ML102871041
| ML102871041 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 01/05/2010 |
| From: | Williams C Progress Energy Co |
| To: | Lake L, George Thomas Office of New Reactors, NRC/RGN-II |
| References | |
| FOIA/PA-2010-0116 | |
| Download: ML102871041 (63) | |
Text
Sengupta, Abhijit From:
Sent:
To:
cc.
Subject:
Attachments:
Williams, Charles R. [Charles.Williams@pgnmail.com]
Tuesday, January 05, 2010 7:50 AM Lake, Louis; Thomas, George;.nausdj@ornl.gov'; Carrion, Robert; Worthington, Wayne;
'Archer, John C. (Reading)'
Miller, Craig L; Edwards, Steven FW: FM 3.7 - Inadequate Testing.
FM 3.7.pptx; FM 3.7 Exhbit 1 - field testing from specs - SP5618.pdf; FM 3.7 Exhibit 2 QC sp5569 Furnishing of Structural Concrete.pdf; FM 3.7 Exhibit 3 QC ProceduresPTL-10.pdf; FM 3.7 Exhibit 4 QC in Pour7l2RBElev2lO.pdf; FM 3.7 Exhibit 5 Pour 511RB-NCR95 Concrete temperature.pdf; FM 3.7 Exhibit 6 Fc in Pour7l2RBElev2lO.pdf; FM 3.7 Exhibit 7 tickets for Pour712RBElev210.pdf; FM 3.7 Exhibit 8 SOO-0047 Concrete Strength.pdf; FM 3.7 Exhibit 9 Cylinder Tests exterior wall 28 days.pdf; FM 3.7 Exhibit 10 - Slump allowed - Final Dome Report.pdf Mr Lake and other, Attached for your review is FM 3.7 Draft and Exhibits. If you have any questions, please contact me or Craig Miller.
Thank You, Charles Williams 919-516-7417 From: Patrick Berbon [1]
Sent: Monday, January 04, 2010 6:08 PM To: Williams, Charles R.; Miller, Craig L
Subject:
FM 3.7 - Inadequate Break Test For Progress Energy review. Patrick 1
"17
.4' AL 3.7 Inadequate Testing
==
Description:==
Construction projects require a quality assurance (QA) programthat, among other things, involves the selection of test methods, establishing test criteria, testing the fresh concrete, testing the hardened concrete, statistical analysis of test results, and follow-up procedures...
Fresh concrete is tested for its workability (Slump test)i temperature, and air content.
Hardened conc~rete is tested for its strengthunder compressive loading. The purposes of strength tests of concrete are to determine compliance with a strength specification and to measure the variability of concrete (ACI 214provides a discussion of methods and analysis for strength tests of concrete).
It is necessary to establish the quality of the test program in order tobe able to evaluate its results and conclusions.
Data. to be collected and Analyzed:
1.Review project QA program 2.Review test procedures and results 3.Review analysis and reporting procedures 4.Analyze follow-up procedures (NCRs,....)
5.Anaiyze test program for compliance with industry standards.
Verified Refuting Evidence (see following. discussion):
Verified Supporting.
a.The established QA program was comprehensive and covered all critical testing areas.
Evidence:
b.Pour records show compliance with the parameters ofthe QA program.
None c.Although some strength test results appear to be erroneous, the overall program meets industry standards for Good Control.
When errors are found in individual strength tests it is possible to make proper evaluation of the concrete strength by analyzing earlier or later tests from the same cylinder. set. It is therefore believed that no under-strength concrete was.
placed as a result of inadequate testing.
Conclusions.:
Testing program was adequate and did not contribute to thedelamination.
May identify additional perspectivel on this.
Iissue as, RCA related efforts. proceeds 3/19/2010 r
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page 1. of 3
3.7 Inadequate Testin g Discussion:
A)Fresh concrete is subjected to a set of "acceptance" tests that determine whether it should be used or discarded. 'The te st cri.te.ria and procedures Were..
established in PTL'S documents shown in FMV 3.7 Exhibit 3 and specifications FM 3.7 Exhibit 2.
I.
The Slump test is a practical test for workability that is also useful in determining if the concrete was modified or. if it'was mixed for. extended period of time. Project specifications called for Slump of 4.5" at the pump~and.4" at the discharge (FMV 3.7 Exhibit.7). Analysis of. pour records, indicate that a strict inspection/testing process was followed and that multiple trucks were rejected when the allowed slump. wa s exce eded.
(Selected examples of reported tests and rejection handling in FMV 3.7 Exhibit 4). A more complete discussion can be found in FMV 2.3.
ii.
Air content was measured using the pressure meter -on selective trucks. The specifications called for air in the range of.3-6%. All tests fell in that. range and no concrete was rejected because of air. (Selected examples of reported tests, in FM 3.7 Exhibit 4)
Iii.
Ambient and concrete temperatures were recorded on selected. loads. Trucks were rejected (or accepted after Engineer's approval) when concrete temperature exceeded 70 degrees.. (specifications at FMV 3.7 Exhibit 2; examples of reported tests in FMV 3.7 Exhibit 4'and rejection handling in FMV 3.7-Exhibit 5). A more complete discussion can be found in FMV 2.5.
b)Hardened concrete was tested for compliance with design strength over time by crushing site-made cylinders after 7, 28, and 90 days.,
- i.
Records of Statistical analysis of compressive tests as recommended by Ali 214 were not found from original construction time.
ii.
Spot checks of random test results revealed problems with laboratory streng th tests. An example in FM 3.7 Exhibit 6 reporAts test results from two adjacent samples taken on 2/16/73 from pour 712RB. Cylinder 2181 shows normal strength gain between 7 and 28 days (28%) and very.
small gain between 28 and 90 days (7%).. Cylinder 2182 shows small strength gain between 7 and 28 days (7o) and very large gain between 28 and 90 days (37%).. At 28 days cylinder 2181 was 28%stronger than cylinder 2182i whereas at 90 days the trend rever.sed and 2181 was 10% weaker than 2182. The most likely explanation is testing error at 28 days.
According to the pour tickets these two loads were practically identical and in full compliance with the mix design (FM 3.7,Exhibit 7).1 There iis no record of concern or corrective measures arising from these tests. w r
(
'Par ofgthereporsl uded iii.
A design analysis was performed on concrete placed, in Class I structures in the year 2000 (for unrelated.purpose).
retin hnin FM 3.7 Exhibit 8. Its significant conclusions, after analyzing strength test data from all concrete cylinders, was that the distribution followed the expected bell shape and the various mixes used on the project were statistically similar in strength properties.:..
3/19/2010 pas wa p2%
tr ontinde 2109 page 2 of 3 Do nut re ti tical art inhut ompinc
A 3.7 Inadequate Testing, (cont.)
Discussion (cont.):
iv.
Current analysis of all cylinders from 5000 psi concrete placed in the Reactor Building (RB).is included in FM 3.7 Exhibit 9. Besides providing a.
complete picture of the 28 days strength tests, it established that the test program met ACl 21 4's requirements for "Good" Standard of Concrete Control (ACI 214, Table 3.2 assigns Good control when Standard Deviation (StD) is in the range of 500-600 psi; Excellent control requires StD smaller than 400 psi). 200 tests for* mix 727550-2 had a StD of 541 and 239 tests for mix DM-5 had-a StD of 508.
The lower "Standard of Control" may be explained by the multiple mix-designs used, and by testing problems as demonstrated above. Although lower, it is considered acceptable for general construction testing.
3/19/2010 3/19/2010 pag.._
3
,f-3 I ""
1 oritr Co.ienial, 200-9"'-
page 3 of 3
FM 3.7 Exhibit 1 Page 1 ot 1 SF-5618 1-22-69
- 2.
Special finish for the above surfaces shall be performed as follows:
As soon as, tMe VOK specified in Itea 2-:04.5 a&*-
ben per-I formed and the pointing mortar sufficiently set, the surfaces
.s..
