations with sound, good quality-concrete based on II test results 12.6' ~ 12.6
'13.3' compreselon wave velocity (ktps) assusing
,12.6 - 12.6 formed wall reflections 0 -
"12.6 reflections not identified 12.6 12.0 Locations with questionable to poor quality concrete 12.6 12.6 based on II test results:
12.6 12.6
't' anomalous II teet results associated with observed 12.6 12.6 cracks, construction joints and/or patches 12.6 - '12.6
' ? ' identified reflections 13.2 13.2 indicative of concrete with internal flaws 30 31
' 9.9
- denotes slower wave velocity (kspe)
'Delas' denotes delamination Corehole locationet drilled for MW and/or CTL Note Horisontal scale is as shown.
Vertical scale indicates distance (ft) above floor slab.
St Nold Up Tank = North Wall APERTURE II Test Results Sheet 2 of 2 A IS O A V BIIllI)IC O II Aperture Card Job No. 114 Fig. 12b 9
9006060396 - 07 L
N w @;
j-1.
i-
,d-Y n;
k.
,.1 r7 l
9 14.4 14.4 14.4 13.6 13.6 14.4 14.4 14.4 14 4 14.8 14.8 14.8 14.8 9
8 14.4 14.4 14.4 14.4 14.4 14.0 14.4 14.4 14.4 14.6 14 4 14.4 14.0 g
7 14.0 14.4 14.4 14.0 14.0 14.0 14.4 14.0 14.0 14.4 14.4 14.4 14.4
- n3
!k 6
14.0 14.0 14.0 14.0 14.0 14.0 14.4 14.0 14.0 14.4 14.4 14 4 14.4 m
i 5
14.0 14.0 14.0 14.0 14.0 14.0 14.4 14.4 14.0 14.4 14.0 14.4-14.4 1
~.
4 14.0 14.0 14.0 14.4 14.0 11.0 14.0 14.0 14.4 e
14.0 14 4 3
14.0 14.0 14.0 14.0 14.4 14.0 14.0 14.0 14.4 14.4 14.4 14 4 14.0
,3 2
13.2 12.8 13.2 14.0 12.8 14.0 14.4 14.0 13.2 14.4 14.0 14.0 14.8 g
!d 1
14.0 13.6 14.0 14.0 14.4 14.4 14.4 12.4 14.4 14.6 14.4 13.2 14.8 1
2 3
4 5
6 7
8 9
10 11 12 13 Distance (ft) south of north wall
{ {~
i-i-
80 L
STATISTICS 50
.ll Number of Teste e
126 40 Frequency a
123 (count) 30 8st. Yolocity Count
=
14.2 kfps 20 Average Velocity Standard Deviktion
=
0.4 kfps 10
=
12.4 kfps 0
Minimum Velocity a
14.8 kfps Maximum Velocity Li.
I).
ERY Locations with sound. good quality concrete based on 18 test resultat 14.8
'13.3'-
compression wave velocity (kfps) assuming 14.8 formed wall reflections 14.8' reflections not identified 14.4 Locations with questionable to poor quality concrete 14.4-based on IB test results:
14.4-
't' anomalous It test results associated with observed 14.8 cracks, construction joints and/or patches
'c
,s identified reflections
' ?
- 12.8 indicative of concrete with internal flaws
- 14
\\
' 9.9 8 denotes slower wave velocity (ksps)
{
l
- Delma' denotes delanination Corehols locationst
[
- drilled for 0&W and/or CTL l
Note Horizontal scale is as shown.
l Vertical scals indicates distance (ft) above floor sla's.
l l
l S1 Hold Up Tank - East Wall APERTURE L
(2/\\l11) l II Test Results Sheet 1 of 1 Also Available On 9
10 11 12 13 14 15 16 Job No. 114 Fig. 13 l-Velocity (kfps) 1 9006060396-83 l
c
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d
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a i
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9 14.8 14.
14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.C
- ( = ' ' v. -
4 14.8 14.4 14.4-14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4i
,s l
3 G1
$1 7
14.3 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.C
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l{ '
6 14.4 14.4 14.4 14.4 14.0 14.0 14.C 14 0 14.4 14.4 14.4 14.0 14.
e 5
14 4 14.4 14.4 14.4 14.0 14.0 14.t 14.0 14.4 14.4 14.4 14.4 14.0 l
o -
- t
'1 4
14.8 14.4 14.4 14.4 14.4 14.0 14.0 14.0 14.0 14.4 14.4 14.4 14.0i it i.
3 14.8 14.4 14.4 14.4 14.4 14.4 th6 14.0 14.0 14.0 13.6 14.0 14.0' s
l I. ;,:/
l Y
2 14.8 14 4 14.0 13.2 13.6 14.4 14.0 14.0 14.4 14.0-t 12.8 13.4 i h--.
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]
[.
1 14.8 12.8 14.4 14.4 13.6 14.8 14 4 13.2 14.0 14.0 14.0 14.0 14.0 E.;
j 1
2 3
4 5
6 7
8 9
10 11 12 13 {
i-i '"
Distance (ft) west of east wall i
(b
~
L!
Ij-1
.N I
O l
t-
[j.
140!
a
[
120
.j-STATISTICS l'
100 3
i y
Ji l
Number of Tests 258 80 I[i -
Frequency
}i}1 So, g
Est. Yelocity Count
=
254 (count) 2 j
J Average Velocity
=
14.2 kfps 40 3-
'1
-1 4
5tandard Deviation a
0.3 kfps 20, w-
- j 1 Minimum Velocity
=
12.4 kfps 0-7,.
