ML19261B548
| ML19261B548 | |
| Person / Time | |
|---|---|
| Site: | Wolf Creek  |
| Issue date: | 02/13/1979 |
| From: | Licitra E Office of Nuclear Reactor Regulation |
| To: | Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 7902280173 | |
| Download: ML19261B548 (52) | |
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UNITED STATES Ih 4
NUCLEAR REGULATORY COMMISSION
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WASHINGTCN. D. C. '0555 5 ;'
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FEB 131979 r
Tms D vEMT CD:lTE 3!,
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l Docket No. STM 50-482 P00R quAUTY PW APPLICANTS: Kansas Gas & Electric Company Kansas City Power & Light Ccmpany FACILITY:
Wolf Creek Generating Station
SUBJECT:
SUMMARY
OF MEETING HELD WITH APPLICANTS REGARDING CONCRETE STRENGTH FOR WCLF CREEK REACTOR BUILDING BASE MAT A meeting was held on January 4,1979 in Bethesda, Maryland with repre-sentatives of the Kansas Gas & Electric Ccmpany and the Kansas City Power 3 Light Ccapany (applicants) and representatives of their contrac-tors (Daniel Internaticnal Construction Company and Bechtel). The meeting was held at our request to discuss the matter of the icw 90-day coacrete strengths reported for the Wolf Creek reactor building base mat. The agenda for the meeting is shown in Enclosure 1.
Meeting attendees, which included interested members of the public and the news media, are listed in Enclosure 2.
I nt roduction Mr. Roger Boyd, Director, Division of Project Management, NRR, stated that the purpose of the meeting was to obtain and discuss technical infor-mation regarding the matter of the concrete strength of the reactor building base mat for the Wolf Creek plant. He indicated that a number of meetings of this type, involving design considerations, are normally held between an applicant and the staff during our review of an application for a construction permit or an operating license for a nuclear plant, as well as during construction of the plant. Such meetings are t.sually held in Bethesda, Maryland but have also been held at a Iccaticn near the plant site. All of these meetings are cpen and any interested member of the public can attend.
In additicn to the matter of concrete strergh in the reactor Duilding base mat, another matter relating to voids in the concrete wall of the Wolf Creek containment building was reported by the applicants during Cecemcer 1978.
Mr. Boyd stated that the matter cf voids in the concrete is being handled as a separate issue by the Connission's Office of Ins;ec-tion and Enforcement (IE) and would not be discussed in this meeting.
However, Mr. Harold Tnornburg, Director, Division of Reacter Construction Inspection, IE, pointed out that the applicants have halted further ccncrete placement until an assessment cf :ne implementation cf their quality assurance program has been satisfactorily ccmoieted and a repair prcgram for the vcids is established.
79022801'l3
, FE3 131979 Description of Issue Regarding Base Mat The matter relating to the concrete strength of the reactor building base mat concerns the 90-day strength tests that were performed for the applicants by Daniel International on representative concrete test cylinders obtained from the same concrete batches that were placed into the base mat. The results of these tests indicated that for some of the concrete cylinders, the 90-day strength of the concrete was below 5000 pounds per square inch, which was the value scecified by the architect-engineer (3echtel) for this plant.
In addition, some of the 90-day test results indicated an apparent drop in ccncrete strength when ccmpared to the results of 28-day tests performed with cylinders of the same concrete. Normally, concrete increases in strength with time within the first six months before the strength levels off. This matter was reported by the applicants on March 15, 1978 shortly after the results of the 90-day strength tests were determined.
As a result of the above findings, the applicants performed investigations, including additional tests, to determine the cause of these anomalies and to evaluate the in-situ strength of the reactor building base mat. The applicants issued an interim report on May 25, 1978 regarding their investi-gations and a subsequent report on October 26, 1978. As a result of their investigations, the applicants concluded that the concrete strength in the reactor building base mat is considerably above 5000 pounds per square inch and that the apparent low strength of a portion of the 90-day cylinders was due to testing conditions in measuring their actual strength.
