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Latest revision as of 11:03, 16 March 2020
| ML19289A563 | |
| Person / Time | |
|---|---|
| Site: | Marble Hill |
| Issue date: | 11/20/1979 |
| From: | SARGENT & LUNDY, INC. |
| To: | |
| References | |
| SL-3753, SL-3753-V2, NUDOCS 8004090207 | |
| Download: ML19289A563 (375) | |
Text
{{#Wiki_filter:- NN b N UCLE A R S AFE.~TY- RELATED EVALUATION OF IN-PLACE CONCRETE hiARIiLE HILL NUCLliAR GENERATING STATION UNITS 1 AND 2 REoORT PREPARED FOR PUllLIC SERVICE COh1PANY OF INDIANA, INC. VOI.UhlE 11 RE PORT SL-3753 _-- NOVEMBER 20,1979 _ = ~ ~ ~~--- -..-_., SAH0ENT&LUNDY ! Lu cuoiucunal 8004000207
NUCLEAR SAFETY-RELATED EVALUATION OF IN PLACE CONCRITE MARBLE HILL NUCLEAR GENERATING STATION UNITS 1 AND 2 REPORT PREPARED FOR PUBLIC Slip'flCli COMPANY OF INDIANA, INC. VOLUMl! 11 RE PORT SL--3753 NOVEMBER 20,1979 SARGENT&LUNDY
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Report to GUST K. NEWdERG CONSTRUCTION COMPANY GUST K. NEWBERG, INC. A JOINT VE!?fURE P.O. Box 40 New Washington, Indiana 47162 NONDESTRUCTIVE TESTING OF CONCRETE AT MARBLE HILL NUCLEAR GE12 RATING STATION by
. E. A. B. Salso Richard A. Muenow Adrian T. Ciolko Submitted by CONSTRUCTION TECHNOLOGY IABORATORIES A Division of the Por tland Coment Association 5420 Old Orchard Road -
Skokie, Illinois 60077 November 1979
TABLE OF CONTENTS
, Page I17TRODUCTION 1 PItiDINGS -
5 OBJECTIVE AND SCOPE 8 NONDEFTRUCTIVE TESTS 8 , REVIEW OF DRAWINGS 11 VISUAL INSPECTION OF CONCRETE CORES 11 CONCRETE CORE TESTS 12 AkiALYSIS 15 CONCLUDING REMARKS 16 APPENDIX A - TEST AREA LOCATIONS AND DRAWINGS APPENDIX B - DATA ANALYSIS APPEl,4 DIX C - NONDESTRUCTIVE TESTING PROCEDURES APPENDIX D - QUALIFICATION OF TEST METHDD APPENDIX E - NONDESTRUCTIVE TEST DATA APPENDIX F - CONCRETE CORE TEST DATA e 0 E m _ _ . . . . . . . . . . . . A .
j NONDESTRUCTIVE TESTING OF CONCRETE AT MARBLE HILL NUCLEAR GENERATING STATION
. by E. A. B. Salso, Richard A. Muenow, and Adrian T. Ciolko*
2 INTRODUCTION At the request of Gust K. Newberg Construction Company / Gust K. Newberg, Inc. A Joint Venture, and as authorized by Subcon-tract Agreement No. 104-17 dated April 27, 1979, Construction Technology Laboratories performed nondestructive microscismic
]
r . tests and tests on concrete cores. These tests were done to L cvaluate selected areas of concrete in safety and non-safety i
) .
related structures at the Marble Hill Nuclear Generating Sta-
] ,
tion, under construction in Marble Hill, Indiana. Sixty (60) i [ areas of concrete work in Unit No.1 containment, fuel handling 5 j building, auxiliary building, and turbine room were evaluated. Areas tested are listed in Table 1. Drawings of these areas are presented in Appendix A. Test areas were selected by Sargent & Lundy Engineers per-sonnel as appropriate samples of concrete work in saf ety and
=
; non-safety related structures. Concern with these areas resul-L ted f rom su':f ace honeycomb visible in several areas when forms
=
were removce.. This observed honeycomb caused concern with the
- i. possible pr isence of internal concrete discontinuities includ-f ing unplanned cold joints, honeycomb and large voids..
M f
- Manager, S t ruct ural Evaluation Section , Associate, and Associate 1,
Research Enginee r , Tr anspor tation Development Depar tment, respec-
,J i
lively, Const ruction Technology Laboratories, Portland Cement Association, Skokie, Illinois, i 1
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g... . . . . . . . . - - - . . 1; TABLE 1 AREAS SELECTED FOR NONDESTRUCTIVE TESTING , e
= .
] AREA LOCATION 1 Fuel Handling Slab - El. 401'-0"
~
2 Turbine Room Foundation Basement Floor Slab
- E1 368'-4" , 3 Auxilia. .' Building Floor Slab - El. 329'-4" L, 4 Auxiliary Building Floor Slab - El. 345'-4" .j 5 Auxiliary Building Wall - El. 346'-0"
[__ , 6 Auxiliary Building Wall - El. 346'-0" 7 Auxiliary Building Wall - El. 346'-0" [ 8 Containment Unit #1 Equipment Hatch 1 9 Auxiliary Building Wall - El. 364'-0" 10 Auxiliary Building Wall - El. 373'-6" 7 11 Exterior Wall Under Emergency Air Lock #7 3 12 Containment #1 Ploor Slab - El. 377'-0"
,, '13 Containment #1 Floor Slab - El. 377'-0" j 14 Containment #1 Floor Sicb - El. 377'-0" L 15 Containment #1 Floor Slab - El. 377'-0" 16 Containment #1 Floor Slab - El. 377'-0" 17
{ Containment #1 Floor Slab - El. 377'-0" 18 Containment #1 Secondary Shield Wall r - El. 392-0"
' 19 Containment #1 Secondary Shield Wall
- El. 392-6" '
[ 20 Containment #1 Secondary Shield Wall u
- El. 395.-0" T 21 Containment #1 Secondary Shield Wall
- Interior Face - El. 395'-3" 22 Auxiliary Building Floor Slab
- El. 346'0"
- 23 Auxiliary Building Floor Slab
- El. 346'0" , Continued on next page...
r s
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] TABLE 1 AREAS SELECTED FOR NONDESTRUCTIVE TESTING , q (Continued) n' AREA , LOCATION 24 Auxiliary Building Floor Slab
- El. 345'9" .