4 l-1 l
Maximum Velocity a
14.8 kfpe 4
i s
- w. a
m.,
-m ERT Locations with sound, good quality con' rete based on IR test results:
c 14 4--
14.4-14.4
'13.3' compression wave 14.4 14.4 14.4 velocity (kfps) assuming forised wall reflections 14.4 14.4 14.4 reflections not identified
-14.0 14.0 14.0 Locations with questionable to 14.0
-14.0 14.0 poor quality concrete X Cro.ck rouh4 oub gc=hekeAy 6 **d aa 2' **=* r'au2***
14.8 14.0 14.0 s
(
1 [d Wid6 Ahk 1 Inck dCC,p
'?'
anomalous IB test results 14.0 14.0 14.0 associated with observed j
cracks, etenstruction
-l
-12.4 13.8 14.0 joints and/or patches 13.8 13.6
- 7
- identified reflections indicative of concrete 14 15 18 with internal flaws
- 9.9 8 denotes slower wave velocity (kaps) f
'Delam' denotes delsaination Corehole locations!
y drilled for 0&W and/or CTL Notet Horizontal scale is as shown.
Vertical scale indicates distence (ft) above' floor
'3 elab.
4 Hold Up Tank - South Wall g[
APERTURE
/
IE Test Results CARD i
i t
i Sheet 1 of 2 Also Available On 9
10 11 12 13 14 15 16 Job No. 114 Fig. 14a i
velocity (kfps)
I l
1 9006060396-0@
?! _
.i
%w 9 -
1 l
- g.
9 14.4 14.4 14.4 14.4 14 4 14.4 14.4 13.8 34.0 14 4
.14.4 14.4 14.0 B
14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.8 14.0 7
14.4 14.4 14.4 14.4 14.4 14.4 14.0 14.0 14.4 14 4 14.4 14 4 13.2
/ crack rouied ed 9pemakely 6
1$.4 14.0 14.p 14.0 14.0 14.0
'14.0 14 0 14.0 14.0-14.0-14.0 14.0 i
U i inch UJid0. % d k M J-5 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14 0 14.0 14.0 14 0 i dET bh 70uh OUk %NXiW6
~
4 14.4 14.0 14.0 14.0 14.0 14.0 4.0 14.0 14.0 14.4 14.0 1
1idCS Q(do 4%d
^
3 14.4 14.4 14.0 14.0 14.0 14.0 14.0 14.4 14 4 14.8 l
l
}
14.0 1 twA Acq 2
14.4 14.4 12.4 14.0. - 14 0 - 14.0 14.0 14.0 14.0 14.0 14.4 14.0 l
Si I
1 14.4 14.0 14.0 13.6 14.0 14.0 14.0 14.0 14.4 14.4 14.4 14.0 A
17 18 19 20 21 22 23 24 25 26 27 28 29 g
i
.1 1
Il
.I I'
]
STATISTICS See Sheet 1 1
I r
F
.t
,i.'
t.
==w co U
/
l.
KEY leostions with sound, good quality concrete based on It test resultal
'13.3' ocepression wave velocity (ktps) assuming formed wall reflections
'e' reflections not identified i.0
- 4 locations with gueetionable to poor quality concrete f
based on II test resultst
'78 anomalous II test results associated with observed
(
cracks construction jointe and/or patches r
1 Cf.,
[
' 7 ' identified reflections l
indicative of concrete
{
{
'0 '
' 31. -
with internal flaws 7
' 9.9 ' denotes slower wave I
velocity (kaps)
'Delse' denotes delanination Corshole locations I
t drilled for O&W and/or CTL Note: Horisontal scale is as shown.
I Vertical scale indicates I
distance (f t) above floor f,
I slab.
q l
b l
e t
i SI i
Mold Up Tank. South Wall il APERTURE q
1: Test n..uits CARD i
Sheet 2 of 2 Also Availabic On Job Ho. 114 Fig. 14b Aperture Card L
9 00 6 0 0 0 3 9 6 - /d
v.
'W%"-
+
i J
m l
Cente.r Wedl i
9 14.4 14.4 14.4 14.4 14.4 14.4 13.6 13.6 12.8 e
s I
8 14.4 14.4 14.4 14.4 14.4 14.4 I
14.4 14.4 e
s 7
14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.0 13.6 14.0 e
6 14.0 14.4 14.4 14.4 14.4 14.4 14.4 14.0 13.6-14.0 e
5 12.4 14.0 14.0 14.0 14.0 13.0 e
e
~
ai -
4 14.0 14.4 14.4 13.6 13.2 13.6 e
e 3
14.4 14.4 14.0 14.0 13.6-e a
2 14.0 13.2 13.2 14.0 13.2 1
13.6 e
e e
a e
o
^
~
1.5 2.5 3.5 4.5 5.5 7
8 9
10 11 12 13 14
._/
Distance (ft) north of south wall i
t r STATISTICS Number of Testa
=
81 40' c.
Bot. Velocity Count
=
60 30 a Frequency Average Velocity
=
14.1 kfps (count) 20 p
t[-
Standard Deviation
=
0.5 kfps 10 1
Minimun Velocity
=
12.4 kfps 0
Nazimum Velocity
=
14.4 kfps L %.m.,
m.
-c-i N
KEY Locations with sound, good quality l
concrete based on It test resultat I
l
'13.3' compression wave velocity (ktps) assuming formed wall reflections
'e' reflections not identified
/
4 a
Locations with questionable to j;
poor quality concrete j
based on Is test resultat l
l
'?'
anomalous II test results e
associated with observed I
cracks, construction joints and/or patches-
- ? ' identified reflections indicative of concrete 1
i with internal flaws
' 9.9 ' denotes slower wave velocity (ksps)
(
p
'Delas' denotes delanination Corehole locatlons j
i drilled for o&W and/or CTL Note Horizontal scale is as shown.
f vertical scale indicates y
distance (ft) above floor slab.
s St APERTURE.