The Comission's Office of Inspection and Enforcement has been performing its own investigation on this matter. Preliminary findings of this investi-gation indicate that the applicants have not satisfactorily demonstrated that the testing conditions were responsible for the low strength obtained with the 90-day test cylinders.
In addition, the applicants have not demonstrated that the 90-day concrete strength meets the acceptance criteria of the concrete specification nor have they adequately explained why there is an apparent drop in strength between the 23-day and 90-day test results for some of the concrete cylinders. As a result of these preliminary findings, we requested a meeting with the applicants to discuss the results of the investigaticns performed by the applicants and the Office of Inspection and Enforcement.
9 FEB 131973 Summary of Discussions The Office of Inspection and Enforcement gave a synopsis of the base mat situation from the time the 90-day strength test results were initially reported by the applicants until the time IE performed an investigation into the matter. A, summary of the preliminary findings of this investi-gati,on is presented in Enclosure 3.
The applicants also made a presentation regarding the base mat situation.
A copy of the view graphs used in this presentation are attached as.
The applicants' presentation included a discussion of the Wolf Creek base mat concrete mix design, 42-C-1 A-N (first view graph), concrete pour data for placed concrete prior to base mat placement (second view graph), test results for the concrete ingredients used in the mix design (view graphs 3 to 7), the results of 7-day, 28-day and 90-day tests performed on the concrete cylinders for the base mat (view graphs 8 to 19) and the average 90-day strength of six consecutive cylinders obtained for concrete placed before, during and after placement of the base mat and which used the concrete mix design for the base mat (view graphs 20 to 23). As showt1 in view graphs 18,19 and 21, the 90-day test results for the base mat ccncrete did not meet the 5000 pounds per square inch value specified by Bechtel in the concrete specification.
The presentation also included a discussion of additional tests perfcrmed for the base mat concrete (view graphs 24 and 25) and the results of these tests (view graphs 25 to 39). As indicated in Enclosure 3, IE made the following findings regarding these additional tests:
(1) The cylinder fragments tested by the Portland Cement Associaticn (PCA) were not representative of the lower strength 90-day cylinders.
(Apparently this occurred because the fragments supplied by the applicants to PCA, which were representative of both high and icw strength cylinders, were not all large enough to prepare test samples.)
(2 ) The Windsor probe tests performed on the base mat were not ccnclusive (primarily because the results only give an indication of strength for the outer few inches of the ten foot thick concrete slab and the tests only measure relative strength).
4_
FE3 13 1979 Eechtel summarized the results of its evaluation of all the test data obtained for the base mat concrete. It concluded that (1) the concrete in the base mat is scund, (2) the in-situ strength of the concrete is well above 5000 pounds per square inch, and (3) the only logical explanation for the low 90-day strengths obtained with the concrete test cylinders is that the low results may have been due to the cylinder test machine and were not related to the actual strength of the concrete.
However,
as stated in Enclosure 3, IE had found the testing machine to be in calibration two weeks before and two weeks after the 90-day tests were run.
The applicants' presentation also included a discussion of their plans for further additional testing (view graphs 40 to 42 of Enclosure 4) to help resolve the matter relating to the concrete strength in the base mat.
In this regard, the applicants stated that they have hired a concrete consultant to provide an evaluation of, and reccmmendations for, the planned tests and to provide an overall evaluation of the matter.
The applicants also stated that they would defer the start of additional testing until they had given us an opportunity to comment.
During the presentations, the following additional points were made as a result of the discussions and ensuing questions:
(1) IE stated that the lower strength 90-day test results appeared somewhat related to the placement rate (i.e., higher placement rates generally related with lower strength). The mixing time in the batching plant was constant for all batches, but the cycle time in the delivery trucks (where further mixing is possible) varied with the placement rate.
(2 ) The applicants stated that the 90-day strength test results (as shown in view graphs 20 to 23 of Enclosure 4) for test cylinders of concrete placed before and after placement of the base mat, and which used concrete mix design 42-C-1 A-N, were all well abcVe 5000 pounds per square inch.