- j. 25 Auxiliary Building Wall - El. 346'0" 26 Auxiliary Building Floor Slab -
] El. 346'-0" 27 Auxiliary Building Floor Slab !__ - El. 346'-0" 28 Auxiliary Building Wall - El. 346'-0" I '
29 Auxiliary Building Wall - El. 346'-0" 30 Auxiliary Building Floor - El. 346'-0" [ 31 Auxiliary Building Wall - El. 383'-0" 32 Auxiliary Building Wall - El. 383'-0" r 33 Auxiliary Building Wall - El. 391'-6" l 34
, Auxiliary Building Wall - El. 383'0"
= 35 Auxiliary Building Beams
#4.5AB17 & 4.5AB18 9 36 Auxiliary Building Beams (4.5AB23 & 4.5AB24
-z 37 Auxiliary Building Column j 0 SAB40, SAB3 & 5AB39 38 Auxi'.iary Building Floor Slab F1. 401'-0" 39 Auxiliary Building Beam 5AB92
- 40 Diesel Fuel Tank Room Floor Slab
- El. 372'-0" 41 Exterior Wall Containment, Unit #1 l= - El. 394'-0" j 42 East Steam Tunnel Southwest Wall i -
L - El. 396'-10)" ' 43 Auxiliary Building Tunnel Foundation
- El. 377'-0" Continued on next page...
c L r . l
9 TABLE 1 AREAS SELECTED FOR NONDESTRUCTIVE TESTING
^ '
9 (Continued) F AREA LOCATION
=
44 Aaxiliary Building Floor Slab , y - El. 329'-4" , _j 45 Auxiliary Building Floor Slab
- El. 329'-4" 1 46 Auxiliary Building Wall - El. 345'-4"
$ 47 Auxiliary Building Floor Slab
- El. 345'4" 4 48 Auxiliary Building Beam 3AB29 LTOM
[ '49 Auxiliary Building Column 1 0 3AB2, 3AB3, 3AB36 & 3AB37 i 50 Auxiliary Column 9 3AB8, 3AB9 & 3AB28 51 Auxiliary Building Bm 3AB50 P to G 52 Steam Tunnel #1 Wall - El. 377'-0" l__ 53 Steam Tunnel #1 Floor Slab '
'9 - El. 362'-6" -
54 Steam Tunnel #1 South Wall
- El. 362'-6" j 55 Steam Tunnel #1 Floor Slab
- El. 362'-6" l 56 Turbine Room Foundation -
J Basement Floor Slab - El. 368'-4"
, 57 Turbine Room Floor Slab - El. 356'-10" l 50 Turbine Room Floor Slab - El. 387'-6" '
59 Turbine Room Floor flab - El. 400'-4"
, 60 Unit il Turbine Pedestal End Journal Support -
( El. 451'-10" ( 1
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- . - - - - . . . . . . . -i
A . Internal discontinuities were located using nondestructive , microscismic tests. The tests employ ultrasonic waves that re-flect from ponerete discontinuities. These reflections are electronically detected and are displayed on an oscilloscope
. sc reen. The lack of any reflected wave indicates solid con-crete without internal discontinuities.
m Ultrasonic Wave Reflections are caused by any concrete to s air or concrete to water interf ace within the concrete mass. ] Denoted in this report as Wave Reflectors, these interf aces are j created by internal discontinuities such as honeycomb, entrap-5 j ped air, and large internal voids. Concrete to air and con-i . i, crete to water interf aces can also be created by construction 0 joints, cold joints, and embedded items.
] ,
Nondestructive test readings indicate the presence of J ultrasonic wave reflections. Using engineering knowledge and testing experience, the. readings can be interpreted to identify and' locate discontinuities within the concrete. L FINDINGS j Based on nondestructive testing, review of engineering i k drawings enclosed in Appendix A, discussions with Gust K. Newberg Cone.t ruction Compaay personnel, concrete core tests, j . and petrographic analysis, the following findings are presented:
! 1. Tcut results did not indicate the presence of concrete j dircontinuities at test locations in the following areas: 1, 2, 3, 6, 7, 10, 11, 12, 14, 15, 18, 19, 20, . 21, 22, 25, 26, 27, 29, 32, 34, 37, 38, 39, 41, 42, 46, 47, 49, 50, 52, 54 , 55, 56, 57 and 59.
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. 2. Evidence of local concrete discontinuities was ob-served in the f ollowing areas: 4, 5, 8, 9, 13, 16, -
2 4., 28, 31, 33, 40, 43, 44', 45, 48, and 58. Based on
] ', review of test data and drawings presented in Appendix j
A, these discontinuities were attributed to localized lack of bond between concrete and reinforcing stee) or between concrete and embedded steel support frames. r i These discontinuities were also attributed to the pre-sence of construction joints, planned cold joints, and - -- j embedded pipes. Locations of embedded steel support f rames, embedded pipes, cold joints, and construction joints were identified verbally to Construction Tech-nology Laboratories staff by Gust K. Newberg Construc-9
] tion Company personnel in a meeting held August 23 and 24, 1979. Analysis of the nondestructive microseismic 1 .
test data is presented in Appendix B.
- 3. In addition to discontinuities in the areas described
/
i in Finding 2, discontinuities were observed in the I following areas 17, 23, 30, 35, 36, 51, 53, and 60 [ Drawings presented in Appendix A, and discussions with Gust K. Newberg Construc ion Company personnel, deter-A -- mined that construction joints. planned cold joints, f congested reinforcement, en bedded pipes, or embedded i steel support f rames were act present in these areas, Analysis of the nondestructive microscismic test data is presented in Appendix B. k I
y ... . . . _ _ _ _
=
[ . 4. One core was taken through the entira thickness of concrete f rom each of the eight (8) areas identified . 1 j in, Finding 3. The 2.7-in. diameter cores are located in drawings provided in Appendix A. Visual examina-l tion of these cores verified that the reflected waves ] reported for these areas in Appendix B are due to L_ localized entrapped air. , The term " Entrapped Air" in this report denotes the presence of 1/8 in. to 1/2 in, diameter non- .: ] . . . . _ interconnecting air voids contained within the cement matrix. I 5. In our opinion, discontinuities identified by ,onde-structive testing in Findings 2 and 3 do not signifi-4 cantly affect the structural integrity of the concrete, f 6. A segment containing the greatest concentration of en-4 trapped air voids was selected f rom each of the eight (8) cores f;om areas 17, 23, 30, 35, 36, 51, 53 and j. 60 Table 2 indicates results of compressive tests L and unit weight tests on these selected core seg-f nonts. Compressive strength data were obtained fol-L lowing procedures of ASTM Designation: C42. Unit - r
'_ weights and absorptions were measured following pro-cedures of ASTM Designtion: C642.
; 7. Petrographic examinations of core segments selected as indicated in Finding 6 were pe rformed. Results are summarized under the heading, CONCRETE CORE TESTS.
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_ . . . . . _ . . . . . _ . . . . . _ . . . . . . . . _ . . . ~ . . . . s l . OBJECTIVE AliD SCOPE The objective of this work was to locate internal concrete
~
discontinuities in selected areas of safety and non-safety re-
, lated structures at the Ma rble Hill 14uclear Generating Station.
The objective was accomplished within the following scope: ,
- a. 11ondestructive tests of concrete were performed.
- b. Engineering drawings were reviewed.
- c. Concrete cores were visually inspected.
- d. Compressive tests, unit weight tests, and petrog raphic .
analyses were performed on concrete cores. NO!1 DESTRUCTIVE TESTS , Nondestructive tests were performed by Mr. Richard A. Muenow, a Construction Technology Laboratories Associate. Mr. Muenow specializes in nondestructive testing of concrete using the I . mic rose ismic technique. Copics of approved procedures and a description of ultr asonic wave dispersion in concrete are included in Appendix C.
~
Qualification of the test method is 1 provided in Appendix D. The Through Transmission technique 7f nondestructive microscismic testing was used in Areas 37, 49 and 50. Tests were made on the following dates: May 7-8, June 29-29, I i 4: July 6-7, July 17-21, August 12-13, August 21-24, September 26-27, I and October 8-11, 1979. Mr. A. M. Weiss of Sargent and Lundy, f dl F Messri,. T. L. Keuck and M. D. Rose of Gust K. Newberg Construc- . tion Company and Mr. D. L. Baker of Public Service Indiana were present during the tests. l
- Exampics of grids used to locate nondestructive tests are
'I shown in Figs. 1 through 4.