Hold Up Tank - West Wall II Test Resulta A:so Available On Sheet 1 of 2 Aperture Card 9
10 11 12 13 14 15 16 Job No. 114 Fig. 15 Velocity (kfps) 9006060396-II
.i
'h
.1
[
l
/
~
' 12 12.6 11.1 11.1
?
11 4 10.2 9.9
?
10.8 10.8 11.1 0.2 10.2
/
/
/
6 11-e e
o e
e e
e o
e e
e e
I I.L 10 e
e e
e e
o e
e e
e e
e e
e e
e e
e e
e a
e o
e e
e e
l L
3 e
e e
e o
e o
e a
e e
o e
7 o
e e
e o
e e
o e
o e
e e
^
6 e
o e
e e
e e
a e
o e
o e~
'i' s
e e
e e
a e
e e
o e
e e
e 4
e e
e e
a e
o e
a e
e o
e 3
e e
e a
e a
e e
e e
o e
2 e
e e
o e
e e
o e
e o
e e
j 1
e o
e o
e e
e e
e e
e e
e 1
2 3
4 5
6 7
8 9
10 11 12 13 Distance (ft) from Reactor Pool
!=
&=
't>
[
800 i-100 600
$?ATISTICS
$00 Frequency I
Number of Teste e
130 (count) 400 Ret. Velocity Count a
980 300 Averese Velocity a
13.6 kfps 200 standard Deviation
=
0.7 kfps 100 j'.
Minimum Velocity e
1.0 kfps 0
1 Maximum Velocity
=
14.8 kfps h
1 i
lOa l
t
\\
bkRCkim fg.
j0(nh f
EBY f
10.5 10.8 10.8 11.1 11.4 Locations with sounde good quality e
.c.
e e
o e
e o
a concrete based on 15 test resultat c;
o e
e e
e o
e e13.3' compression wave velocity (ktps) assuming i
oo -
0-e e
e e
a e
e formed wall reflections c'
e o
e e
o e
e e-ese geflections not identified o
o e
e e
o e
e o
Locations with guestionable to i
poor quality concrete.
I o
o e
e e
o e
o e
based on IB test resultat
.o o
e e
e e
e e
e
'f' anomalous Is test results i
associated with observed
'o o
e e
e e
a e
o cracks construction e
jointe and/or patches o
.o e
e e
e o
e e
? ' identified reflections o
o e
e e
e e
o e
indicative of concrete with internal flaws e,
o e
?
e o
e e
9.9 ' denotes slower wave
' 14 15 16 17 18 19 20 21 22 velocity (kops) li
'Delas' denotes delsmination Corehole locationst 7
1 drilled for 0&W and/or CTL Notel Norisontal scale is as shown.
i 5-Vertical scale indicates distance (ft) above floor eleb.
t SI APERTURE a
Canal - Outside Wall CARD d
15 Test Results Also Avsuable On Apertstre Card sh.et 1 of 5 0
10 11 12 13 14 15 16 Job No. 114 Fig.
16e Velocity (kfps) 900 60 6039 6 - $
t A
i cho. mme.
it.
Cendruch
- jot ni; 1
l 13.2 13.3 13.2 12.8 12.8 12.8 12.8 13.2 13.8 13.8 13.8 13.2 l 12 11 13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.8 13.8 13.8 - 13. 2 '
10 e
13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.8 14.0 14.0 13.8 13.8 '
8 12.8 13.2 12.8 12.8 13.2 13.2 13.2 13.2 13.2 13.2 13.8 13.8 ;
8 12.8 12.8 12.8 12.8 12.8 13.2 12.8 12.8 13.2 13.2 13.8 13.8 -
7 12.8 13.2 12.8 12.8 13.2 13.2 12.8 12.8 13.2 13.2 13.2 13.2 !
}
8 12.8 13.2 13.2 12.8 12.8 13.2 12.8 13.2 13.2 13.2 13.2 13.2 !
f.
S 12.8 13.2 13.2 13.2 12.8 12.8 12.8 13.2 13.8 13.2 13.2 13.2 4
12.8 13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.8
-13.2 13.8 13.2 3
12.8 13.2 13.2 13.2 13.2 13.2 13.2 13.8 13.8 13.8 13.8 13.8 2
2 12.8 12.8 13.2 13.2 13.2 13.2 13.2 13.8 14.0 1.8 14.0 14.0:
l' s
T 12.8 13.2 13.2 13.2 13.2 13.8 13.8 14.0 14.4 14.0 14.0 23 24 25 28 27 28 29 30 31-32 -
33 34 35 Distance (ft) from 8**ctor Pool f.
- l{
t, STATISTICS See Sheet 1
>. l.
t-i
~
1' i
< -., < = -
t i
En k
l
'13.2' 13.2.
13.2 12.0 13.2 13.2 13.2 12.8 12.8 Locations with sound. Good quality J
'13.6 13.2 13.2 13.6 13.6 13.2 13.2 14.0 12.8 con' crete based on It test results:
13.6 13.6 13.2 13.8 13.6-13.8 13.6 14.0 14.0
'13.3' compression wave 5
~
velocity (ktps) assumint
- 13.2 13.2 12.4 13 6 13.2 12.8 '
14.0 14.0 formed well reflections
{
8
- 13.2 12.6 12.4 13.6 12.4 13.2 12.8 13.2 13 6 reflections not identitled
'13.2 13.2 13.2 13.6 13.2 13.2 13.2 13 2 13.8 Locations with guestionable to poor quality concrete 13.2 13.2 13.2 13.6 13.2 13.2 13.2 14.0 14.0 based on 18 test results j
i:
13.2 13.2 13.2 13.6 13.2 13.2 13.2 13.6 14.0
'?'
anomalous 18 test results
)
associated with observed 13.2.