(3 ) In response to our questions, the applicants stated that (a) they had considered Bechtel's initial recommendation for taking core sanples of the base mat and had decided it was not prudent to do so until more was understood abcut the base mat situation and (b) they had not considered a reanalysis of the base mat to determine if the strength indicated by the 90-day test results would meet the design criteria defined in the Wolf Creek preliminary Safety Analysis Repcrt.
. Fi.5 10 1979 (4 )
In response to our questions, Sechtel stated that (a) Method No. I of the ACI-301 Standard, which was to be used to establish the concrete mix design for the base mat, was not followed and (b) the 90-day strengths obtained with the concrete test cylinders for the base mat did not meet the acceptance criteria of the concrete specificaticn.
Closing Remarks Mr. Thornburg concluded the IE presentation by stating that his two concerns about the base mat situation are that (1) the concrete did not meet the acceptance criteria (specified by Sechtel in the concrete specification) and (2) there was a breakdown in the implementation of the quality assurance program in that the applicants did not follow what they had comitted to do.
Mr. Boyd stated that the base mat matter will be evaluated by NRR on an expeditious basis, but he could not estimate how long this will ta'Ke.
During the course of this evaluation, we will probably request additional information frcm the applicants before we complete our review and issue a report of our findings and conclusions. It may also be recessary to request another meeting with the applicants.
In that case, the meeting will be held in Kansas, it will be noticed, and members of the public will have an opportunity to attend.
D c.
v Emanuel Licitra, Project Manager Light Water Reactors Branch No. 3 Division of Project Management
Enclosures:
As Stated cc w/ enclosures:
See next page
Mr. Glenn L. Koester Vice President - Cperations Kansas Gas & Electric Company 201 North Market Street Wichita, Kansas 67201 cc:
Mr. Nicholas A. Petrick John Halzer, Esq.
Executive Director, SNUPPS Law Offices of Ralph Foster 5 Choke Cherry Road Kansas Gas & Electric Ccapany Rockville, Maryland 20850 P. O. Box 208 Wichita, Kansas 67201 Gerald Charnoff, Esq.
Shaw, Pittman, Potts, William H. Ward, Esq.
Trowbridge & Madden MACEA 1800 M Street, N. W.
5130 Mission Road Washington, D. C.
20036 Shawnee Missicn, Kansas 562G5 Mr. Donald T. McPhee Alan S. Rosenthal, Esq., Chairman Vice President Atomic Safety and Licensing Apceal Scarc Kansas City Power A Light Compan V. S. Nuclear Regulatory Commissicn 1330 Baltimore Avenue Washington, D. C.
20555 Kansas City, Missouri 64141 Michael C. Farrar, Esq.
James T. Wigleswcrth, Esq.
Atomic Safety and Licensing Appeal Board 9800 Metcalf U. S. Nuclear Regulatory Commission Suite 400 Washington, D. C.
20555 General Square Center Overland Park, Kansas 66212 Dr. John H. Buck Atcmic Safety and Licensing Appeal 5carc Mr. William.H. Griffin, Esq.
U. S. Nuclear Regulatory Ccanission Assistant Attorney General Washington, D. C.
20555 State of Kansas State House Earl D. Flickinger Topeka, Kansas 66612 Utilities Engineer State Office Building Mr. Jchn M. Wylie II Topeka, Kansas 55612 Energy Repcrter Kansas City Star Rolland C. Hamm, P.E.
1729 Grand Consulting Engineering Kansas City, Missouri 64108 2804 La Gran Via Rancho La Costa, Calif.
92008 Richard P. Pollock Director
- 0. Wesley Taylor Critical Mass Energy Project Power Planning Engineer 133 C Street, S.E.,
Kansas Electric Power Cooperative, Inc.
Washington, D. C.
20003 5709 W. 21st P. O. Box 4257 Treva J. Laska Gage Center Station Assistant General Counsel Topeka, Kansas 565Ca P. O. Box 350 Jefferson City, Mo.
65102
ENCLOSURE 1 AGENDA JANUARY 4, 1979 MEETING INVESTIGATIONS REGARDIMG LOW 90-DAY CONCRETE STRENGTHS REPORTED FOR WCLF CREEK REACTOR BUILDIG BASE VAT 1.