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Nondest ructive test data including photog raphic documentation of readings are included in Appendix E. - REVIEW OF DRAWINGS Data obtained f rom nondestructive testing were analyzed by comparing test results with information contained in engineer-ing drawings provided by ' Gust K. Newberg to assist in our work. These drawings are included in Appendix A. Reinforcing steel, embedded pipes, construction joints, and other possible sources of discontinuity were located on the drawings. Meetings were held August 23 and 24, 1979 with construction site personnel to obtain details such as locations of support steel for sump liners and of other items not shown on drawings. Based on review of drawings and information obtained in meetings with Gust K. Newbe rg Construction Company pe rsonnel, possible causes of discontinuities identified by nondestructive testing are listed in f'oo*. notes to Tables B1 through B24 in Appendix B. VISUAL INSPE_C_ TION OF CONCRETE CORES 1 The nature of discontinuities identified ir areas 17, 23, 30, 35, 36, 51, 53 and 60, could not- be explained by comparing ' test data with information shown on the drawings. Therefore, one 2.7-in. diameter concrete core uns taken in each of these areas. The concrete cores were drilled through the entire thickness of the concrete member. Core locations are indi-cated on drawings included in Appendix A. Visual. examination of the cores revealed that observed wave reflectors consisted of concentrations of entrapped air within the concrete.
5 . CONCRETE CORE TESTS a , In addition to the visual inspection of the concrete cores, l it was decided to perform compressive tests, unit weight tests and petrog raphic analysis on selected segments of the cores taken f rom areas 17, 23, 30, 35, 36, 51, 53 and 60 This deci-sion was made based on discussions with Gust K. Newberg Con-I L struction Company and Sargent and Lundy personnel. The test , 7 segments were selected to contain the greatest number of entrapped air voids. - [ Compressive strength tests following procedures of ASTM De sig n t ion : C42 and unit weight and absorption determinations y following procedures of ASTM Designation: C642 were made on selected segments of core canples. Test results are shown in
] Tabic 2. Photographs of the cores are included in Appendix P.
[
- Petrographic analyses of segments of eight (8) co r es we r e i made. Methods or microscopic analysis ar described in ASTM i
( De sig n a tion : C-856, Petrographic Examination of Hardened i ? Concrete, were used. The following most important points were noted: I 1. . Coarse aggregates consisting of crushed limestone were a g obse rved to be ang ula r, uniformly distributed, of ' moderate hardness, and well graded to a top size of i approximately 1/2 in. No .caction rims with the portland cement paste were observed.
- 2. Fine aggregates were observed to be natural sand Some constituents of the natural sand were considered t'o be potentially reactive with "high-alkali" portland i
e 5
) '
l i . TAPLE 2 1 COliCRETE CORE TEST RESULTS
/
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- Con:pressive Strength, Unit Weight Absorption (psi) (pcf) % of dry weight 17B-2 5.3 6,750 145
--= 23B-1 6,400 149 5.9 30A-1 5,950 146 5. 7 7- 35A-3 6.4 50 148 3.4 L 36A-3 7,000 152 4.6 51A-2 6,500 148 6,2 i 53A-2 8,550 150 4.0 60A-1 7,200 . 152 6.2 i
. liotes: 1. Core number designation 17B-2 denotes core taken in Area 17 at test location labeled B-2 as shown in Appendix B dr awings.
n . j 2 liormal weight concrete usually has an absorption value in the range of 2t to 8%. m 7 5
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cement. No reaction products were observed in the cores examined. In a letter dated November 23, 1979 . to, Construction Technology. Laboratories, Sargent and
=
Lundy reported that quick chemical tests (ASTM Designa- ~ tion: C-289) and detailed petrog raphic studies (ASTM Desig na tion : C- 2 9 5) were performed on the fine aggre-gate used at Marble Hill, as required in the project , m specifications. Based on these tests, the fine. aggre-y gate was considered innocuous. I I 3 Paste-aggregate bond was observed to be tight. Cross
~
fracturing of numerous coarse and fine aggregates / i occu rred when cores were hit with a lab hammer. This j further verifies the observed tight bond, i 4 The paste of the examined cores appear ed to be uni-formly hard, l S. A longitudinal microcrack in' Core No. 17A, and a trans-A verse microcrack in Core No. SI A-1 we re obse rved. __ Observed microc racks we re each approximately 1-in. long. The microcracks are believed to be insignifi-
, cant and may have been caused by core handling, or l
damage during core drilling, or, perhaps, by drying - shrinkage. j 6 Estimated air contents ranse from 1 to 4 percent. In i h a letter dated November 23, 1979, to Construction Technology baboratories, Sorgent and Lundy reported j that air content tests were performed on overy 50 cubic yards of fresh concrete and that these tests
i i 7 9 showed the air content to be within that required by project specifications. . l 7. Ettringite, a calicum sulfo-aluminate, was observed to
,- par tially fill air voids in Cores 30A-2 and 51A-1.
No evidence of distress due to tbo presence of sulfates was observed in the cores. Additionci details of the petrographic examination are
- i included in Appendix F.
p- ANALYSIS 1 Based on comparison of test results with information shown on drawings and visual examination of concrete cores, the areas that were tested can be divided into the f ollowing three categories: '
- a. Arc'as where nondestructive microseismic tests did not reveal the presence of internal concrete discontinui-
[ ties at test locations, h j b. Areas where nondestructive microseismic tests revealed the presence of discontinuities due to reinforcement i congestion, embedded pipes, or embedded steel support
^
frames. .
- c. Ar( as with discontinuities identified as Entrapped Air
, by petrographic examinatio" snd by concrete core tests.
The areas in each categ?ry are identified as Finding 1, 2, and 3, respectively, under the heading FINDINGS. In our opin-ion, the discor.tinuities identified by nondestructive micro-m e l
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seismic testing do not significantly af f ect the structural integr ity of the concr ete. - CO!?CLUDING RE!MR};S This report provides results of concreto evaluation at the Harbic 11111 Nuclear Generating Station. Results are summarized under the heading FINDINGS. e 4 4 4 k 4 4 4
-w APPENDIX A - TEST AREA DRAWINGS e 4 4 4
DRAWING LEGEND D -
@$ - GRID LOCATION df - GRID LOCATION THAT COULD NOT BE REACHED BY NONDESTRUCTIVE TEST PROBE
/f* )- W.R DENOTES WORK POINT FOR TEST GRID "U DIMENSIONS O
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TABLE B1 3 J , DATA ANALYSIS
+- .
i i AREA: 4 DATE TESTED: b 6/28/79 & q 7/17/79 (L LOC ATION : Auxiliary Building Floor Slab Approximate Depth (1)of Internal Concrete Discontinuities Measured by
; Nondestructive Testing Test Grid Location Wave Reflector (3) Entrapped Air i
r.' C4 0.50 Kone El(2) 0.50 & 0.60 Nonc
'j A2 0.30 None
' A3 0.50 & 0.60 None
=
A5(2) 0.50 & 0.60 None B4 , 0.60 None [ B3 0.50 & 0.75 None 1, B2 0.50 None 5 NOTES : 1. Fraction of the total concrete depth measured from test surface. 7 - 2 Tested on 6/28/79. [ 3. Gust K. Newberg Construction Company personnel in-3 dicated that one of the following conditions was j present at Wave Reflector locations:
- l. Construction joints.
l 2. Reinforcement splice s . j
- 3. Embedded Structural steel support frames, i -
j Wave reflections obtained in Area 4 can be attri-buted to any of these conditions and do not indi-
! cate the presence of internal cracks, honeycomb, or large internal voids.