.be vatted4 with -a-brush and rubbed.vith-a-Ns.. 16 -eazbo-rundum stone or an abrasive of equal quality, bringing the surface to a paste. The rubbing shall be continued enough to remove all form marks and projections producing a smooth" dense surface without pits or irregularities.
The material which, in the above process has been ground to a paste, shall be carefully spread, or brushed uniformly over the entire area and allowed to "reset."
No additional mortar shall be added during this operation.
- b.
The final finish shall be obtained by a thorough rubbing with a No. 30 carborundum stone or an abrasive of equal quality.
This rubbing shall continue until the entire area of the surfaces is of a smooth texture ani uniform in color.
- c.
During the rubbing and after final rubbing is complete, cur-ing shall proceed as herein specified.
Field Testing at Construction Site 2:05 2:05.1 During concrete placement operations, the testing laboratory will have an inspector(s) at the construction site who vill inspect the concrete pour for foruvork, reinforcing, cleanliness, and concrete placement.
The inspector shall inspect and test the first load of concrete de-livered to the site for batch ticket information, slump, air content, and temperature.
Batch ticket information shall be checked on each load delivered.
Slump tests will be taken at random with a msini of one test for each 10 cubic yards of concrete placed.
Air content tests and temperatures shall be taken on every 50 cubic yards placed or at the direction of the Inspector.
2:05.2 Except as noted, hereinafter, test cylinders will be molded, cured, stored, capped, and teited in accordance with ACI 301-66.
A set of 4 cylinders shoal le ct".t for each 50 cubic yards or fraction thereof placed in any one dty.
Two cylinders shall be tested at 7 days and two at 28 days.
. or the reactor building shell, a set of 6 cylinders s
be cast.
Two cylinders will be tested at 7 days, 28 days, and 90 days.
2:05.3 In the event that concrete is placed during freezing weather or that a freeze is expected during the curing period, an additional cylinder will be cast for each set and shall be cured under the sae conditions as the part of the structure which it represents.
This cylinder shall be tested at 28 days.
- 0.
FM 31 p
FM 3 7
- x. L- ; L- ;4; 1)
P 3-I
- 1*LER EIIDA-
- EwR CORPORATIOly rUWERGIN~MG & CGIVSTRUCTION DEPT.
CRYSTAJ.X. RIVER - UNT3
-~~;APPROVE By. T
- k~dw pft RIA SiGNED Err 7,'1
&96i8 SPECIMIATON FOR MENfISHflNG M~I Dý EHMlG oF SMUCTU!AL CCCREM SP-55169, O'iUB 17, 1968 CRYSTrAL RTraz
=7I
- 50. 3 FLOIDAK~MR CORPOIRMEMO FPC - 321-A3.2
~J! YC~ tAll APPROVED -DPT.
`ROJ,'ZCT ENGR.
DATE I=
FOR CRYSTAL RIER UNIT 3 GI-.,rl.Associates, -n.
525.Lancaster Ave:e '
Reading, Pennsylvania JrA'LTY PROGRAMj ki ZEVIE*i and DOCUMENTATION REQUIRED f
I S.N.D. - W.A.D.
Y.0. 42o3..o, Addendum A October 17, 1968 Addendum B January 22, 1969 Addendum C nk-L 1a.9 69
~June 23, 1971,m lot III1I
1.
INA 7 r-1)
ID Q
si"-5569 10-17-68.
ADEMD Beet 1 of 1 3bw e3, 1971 SEcamO III -w DETAIIZD M3PECMCATIO1IS 3:09 Admixtures Air Entraining Admixture:
Bubitem 1.:
Delete this subitem as vritten in *zendum B (dated January 22, in its entirety and replace with t4e follouing:
1969)
"1. All structural concrete shell potentially destructive e expo entrained air in emounts confi be considered subject to.
ze and-shall contain orming with the following:
Nominal MAximum Size of Coarse Akgregate Total Air Coutent
% by Volume
ý3A I 3-6 1-1/2 In 3-6 S
3:11
ý Mixing Concrete 3:11. 2 Transit Mixing:
Third sentence - Lines 5, 6, and 7-:
-Delete this sentence in its entirety and replace with the following:
"The maxi-m number of revolutions at mly-ing speed shall be 110; Any additional mixing shall be at agitating speed, as required by ASTM C 94-67."
'-S
Qnriia 'A rif r; F9 9
."....10-17-68 proportions:comply with those for the design mixes with vater content modified as required by measurements t'o be made of content of. surface moisture on the aggregates.
This inspector. will test periodically all mix ingredients and shall insure that a ticket is provided for each batch as specified in Item 3:11.6 of.this Specification.
3:11.2 Transit mixing:
Ready-mixed concrete shall be mixed and transported in accordance with "Ready-Mixed Concrete, Spec. for," ASTM C 94-67. :The minimum amount of mixing in.truck mixers loaded to maximum capacity shall be 70 revolutions of the drum or.blades after all of the ingredients, including water, are in the mixer.
The maximum number of revolutions-at mixing speed shall be 100; any additional mixing shall be at agitating speed, as required by ASTM C 94-67.. Ail trucks shall.:be.equipped with a -revolution counter.
3:11.3 Delivery:
The concrete:shall be delivered to-the.site and discharge shall be coma pleted within i-1/2 hours or before the drum has been revolved. 300 revolutions, whichever comes first, after the introduction of the mixing water to the cement and aggregates, or the introduction of-the cement to the aggregates.
.In hot weather, " the 1-1/2-hour time limit shall be reduced, as directed-by the TESTING. LABORATORY and/or OWNER.
Concrete which does not meet this requirement may be rejected at no cost to the OWNER..
However, the SUPPLIER will inot be responsible for delays at the site which are beyond his control.
3:11.4 Hot Weather Concrete:
- 1. Exceptas modified herein, hot weather concrete shall comply with ACI 605.
At air temperatures of 90 F or abovei.special procedures,
shall -be adopted to keep the concrete-as cool as-possible.
The temperature of the concrete when -it is unloaded. from the trucks shall not exceed-90 F.,
2.. Concrete for the containment structural walls, dome, and mat shall have a-placing temperature of not-more than 70 F.
3:11.5 Mixing Water:
The proportion of water in each strength mix shall be adjusted daily as required by the content of surface moistuie on the' aggregates.
Except for this adjustment, no changes iný quantity of mixing water.shall be
. made without the approval of the OWNER.
3:11.6 Batch Record:
Each batch of concrete shall be recorded.on a ticket which provides the date, actual proportions of the mix, concrete design strength, destination GILBE*
ASSOCIATES, INC.
111-5 IIIII inl
P;4nip A* nf ý)
/
FM ' 7 Fyhi4 i
SP-5569 10-17-68 as to portion of structure, and identification of transit mixer.
The truck driver shall deliver this record to the OWNER with a copy to the TESTING LABORATORY personnel at the location where the concrete is delivered.
As required by ASTM C 94-67, the batch ticket shall also include the time loaded, amount of concrete, and reading of revnlution counter at first addition of water.
3:12 Quality Control 3:12.1 The OWNER will obtain the services of a TESTING LABORATORY which will perform the functions hereinafter specified:
- 1.
Sample and test cement, when required by the OWNER, to ascertain conformance with ASTM C 150-67, Type II.
- 2.
Test samples of fine and coarse aggregates to ascertain conformance with the following ASTM specifications:
- a.
C 29-67 T "Unit Weight of Aggregate, Test for."
- b.
c 4o-66 "Organic Impurities in Sands for Concrete, Test for."
- c.
C 127-59 "Specific Gravity and Absorption of Coarse Aggregate, Test for."
- d.
C 128-59 "Specific Gravity and Absorption of Fine Aggregate, Test for."
- e.
C 136-67 "Sieve or Screen Analysis of Fine and Coarse Aggregates, Test. for."
3i Conduct periodic tests to determine surface moisture content of aggregates.
- 4.
-uxing concreting operations, furnish the services of an inspector at the batch plant who will certify the mix proportions and conduct' the tests itemized above.