13.2 13.2 13.2 13.2 13.2 13.6 13.6 14.0 cracks, construction joints and/or patches 13.6 13.6 13.6 13.2 13.6 13.2 13.8 14.0 14.0 1
8 7 ' identified reflections j
13.6 13.8 13.6 13.2 13.8 13.6 14.0 14.0 14.0 indicative of concrete
[
with internal flaws
'i 14.0 13.8 13.8 14 0 14.4 14.4 e
14.0 14.4 l
' 9.9 ' denotes slower wave 36 37 38 39 40 41 42 43 44 velocity (kaps)
'f
'Delas' denotea delanination
~l f
corehM e locat.onsa dri'. led for O&W and/or CTL I
8 Note: 'orisontal scale is as shown.
Vertical scale indicates distance (ft) above floor slab.
s St L
APERTURE-
[
Canal - Outside Wall CARD IE Test 8esults Also Available On sh.et 2 of s Aperture Card Job No. 114 F18 16b e
I 4
9006060396-Q E
i:
ww.,.
i v
l 1
b O ' M b ov\\
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U 12 12.8 13.2 13.2 13.2 13.2 13.2-13.2 12.8 13.2 12.8 12.8 1
i l
11 12.8 13.8 13.8 13.8 13.2 13.8 13.8 13.8 13.2 13.2-13.2 ;
10 13.2 13.2 14.0 13.4 13.2 14.0 14.0 14.0 14.0 14.0 14.0 ~ 14. 0 l 7
f 9
13.2 12.8 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.4 14.4l 8
12.8 13.2 14.0 14.0 14.0 14 0 14.0 14.0 14.0 14.4
'14.4 14.4
-3 7
12.4 13.8 14 0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.4
'14.4 f
8 13.2 7
14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0
.14.0 l 5
12.4 8
14.0 14.4 14.4 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 !
1 4
13.8 14.0 14.4 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0l 3: 13.2 13.8 14.0 14.0 14.0 14.0 13.8 13.8 13.8 13.8 13.8-13.8 h<
h~l 2
14.0 13.2 13.8 14.0 13.8 13.2 12.8 12.8 13.8 12.8 13.8 I
1 12.4 12.8 12.4 14.0 14.0 14.0 13.8 14.4 14.0 14.0 13.8 13.8 45 48 47 48 49 SO 51 52 53 54 55 58 57 Distance (ft) from Reactor Pool 1.
!,I-l-
l l
'. 'U^
8TATISTICS See Sheet 1 l
l-f M'%e q
~
1 o
- - - - - - - - - - - - - - - - - - - - - ~
- =Trt e
ni
-~.
ERY 13.2 13.2 13.2 13.2 13.2 13.6 13.8 13.2 13.0 Locations with sound, good quality l
13.8 13.6-13.6 14.0 14.0 13.6 14.0 14.0 14.0 concrete based on 18 test resultst 14.0 14.0 14.0 14.0 14 0 14.0 14.0 14.0 14.0
'13.3' ocepression wave velocity (kfpa) assuming
-l 14.0 14.0 14.0 14.0 14.0 14.0 13.6 13.8 14.0 formed wall reflections i
14.4 14.0 14.0 14.0 14 0 14.0 13.6 13.8 13.6 reflectione not identified "1
. y Sespse. eksuveA 14.4
?
' 14.0 14.0 14 0 14.0 14.0 14.0 14.0 Locations with questionable to poor quality concrete
.14.0
-14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 based on 1B test resultat 14.0 14.0 14.0 14.0 14 0 14.0 14.0 14.0 14.0
'?'
anomalous It test resulta associated with observed 14.0 14.0 14.0 14.0 14.0 13.6 14.0 13.8 14.0 cracke, construction joints and/or patches 13.6 13.6 13.6 13.6 14.0 13.8 13.8 13.8 13.8
? '
identified reflectione 13.8 '
14.0-13.
13.6 14.0 13.6 13.8 13.4 13.4 indicative of concrete f
with internal flaws 13.5 14.0 13.6 13.6 13 8 13.6 13.6 13.6 13.4 1
- 9.9 ' denotes slower wave 56 59 40 El 62 63 64 85 to velocity (kaps)
'Delas' denotes delamination
[
i Corehole locations:
I drilled for 0&W and/or CTL 1
Note Horisontal scale is as shown.
Vertical scale indicates i
distance (ft) above floor i
slab.
SI Canal - Outside Wall APERTURE CARD 1: ro.t u.ault.
Sheet 3 of 5 Also Available On Aperture Card Job No. 114 Fig. 16c f'
900606039g_ g H
_p
{-';
i 12 13.6 13.6 13.6 13.6 13.6 14.0 13.2
-14.0 13.6 13.2 13.2 13.2 12.8 I
11 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 13.6 13.6 13.6 L
5 10 14.0
'14.0 13.6 14.0 14.0 14.0 14.0 14.0 14.0 14.0 13.6 14.0 14.0i 9
14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 8
13.6 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0
-4
^"
7 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 13.6-13.6 13.6 14.0 14.0 6
14.0 14.0 14.0 14.0 14.0 14 0 14.0 14.0 13.6 13.6 13.6 14.0 13.6,.