B-1 b _ . _ _ . . ..
lllll 1 I t-1
- TABLE B2 ,
DATA ANALYSIS j - AREA: 5 DATE TESTED: 7/17/79 LOC ATION : Auxiliary Building Wall Approximate Depth (1)of Internal Concrete Discontinuities Measured by Nondestructive Testing Test Grid Location
, Wave Reflector (2) Entrapped Air y.
B3 0.90 None B4 0.90 None F3 0.90 None P4 0.90 None - NOTES: 1. Fraction of the total concrete depth measured from test surface. ~
- 2. Wave reflections obtained in Area 5 are minor and can be attributed to reinforccment congestion near the~
face of the concrete member, 6 -s B-2
1 TABLE B3 DATA ANALYSIS AREA: 8 - DATE TESTED: 7/20/79 , LOC ATION : Containment Unit No. 1 Equipment Hatch i Approximate Depth (1)of Internal Concrete Discontinuities Measured by Test Gr id Location -- Wave Reflector (2) Entrapped Air C5 0.86 , O to 0.07 C6 0.86 0 to 0.07 C7 0.86 None B8 0.86 0 to 0.07 0.93 ES 0 to 0.07 E4 . 0.93 0 to 0.07 E3 0.93 None E2 0.86 None NOTES: 1. Fraction of the total concrete depth measured from test surface. 2 Wave re clections obtained in Area 8 can be att ri-b'uted to the . liner plate and its stiff ners. Fri-trapped Air that was noted can be attributed to insufficient consolidation near concrete formr. B-3
+ .
e 1 - TABLE B4 . DATA ANALYSIS g . La i / AREA: 9 . DATE TESTED: 7/18/79 L LOC ATION : Auxiliary Building Wall j' e 1 Approximate Depth (1)of Internal Concrete Discontinuities Measured by Nondestructive Testing Test Gr id Location Wave Reflector (2) Entrapped Air j Cl 0.1 & 0.9 Nonc 1-A2 0.1 & 0.9 None
-i /
l NOTES: 1. Fraction of the total condrete depth measured from test surface. i
; 2 Wave reflections obtained in Area 9 are minor and can be attributed to reinfor.:ement congestion near the face of the concrete member.
M k l_ e i + i . 1 B-4 f
- . , n TABLE B5 .
DATA ANALYSIS e AREA : 13 DATE. TESTED: 7/6/79 LOC ATI ON : Containment Unit No. 1 Floor Slab Approximate Depth (1)of Internal Concrete ~ Discontinuities Measured by Nondestructive Testing Test Grid Location Wave Reflector (2) Entrapped Air B3 0.6 'None NOTES: 1. Fraction of the total co.ncrete depth measured from test nurface.
- 2. Gust K. Newberg Construction Company personnel in-dit cd that a structural steel support f rame for a usatron detector was present at the Wave Reflec-tor location. Wave reflection obtained in Area 13 can be attributed to this condition and does not indicate the presence of internal cracks, honeycomb, or large internal voids.
O B-5
----imi--.iimeiiumii-
=
TABLE B6 . DATA ANALYSIS AREA : 16 . DATE TESTED: 7/6/79 LOC ATI ON : Containment Unit No. 1 Floor Slab Approximate Depth (1)of Internal Concrete ' Discontinuities Measured by Nondestructive Testing Test' Grid Location Wave Reflector (2) Entrapped Air DS 0.5 0 to 0.05 E6 None 0 to 0.33 NOlbS : .. Fraction of the total concrete depth measured f rom test surface.
- 2. Gust K. Newberg Construction Company personnel in-dicated that the following conditions were present at Wave Reflector locations:
- 1. Wolded wire f abric bulkheading.
, 2. Number 18 reinforcement splices.
Wave reflections obtained in Area 16 can be attri-buted to the conditions indicated. There in a pos-sibility that minor Entrapped Air can be f ound near Numbe r 18 reinf orcement splices. G B-6 y .
TABLE B7 - DATA ANALYSIS AREA: 17 DATE TESTED: 7/6/79 LOC ATION : Co7tainment Unit No. 1 Floor Slab Approximate Depth (1)of Internal Concrete Discontinuities Measured by Nondestructive Testing Test Grid Location - Wave Reflector (2) Entrapped Air B2 0.50 & 0.80 0 to 0.1 C2 0.40 & 0.60 0 to 0.1-A3 0.50 & 0.75 0 to 0.1 B3 0.50 & 0.75 0 to 0.1 C3 0.60 None NOTES: 1. Praction of the total concreto depth measured f rom test surface.
- 2. Gust K. Newberg Construction Company personnel in-
. dicated the possible presence of cold joints at Wave Reflector locations. Wave reflections obtained in Area 17 can be attributed to the presence of cold
~ joints and do not indicate the presence of internal cracks, honeycomb, or large internal voids. A con-crete core was taken in this area. B-7
TABLE B8 . DATA ANALYSIS ARCA: 23 . DATE TESTED: 7/7/79 & , *i 7/17/79 LOC ATION: Auxiliary Building Floor Slab [ Approximate Depth (1)of Internal Concrete j Discontinuities Measured by Nondestructive Testing Test Grid Location Wave Reflector (2) Entrapped Air A1 0.50 & 0.80 0 to 0.10 1 A2 0.50 & 0.80 0 to 0.10 A3 0.50 & 0.80 0 to 0.10 A4 0.50 & 0.80 0 to 0.10 1 AS . 0.50 & 0.80 0 to 0.10 F7 0.50 & 0.80 0 to 0.10 E7 0.50 & 0.80 0 to 0.10 D1 0.50 & 0.80 -
.D6 0 to 0.10 0.50 & 0.80 0 to 0.10
' C13 0.50 & 0.80 0 to 0.10 C12 0.50 & 0.80 0 to 0.10 C10 0.50 & 0.80 0 to 0.10 . C8 0.50 & 0.80 0 to 0.10 C6 0.50 & 0.80 0 to 0.10 C4 0.50 & ( 80 0 to 0.10 C2 0. 7 & 0.80 0 to 0.10 B13 0.50 & 0.80 0 to 0.10 B8 0.50 & 0.80 0 to 0.10 B4 0.50 & 0.80 0 to 0.10 B3 0.50 & 0.80 0 to 0.10 A13 0.50 & 0.80 0 to 0.10 NOTES: 1. Fraction of the total concreto depth measured from test surface.
- 2. Gust K. Newberg Construction Company personnel in-dicated that concrete in Area 23 was cast during hot weather and that concrete placement was extremely di f f ic ult. A concrete core was taken in this are.
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TABLE B9 , DATA ANALYSIS AREA: 24 DATE TESTED: 7/7/79 LOC ATION: Auxiliary Building Floor Slab I Approximate Depth (1)of Internal Concrete 1 Discontinuities Measured by Nondertructive Testing Test Grid Location Wave Reflector (2) Entrapped Air A2 0.50 & 0.80 0 to 0.05 A3 0.50 & 0.80 0 to 0.05 A4 0.50 & 0.80 0 to 0.05 C3 0. 50 & 0.80 1 El 0.50 & 0.80 0 to 0.05 0 to 0.05 l E2 0.50 & 0.00 0 to 0.05 F4 0.50 & 0.80 0 to 0.05 E NOTES: 1. Fraction of the total concrete depth measured from j test surface. i 2 Gust K. Newbe rg Construction Company personnel in-dicated that one of the f ollowing conditions was 3
, pres 6nt at wave reflector locations:
l E 1. 2 Construction joints. Reinforcement splices. 3.. Structural steel sump support system. -
" Wave reflections obtained in Area 24 can be att.ri-buted to any of these conditions and do not indi-cate the presence of internal cracks, honeycomb, or large internal voids.