Opening Remarks - (MRR) 2.
Summary of I&E Investigations to Date - (I&E) 3.
Introduction - (KG&E) 4 History and Summary of Permittee Investigations to Date - (KC%E) 5.
Summary of Bechtel Evaluations - (Bechtel) 6.
Plans for Additicnal Permittee Investigations - (KG&E) 7.
Closing Remarks
ENCLOSURE 2 LIST OF ATTENDEES JANUARY 4,1979 SEETING ON 'nGLF CREEK NRC B echtel Missouri PSC R. Boyd - NRR, DPM P. Divjak T. Laska D. Vassallo - NRR, DPM J. Whiteraft
- 0. Parr - NRR, DPM B. Meyers E. Licitra - NRR, DPM M. Daye Kansas Corporation R. Capra - NRR, DPM Ccmmission B. Bel ke - NRR, DPM F. Schreeder - NRR, DSS SNUPPS E. Flickinger F. Schauer - NRR, DSS H. Lee - NRR, DSS N. Petrick Kansas Electric H. Thornberg - IE E. Beckett Pcwer Cceperativs R. Shewnaker - IE C. Oberg - IE, Region IV
- 0. Taylor C. Stetler - OCOM Daniel S. Lewis - 0 ELD K. Cyr - 0 ELD C. Cox t%CEA F. Ingram - OPA H. McCall R. Hamm - NRC censultant A. Harper W. Ward J. Jefferson G. Dcughty R. Stira KG &E Critical " ass R. Fiebach Portland Cement G. Koester Association R. Pollock J. Arterburn E. Creel J. Shideler Kansas City Star KCP &L Shaw, Pittman, J. Wylie II Potts &
A. Coyle T rewb ridce D. McPhee J. Evans J. Silberg
WO LF_CBEEK_lRSPECIlolLBEPORIl8-13_
ElillllflGS:
1.
QUAllFICATION OF MIX DESIGil DID fl0T FOLLOW BECllTEL SPECIFICATIONS (C-101(0)).
2.
REQUIRED CONCRETE ACCEP llCE CRITERIA AS SPECIFIED IN Tile QUALITY ASSURANCE PROGRAM AND ACI 318-71 fl0T MET.
WIflDSORPROBEDATANOTCffCkUSIVE.
3.
DEFICl[l PCA TFSTS OF CYLINDER FRAGMENTS NOT REPRESENTATIVE OF PO INITIA 11.
NT BASC MAT CONCRETE.
5.
TESTING MAClllflE WAS FOUND TO BE IN CALIBRATION (WITillft 17.) ACCURACY TWO WEEKS BEFORE AND TWO WEEKS AFTER 90 DAY CYLINDER COMPRESS 10fl TESTS.
m AilEAS_IlEEllIIlGE!RIllEILIllE0BMf10lLFOR EVALUATLQfL 1.
TREND OF LOWER CEMEtlT STRENGTilS AS fl0TED Ifl Tile USER TESTS.
2.
POTENT Al!.Y DEFICIENT CONCRETE MAY BE RELATED T0111G11 PRODUCTION RATE OF CONCRE E BATCll PLAtlT.
3.
POSSIBLE IflADEQUATE MIXING 0F CONCRETE (AS NOTED IN PCA REPORT).
ft.
POSSIBLE CilEMICAL REACTIONS.
EflCLOSURE 4 42 VIEW GRAPHS PRESErlTED BY THE APPLICANTS
a BASE !!AT COflCRL'TE MIX 11/14/77 x"<r tilX DESIGH 130. 4 2 -C-1 A-13 2d>
MATERIAL OUANTITY PER CLIBIC YARD Cement 564 (lbs)
Sand (natural) 1555 (lbs)
Coarse ATJregate ASTM C-33 #67 1555 (Ibs)
(3/4" to tio. 4)
Water 275 (Ibs)
Air Entraining Agent O to 9 (fl. oz)
As required to produce (flaster Builders MBVR) 3% to 6% air content Water Reducing Agent 6 (fl. Oz.)