- 5.
Furnish the services of an inspector at the site who will make slump tests, make test cylinders, check air content, and record weather conditions.
With OWNER/ENGINEER approval, he will make adjustments in the mix proportions, if necessary, to meet the requiremen:s of this Specification.
Finally, he will have the right to reject any concrete which does not meet or cannot be adjusted to meet t*e requirements of this Specification.
- 6.
Maintain all quality control and test certified copies of mill test reports tickets for each batch of concrete.
records, which will include for the cement and batch GILBERT ASSOCIATES, INC.
rII-6
Pane 5 of 5 PM '1 7 Fyhil SP-5569 lo-17-63 3:12.2 The evaluation of test results will be in accordance with Chapter 17 of ACI 301-66.
Sufficient tests will be conducted to provide an evaluation of concrete strength in accordance with this. Specification.
Whenever it appears that tests of the laboratory cured cylinders fail to meet the requirements set forth in this Specification, the OWNER/ENGINEER shall have the right, at the SJPPLIER'S expense, to order changes to the pro-.
portions of the mix to increase the strength.
3-12.3 The SUPPLIER shall reimburse the OWNER for the cost of removing and re-placing defective concrete including the costs of forming, form removal, reinforcing steel, embedments, and all other related WORK and materials when and if the defective concrete is the fault of the SUPPLIER.
(
GILBERT ASSOCIATES, INC.
I1-7 II
PITTSKUGI TESIN LABORATORY.
QLIMIT CONTROL. PROCEDUMS FOR PLIXEMENT.OF STRUCTURAL CONCRETE QUALITY CONTROL PROCEDO
, NO.
MPATLIO "SPECIFICATIOIS PLACEMENT OF STRUCTURAL cWhCRET GILBERT ASSOCIATES,-INC*
SP-5618 MY, 1969 E
(DWPLETY REVISED - OCT., 1972 Approved by:
" Otte:_
CRYSTAL RIVER - UNIT: NO. 3 FLORIDA POWER CORPOMTION 12/31/09 Directr G.
en. Cmtst FM 3.7 Exhibit 3 page 1 of 7
PTL Q-1O FM.3.7 Exhibit 3
- ct.,1972 page2of7
~
.M
.xi i
..I PITTSBURtGH TESTING LABORATORY QUAL ITY CONTROLý PROCEDURE FOR PLACEMENT OF STRUCTURAL CONCRETE Quality Control Porcedure P.T.L. No. 10 I.
GENERAL A. The Independent Testing Agency - Pittsburgh Testing Laboratory will perform the.first level quality control as given within the scope of test procedures.
The activities of Pittsburgh Testing Laboratory will be under the supervision-of the owners' project..
manager.
Pittsburgh Testing Laboratory shall act within themselves in matters relating to daily procedure activities.
B. Pittsburgh Testing Laboratory shall have sufficient personnel and equipment available at the project site in order to effectively, promptly and accurately carry out the routine duties prescribed within these procedures.
The personnel shall be authorized by the owners' project manager.
He shall also authorize any work
- .to be performed off-site by Pittsburgh Testing Laboratory.
C.,
Reports and Records-Reporting generated by Pittsburgh Testing Laboratory will be as required within the following specific procedures.
These reports shall be submitted to the owners' project manager and will become part of the Quality Control File.
D. Notification of each concrete placement shall be given to the
'Testing Laboratory.on day prior to placemnt which shall consist of a copy of the concrete placement check-out sheet (copy attached),
to make arrangements for necessary inspections and testing during placement.
Too hour notice can be made for special circumstances when proper arrangements can be made.
E, Pittsburgh Testing Laboratory shall review prior to placement to assure that completed concrete pour sheet is valid.
Deviations shall be noted on PittsburghTesting Laboratory summary-field report.
Pittsburgh Testing Laboratory inspector shall perform final sign off.
Pittsburgh Testing Laboratory inspector shallverify placement of embedded items including reinforcement.
Exact positioning of all embedded item except rebars shall be performed by J. A. Jones Construction Company.
-~--------...
FM 3.7 Exhibit 3 PTL-QIO 4t..2 1972 page 3 of 7 I1 I PROCEDURES A. Subgrade Inspection
- 1. Notification shall be given to the testing laborato.y prior to placing concrete on subgrade.
- 2.
Testing laboratory shall make following checks:
- a.
Subgrade compacted to density of 95% Minlmum Modified AMSHO Max. density unless other wise specified.
- b.
Subgrade thoroughly wetted - No frozen subgrade or organic and deleterious mterlals.
- c.
Concrete placed against rock-rock is carefully cleaned of all dirt and loose particles by air and orwater jetting and brooming - rock thoroughly wetted.
- d.
Vapor barrier, if required, shall be installed in accordance with specifications and drawings.
B. Field Testing at Construction Site,
- 1.
Testing laboratory inspectors shall inspect and test first load of concrete to the site: for compliance with Job specifications.
- 2.
The water-cement ratio shall be checked to verify it Is not been exceeded on each load.
- 3.
Slump tests will be taken every 10 cubic yards or every load of concrete placed.
Concrete exceeding the specified mxism I slump shall be rejected.
" 4.' Air content and temperature tests shall be: taken every SO50 cubic yards placed or more frequently. if found necessary.:
Concrete not in conformance with air and temperature requirements shall be rejected.
- 5. Test cylinders will be molded. cured, stored, capped and tested in accordance with.AST..C-31 and C39.
Four cylinders shall be cast for each 50 cubic yards or fraction thereof placed In any day.
Two cylinders shall be tested a' 7 days.
and two at 28 days.
One additional cylinder made for each set during cold weather concreting as defined by ACI or whenever requested.
- 6.
The concrete shall Slump tests may be with ASTM C 94 for be sampled in accordance with ASTH C-1 taken at other poin*s in accordance uniformity evaluation.
72.
62' "L Nr
FM 3.7 PTL-QIO page 4 of 7 g; 3.
IA Exhibit 3
- 7.
The field inspector shall check that the time of the concrete in the truck mixer does not exceed 1 1/2 hours after batching and that total revolutions do not exceed 300.
- 8.
The the a.
field inspector shall make: the necessary delivery slips which shall include:
'Time of concrete placement.
notations on
- b.
No. of revolutions.
C. Slump.
- d.
Temperature when tested.
- e.
Air content when tested.
- f.
Cylinder identifications when made.
- g.
Location of concrete placement.
- 9.
Collect and submit to FPC project manager all PTL concrete batch slips for each placement.
- 10.
Prepare reports of daily field concrete operations and testing which shall include:
- a.
Date
- b.
Location of placement
- c.
Class and amount of concrete placed
- d.
Numuer and identification of test cylinders Including.
air content and slump of said test batch.
- e.
Number of cu. yds. of concrete rejected and disposition..
- f.
Weather conditions.
g Tim of beginning and end of pour.
ihe Unusual conditions such as rejections or other pertinent remarks.
- i.
Results of other slump, air content, temperature, mixing date will be given on the batch slip for..
the respective placement.
FM.37 Exhibit 3 197.
pacge.5 of77
-,¶age 4 Ce., Field Placement Inspection
- 1. Testing laboratory inspectors shall perform the following Inspections and shall document this inspection on each placement.
(Sample inspection form attached.)
a.' Formwork for cleanlIness tight joints, form oiling and exposed edges chamfered.
- b.
Reinforcement for cleanliness, adequate securing and clearances to forms and subgrades.
- c.
Construction joint surfaces except as noted otherwise hereinafter shall be prepared for the placement of concrete there on by cleaning thoroughly with wire brushes, water under pressure, or by other means to remove all coatings, stains, debris, or other foreign material.
- d.
Horizontal and verticl1 construction joints in the reactor building cylinderical shell below 250'0 lmeel shall be prepared for receiving next pour by either sandblasting, air water Jet, bush hammering, or other means to remove all coatings, stains, debris or other foreign material.