B-9 1
i - l . TABLE B10 . DATA ANALYSIS' AREA : 28 DATE TESTED: 7/7/79 LOC ATION : Auxiliary Building Wall Approximate Depth (1) of Internal Concrete Discontinuities Measured by Nondestructive Testing Test Grid Location Wave Reflector (2) Entrapped Air 3 0.60 0 to 0.15 5 0.60 0 to 0.15 6 UNINTERPRETABLE SIGNAL 6A 0.25 to 0.50 None 39 0.80 - None NOTES: 1. Fraction of the total concrete depth measured from test surface.
- 2. Gust K. Newberg Construction Company personnel in-
' dicated that one of the f ollowing features was pre-sent at Wave Reflector locations: ,
- 1. Embedded pipes.
- 2. Embedded reinforcing steel supp.rt frames.
Wave reflections obtained in Area 28 can be at.tri-buted to any of these conditionc and do not indi-cate the presence of internal cracks, h o neyc on.b , or large internal voids. B-10
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I TABLE Bil . DATA ANALYSIS AREA: 30 DATE TESTED: 7/18/79 LOC ATION: Auxiliary Building Floor S]ab Approximate Depth (1)of Internal Concrete Discontinuities Measured by Test Grid Location 1 Wave Reflector (2) Entrapped Air Al 0.50 to.0.6 None A3 0.50 to 0.6 None
;_ A4 0.50 to 0.6 None A5 0.50 to 0.6 None A6 0.50 to 0.6 None B1 0.50 to 0.6 None' B3 0.50 to 0.6 None I B4 ,
0.50 to 0.6 None B5 0.50 to 0.6 None C4 0.50 to 0.6 None C5 0.50 to 0.6 None C6 0.50 to 0.6 None D4 0.50 to 0.6 None E3 i F4 F3 0.50 0.50 to 0.6 to 0.6 None None 0.50 to 0.6 None F4 0.50 to 0.6 None NOTES: L. Fraction of the . total concrete depth measured from test surface. 1'
.1 A concrete core was removed to verify the nature of internal discontinuities. ,
4 B-11
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TABLE B12 , DATA AN?iLYSIS T ) AREA: 31 . DATE TESTED: 7/7/79
; LOC ATION : Auxiliary Building Wall i =
Approximate Depth (1)of Internal ConcreFe Discontinuities Measured by i Nondestructive Testing , Test Grid Location 9 Wave Reflector (2) Entrapped Air
) 3 0.75 0 to 0.01 0.60 & 0.80 8 0 to 0.01
- _ 9 0.60 & 0.80 0 to 0.01 j
i 12 0.30 0 to 0.01 16 0.50 & 0.75 0 to 0.01 17 0.60 & 0.75 0 to 0.01
]j 18 0.60 0 to 0.01 22 None 0 to 0.01 i 24 0.40 0 to 0.01 s
i 1 NOTES: 1. Fraction of the total concrete depth measured from test surface. *
- 2. Gust K. Newberg Construction Company personnel in-dicated that the f ollowing conditions were prenent
) Wave Reflector locations:
; l'. Embedded blockouts. -
l 2. Embedded pipes.
- 3. Embedded reinforcing steel support f rames, l
4 Wave reflections obtai ned in Area 31 can be attri-buted to any of these conditions and do not indi-L i cate the presence of internal cracks, honeycomb, or large internal voids. j h IL B-12 r i i__
i 7 1 TABLP B13 , DATA ANALYSIS I . AREA: 33 DATE TESTED: 7/6/79 LOC ATION: Auxiliary Building Wall Approximate Depth (1)of Internal Concrete Discontinuities Measured by No.ndestructive Testing Test Grid Location Wave Reflector (2) Entrapped Air A3 0.40 to 0.60 None D2 0.40 to 0,60 None B4 0.40 to 0.60 None C3 0.40 to 0.60 None - D1 0.40 to 0.60 None NOTES: 1. Fraction of the total concrete depth measured from test surface.
- 2. Gust K. Newberg Construction' Company personnel indi-cated that deformed bar anchors were present at Wave Reflector locations. In addition it was indicated that these anchors may be bent at any angle re]ative to the concrete surface period.
Wave reflections obtained in Area 33 can be attribu-ted to the presence of these anchors and do not in-dicate internal cracks, honeycomb, or large internal voids. O D-13
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, TABLE B14 ,
DATA ANALYSIS d AREA: 35 DATE TESTED: 7/6/79
~
LOC ATION: Auxiliary Building Beams No. 4.5AB17 and 4.AB18 - i
, Approximate Depth (1)of Internal Concrete !
$1 Discontinuities Measured by k e
iL . Nondestructive Testing !
~- 1 ,
Test Grid Location l
' l Wave Reflector (2) Entrapped Air
. j i
6 None 0 to 0.05 ;
.9 UNINTERPRETABLE SIGNAL c1 16 0.60 & 0.80 0 to 0.05 - , 18 0.50 & C.80 0 to 0.05 t' .
19 - UNINTERPRETABLE SIGNAL 20 None 0 to 0.05 24 0.60 0 to 0.05 . r i 1.
' )
NOTES: Fraction of the total concrete depth measured '.' rom i test surface. {
~ :
l 2 Gu'st R. Newberg Construction Company personnel indi- {, cated that concrete placement conditions in this area j were extremely difficult due to reinforcement con- ! gestion. A concrete core was taken in this area to j Y ,. verify the nature of internal discontinuition. e B .14 4 1 V'
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l . TABLE B15 . DATA ANALYSIS 1,1-ARCA: 36 DATE TESTED: 7/6/79 LOC ATION: Auxiliary Building Beams No. 4.5AB23 and 4.5AB24 Approximate Depth (1)of Internal Concrete Discontinuities Measured by Nondestructive Testing Test Grid Location Wave Reflector (2) Entrapped Air t 1 0.40 to 0.60 0 to 0.05 3 0.40 to 0.60 0 to 0.05 5 0.40 to 0.60 0 to 0.05 8 0.40 to 0.60 0 to 0.05 12 0.40 to 0.60 0 to 0.05 20 0.40 to 0.60 0 to 0.05 21 0.40 to 0.60 0 to 0.05 22 0.40 to 0.60 0 to 0.05 24 0.40 to 0.50 0 t o 0. 'J 5 25 0.40 to 0.60 0 to 0.05 NOTES : 1. Fraction of the total concrete depth measured from test surface.
- 2. Gust K. Newberg Construction Company personnel in-dicated that concrete placement conditions were ex-tremely difficult in this area due to reinforcement congestion. A concrete core was taken in this area co verify the nature of internal discontinuities.