(Master Builders POZZ 300t3)
Accelerating Agent IJone AnLicipated Slump 3 inches 1(ejection Limit 5 inches
[ t).rff Ct, Cc..
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CONCRETE POUP DATA y
of Pove 3
MIX TIME HO. OF AVERAGE STD COEFF.
C DESIGNATION INTERVAL CYLINDERS BREAK STRENGT!I DEV VARIATION 7 days 28 days 90 days h
PE-75-248 6/77-7/77 24 3497 5086 41-N 3/77-9/77 26 3378 l
i7 4719 42-C-1 A-ti 9/77-10/77 100 3945 274 6.9 5373 352 6.6 6130 501 0.2 i
10/77-11/77 100 4099 366 8.9 53e0 342 e.>
g 5952 522 8.8 GhAW(Mis-ve) ddfinA d
sp.j cul. MY %
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fulA ck 3 % tr (n %
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m c5 COAllSE AGGREGATE TEST RESULTS hk SOURCE QUARRY E
Constituent VALUES ASTM C-289 Spec. Gravity 2.62 Absorption (%)
1.6 Soundness
Sodium Sulfate 2.52 Clay Lumps and Friable Particles (%)
1.5 L.A. Abrasion (%)
30.4 Alkali-Carbonate Reactivity Innocu6us Alkali-Silica Reactivity Innocuous Acid Insoluble Residue (%)
6.8 Components
Calcite (%)
90 Dolomite (%)
10 f
g;
8/77 VIEUGRAPH 4 FINE AGGREGATE ANALYSIS ASTM 295-65
~7 Constituents Percent T
QUARTZ.
74 FELDSPAR 23 CHERT 2
OPAQUE MINERALS 1
SANDSTONE TRACE HEAVY MINERALS TRACE IRON OXIDE TRACE LIGHT COLORED MATERIALS TRACE TOTAL 100
~ $A j fu Tl3,k v&cs:
~~
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VIEWGRAPH 5 FINE AGGREGATE POTENTIAL REACTIVITY - ASTM C289-71 7/77 1/78 8/78 Reduction in Alkalinity (Rc) 134 50 108 (Millimoles per liter of 1 N. NaOH Soln.)
Silic's ?issolved (Sc) 27.2 36.6 22.9 (Same as above)
{g/9c7IV&
/ IN ' 0FM c7t d[
Innocuous L
/
Clay Lumps & Friable Partices (%) 0.20 (ASTM C142-71)
Organic Impurities Color less than plate #1 (ASTM C40-73 Alt. Proc. B)
Specific Gravity 2.60 Absorption (%)
(ASTM C128-73) 0.64
VIEW,RAPH 6 CEMENT TESTS Time Interval A
B C
D U
9/23/77 10/4/77 Chemical to to 11/29,'77 Constituent 9/74 10/3/77 10/5/77 C-UT '.6
-A.
SiO 22.46 21.53 21.55 21.4 2
Al 0 4.19 4.57 4.35 5."
23 Fe 0 4.02 4.98 4.97 5.?
23 Ca0 64.20 63.30 63.47 63.1 Mg0 2.03 1.98 2.00 1.6 S0 1.98 2.09 2.00 2.1 3
Loss 1.11 1.08 1.13 1.1 Na 0 0.31 0.30 2
K0 0.24 0.24 2
Na 0 (equiv) 0.55 0.47 0.46 0.48 2
1
'tt %(
CA 4.3 1-7 3.1 4
3
.G r Jr C S+C A 3
3 Compressive Strength (psi) 3 Days 2345 2405 2200 7 Days 3505 3556 3340 28 Days 5110 A B C.'D M) ys 'l % ~^l. Pn' lwy
.tr:tA4 A - Soil Testing 3 - Ash Grove Cement Co.
od,,v' C
C - Ash Grove Cement Co.
1 h.
D - Law Engineering
- Fo r,
DF y'
+p 4 5774 C-'To Vdu a e.* a he tiw Arp 7
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WATER TEST RESULTS Eg Source:
Burlington, Kansas City Water Supply 3
E' Constituent Date of Test Specification 5/77 6/77 12/77 4/78 9/78 l..