The horizontal joints shall be dampened, then thoroughly covered with cement - sand mortar, of similar proportions in concrete, of approximately 1/2 inch thick and toncrete placed before Initial set of mortar.
Vertical joints shall be dampened before concreting.
- e.
Construction joint surface in the Ring Girder and Dow at and above 250'0 of the Reactor Bldg. are to be prepared by sandblasting to produce a clean rough surface and the applying an evenly distributed film of Colma Fix 8% adhesive.
- f.
Conveyance equipment in accordance with ACI 301 Chapter 8 and ASTH C94.
All transporting to point of deposit to be without segregation of concrete.
- g.
Concrete deposited in horizontal layer not exceeding 18 avoiding inclined joints with maxim. free fall of 3 feet.
Each layer vibrated together.
- h.
Placing of concrete shall not cause movement or damage to uteadded Items.
I.
Concrete vibrated adequately and concrete of proper workability to avoid seams or planes of weakness.
a,
,r L.
m
FM 3.7 Exhibit 3 -L.t.lO page 6 of 7 J. Vibrations adequate to thoroughly work aro.nd reinformmt.
embedded itins, corner, eliminating air or rock pockets.
omnycomting. pitting or planes.or MakM s$.s.
- k.
Admat*
e vibrators used at a minim frequency of 7000 rpo en immersed In conaete.
Do.
Curing
- 1.
Curing methods shall be In accord with AI-301 except.
that curing compound shall not be used on concrete of containment shell.
- 2. A curing log shall be set up to keep a record of mlK structure cured, methods and duration.
- 3.
The folloting c1t cks and documentation shall be mde by the testing laboratory inspectors:
- a.
Location of part of the structure placed.
- b.
Date of placement.
'c. Weather.
- d.
Curing of unformed surfaces - start ime-rat.ly aft".
final set.
- e.
Date forms removed.
- f.
Type of curing on formed and unf.omed surfmn.
- g.
Nmer of days of curing perfomd as como d to specified miimum per ACI-301.
- h.
Structure protected from stresses aid rtan or water during curing period..
- 4.
During cold weather concreting as defined by CI a dOtafled reort of each pIrt of structure cold wetlwr protectim and" curing shall be made as sham on attached saple rGe f=n'..
S. Concrete.finishes shall be inspected and nsticnble defects shell be reported.
E. Reports and Records C
IetedýrecOrds generated oe each phase e*emrat.d be.in shaIl be su*mitted to the Quality Engineer within mef following the activity.
0--f-7
S-1ivi 5.(t tzxflIcDII PTL-QlO t., 1972 ge 6
- 1.
Batch-delivery slips with field data included..
- 2. Concrete placement reporlt..
.3.
Concrete.curing report..
4.: Siinary of field tests and daily field concrete operations.
S. Laboratory
- 6.
Laboratory F. Deficiencies:
tests of aggregates.
test results of 28 day cylinders - Ioe. 7 day results to be reported with 28 day resultse.
Results of all tests and inspections that do not meet specification-requirements shall be immediately reported to the FPC project:,
manager and Quality Engineer.
Recomendations shall be made for remedial actions or measures required to bring the production..
within standard quality control and the limits of the engineering specifications.
Final recourse for.action shall be made by the.
FPC Project Manager.
J Attachments:
Cylinder Report Form FP-l Concrete Placement Form FP-4 Daily Concrete Curing and Form Removal Form FP-3 Daily Concreto Pour Record-Cold Weather Form FP-2 Field Report -,f each load Concrete surface defect form page 7 ýOf 7 FM 3.7 Exhibit 3 12/31/09
GILBT5ERT O.* C1 INC FM 3.7 Exhibit 10 RI*EAO.NG.
Page 1.°of1l Appendix. A Attachment #6a-March 6,1973 Mr. W. S. O'Brien, FPC-
- 7839 luclear Project Co-ordinator Florida ?o*.;er Corporation P. 0. 3ox 14042 St. Petersburg, Florida.33733 Li
-Re:. Concrete Acceptance Criteria Crystal liver Unit 03 Florida Power Corporation
'FPC File: :321-1B4.1
Dear Mr. O'Brien:
This is in reply to Mr. R. W. Buck's TeleCopy, BT-9-73, dated Harch 1, i
- 1973....
Previously, in reference to. letter, FPC f 7358, approval was given to
[accept slump tests made simultaneously vith strength samples at the
.,concrete pump discharge pipe, not to exceed 4:! slunp, and -at the truck, not more than 41/2'. sluMp. :F t that.
ýý e,,
"as esa h e* t a e
t at ti
.- *present design nix called for 7.50 bags of Ty-pe II Cement per batch.
Since the actual cement content in the production concrete was stated to be 8 bags, a slighlt change in the water centent'for slump control wil no sinificantly change the design
/rti.,sfnashet "same-conditions exist in future concrete deliveries, we have no objec-tion to apply the same acceptance criteria for slump.
.In reard to temperature, we suggest that every effort shall be made jto keep the concrete temperature as low* as possible..
However, we will accept 750 F temperature as a maximum criteria for acceptance of con-crete.
Keeping in Ln.ind th.nt we are approachinq the mcost complicated and critical construction phase, the "*ring girderr, we hope that this temperature criteria t'eiI be more of an exception rather than a steady occurrence.
N
ýVery truly yours, S. HI. Dobreff, Project Structural Engineer SND:b1 I cc:
W. S. O'Brien (2)
FM 3.7 Exhibit 9 Page 1 of 15 Cylinder Tests exterior wall-28 days Detail and Summary of 28 days Cylinder Tests for Containment Building qtrn 7275 7275 7275 RB Structure Summary:
Standard.Variation: 605.23 451 Samples Ave.'Fc:
5650 727550-2 Mix Summary:
Standard Variation: 541.071 200 Samples Ave. Fc:
5774 5072 641 1212 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2071 rn 550-2 641 132 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2071 C
5360 550-2 641 132 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2071 D
5550 550-2 641 132 EXTERIOR WALL BUTTRESS 3 -4, EQUIPMENT 2072 D
5750 550-2 641 132 EXTERIOR WALL BUTTRESS 3 -4, EQUIPMENT 2072 C
5040 50-2 641 132 EXTERIOR WALLBUTTRESS 3-4, EQUIPMENT 2073 D
5570 50-2 641 132 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2073 C
5130 50-2 641 132 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2074 C
5320 550-2r 641 132 EXTERIOR WALL BUTTRESSi3a4 EQUIPMENT 22074 D
5520 641 Pour Summary:
Standard Variation: 238.627 8 Samples Ave. Fr:
5405 727550-2 642 122 EXTERIOR WALL BUTTRESS 1 - 6, PERSONNEL 2077 D
5590 727550-2 642 122 EXTERIOR WALL BUTTRESS 1 -6, PERSONNEL 2077 C
5780 727550-2 642 122 EXTERIOR WALL BUTTRESS 1 - 6, PERSONNEL.
2078 C,
5500 727550-2 642 122 EXTERIOR WALL BUTTRESS 1 -6, PERSONNEL 2078 D
5340 642 Pour Summary:
Standard Variation: 183.553 4.Samples Ave. Fc:
5553 727550-2 666 160 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2117 C
5840 727550-2 666 160 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2117 D,
.5570 727550-2 666 160 EXTERIOR WALL BUTTRESS 3 - 4, EQUIPMENT 21178 C
5820 727550-2
- 666 160 EXTERIOR WALL BUTTRESS 3 - 4, EQUIPMENT 2118 D
5780 727550-2 666 160 EXTERIOR WALL BUTTRESS 3 - 4, EQUIPMENT 2119 C
5590 727550-2 666 160 EXTERIOR WALL BUTTRESS 3 - 4, EQUIPMENT 2119 D
5750 727550-2 666 160 EXTERIOR WALL BUTTRESS 3 - 4, EQUIPMENT 2120 C
5570 727550-2 666 160 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2120 D
5700 727550 666
'160 EXTERIOR WALL BUTTRESS 3 -4, EQUIPMENT 32121 D
520 727550
- 666 160 EXTERIOR WALL BUTTRESS 3 -4, EQUIPMENT 2121 D
530 727.550-2 666 160. EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2121 C
5430 727550-2 61666 160 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2122 C
5640 727550-2 666 160 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT.