I 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 13.C 14.0 14.0 14.0 14.0!
4 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 3
13.6 13.6 13.6 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0.14.4 14.0l I
2 13.6 13.6 13.6 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.4 14.4 14.0 1
13.6 13.6 13.6 14.0 14.0 14.0 14.0 14.0' 14.0 14.0 14.0 14.4' 14.4 67 68 69 70 71 72 73 74 75 16 77 78 79
~'
Distance (ft) from Reactor Pool
~
i
)
STATISTICS See Sheet 1
(
I ma-w
=
Cons % %
ytnt i
13.2 13.2 13.2 13.2 12.8 13.6
?
12.8 12.8 Locations with sound. good quality 13.6 13.6 13.6 13.6 13.6 13.6
?
14.0 14.0 concrete based on 18 test results:
- 14.0 14.0 13.6 13.6 14.0 13.6 7
14 0 14.0
'13.3' compression wave i
velocity (kfps) assuming 14.0 14.0 14.0 14.0 14.0 13.6 7
14.0 14.0 formed wall reflections 14.0.
14 0 14.0 14 0 14.0 13.6 7
14.0 14 4
'e' reflections not identitled 14.0 14.0 14.0- 14.0 14.0 13.6 7
14.0 14 0 Locations with questionable to poor quality concrete f
14.0 13.6 14.0 14.0 14.0 13.2 7
14.0 14.0 based on It test results:
14.0 14.0 14.0.
14.0 14.0 13.6 7
13.6 14 0
't' anomalous 18 test results associated with observed 14.0 14.0 14.0 14.0 14.0 13.6 -
14.0 14.0 cracks, construction joints and/or patches 14.0 14.0 14.0 14.0 14.4 7
14.0 14.0
' ? ' identified reflections
$4.4 14.0 14.0 14.0 14.0 13.2 13.2 12.8' 13.6 indicative of cuncrete with internal flaws 14.4 14.0 12.8-14.0 14.0 14.4 13.2 13.6
- 9.9 ' denotes slower wave i
(
80 81 82 83 84 85 86 87 88 velocity (kaps) i
\\
t
'Delam' denotes delanination Corehole locational i
' drilled for 04W and/or CTL Note: Horizontal scale is as shown.
Vertical scale indicates j
distance (ft) above floor slab.
St APERTURE I
Canal - Outside Wall it Test Resulta Also Available On sheet 4 of 5 Aperture Card j
Job No. 114 Fig.
16d If 900 60 6039 6 - gg
[
i s
ema=* = um J
.4 t
1 12 12.6 12.4 12.4 12.6 12.4 12.4 12.4
~12.8-12.6 ~ 12.6-12.4 12.4 12.4 fM f.
11 13.6 13.6 13.6 13.6 13.6 13.6 13.6 14.0 13.2 13.6 13.6 13.6 13.6 10 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 j
9 14.0 14.0 14.0 14 0 14.0 14.4 14.4 14.0 14.0 14.0 14.0 14.0 13.6 f i
~
. \\
8 14.0 14.0 14.4 14.0 14.4 14.4 14 4 14.4 14.0 14.0 14.0 14.4 14.4,
t i
..r 7
14.0 14.0 14.0 14.0 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 14.4 j 6
14.0 14.0 14.0 14.0 14.4 14.4 14.0 14.4 14.4 14.4
.14.4 14.4
_14.4 5
14.0 14.0 14.0-14.0 14.4 14.4 14.0 14.0 14.0 14.4 14.0 14.4 14.4 e
j 4
14.0 13.6 13.6 14.0 14.0 14.4 14.0 14.0 14 0 14.0 14.0 14.0 14.0 3
13.6 13.6 13.6 13.6 13.6 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14 0
. my 2
13.6 13.6 13.2 13.6' 13.6 14.0 14.0 14.0 14.0 14.0
'14.0 14.0 14.0 1
13.6 13.2 13.2 13 2 13 2 13.2 13.6 14.0 14.0 14.0 13 6 14.0 13.2.
_J 89 90 91 92 93 94 95 96 97 98 99 100 101 Distance (ft) from Reactor Pool i
.m.
. k s '
i i
1.
STAT 1STICS f
se sh.t 1 p
I
- l.
i
+
=
's l
n I
KEY 12.8 12.8=
12.8 12.8 12.4 12.8 e
f locations with sound, good quality
-13.6 13.6 14.0 14.0 13.2 12.8 13 4
?
concrete based on II test results:
14.4 14 4-14.0 14.0 e
e 13.2
'13.3' compression wave velocity (ktps) assuming 13.2 13.2-14.0 14 0 12.8 formed wall reflections
'14.4 14.8 14.4 14.0 e
a e
12.8 reflections not identified u
?14.4' 14.4 14.4 14.4 12.8 1.ocations with questionable to poor quality concrete
-14.4-14.4 14.4 14.4 e
e 13.2 based on 18 test results:
14.4 14.4 14.4 14.4 e
13.2
't' anomalous II test results associated with observed 14.4 14.4' 14.4 14.0 e
e e
e cracks, construction joints and/or patches 14.4 14.4' 14.4 14.0
' t ' identified reflections 14 4
~14 4 14.4 14.0 indicative of concrete with internal flaws 14.4 14.4 14.4 14.4 1
' 9.9 ' denotes slower wave k
102 103 104 105 106 107-108 109 velocity (ksps)
'Delas' denotes delanination Corehole locationst drilled for 0&W and/or CTL
(.