7 Chloride (ppm) 30 32 28 21 31 16 4;250 Sulfate (ppm) 81 23 30 20 28 4
<1000 p!I 7.90 7.4 7.5 8.0 6.8 7.7 4.5 - 8.5
< 0.3*
Iron (ppm) 0.1 Total Solids (%)
0.04 0.03 0.03 0.04
' Organic Matter (Max. %)
0.02 0.01 0.01 0.10 0.01 0.01 Alkalinity 140 88 140 (Mg/l as Ca/CO3)
- curing water only
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a N I ItWESTIGATIOtIS PERFORMED !id FOldiEY MATERIAL TESTIliG EQUIPMENT Calibration of testing machine Review of Daniel testing practices and procedures l CONSTRUCTIO!! TECilNOII)GY LADORATORIES (Division of Portland Cement Association) Petrographic examinations Chemical analyses Air content determination Cement content determination Cement strength determinations Cylinder break patterns Cylinder compressive strength comparisons 2" Eza' cubo compressive strength W ter cement ratio Effect of testing machine factors on measured concrete cylinder strengths e
l o IPNESTIGATIO!1S PERFORMED M con 20 DANIEL Windsor probe strength measurements Coment user tests ASil GRDVE CEMEllT COMPA!IY Cement strength tests I1.W ENGIf4EERIt1G TESTItJG COMPANY Wate. #.lity analysis Petrographic analysis of sand Potential reactivity coarse aggregate Source qualification sand SOILS TESTING SERVICES Source qualification tests - coarse aggregate ERLIN IIIME ASSOCI ATION Petrographic coarse a<jgregate Potential reactivity coarse aggregate
5$ PCA c hI RESULTS OF LINEAR TRAVERSE TESTS (ASTM C-457 ) M w C CYLINDER UNIT AIR VOIDS /in SPECIFIC SPACING ABSORPTION FACTOR SURFACg) NO. WEIGHT CONTENT 2 (in) (%) (in /in (pcf) (%) 6444 146.3 5.8 8.7 600 .007 5.7 p 6503 145.5 4.8 7.7 640 .007 5.4 I C 6784 145.8 5.6 8.9 639 .007 5.0 f,'4 r "- ce ge+' 6850 147.1 3.3 4.3 515 .011 5.8 / p(&s ) wen f 5
S Ey CilEMICAL AND OTilER TEST RESULTS E bj CYLINDER SET 90 DAY CEMENT WATER ASTM C-ll4 REACTION CONTENT PRODUCTS NO. NO. BREAK CONTENT CEMENT SO3 3 STRENGTil (lbs/yd ) RATIO (% by wt. ) OBSERVED (psi) 6444 517 4640 540 0.47 0.33 None g,,& 4 6503 526 4190 570 0.45 0.35 None 8M 6784 576 4780 560 0.42 0.34 None 6050 5920 575 0.45 0.35 None Specified by mix 564 0.49 Cement (Total Sulfur as SO3) 2.28 f f 3 a
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TABLE I - PCA COMPRESSION TEST DATA ?1 { Basemat lE 2x2-in. Cubes di (17 April 1978) E SETS.' CYLINDER NO. CORRECTED STRENGTil DI DATA (80% of TOTAL) psi COMPRESSIVE STRENGTU -s (pai) 508 6408 6680, 6700 5620 509 6413 6400, 7950 5550 516 6438 6350 6110 517 6443 5700, 6440 5360 518 6449 5640 5270 518 6450 5280 5110 519 6456 6500 5290 522 6473 5060, 5210 4780 523 6479 6330 5730 531 6498 6200 5940 532 6509 5540 4370 532 6510 5160, 5180 5010
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= Data from Companion Cylinders tested by Daniel 5370 Ave. = 6110 Max. = 4370 Min. = Std. Dev. = 477
VIE'.lGRAPH 30 PCA CONCLUSIONS 1. Cerant contents of all the samples selected for analysis were comparable to that specified in the concrete mix design. 2. The approximate water-cement ratios determined for the same samples were below the level indicated in the mix design. 3. No significant differences between the two samples of Ash Grove Type II cement have been detected. 4. The chemical admixtures specified in the mix design appeared to be present in the concrete samples tested at the appropriate dosage levels. 5. No indication of improper admixture formulation was observed. 6. Microscopic analysis reveals no evidence which could conceivably cause significant strength reduction at 90 days. 7. Cylinder fracture patterns developed on PCA-tested and Daniel-tested cylinders are broadly similar, being a combination of diagonal and conical forms. 8. Many of the untested cylinders displayed rounded bottom-ends, reflecting a non-planar molded surface, and perhaps explaining the occurrence of diagonally formed breaks. 9. Concrete appears to be of high quality, with strengths apparently well above the 5000 spk specification at 90 days. gat