A B-15 e
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TABLE B16 - DATA ANALYSIS
. AREA: 40 DATE TESTED: 7/19/79 LOC ATION : Diesel Fuel Oil Tank Room 5'loor Slab Approximate Depth (1)of Internal Concrete Discontinuities Measured by s
Nondestructive Testing Test Grid Loca: ion Wave Reflector (2) Entrapped Air A2 0.25, 0.'50 & 0.60 0.75 None
. A3 0.40 to 0.60 None B2 0.40 to 0.60 None Cl 0.40 to 0.60 None D2 O.40 to 0.60 None E3 0.40 to 0.60 None NOTES : 1. Fraction of the total concrete depth measured from test surface.
- 2. Gust K. Newberg Construction Company personnel in-dicated that one of the f ollowing conditions was present at Wave Reflector locations:
- 1. Construction joints.
- 2. Reinforcement splices.
- 3. Embedded reinforcing steel support f rames.
' Wave reflections obtained in Area 40 can be attri-buted to any of these conditions and do not indi-caic the presence of internal cracks, honeycomb, '
or large internal voids.
. B-16
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TABLE B17
', DATA ANALYSIS 1
J. i AREA: 43 DATE TESTED: 7/19/79
-! LOC ATION : Auxiliary Building Tunnel Foundation Approximate Depth (1)of Internal Concrete h Discontinuities Measured by j Nondestructive Testing . Test Grid Location Wave Reflector (2) Entrapped Air Al 0.75 0 to 0.05
=-
._ NOTES: 1. Fraction of the total concrete depth measured from test surface, r ! 2. Gust K. Newberg Construction Company personnel in-j i dicated that one of the f ollowing conditions was present at Wave Reflector locations:
4 h 1. Pour layers of No. 11 reinforcement at 8-in.
'] centers located near both surfaces of the F concrete members.
L 2. Embedded shear connectors.
! 3. Embedded reinforcement dowels. -
a
' Wave reflections obtained in Area 43 can be attri-buted to any of those conditions and do not indicate the presence of internal cracks, honeycomb, or large internal voids.
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h i - 3'ABLE B18 - DATA ANALYSIS 1 AREA: 44 DATE TESTED: 7/7/79 LOC ATI ON : Any.iliary Building Floor Slab
. Approx 3 mate Depth (1)of Internal Concrete Discontinuities Measured by i~_ Nondestructive Testing Test Gr id Location I Wave Reflector (2) Entrapped Air l
] A1 0.50 & 0.80 None
) B2 0,50 & 0.75 None b C1 0.50 & 0.60
=
None j C2 0.50, 0.60 & C.80 None C3 0.30 None C4 0.50.& 0.75 None m NOTES: J. Fraction of the total concrete depth measured frc,m test surface.
- 2. Gest K. Newberg Construction Company personnel in-
' alcated the presence of embedded structural steel support f rame at Wave Reflector locations.
[- L Wave reflections obtained in Area 44 can be at-t'ributed to the presence of the embedded struc-tural steel and do not indicate the presence of f i internal cracks, honeycomb, or large internal voids.
=
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e TABLE B19 . DATA ANALYSIS 3 , AREA : 45 DATE TESTED: 7/7/79 LOC ATION : Auxiliary Building Floor Slab Approximate Depth (1) of Internal Concrete
-j Discontiruities Measured by Nondestructive Testing 1 Test Gri6 Location ,
Wave Reflector (2) Entrapped Air
\'
I, - B4 0.30 & 0.60 None C4 0.30 & 0.60 None J
!=i I NOTES: 1. Fraction of the total concrete depth measured from
( test surface, i
- 2. Gust K. Newberg Construction Company personnel in-
__ dicated that the presence of embedded streuctural 7 steel support frame at Wave Reflector locations. Wave reflections obtained in Area 45 can be attri-buted to the presence of the emtedded structural _~] steel and do not indicate the presence of inter-nal crac ks , honeycomb, or large internal voids.
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II TABLE B21 , DATA ANALYSIS AREA: 51 , DATE TESTED: 7/7/79 & 7/18/79 LOC ATION : Auxiliary Building Beam No. 3AB50 Approximate Depth (1)of Internal Concrete Discontinuities Measured by Nondestructive Testing Test Grid Location Wave Reflector (2) Entrapped Air 4 7/7/79(3) 0.40 None Cl 7/18/79(3) 0.80 None NOTES: 1. Fraction of the total concrete depth measured from test surface.
- 2. Gust K. Newbcrg Construction Company personnel in-dicated that concrete placement in Area 51 was ex-tremely difficult due to reinforcement congestion.
A concrete core was taken in this area to verify the nature of internal discontinuities. 3. Test date. 4 B-21 .
I TABLE B22 .
, DATA ANALYSIS AREA: 53 DATE TESTED: 7/18/79 LOCATION: S team Tunnel No. 1 Floor Slab Approximate Detsth(1)of Internal Concrete Discontinuities Measured by Nondestructive Testing Test Grid Locatton Wave Reflector (2) Entrapped Air Al 0.60 B1 0 to 0.05 0.60 0 to 0.05 Cl 0.60 0 to 0.05 D2 0.60 El 0 to 0.05 0.60 0 to 0.05 F1 0.60 G1 ' 0 to 0.05 0.60 0 to 0.05 H1 0.60 Al-1 0 to 0.05 0.60 0 to 0.05 Al-2 0.60 Al-3 0 to 0.05 0.60 0 to 0.05 Al-4 0.60 Al-5 0 to 0.0S 0.60 0 to 0.05 Al-6 0.60 0 to 0.05 A.1- 7 0.60 0 to 0.05 Al-8 0.60 0 to 0.05 NOTES: 1. Fraction of the total concrete depth measured f r om test surface.
2 A concrete core was removed to varify the nature of internal discontinuities. e s
\
B-22 . t ' e _,_t.__.....,-.
i TABLE B23 -
! , DATA ANALYSIS
- AREA
- 58 DATE TESTED: 7/19/79 m
i LOC ATION: Tu rbine Room Floor Slab i
--, Approximate Depth (1)of Internal Concrete Discontinuities Measured by 5 Nondestructive Testing Test Grid Location
{ Wave Reflector (2) Entrapped Air ( g A2 0.75 None ( ! Al 0.75 In slab topping NOTES : 1. Fraction of the total concrete depth measured from test surface, s
- 2. Gust K. Newberg Construction Company personnel in-dicated the presence of embedded structural steel r support f rame at Wave Reflector locations.
Wave reflections obtained in Area 58 can be attri-g buted to the presence of the embedded structural steel support f r ame and do not indicate the pres-l
] ence of internal cracks, honeycomb, or large in-
_; tornal voids. L J 3
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B-23 .
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i - TABLE B24 . DATA ANALYSIS I AREA: 60 DATE TESTED: 7/20/79 i
] LOC ATION: Unit No. 1 Turbine Pedestal End Journal Support L
Approximate Depth (1)of Internal Concrete l Discontinuities Measured by '= Nondestructive Testing J Test' Grid Location - Wave Reflector (2) Entrapped Air j 4 None 0 to 0.05 h - i f NOTES: '
. Fraction of the total concreto depth measured from l__ test surface.
I c 2. A concrete core was removed to verify the nature of [ ' internal discontinuities. Y . e s i~ l a I N L B-24 l-- _ _ . . . . _ _ _ . . . . . . .
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APPENDIX C - NONDESTRUCTIVE TESTING PROCEDURES G
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, TEST METHOD FOR MICROSEISMIC EVALUATION OF CONCRETE
- -. (Pulse Echo Method) r TP-4456-4326-1 i '_ e - ( . . l . 'l . , .