2122 C
5710 727550-2 666.
160 EXTERIOR WALL BUTTRESS 3 - 4, EQUIPMENT 2123 D
5640 727550-2 666 160 EXTERIOR WALL BUTTRESS 3 - 4, EQUIPMENT 2123 C
5660
.727550-2 666 160 EXTERIOR WALL BUTTRESS 3-4, EQUIPMENT 2124 C
6170 727550-2 666 160 EXTERIOR WALL BUTTRESS 3 - 4, EQUIPMENT 2124 D5780 666 Pour Summary:
Standard Variation:
189.56 16 Samples Ave. Fc:
5686 727550-2 742 160 SECONDARY SHIELD WALL, SE QUADRANT 2224 C
5850 727550-2 742 160 SECONDARY SHIELD WALL, SE QUADRANT 2224 D
6420 742 Pour Summary:
Standard Variation: " 403.051 2 Samples Ave. Fc:
6135 727550-2 743
'240 EXTERIOR WALL BUTTRESS 3 - 4 2225 C
5470 727550-2 743.
240 EXTERIOR WALL BUTTRESS 3 4.
2225 D
5750 727550-2 743 240 EXTERIOR WALL BUTTRESS 3 -.4 2226 D
6230 727550-2 743 240 EXTERIOR WALL BUTTRESS 3 - 4 2226 C
5680 CR3 -ŽN.
Saturday, December 19, 2009 Page 1 of 15
FM 3.7 Exhibit 9 Page 2 of 15 Detail and Summary of 28 days Cylinder Tests for Containment Building Mi or Ee 4iDecri nf Cyinde A'A 7275 7275 7275 7275 7275 7275 7275 7275 7275 7275 7275 7275 7275 7275 7275 7275 727 7275 7275 727!
.727!
727!
.7275 727' 7275 7275 727!
727.
727.
727.
727 743 Pour Summary:
Standard Variation: 321.183
.4 Samples Ave. Fc:
5783 50-2 746 160 SECONDARY SHIELD WALL, NORTH.
2231 D
4630 50-2 746 1.60 SECONDARY SHIELD WALL, NORTH 2231 C
5520 746 Pour Summary::
Stanndard/ Variation: 629.325 2 Samples Ave. Fc:
5075 50-2
.747 250. EXTERIOR WALL BUTTRESS 3-4 4 2232 C
6740 50-2 747 250 EXTERIOR WALL BUTTRESS 3-4 2232 D
5640 50-2 747 250 EXTERIOR WALL BUTTRESS 3-4 2233 C
5780 50-2 747 250 EXTERIOR WALL BUTTRESS 3-.4 2233 D
5730 W50-2 747 250 EXTERIOR WALL BUTTRESS 3-.4 2234 D
5520 550-2
.747.
250 EXTERIOR WALL BUTTRESS 3-4 2234 C
5750 747 Pour Summary:
Standard Variation: 441.316 6 Samples Ave. Fc:
5860 50-2 753 160 SECONDARY SHIELD WALL& INCORE PIT "2239 C
"5870 550-2 753
. 160 SECONDARY SHIELD WALL & INCORE PIT 2239 D
6010 50-2 753 160 SECONDARY SHIELD WALL &INCORE PIT 2240 C
5220 50-2 753
.160 SECONDARY SHIELD WALL & INCORE PIT 2240 D
5680 50-2 753 160 SECONDARY SHIELD WALL& INCORE PIT 2241 D
5310 550-2 753 160 SECONDARY SHIELD WALL & INCORE PIT 2241 C
5310 50-2 753 160 SECONDARY SHIELD WALL & INCORE PIT 2242 C
5130 550-2 753 160 SECONDARY SHIELD WALL & INCORE PIT 2242 D
5130 753 Pour Summary:
Standard Variation: 346.E276 1D8 Samples Ave, Fc:
5458 550-2 754 160 SECONDARY SHIELD WALL, NW QUADRANT 2243 C
5470 550-2.
754 160 SECONDARY SHIELD WALL, NW QUADRANT 2243 D
5660 754 Pour Summary:
Standard Variation: 134.3502 2 Samples Ave. Fc:
5565 550-2 759 170 SECONDARY SHIELD WALL, SE QUADRANT 2249 C
6080 550-2 759 170 SECONDARY SHIELD WALL, SENQUADRANT 2249 D
5910 759 Pour Summary:
Standard Variation: 120.208 2 Samples Ave. Fc:
5956 550-2 765 170 SECONDARY SHIELD WALL, NE QUADRANT, 2257 C
5500 550-2 765 170 SECONDARY SHIELD WALL, NE QUADRANT 2257 D
5980 550-2 765 170 SECONDARY SHIELD WALL, NE QUADRANT
.2258 C
5750.
550-2 765 170 SECONDARY SHIELD WALL, NE QUADRANT 2258 D
5680 765 Pour Summary:
Standard Variation: 198.557 4Samples Ave. F:
5728 550-2 768.
170 SECONDARY SHIELD WALL, SE QUADRANT 2261 C
5130 550-2 768 170 SECONDARY SHIELD WALL, SE QUADRANT 2261 D
5240 768 Pour Summary:
Standard.Variation: 77.7817 2 Samples Ave. Fc:
5185 550-2 769 250 EXTERIOR WALL BUTTRESS 1 -6 2262 C
5840 550-2 769 250 EXTERIOR WALL BUTTRESS 1 - 6 2262 D
5480 550-2 769 250 EXTERIOR WALL BUTTRESS 1-6 2263 C
5310 550-2 769 250 EXTERIOR WALL BUTTRESS 1 - 6 2263 D
5680 769 Pour Summary:
Standard Variation: 231.283.
4 Samples Ave. Fc:
5578 cn I
-77A Ion (cc:trr ADV cli-l l r) 1IAI I KMi nII/AIIDAKIT 117n I
' 5310 JJU-*
CR3-, Of Saturday, December 19, 2009 Page 2 of 15
FM 3.7 Exhibit 9 Page 3 of 15 Detail and Summary of 28 days Cylinder Tests for Containment Building
.727550-2 774 180 SECONDARY SHIELD WALL, NE QUADRANT 2270 C
5730 727550-2 774 180 SECONDARY SHIELD WALL, NE QUADRANT 2271 D
5480 "t3"7~*"1"AT 10tn C{=flrlknfv EUlICI' f~l AI I MIE CM' AnlI*AkiT "11-1 C
r*4Rln 7275 7275 7275 7275 7275 7275 7275 7275 7275 7275 10VII'
.OU
.1E.AI'jLJCr%
T HILLU VVMiLL, IN4L.UMUiLRvi'MI-441 48 774 Pour Summary:
Standard Variation: 173.013 4 Samples.
Ave. Fc:
5500 50-2 776 131 CFT-1A ROOM NORTH WALL 2273 D
5700 50-2 776 131 CFT-1A ROOM NORTH WALL 2273 C
6070 776 Pour Summary:
Standard Variation:
261.63 2 Samples Ave. Fc:
5885 50-2 783 160 FUEL HANDLING CANAL NORTH WALL 2280 C
5640 50-2 783 160 FUEL HANDLING CANAL NORTH WALL 2280 D
5180 50-2 783 160 FUEL HANDLING CANAL NORTH WALL 2281 C
5680 50-2 783 160 FUEL HANDLING CANAL NORTH WALL 2281 D
783 Pour Summary:
Standard Variation: 234.663 4 Samples Ave. Fc:
5470 50-2 795 160 SECONDARY SHIELD WALL, SE QUADRANT 2290 C
6300 50-2 795 160 SECONDARY SHIELD WALL, SE QUADRANT.