I, x Pr PCA E MACllINE FACTORS EVALUATED ?;i 'O Cylinder positioning Pixed tilt and rocking of lower load plate Restraint condition in upper swivel head Looseness of lower base plate on hydraulic piston
VIEWGRAPH 32 600 Tilt, in. e 0 m 400 f 1/4 c0 ~ d j 1/8 5 200 3 c. 0 l o M to g. .n- >A -200 /' s / u r N l f s -400 5 u 2. u E -600 - ~ t. -800 1/4F 1/SF 0 1/8R 1/4R Cylinder Position j FIG. 19 - EFFECT OF CYLINDER ALIGNMENT ON DIFFERENTIAL STRAIN FOR VARIOUS FIXED TILT LOWER PLATE CONDITIONS AND OILEO SWIVEL HEAD
VIEWGRAPH 33 ,,-.~ s) - 35 - Oiled Suivel Head --- Greased Swivel Head 30 ~ s e 25 - me O A + c. =e4x ' 20 o o H a O 3 g.....,.
- ,... g.
.s .3,' .,O ~" ~ o u s a -et u g n I a .e4m = l k 10 l u Q 5 - / I y t g i _ i r t i i 1/4r 1/8F 0 1/8n 1/4R 1 Cylinder Position j% FIG. 23 - STRAIN VARIATION VERSUS CYLINDER ALIGNMENT FOR STANDARD LCWER PLATE CONDITICN -- _. ~ -
VIEWGRAPH 34 7200 ( t e \\ \\ \\ 7000 ( o o 6800 i
- e4 enC e
o E 6600 y u v1 <.._ o r. .o w 0, o - Centered Cylinders i 6400 c. e - Mispositioned Cylinders u l 0o o { 6200 i 6000 e o i 5800 O 10 20 30 40 50 Strain Variation at 100 kip Load, % FIG. 30 - EFFECT OF STRAIN DISTRIBUTION ON COMPRESSI*IE \\ STRENGTH
VIEWGR).PH 35 i i 3 5.- s e 30, 25 e -e.: O 20.7 20 c. et .M o 'o e< b ...a 1,5 c ) c-r O =4o 4 -e4 11.3 -r 10 c -e4 l ck .u r.c 7.2 5 7.5 10.5 14.8 f. t t t ,J 0 5 10 15 20 25 Cylinder Strength neduction, t FIG. 31 - CYLINDER COILPRESSIVE STRENGTH REDUCTICN L VERSUS STRAIN VARIATICN (
VIE'clGRAPH 36 PCA FINDINGS MACHINE FACTORS 1. Strain data obtained from instrumented cylinders during compressive strength tests indicated non-uniform loading for cylinders centered in machine. 2. Compressive strengths obtained with cylinders centered under the top swivel head werc 7.5% less than those calculated for cylinders loaded uniformly. 3. Compressive strengths obtained for misalignments of 1/8" and 1/4" due to cylinder positioning were 10.3% and 14.8%, respectively, less than the calculated strength for a cylinder loaded uniformly. 4. Probability of improper cylinder positioning during routine testing was high. Cylinder capping molds had a tolerance of 1/8 in. Also, the upper machine swivel head used to position cylinders visually was 1/2 inch larger in diameter than the cylinder. 5. Fixed or locked upper loading head swivel reduced recorded compressive strength; by up to 27%. 6. Oil and. grease swivel head lubricants performed equally well. 7. Neither fixed tilts of 1/P inch and 1/4 inch or rocking action in the lower load plate had any appreciable effect on recorded compressive strengths. 8. Loose threads between the lower base plate and hydraulic piston did not affect recorded compressive strengths significantly. 9. A literature review verified findings regarding the machine factor influences obtained in this investigation. Previous studies indicated 12% to 14.8% reductions in recorded compressive strengths for concrete cubes misaligned by 1/4 inch.