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. 07-19.-79
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j . o.m.e p. ,a rwe co.va issxm m 1 TEST METilOD FOR j MICROSEISMIC EVALUATION OF CONCRETE { (Pulse Echo Method) , 1.0 TEST DESCRIPTION AND OBJECTIVES Objectives of the Microseismic Test Method are to determine and locate internal discontinuities in concrete elements;
=
The test method is based upon the laws of reflection and is
, conducted using electronic equipment utilizing the theory of random signal analysis.
2.0 THEORY AND TEST PARAMETERS Mic roscismic test data can be interpreted utilizing the laws of reflection. The attached sketch, designated A, 4 illustrates a signal obtained f rom a section of concrete. 1 The signal marked 1 is the surf ace on which the transducer r and wave producer ire placed. Signal marked 2, is the rear i surface reflection. These signals represent a section of { concrete with no internal discontinuities. Attached J sketch, designated B, illustrates another section of l concrete. The additional intermediate signal is a i reflection indicating a discont'inuity approximately one-half the distance between the front and rear surf aces.
- a. 3.0 , CALIBRATION OF EQUIPMENT 3.1 The timing device is calibrated to a standard
, traceable to the NBS. A calibration certificate will R be available and presented with the final report, Calibration frequencey is 18 months.
3.2 The mechanical wave producer is a rebound hammer J conforming to ASTM Tentative Test Method for Rebound Numbe r for Ha rdened Concrete, ASTM Designation: 1 C805. The rebound hammer in designed by the j manuf acturer to have a specific tebound characteristic [ f rom a known mass. A calibration certificate will be L available and presented with the final report.* Calibration frequency is each 12 months. , 4.0 TRANSDUCER AND PROCESSOR PERFOI'J1ANCE CRITERI A_ as 9 Acceptable performance is verified by having full scale i reflection of CRT.*
- From reflected energy set at 1 volt /cm with test accomplished on 6 x 12 concrete cylinder in the 1-foot dimension. This performance test will be f performed on the sace cylindor prior to and on completion i
of the day's work, h
- See attached calibration procedure, i ** CRT denotes Cathede Ray Tube. C-2
,- Page 2 of 7 - 7/19/79 - Rev. 2 i tendruction techoo40cjy Schototories a 5.0 TEST FROCEDURE
- J 5. 4 Equipment consists of: '
- a. CRT for visual display readout.
- b. Timing device for microsecond measurements. .
f c. Amplitude devint for signal voltage measurements.
- d. Electro / mechanical transducer with piezoelectric
] and accelerator elements.
- e. Mechanical wave generator used to pr: duce wide
_i band frequency stress wave. 2 =
- f. Couplant for contact of transducer to the test j .
specimen surface (soap or grease). [ ,
- g. Polaroid camera for record presentation.
5.2 Test sequence is as follows:
- 1. Test may be conducted under normal ambient -
L-! temperature with the test surf ace either wet or dry.
% b. Test locations are selected in correlation with bear divergence to assure 10G% eoverage of the
, area of interest. The useful beam intensity is L, 4" in diameter at the surf ace and diverging at !
] the rate of 1.5 per foot of material penet ration.
, c. Locate, number, and inspect individual test i locatior.s for roughness of concrete surf ace, which in turn determines the type of couplant used (irregularities of 1/8" or less use soap, _q itregularities over 1/8" use grease) .
?
- d. Connect all wires to interface CRT with j
, Microseismic procescor - energize complete system with 110 volt electrical power.
s l,
- e. Set conttels for predetermined depth inspection.
~
~ f. Apply couplant to test location, place rubber i f ace of transducer into couplant and press 1 against test specimen, place mechanical wave 4 producer apptcyimately 1" away from transducer j and against test specimen surface.
! g. Hold transducer steady and release spring loaded
( mechanical wave producer. k C-3
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y Page 3 of 7
, 7/19/79 - Rev. 2 conAruction technology khocolocks 2
- h. View visual display on CRT of reflected energy as translated f rom mechanical to electrical energy
; by the transducer.
- 1. Identify characteristics of reflected energy in q' terms of internal surf aces causing reflections.
U
- j. Photog raphy of the CRT display. Photographs will
_ be taken of all suspect test locations. In addition, one photog raph will be taken for each J 15 test locations. Back of photographs will be marked with the test location and grid 'j identification numbers. '
.J i--
- k. Drawings will be prepared for each test location, showing grid pattern and embedded items.
I 1. Record necessary data (as shown in Datn Record i Sheets), c '
- m. ' Proceed to next test location.
5.3 Beam Diverg0nce
- l i Slab Grid 1/
Feet i Depth / Beam Spread Th ic k ne ss Spacing l 6" l.0 O'-l' 6" 2.0 ' 9" l'-2' 9" 3.0 13" 2'-3' 13"
] 4.0 20" 3'-4' 20" J 5.0 30" 4'-5' 30" 6.0 45" 5'-6' 36" 7.0 69" 6'-7' 36" l 8.0 105" 7'-8' 36" 9.0 155" 8'-9' 36" 'j 10.0 200" 9'-10' 36" 4
a - l 5.4 Suspect Areas 1
, Additional tests will be conducted of suspect areas at u
j 6" inte rvals to c:. line par ameters of indications, 6.0 PERSONNEL '
?
l Personnel performing tect in accordance with this procedure shall be qualif .,d thrcugh prior experience with a this equipment on nuclear f acilities and through actual i ~ demonstration of equipment perfctmance and in accordance
" with ANSI N45.2.6. This demonstration shall be witnessed by the Owner's Representative. . ,
- See attached sho Jr discussion of Beam Divergence.
C-4 . . _ _ _ . . . _ . . . . . . . . . . . -
Page 4 of 7 7/19/79 - Rev. 2 ccwituction technofm koorotorki *
- 7;0 RECORDS All document ation generated by this procedure will be transmitted to the client as required.
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, TEST REdORD
_ROJECT 11AME ,. , DATE RANSDUCER ID _ HAMMER ID, OPERATOR WITNESS - TEST TEST EPECIMEN . PdOTO .
- 10. LOCATION THIC101ESS INDICATION 11 0 . DISCUSSION e
^
TRANSD,UCER PERPORMANCE TEST: ___ Prior "'o Work Start - Time . Conducted By: Witnessed By: Completion of Work - Ti:no: Conducted By: _ Witnessed By: m C-6
- m. _ _ _ _ . , _ . . , , .
WAVE DISPERSION IN CONCRETE The pulse-echo testing technique detects discontinuities in a conical v'olume of concrete with the apex of the cone at the test surface. The volume of concrete examined is a f unction of concrete thickness, beam spread (wave cispersion) and grid spacing. Table C.1 shows percent coverage for the test g rid spacings specified in Revision 2 of Test Method for
- Microseismic Evaluation of Concrete.