Notet Horizontal scale is as shown.
l Yortical scale indicates distance (ft) above floor l'
slab.
f t
L t
SI i
l APERTURE i
Canal - Outside Wall CARD II Test Resulta
[
Also Available On i
l Aperture Card sh..t s of s l
l.
Job No. 114 Fig. 16e L
i l
i 9 0 0 6 0 6 0 3 9 6 - (G
.- i W ng J
L.
12 12.6 13.2 12.6 12.0 12.0 12.0 12.6 12.9 12.9 11.7 11.7 11.1 12.0 l Ij.
11 13.6 13.6 13.2 13.2 13.2 12.9 13.5 13.6 12.9 12.6 12.9 12.6 12.4
. L2 10 e
e e
e e
e e
e e
e e
e e
1-9 13.6 13.6 13.2 13 6 13.6 14.0 14.0 14.0 14.4 14.0 14.0 14.0 14.0 6
13.6 13.6 13 6 13.6 13.6 14.0 14.0 13.6 13.6 13.4 13.4 13.4-13.6 ;
7 13.6 13.6 13.6 13.6 13.4 13.6 14.0 13.6 13.6 13.6 13.6 13.6.
13.6 6
14.0 13.6 13.6 13.6 13 2 13.6 13.6 13.6 13.6 13.6 13.6 13.6 13.6 5
14.0 14.0 14.0 13.6 13.2 13.6 14.0 14.0 13.6 13.6 13.6 14.0 13.6-ij 4
14.0 14.0 14.0 13.6 13.2 13.6 14.0 14.0 13.6 13.6 13.6 14.0 14.0
.[3 14.0 14.0 14.0 14.0 13.6 13.6 e
e e
o e
e.
e 2
14.0 14.4 e
a e
e o
e e
e e
e e
1 e
e e
e e
e e
e e
a o
e s
103 102 101 100 99 98 97 96 95 94 93 92 91 Distance (ft) from teactor Pool 4
1 I
I STATISTICS i.
.L'
'.' {':
Number of Teste a
1233 400
' b.
Est. Velocity Count a
670 300
' Frequency a
13.0 kfps (count) 200 i AveraSe Velocity
=
0.8 Afpe 100' L
Standard Deviation a
10.2 kfps 0i Minimum Velocity a
14.8 kfps Maximum Velocity M
w l
l Construc%
joinh KBT 12.0' 12.3 12.0 12.0 12.0 12.0 7
f Locations with sound, good quality
-12.5 12.9 12.9 12.6 e
13.8
?
?
concrete based on 18 test resultat I
o o
a e
e s
7 e
'13.3' compression wave i
velocity (kfps) assuming 13.4 14.0 13.6 13.8 13.2 14.0 13.6 12.4 formed wall reflections i
13.6 13 8 13.6 13.6 13.6 14.0 14.4 13.2 reflections not identitled
[
i 13.6 13.2 13.2 13.2 13.2 14.0 14.0 12.8 Locations with questionable to f
poor quality concrets
[
5 "13.2 13.2 13.2 13.2 13.2 14.0 14.0 12.4 based on II test results:
13.2 ' 13.2 13.2 13.6 13.8 14.0 14.0 12.0
'?'
anoenloits it test results associated with observed 14.0 13.6-13.6 13.8 13.6 14.4 13.2 12.0 cracks. construction joints and/or patches identified reflections
- ? '
o o
e e
e e
o e
indicativo of concrete
- l with internal fiswa e
o e
e e
a e
' 9.9 ' denotes slower wave
~
89 88 87 86 85 8-1 83 velocity (ksps)
~
90 t
i
['
'Delsa' denotes delanination Corehole locations:
drilled for 0&W and/or CTL 1
Note Horisontal scale is as shown.
Vertical scale indicates distance (ft) above floor slab.
G SI APERTURE e-Canal - Inside Wall Also Availa'aie On i.
18 Test Results Aperture Card Sheet 1 of 5 9
10 11 12 13 14 15 16 Job No. 114 Fig.
17a Velocity (kfps) 90.06000396-l}
"1
,,. pv== mr ~
r%
12 12.3 12.3 12.3 12.6 12.3 12.3 12.3 12.6 12.3 12.3 - 12.6 12.6 12.6 11 13.2 12.9 13.2 13.2 12.9 12.9 13.5 13.6 12.9 13.2-13.2 13.2 13.2' w
10 e
e o
e e
a 9'
12.0 13.6 13.6 13.2 13.2 13.2 13.6 13.6 13.6 13.6 13.2 13.6 13.6 6
13.6 13.6 13.6 13.6 13.2 13.2 13.2
'13.2 13.2 13.2 13.2 13.6 13.6.
7 13.2 13.6 13.2 13.6 13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.6 13.6 6
13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.2 13.2 J
5 13.2 13.2 12.4 12.8 12.8 13.2 13.2 13.2 13.2 13.2 12.8 13.2 m
4 13.2 14.0 13.2 12.0 11.6 12.4 13.2 13.2 13.2 13.2 12.4 12.4 12.4 3
13.2 13 2 13.2 13.2 12.6 12.4 12.4 12.4' l
2 7
1 82 81 80 79 78 77 76 75' 74 73 72 71 TO Distance (ft) from Reactor Pool J
e i
, oo l
STATISTICS See Sheet 1 s
P a
M mY.