90 DAY WINDS 0R PROBE C0tlCRETE CORRELATION (fl0H'S f!U!!BER 10 - m Sc [N Fj SOURCE OF RESULTS - TEST SLAB PLACED 3-30 MIX DESIGN 42-C-1A-N C ARE WINDSOR PROBE CONCRETE CYLINDERS 4" CORES AVERAGE AVERAGE AVERAGE 6150 PSI 6390 PSI 5120 PSI 31 6850 PSI 6325 PSI 6360 PSI 6420 PSI 5400 PSI 5400 PSI 5975 PSI 6470 PSI 5690 PSI 6470 PSI 5625 PSI 5800 PSI 5970 PSI t 82 6675 PSI 5917 PSI 6230 PSI 6120 PSI 5810 PSI 5860 PSI ~ 5450 PSI 6250 PSI 5810 PSI 6190 PSI
- 3 5975 PSI 5930 PSI 6210 PSI 5975 PSI 6325 PSI 6140 PSI 5950 PSI 5810 PSI 5870 PSI 7025 PSI 5850 PSI 5600 PSI 5870 PSI NOTES Cpre Strengths are actual unadjusted VIllues.
i
[ 31 x. Fr 0: g 90 DAY WINDSOR PROBE CONCRETE CORRELATION (M0ll'S NUMBER 4) c SOURCE OF RESULTS - TEST SLAB PLACED 4-11 MIX DESIGN 42-C-1A-N s AREA WINDSOR PROBE CONCRETE CYJ,INDERS 4" CORES AVERAGE AVERAGE AVERAGE 7375 PSI 6550 PSI 6980 PSI
- 1 7200 PSI 737S PSI 6620 PSI 6980 PSI 6980 PSI 6660 PSI 7550 PSI 6750 PSI 6980 PSI 6740 PSI 7375 PSI 6630 PSI 6050 PSI 12 7550 PSI 7491 PSI 6940 PSI 6250 PSI 6360 PSI 6680 PSI 7550 PSI 6580 PSI 6770 PSI 6580 PSI 7200 PSI 6850 PSI 7580 PSI i
- 3 7200 PSI 720-
.JI 6700 PSI 6570 PSI 6710 PSI 6690 PSI ~ 7200 PSI 6620 PSI 5970 PSI l 1 6590 PSI I
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VIE'AGRAPH 40 PLANNED CEMENT TESTS Date of Sample Previous Tests C-UT-15 11/10/77 C-UT-18 12/19/77 C-UT-20 3/20/78 C-UT-21 4/21/78
VIEWGRAPH 41 PIANNED PETRCGRAPHIC TESTS 90 Day 90 Day 28 Day 28 Day Break Break Break Break Cylinder Set Strength Strength Strength Strength No. No. (osi) (ave) (osi) (ave) 6540 529 4320(4940) 4630 4800(4710) 4760 6546 530 3270(4830) 4050 5800(5570) 5680 6551 541 4290(5110) 4700 5310(4950) 5130 6558 542 5380(4180) 4780 5310(4830) 5070 6599 537 4010(4970) 4490 5160(4110) 4640 6606 547 4340(4350) 4340 4850(4780) 4820 6659 556 5390(5530) 5450 5130(4880) 5000 6671 553 4370(5230) 4800 5550(3270) 5410 6696 562 4280(4650) 1460 5060(4600) 4830 6767 581 5850(4620) 5240 5620(5430) 5520 6785 576 4830(47S0) 4S00 4870(4190) 4530
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