2290 D
6120 550-2 795
- 160 SECONDARY SHIELD WALL, SE QUADRANT.
2291 C
5240 50-2 795 160 SECONDARY SHIELD WALL, SE QUADRANT 2291 5500 795 Pour Summary:
Standard Variation: 501.863 727550-2 727550-2
,727550-2 727550-2 797 797 797 797 170 170 170 170 FUEL HANDLING CANAL NORTH WALL FUEL HANDLING CANAL NORTH WALL FUEL HANDLING CANAL NORTH WALL FUEL HANDLING CANAL NORTH WALL 2295 2295 2297 2297 4 Samples Ave. Fc:
5790 C
5310 D
6720 C
6190.
D 6010 797 Pour Summary:
Standard Variation: 582.373 4 Samples Ave. Fc:
6058 727550-2 805 160 FUEL HANDLING CANAL SOUTH & WEST WALL 2303 D
5660 727550-2 805 160 FUEL HANDLING CANAL SOUTH & WEST WALL 2303 C
5340 727550-2 805 160 FUEL HANDLING CANAL SOUTH & WEST WALL 2304 D
5320 727550-2.
805 160 FUEL HANDLING CANAL SOUTH & WEST WALL 2304 C
5360 805 Pour Summary:
Standard Variation: 160.831 4 Samples Ave. Fc:
5420 727550-2 810 109 RETAINING WALL, SW...
2308 0
5480 727550-2 810 109 RETAINING WALL, SW 2308 C
5480 810 Pour Summary:
Standard Variation:
0 2 Samples Ave. Fc:
5480 727550-2 727550-2 727550-2 727550-2 813 813 813 813 180 FUEL HANDLING CANAL NORTH WALL 180 FUEL HANDLING CANAL NORTH WALL 180 FUEL HANDLING CANAL NORTH WALL 180 FUEL HANDLING CANAL NORTH WALL 2312 2312 2313 2313 C
D C
D 6010 5480 5480 6040 813 Pour Summary:
Standard Variation: 314.894 4 Samples Ave. Fc:
5753 727550-2 727550-2 815 815 131 SOUTH WALL CFT-1A ROOM 131 SOUTH WALL CFT-1A ROOM 2315 D
2315 C
5310 5340 815 Pour Summary:
.Standard Variation: 21.2132 727550-2 727550-2 817 817 170 SECONDARY SHIELD WALL, SW QUADRANT 170 SECONDARY SHIELD WALL, SW QUADRANT 2 Samples Ave. Fc:
5325 2317 C
5660 2317 D
6310 CR3 -N, Saturday, December 19, 2009 Page 3 of 15
FM ý3.7 Exhibit 9 Page 4 of 15.
Detail and Summary of 28 days Cylinder Tests for Containment Building mi Pour
- le Deu o
Cylinder.A 5940 727550-2
.817 170 SECONDARY SHIELD WALL, SW QUADRANT 2318 C
7275 7275 7275 7275 7275 7275 7275 50-2 817 170 SECONDARY SHIELD WALL, SW QUADRANT 2318 D
5960 817 Pour Summary:
Standard Variation: 266.255.
4 Samples Ave. Fc:
5968 50-2 820 135. CFT-1A ROOM SLAB & WALL.
2321 C
5570 50-2 820 135 CFT-lA ROOM SLAB & WALL.
2321 D
5610 820 Pour Summary:
Standard Variation: 28.2843
.2 Samples Ave. Fc:
5590 50-2 821 118 RETAINING WALL, SW 2322 C
6190 50-2 821 118 RETAINING WALL, SW 2322 D
6350 821 Pour Summary:
Standard Variation: 113.137 2 Samples Ave. Fc:
6270 50-2 825 255 RING GIRDER, BUTTRESS 6 2329 C
6540 50-2 825 255 RING GIRDER, BUTTRESS 6 2329 D
6370 825 Pour Summary:
Sta.ndard Variation: 120.208 2 Samples Ave. Fc:
6455 727550-2 727550-2 826 826 255 RING GIRDER, BUTTRESS 4 255 RING GIRDER, BUTTRESS 4 2330 C
2330 D
4700 4930
.826 Pour Summary:
Standard Variation: 162.635 727550-2 727550-2 727550-2.
727550-2 827 827 827 827 180 SECONDARY SHIELD WALL, SW QUADRANT 180 SECONDARY SHIELD WALL, SW QUADRANT 180 SECONDARY SHIELD WALL, SW QUADRANT 180 SECONDARY SHIELD WALL, SW QUADRANT 2331 2331 2332 2332 2 Samples Ave. Fc; 4815
- C 5660 D
5520 C
5590 D.
5660 7275 7275 827 Pour Summary:
Standard Variation: 67.0199
- 4. Samples.
Ave. Fc:
5608 550-2 828 115 RETAINING WALL, SW 2335 0
5710 50-2 828 115 RETAINING WALL, SW 2335 C
5710 828:
.727550-2 727550-2 Pour Summary:
Standard Variation:
0 2 samples Ave. Fc:
829 829 255 RING GIRDER, BUTTRESS 2 255 RING GIRDER, BUTTRESS 2 2333 0
2333 C
5710 5310 5940 829 Pour Summary:
Standard Variation: 445.477 727550-2 727550-2 830 830 143 CFT-1A ROOM WALLS 143 CFT-1A ROOM WALLS 2 Samples.
Ave.'Fc:
5625 2334 D
6190 2334 C
- 5660, 830.
Pour Summary:
Standard Variation: 374.767 727550-2 727550-2 727550-2 727550-2 841 841 841 841 170 FUEL HANDLING CANAL SOUTH WALL 170 FUEL HANDLING CANAL SOUTH WALL 170 FUEL HANDLING CANAL SOUTH WALL 170 FUEL HANDLING CANAL SOUTH WALL 2349 2349 2350 2350 2 Samples C
D D
C Ave. Fc:
5925 6370 6380 6080 6300 841 Pour Summary:
Standard Variation: 139.613 4 Samples Ave. Fc:
6283 727550-2 727550-2 843 843 172 SECONDARY SHIELD WALL, NW QUADRANT 172 SECONDARY SHIELD WALL, NW QUADRANT 2351 C
2351 D
6010 6230 843-Pour Summary:
Standard Variation:
155.563 727550-2 727550-2 844 844 180 SECONDARY SHIELDWALL, NW QUADRANT 180 SECONDARY. SHIELD WALL, NW QUADRANT 2 Samples Ave. Fc:
6120 2352 D
6560 2352 C
6310 CR3 Saturday, December 19, 2009 Page 4 of 15
FM 3.7 Exhibit 9 Page. 5 of 15 Detail and Summary of 28 days Cylinder Tests for Containment Building 844 Pour Summary:.
Standard Variation: 176.777 2 samples Ave. Fc:
6435 727550-2 846 180 FUEL HANDLING CANAL, SOUTH WALL 2354 C
.6560 72755-2 846 1.80 FUELHANDLINGCANAL, SOUTH WALL 2354 D
6540.
727550-2 846 180 FUEL HANDLING CANAL, SOUTH WALL 2355 D
5660 727550-2 i 846 180 FUEL HANDLING.CANAL, SOUTH WALL 2355 C
578 846 Pour Summary:
Standard Variation: 481.768 4 Samples Ave. Fc:
6135 727550-2 853 160 EL 160 FLOOR SLABNW 2361 D
6560 72755072 853.