TABLE C.1 BEAM COVERAGE Feet Depth Beam Spread, e Th ic kne ss, Spa ing, fg(cent ft in. ge 1.0 6 0-1 6 50 2.0 9 1-2 - 9 50 3.0 13 2-3 13 50 4.0 - 20 3-4 20 50 5.0 30 4-5 30 50 6.0 45 5-6 36 60 7.0 69 6-7 36 71 8.0 105 7-8 36 83
'9. 0 155 8-9 36 89 10.0 200 9-10 36 92 E
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m THPOUGH-TRANSMISSION TEST
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METHOD FOR PULSE VELOCITY MEASUREMENTS ,
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THROUGH-TRANSMISSION TEST METHOD FOP. rdLSE VELOCITY
- MEASUREMENTS AS AN EVALUATION OF CONCRETE t
i 1.0 TEST DESCRIPTION AND OBJECTIVES .4 s L Objectives of the Through Transmission Test Method are to 4 determine the general quality of concrete elenents. The
- test method is based upon the laws of compressional wavo
~
L propagation through solids. j 2.0 THEORY AND TEST PARAMETERS L Velocity test data can be interpreted utilizing the laws of 3 compressional wave propagation through solids. The attached sketch, designated Fig. A, illustrates the
= components of the electrical circuitry. Velocity measurements are used as indicators for comparison and =- , direct measurements of concrete quality. Par a' mete rs such as consolidation uniformity and a comparative compressive , ~ ] ,
strength are but a f ew of the measured qualities. 3.0 CALIBRATION OF EQUIPMENT 3.1 The velocity measuring equipment is calibrated by an 5 authorized service agency. Timing is calibrated to a i, standard traceable to the National Enreau of j S tanda rd s. A calibration certificate is presented s with the final report.* Calibration frequency is each [ 18 months. i 3.2 The mechanical wave generator is a rebound hammer i conforming to the requirements of ASTM Standard Test
' Method for Rebound Number of Hardened Concrete, ASTM
~
Designation:C805. The rebound hammer is designed by the manuf acturer to have a specific rebound characteristic f rom a known mass. A calibration certificate is presented with the final report.* Calibration f requency is each 12 months. 9 4.0 TRANSDUCER PERFORMANCE CRITERIA
=
Acceptable performance is verified by having f ull scale 1 deflection of the transmitted and received pu(se as displayed on the Cathode Ray Tube. This performance test will be done on a concrete specimen prior to and upon t completion of the day's wo rk. q .
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- See attached calibration procedure.
d a d C-11
y Page 2 of 5 11/2/79 seeAruction technolo9y laboroto<ki - 5.0 TEST PROCEDURE , 5.1 Equipment consists oft
- a. Cathode P.ay Tube for visual display readout.
W ] b. Timing device for microsecond measurements.
, c. Amplitude device for signal voltage measurements.
2 d. E1cetro/mechanicab transducer with. piezoelectric and accelerator elements for the r.eceiving of energy.
- e. Mechanical wave generator used to produce mechanical
; stress wave. .
- f. Couplant for contact of transducer to the test . .
F specimen surf ace (scap or grease) .
? ] g. Polaroid camera for record presentation.
[. 5.2 Test Sequence is as f ollows: m
- a. Test may be conducted under normal ambient temperature l with the test surf ace either wet or dry. -
j b. Test locations are selec. ed for maximum information. ,
- c. L oc a te , number and inspect individual test locations for roughness of concrete surf ace, which in turn e
determines the type of couplant used (i rr eg ula r itie s of 1/8" or less use soap, irregularities over 1/8" use g r ease) , i
- d. Connect all wires to interface Cathode Ray Tube with
- microseismic processor energize complete system with, 110 volt electrical power.
!j
- c. Set controls for predetermined path lengths.
c f. Apply couplant to test location, place rubber face of L' transducer into couplant and press against test specimen. Place mechanical wave producer on opposite f face of test specimen. i
' g. Hold trancducer steady and release spring loaded mechanical wave producer.
L h. View visual dis' play on Cathod Ray Tube o( reflected ene rgy as tr anslated f rom mechanical to electr ical c energy by the transducer. 1 I 1. Measure microsecond delays directly f rom reticule of pi Cathode Ray Tube. C-12
=..
Page.3 of 5 J 11/2/79
=
conAruction tecW kborotodas -
- j. Photog raphs may be t'aken of all . suspect test locations.
- k. Record necessary data (as shown in Data Record Sheets) .
- 1. Proceed to next test locations.
5.3 Mditional tests of suspect areas will be conducted at L 0-in. intervals to outline parameters of indications. 6.0 PERSONNEL i Personnel performing tests in accordance with this g procedure shall be qualified through prior experience with
- this equipment on nuclear f acilities and through actual -
] demonstration of equipment performance. This demonstration ,j will be witnessec by the ,0wner's Representative. - - 1 7.0 RECORDS All documentation generated by this procedure will be
. transmitted to the client as required.
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- TEST RECORD
'ROJECT liAMI DATE TRA!iSDUCER ID HAMPIR ID iPERATOR WIT!1ESS .
2'EST TEST SPECII1E!1 .' ' PHOTO NO. LOCATIO!i Tl!ICK!iESS I!iDICATIO!! tiO . DISCUSSIO!1 t .
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4 JRA!!SD,UCER PERFOIUL' dice TEST: Prior To Work Start - Time:' ' ' Conducted By: __ N
' Witnessed By:
Cornpletion of Work - Time: r
, ' . . , '2 Conducted.By:.
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. ' . ' Witnessed.By:
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CERTIFICATE s DEC 4'79 S ARGENT & LU"@' N' NAME INSTRUMENb __,;,5e a j 4 i4
.- -1 SERIAL NUMBER: mtoL04 TEKTRONIX INC., REPCRENCE: __y,.y, n ol_, , , , ,
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P. O. NUMBt R 1730 -
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g The celibrotion of this instrument was controlled by - foliowinn documented procedures ord using equipment tracecble lo llw Nationni Bureau of Stundrudt, within . the limits of the Burcou's calibrollon services. , g Ceilified by Joe Kr e or_ , __, , M 9y . C-16 - N s
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v.Lo. LvDL sa4 July 5,1979
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Hr. M eha rri M w riow , P.ut nnw /. M.<ne i a te u 1733 Eaut 7th utteet Cha r l o t t er. n:,rth Cato11ns 7tt?nt . 12.r a r Mr . Mur r.nw :
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Encloted 18 the riquc r,t e d calibrstion ce rti'le.ite. Kopnir and par ti Al ca tit re tion was. Ace cap t inned on Januarf M, 1 ".G ? . calibration and the , crnuirig eet t.1!!c Arion van partial ane! includes the vcrt.ical and hori zont a l p>rt innn of j our occillouce .
- This jn a r.ornal procedur e f or euctorva t vN ..rc, in a hurry or only need part t al ica llba 4 tiors. 11. mea n't that- your timinii t uyar.urement:: a n.) voltego' re a n u r e rne re t, $. are accurate. It will r.ot include arons nuch at triqqct
'**y conteri ng. which ncern. ally do not .aficet r.ormal op rar ie,n. .
{ 3 sine;viely lione this Satisfien your nreen.
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Hr. Richa rri Mut rie.w , P.nenow & ,*.r.nne i s te n 1733 Eaut 7th Gesuet Cha r l o t t e. , HartJa Cato11:n 287nt . tu a r P.r . Pur r nw:
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Enclosed 18 the rectnest ed cal thrstion ce rti fie.ito. Repair and patiel ca tilita tivu wet acecap t inned on m'anuar f m, 1979. C.libration and the , crauirig vet ti!1cetion van artial and includes t.he vrirtical and hori zont a l p irt innn of your occille=ce,ta. Thlu Jn a r.ortal procedure for euctr.rivat wN,..ro in a hurry or only need par t t al va libi ellon, 11. meann that your titt.inq nicanuvement anel vollego' aneanuretr+riu are accurate . It will not include orenn nuch .au t. rigger centeri ng, which normally do not af fect r.orm43 oleration. .
,3 sineetely bol.e this eat 15(ien your neep.n.
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