g*t a
M
r KEY 14.5-22.6 11.7 12.0 12.3 11.7 11.1 12.0 Locations with sound, Sood quality 13.6-13.2
-12.9 12.0 12.9 12.0 12 0 12.6 concrete based on II test resultst
,o o-e e
e o
e e
- '13.3' compression wave velocity (ktps) assumine
'13.2 12.6 13.2 13.2~
13.2 13.6 13.2 13.2 formed wall reflections
-13.2 13.2' 13.2 13.2 13.6 13.6 13.6 13.2
'e' reflections not identified 13.R' -13.2 13.6 13.6 14.0 13.6 13.2 13.2 Locations with gemationable to poor quality concrete 13.2 13.2 13.6 13.6 13.2 12.6 13.2 13.2 based on II test resultat 12.4 12.0 13.2 12.4-12.0 11.6 12.0 12.4
'7' anomalous It test results associated with observed 12.0 12.0 12.0 11.6 12.0 12.0 11.4 12 4 cracks, construction joints and/or patches 12.0 12.4 12.4 11.6 12.4 12.0 e
- 7 ' identified reflections o
a e
e e
e o
e indicative of concrete with internal flaws 0-e e
a e
e e
s 9.9 ' denotes slower wave 69 66 67 66 65 64 63 62 velocity (kaps)
'Delas' denotes delamination
?
Corehole locationst
' drilled for 06W and/or CTL Notal Horizontal scals is as shown.
Vertical scale indicates distance (ft) above floor slab.
SI APERTURE CARD Canal - Inside Wall Also Available On II Test Results hper(tire Card Sheet 2 of 5 Job No. 114 Fig.
17b 9006060396 - 13 I
^^~~
cp.
? "" 7 i
<. i i
12 11.7 11.7 13.2 12.3 11.4 11.7 11.7 12.0 13.2 13.s 12.8 12.3 13.5 11 13.2 11.7 12.8 12.0 12.0 12.8 12.8 12.9 13.5 12.9 12.9 12.0 13.5-
'i1 10 r
9 12.4 12.8 12.8 12.8 12.6 12.8 12.8 13.2 13.2 13.2 13.2 13.2 13.2 8
12.4 12.8 12.8 13.2 12.8 12.8 12.8 13.2 13.2 13.2 13.2 13.2 13.2 m
1 7
12.0 12.8 12.8 12.4 12.4 12.8-12.8 12.8 12.8 13.2 13.2 13.2 13.2 i-8 12.0 12.4 12.0 12.0 12.0 12.8 12.8 12.8 12.8 13.2 13.2 13.2 13.2 i
5 12.4-12.4 12.4 12.4 12.4 12.8 13.2 13.2 13.2 13.2 13.2 13.2 13.8
. [~
' {
4 12.8 12.8 12.8 12.8 12.4 13.2 13.2 13.2 13.2 13.2 12.8 13.2 13.2 3
12.8 13.2 13.2 13.8 13.2 13.2 13.2 13.8 12.8, 13.2 L
2 I
I 1
81 80 59 58 57 58
$5 54 53 52 51 50 49 Distanc. (ft) from E. actor Pool 1,
l l - l _1 l [:
I~'
STATISTICS l;
See Sheet 1 i
l z
a :
W
I i
Cort 54rubon
]ckh v
12.9 - 12 0
'12.5 12.0' 12.3 12.0 7
12.9 I
Locations with sound, good quality 12.9
'12.6 12.9 12.3 12.9 12.9
?
13.2 concrete based on 15 test results:
{
l C.
e
.a e
?
e
'13.3' compreselon wave velocity (ktps) assuming 13.2 13.2 13.2 13.2 13 2 14.0 12.8 13.6 formed wall reflections I
l 13.2' 13.2' 13.2 13 2 13.6 14.4 12.8 14.4
'e' reflections not identified 13.2 13.2, 13.2 13.2 13.8 14.4
_12.8 14.4 Locations with guestionable to
{
poor quality concrete l
13.2
'13.2 13.2 13.2 13.6 13.6 -
e 14.4 based on II test results:
13.4
'14.0 13.8 13.6 13.6 14.0 e
- ?'
anomalous Is test results associated with observed 13.6 - 13.6 13.8 14.0 14.0 14.0 e
a cracks, construction 13.2 13.8 13.6'-
13.2 14.4 e
o e
I
' ? ' identified reflections e
o.
e e
14.0 e
e-indicative of concrete with internal flaws j
e o
e e
o e
a e
t
- ' 9.9 ' denotes slower wave
'48 47 48 45 44 43 42 41 velocity (ksps)
I
' Deles' denotes delaminetton a
t i
Corehole locations:
i drilled for Oew and/or CvL Note Norizontal-scale is as shown.:
Vertical scale indicates
'I distance (ft) above floor slab.
i Si APERTURE CARD Canal - Inside Wall Also Avaitable On Aperture Card Sheet 3 of 5 Job No.114 Fig.
17c 5
9 0 0 6 0 6 0 3 9 6 -- l q 1
2
- D/ W F
l
^
12 13.5 12.0 12.0 12.0 12.3 12.3 12.6 12.3 12.8
?
i e
12.4 11 13.5 12.0 12.9 12.9 12.9 13.5 12.9 12.8
'2.4 12.4 i
T j
10 e
o e
e o
e e
e o
e e
14,4 14.4 9
13.8 14.0 14.0 14.0 14.0 14.0 14.0 14.0 13.2 12.8 12.8 12.8 12.4 4
8 14.0 14.0 14.0 14.0 14.0 14.0 14.0 14.0 13.2 12.8 12.4 12.8 12.8
~
T 14.0 14.0 14.0 14.0 14.0 14.0 14.0
- 14. 0 -1. 8--
12.4 12.8 12.8 12.8
(
4 14.0 14.4 14 4 14.4 14.0 14.0 14.0 14.0 14 0 12.8 12.8 12.8 12.6, 3
4 g
e e
e e
o e
o e
e e
o e
a 4
e o
e e
o e
e e
e o
e e
e 3
e e
e o
e e
e o
e e
o e
e 2
e e
o e
e a
e s
e o
e o
a
~
~
1 e
e e
o e
o e
e e
e o
e e
~
40 39 38 37 34 88 34 33 32 31 30 29 28 Distance (ft) from Beactor Pool STATISTIC 8 f
8ee Sheet 1 i
1__
Ktf 11.8 11.8 11.8 12.0 12.0 11.8 11.8 12.8 0? O? O? O? O? 0? 0? O?