160 EL 160 FLOOR SLAB, NW 2361 C
6190" 727550-2 853 160 EL 160 FLOOR SLAB, NW 2362 D *5660 727550-2 853 160 EL 160 FLOOR SLAB; NW 2362 C
5840 853 Pour Summary:
Standard Variation: 398.026 4 Samples Ave. Fc:
6063 727550-2 865 206 ELEVATOR SHAFT 2382 D
5480 727550-2 865 206 ELEVATOR SHAFT 2382 C
5500 865 Pour Summary:
Standard Variation: 14.1421 2 Samples Ave. Fc:
5490 727550-2 727550-2 946 267 RING GIRDER; 0 - 60 DEGREES 946 267 RING GIRDER; 0 - 60 DEGREES 2509 C
2509 D
5550 5540 727' 727 727' 727' 727' 727' 7275 727' 727' 7275 7275 7275 7275 7275 7275 727 946 Pour Summary:
Standard Variation: 7.07107 2 Samples Ave. Fc:
5545 550-2 951 267 RING GIRDER; 180- 240 DEGREES 2519 D
6170 550-2 951 267 RING GIRDER; 180- 240 DEGREES 2519 C
6260 951 Pour Summary:
Standard Variation: 63.6396 2 Samples Ave. Fc:
6215 550-2 953 267 RING GIRDER; 0 - 300 DEGREES 2521 D
6770 550-2 953 267 RING GIRDER; 0 - 300 DEGREES 2521 C
6930 953 Pour Summary:
Standard Variation: 113.137 2 Samples Ave. Fc:
6850 550-2 954 267 RING GIRDER; 60 - 120 DEGREES 2522 C
5700 550-2 954 267 RING GIRDER; 60 - 120 DEGREES 2522 D
5770 954 Pour Summary:
Standard Variation:. 49.4975 2 Samples Ave. Fc:
5735 550-2 974 270 RING GIRDER; 90 - 150 DEGREES 2560 C
6370.
550-2 974 270 RING GIRDER;90 - 150 DEGREES 2560 D
5280 974 Pour Summary:.
Standard Variation: 770.746 2 Samples Ave. Fc:
5825 550-2 976 DOME POUR G1, AZ 45 - 135 2579 C
6560 550-2 976 DOME POUR G1, AZ 45 - 135 2579 D
6190 550-2 976 DOME POUR G1, AZ 45 - 135 2580 D
6030 550-2 976 DOME POUR G1, AZ 45 -135 2580 C
6470 976 Pour Summary:
Standard Variation: 245.544 4 Samples Ave. Fc:
6313 550-2.
978 DOME POUR G1, AZ 225 - 315 2586 C
6330 550-2 978 DOME POUR G1, AZ 225 - 315 2586 D
6690 978 550-2 550-2 Pour Summary:
980 980 Standard Variaton: 254.558 DOME POUR G2, AZ 135 - 225 DOME POUR G2, AZ 135 - 225 2 Samples 2595 C
2595 D
Ave. Fc:
6510 4600 5910 CR3 -
Saturday, December 19, 2009
. Page 5 of 15
J FFM,3.7*Exhibit 9 Page 6 of 15 Detail and Summary of 28 days Cylinder Tests for Containment Building
.7275 7275 7275
- 7275 "7275 7275 7275 7275 980 Pour Summary:.:
Standard Variation:
926.31 2 Samples Ave. Fc:.
5255
.50-2 981.
DOME POUR G2, AZ315-45 2598 D
6010
.50-2_
981 DOME POUR G2, AZ 315-45 2598 C.
5550 981 Pour Summary:'..
Standard Variation: 325.269 2 Samples Ave. 1W
-5780 50-2 983 DOME POURH3, AZ180-270 2610 C
5270 50-2 983 DOME.POURH3, AZ180270 2610.
D 5680 50-2.:.
983 DOME POUR H3, AZ 180-270.,
2612 D
D 4630-550-2 983 DOME POURH3, AZ180-270 2612 C-4830 983 Pour Summary:
Standard Variation:, 468.713 4 Samples Ave. Fc:
5103 50-2 5072
- 987 987
- DOME POUR H4, AZ 90 -.180 DOME POUR H4, AZ 90- 180 2628 "
C 2628 D
6030 4930 987 Pour Summary:.
Standard Variation: 777.817 2 Samples Ave. Fc:
5480 727550-2 988 DOME POUR H4, AZ 270-360 2629 D
5320 727550-21 988 DOME POUR H4, AZ 270- 360 2629 C
5800 988 Pour Summary:
Standard Variation: 339.411
- 2. Samples Ave. Fc:
5560 727550-2 994 269 DOME POUR R2, AZ 70-160 2652 C
5310 727550-.2 994
,269 DOME POUR R2, AZ 70 -160 2652 D
4790 727550-2 994 269 DOME POUR R2, AZ 70- 160 2653 C
4880 727550-2 994 269 DOME POUR R2, AZ 70-160 2653 D
4780 994 Pour Summary:
Standard Variation:
250.732 4 Samples
'Ave. Fc:
4940 727550-2 996 269 DOME POUR R2, AZ 250-340 2666 C
4920 727550-2 996 269 DOME POUR R2, AZ 250-340 2666 D
5040 727550-2 996 269 DOME POUR R2, AZ 250.- 340 2667 C
5180 727550-2
.996 269 DOME POUR R2, AZ 250- 340 2667 D
4970 996 Pour Summary:
StandardVariation:
112.953 4 Samples Ave. Fc:
5028 727550-2
. 998 269 DOMEPOURR1,AZ160-250 2684 C
5090 727550-2 998 269 DOME POUR R1, AZ 160- 250 2684 D
4560 727550-2 998 269 DOME POUR R1, AZ 160 -250 2685 C
5360 727550-2 998 269 DOME POUR R1, AZ 160-250 2685 D
4900 998 Pour Summary:
Standard Variation: 336.291 4 Samples Ave. Fc:
4978 727550-2 727550-2 999.
999 269 DOME POUR R1, AZ 340 -.70 269 DOME POUR R1, AZ 340-70 2686
'D 2686 C
4810 4950
.999 Pour Summary:
Standard Variation: 98.9949 727550-2 727550-2 727550-2 727550-2 1012 1012 1012 1012 DOME POUR P12 DOME POUR P12 DOME POUR P12 DOME POUR P12
- 2885 2885 2886 2886 2 Samples Ave. Fc:
4880 C
6560 D
6670 D
5910 C
6230 1012 Pour Summary:
Standard Variation: 343.645 727550-2 727550-2
.1045 118 EQUIP HATCH SHIELD FLOOR SLAB 1045 *.
118 EQUIP HATCH SHIELD FLOOR SLAB 4 Samples Ave. Fc:
6343 3080 C
6630 3080 D
6610 CR3 -YR' Saturday, December 19, 2009
.Page 6 of 15
FM 3.7 Exhibit 9 Page.7 of 15 Detail and Summary of 28 days Cylinder Tests for Containment Building M7 i
.Po5ur 0 1e U
DT rip Cylinder A
LD 727550-2 1045 118 EQUIP HATCH SHIELD FLOOR SLAB 3081 D
6580.
727550-2 1045 118 EQUIP HATCH SHIELD FLOOR SLAB 3081 C
7000-727550-2 1045 11 EQUIP HATCH SHIELD FLOOR SLAB
..3082 D
6510
'717t~n I inAcý i11 rr.IIIDLATf'LJ &4iP fl 1 Ci)P4Z Ag 3082 C
6670' 727!