Locations with bound, good quality concrete based on 18 test resultat 14.0 14.4 14.0 13.8 13.8 13.8 12.8
'13.3*
ocepreselon wave velocity (ktpe) asem ing 12.4 12.4 12.4 12.0 12.0 12.0 12.0 12.0 forseed well reflections 12.8 12.4 12.4 12.0 12.0 12.0 12.0 12.0
'ee reflections not identified 12.4 12.4 12.4 12.0 12.0 12.0 12.0 12.0 locations with guestionable to poor quality concrete 12.4 12.4 12.4 12.0 12.0 12.0 12.0 o
bened on II test resultat o
e e
12.0 e
12.0 e
't' anomalous 1B test results associated with observed o
e e
e e
o e
e cracks construction joints and/or patches o
e e
e o
e e
e
' ?
- identified reflectione indicative of concrete with internal flows o
e 13.2 e
e
.9 ' denotes slower wave It 28 28 24 23 22 21 20 velocity (hope)
' Deles' denotes delsmination Corehole locattonet
- drilled for Mw MJ/or CTL Notel Morisontal scale is se shown.
Vertical scale indicates distance (ft) above floor sieb.
St APERTURE CARD C.nai. Inside weli 1 r.st a.eulta Aho Available On Aperture Card Job No. 114 Fig. 1?d l
l l
9006060396 g i
r
- 7 a
d b0fthuchon y%s 12 10.8 10.2 10.3 10.5 10.5 10 8 10.8 10.8 12.3 12.3 12.4 11.7 No.ll 11 e
o e
o e
e e
o e
o e
10 e
r e
e e
e o
e o
e e
e e
e e
e t
n..
(
e e
e
=
e 7
e e
e e
e e
e e
o e
e o
e l [
1 e
o e
o e
e e
e e
, 64 l
5 t
e e
o e
e s
lM 4
t e
o e
e e
o e
e e
e e
e
>+
l 3
e o
e e
e e
e e
e o
e o
e 2
e e
e e
e o
e e
e o
e e
e m
i l
1 e
e o
e e
e o
e e
e o
e e
iJ 29 18 11 18 15 14 13 12 11 10 9
8 7
Dietance (ft) from teactor Pool w
r.
t 6
1 l
r te kE STATISTICS 1
See Sheet 1 E4
'gi e
n i
I l
[
L'?
)
k
!I
~.h e eure) he
Esf 01.1 18.8 to.:
lo.s 11.1 11.5 Loostione with sound, good quality o
o e
o e
e concrete based on It test results e.
o e
e e
e
'18.3' compreselon wave velocity (ktpe) aseming j
3 o
o e
e o
e formed wall reflections 1
o o
e e
e
'e'
,efle.u one oot 1.enti,ied 4
e o
e e
e e
Locations with guestionable to poor quality concrete e
o e
e e
e based on It test results:
)
i o
o e
e o
e
't' anomalous It test resulte I
associated with observed
,l
. o o
e e
o e
creche, construction
(
jointe and/or patchee
[
o o
e e
e
?
f Adentitled reflectione l'
- t
.o o
e o
e e
indicative of concrete with internal flawe 1
o o
e e
s
?
' t.9
- denotes slower wave 4
5 4
3 2
1 velocity (kape) 3
' Deles' denotes delseinstion
+
Corehole locations:
drilled for 06W and/or CTL Notel Norisontal scale is as shown.
vertical scale indicates
(
distance (ft) above floor 5
l alab.
'l 1
SI APERTURE canai. Insid. vali CARD 1
L 1 root n.. Its i
Also Avaltable On 1
33,,s,,,,
Apeftere Card Job No. 114 Fig. lie l
l 9006060396-g
I g Y (ft)
' " "h
- l 30 -
Scale 1 inch = 4 ft Notes:
J 25' -
1.
ceiling was tested on a nominal 1 ft grid as shown in lower left i
hand corner (X,Y) coordinates Thr u test locations (6'20) with anomalous IE i
20 -
test results are indicated
'I
! ~.
15 -
Accces hole 10 -
(14,10) g.,
l Nominal
[
l ft test grid 5
(10,3)
L 0
0 5
10 15 X (ft)
HOLD-UP TANK, CEILING. IE TEST RESULTS Job No. 114 flR. 18
, ~. _
. _ ~ _., _ _ _.
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TABLE I QJALITATIVE CONCRETE RATING BASED ON 00ffRESS10N WAVE VELOCITY EASUREPENTS I
Cenoression Wave Velocity (kfos)
General Concrete Condition Above 13.5 Excellent i
10.8 to 13.5 Good i
9.0 to 10.8 Questionable 6.3 to 9.0 Poor Selow 6.3 Very Poor Notes:
1.
Velocities are in thousands of feet per second (kfps).
l 2.
The above conpression wave values were derived frcm a qualitative concrete rating based on ultrasonic pulse velocity measurements from Malhotra, 1976. Malhotra's pulse velocity guidelines were reduced by l
10 percent for evaluation of concrete quality based on conpression wave velocity measurements por Sansalone and Carino, 1986.
Job No. 114 l
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