7275 7275
.727' 7275
.7275 727' 1045 Pour Summary:
Standard Variation:
171.891 6 Samples Ave. Fc:
6667 550-2 1047 EQUIP HATCH SHIELD SLAB & EAST WALL 3083 C
6210 550-2 1047 EQUIP HATCH SHIELD SLAB & EAST WALL 3083 D
6790 1047 Pour Summary:
Standard Variation: 410.122 2 Samples Ave. Fc:
6500 550-2 1052 129 EQUIP HATCH SHIELD WALL & ROOF 3086 D
6840 550-2 1052 129 EQUIP HATCH SHIELD WALL & ROOF 3086 C
6760 550-2 1052 129 EQUIP HATCH SHIELD WALL & ROOF 3087 D
6260 550-2 1052 129 EQUIP HATCH SHIELD WALL & ROOF 3087 C
6000 1052 Pour Summary:
Standard Variation: 402.451 4 Samples Ave. Fc:
6465 550-2 1062 146 EQUIP HATCH SHIELD WEST WALL 3090 C
6350 550-2 1062 146 EQUIP HATCH SHIELD WEST WALL 3090 D
6670 1062 Pour Summary:
Standard Variation: 226.274 2 Samples Ave. Fc:
6510 550-2 1069 149 EQUIP HATCH SHIELD ROOF 3094 D
7150 550-2 1069 149 EQUIP HATCH SHIELD ROOF 3094 C
7090 550-2 1069 149 EQUIP HATCH SHIELD ROOF 3095 D
6140 550-2 1069 149 EQUIP HATCH SHIELD ROOF 3095 C
5860 1069 Pour Summary:
Standard Variation: 657.115 4 Samples Ave. Fc:
6560 550-2 1089 EQUIP HATCH SHIELD REMOVABLE WALL SEC 3110 C
6210 550-2 1089 EQUIP HATCH SHIELD REMOVABLE WALL SEC 3110 D
6470 1089 Pour Summary:
StandardVariation:
183.848 2 Samples Ave. F1:
6340
- 3M 7275 727!
727!
727!
7275
.7275 727550-2 Mix Summary:
DM-5 Mix Su 93ýry, DMV-5 51 93 DM-5 51 93 DM-5 51 93 DM-5 51 93 DM-5 51 93 DM-5 51 93 DM-5 51 93 DM-5 51 93 DM-5 51 93 DM-5 51 93
.DM-5 51 93 DM-5 51 93 DM-5 51 93 DM-5 51 93 DMV-5 51 93 RB6A RB6A RB6A RB6A RB6A RB6A RB6A RB6A RB6A RB6A RB6A RB6A RB6A RB6A RB6A Standard Variation: 541.071 200 Samples Standard Variation: 508.316 239 Samples 731 D
731 C
732 D
732 C
I m
.733 733 734 734 735 735 736 736 737 737 738 D
C C
D D
C C
D.
D C
D Ave. Fc:
5774 Ave. 1k:
5640 5390 5360 5520 5470 4850 4880 4990 5060 5160 4920 4670 4760 4790 4740 5590 S
CR3 -4J Saturday, December 19, 2009 Page 7 of 15
FM 3.7 Exhibit 9 Page 8 of 15.
Detail and Summary of 28 days Cylinder Tests for Containment Building.
DM-5 51 93 RB6A 738ý,
C 5240 DM-5 51 93 RB6A 739 C
5340 DM-5
.51 93 RB6A 739 D
5240 DM-5 51
.93 RB6A
.740 0
4920 DM-5 51 93 RB6A 740 C
4920 DM-5 51 93 RB6A" 741 0
5130 DM551 93-RB6A.
741:
C50 DM-5 51 93 RB6A 742 C
4530 DM-5 51 93 RB6A 742 D
5010 DM-5 51 93 RB6A 743 C
5340 DM-5 51 93 RB6A 743 D
5220 DM-5 51 93 RB6A 744 0
4880 DM-5 51 93 RB6A 744.
C 4930 DDM-5 51 93 RB6A 745 D
5480 DM-5 51 93 RB6A
.745 C
5340 DM-5 51 93 RB6A 746 D
5240 DM-5 51 93 RB6A 746 C
5130 DM-5 51 93 RB6A 747 C
5480 DM-5 51 93 RB6A 747 D
5390 DM-5 51 93 RB6A 748 C
5780 DM-5 51 93 RB6A 748 D
5870 51 Pour Summary:
Standard Variation: 312.748
.36 Saples Ave. Fc:
5160 DM-5 184 103 SECONDARY SHIELD& LETDOWN HX WALLS 1226 D
5040 DM-5 184 103 SECONDARY SHIELD &.LETDOWN HX WALLS 1226 C
4990 DM-5 184 103 SECONDARY SHIELD & LETDOWN HX WALLS 1228 C
6030 DM-5.
184 103 SECONDARY SHIELD & LETDOWN HX WALLS
-1228.
D 59'l~
184 Pour Summary:
Standard Variation:
561.605 4 Samples Ave.
c:
5500
- DM-5 219 114 SECONDARY SHIELD WALL & LETDOWN HX WA 1291 D
5870 DM-5 219 114 SECONDARY SHIELD WALL & LETDOWN HX WA 1291 C
5870 DM-5 219 114 SECONDARY SHIELD WALL & LETDOWN WA 1292 C
5730 219 Pour Summary:
Standard Variation:.,80.8290.
3 Samples Ave. Fc:
5823 DM-5 276 120 EXTERIOR WALL BUTTRESS 1 -2 14.37 C
5360 DM-5 276 6 120 EXTERIOR WALL, BUTTRESST 1 -2 1437 D
5200 DM-5 276 120 -
OEXTERIOR WALL BUTTRESSo1 - 2 1438 D
5480 DM-5 276 120 EXTERIOR WALL BUTTRESS 1 - 2 1438 C
5480 DM-DM-DM-DMW 276 Pour Summary:
Standard Variation: 132.665 4 Samples Ave. Fc:
5380 5
281 120 EXTERIOR WALL BUTTRESS 5 6 1443 D
6370 5
281 120 EXTERIOR WALL BUTTRESS 5-6 1443 C
5180 5
.. 281
.120 EXTERIOR WALL BUTTRESS 5-6 1444 D
5080 5
281.
120 EXTERIOR WALL BUTTRESS.5 -6 1444 C
5020 281 Pour Summary:
Standard Variation: 641.736 4 Samples Ave. Fc:
5413 CR3 -XPIi Saturday, December 19, 2009 Page 8 of 15
FM 3.7 Exhibit 9 Page9of.15 Detail and Summary of 28 days Cylinder Tests for Containment Building DM-5 282 120 EXTERIOR WALL BUTTRESS 4-- 5
- 1445, C
.6280 DM-5 282 120 EXTERIOR WALL BUTTRESS 4-5 1445 0
6050 DM-5 282 120 EXTERIOR WALL BUTTRESS 4-5 1446 0D 5610 DM-5 282 120 EXTERIOR WALL BUTTRESS 4-5 1446 C
5660 282.
Pour Summary:
Standard Variation: 320.728 4 Samples Ave. Fc:
5900 DM-5 290 130 EXTERIOR WALL BUTTRESS 2-3
.. 1459 D
6600 DM-5 290 130 EXTERIOR WALL BUTTRESS 2:- 3 1459 C
6350 DM-51 290 130 EXTERIOR WALL BUTTRESS 2-3 1460 D
5590 DM-5
.290 130 EXTERIOR WALL BUTTRESS 2-3
.1460 C
5480 290 Pour Summary:
Standard Variation: 554.046 4 Samples Ave. Fc:
6005 DM-DM-DM-OM-DM-DM-DM-DM-5 5..
5 5
296 296 296 296 120 120 120 120 EXTERIOR WALL BUTTRESS 1 -.6 EXTERIOR WALL BUTTRESS 1 -.
EXTERIOR WALL BUTTRESS 1.- 6 EXTERIOR WALL BUTTRESS 1-6 1485 1485 1486 1486 C
D D
C 5130 6010 6370
.5470 296 Pour Summary:
Standard Variation: 552.178 4 Samples Ave. Fc:
5745 5
300 130 EXTERIOR WALL BUTTRESS 1 -2 1487 C
5910 5
300 130 EXTERIOR WALL BUTTRESS 1 -.2 1487 D
5590 5
300 130 EXTERIOR WALL BUTTRESS 1 - 2 1488 D
6300 5
300 130 EXTERIOR WALL BUTTRESS 1 r2 1488 C
5380 300 Pour Summary:
Standard Variation: 401.040 4 Samples Ave. Fc:
5795 DM-5 DM-5 DM-5 DM-5 305 305 130 305 130 305 130 305 130 Pour Summary:
EXTERIOR WALL BUTTRESS 5-6 EXTERIOR WALL BUTTRESS 5 - 6 EXTERIOR WALL BUTTRESS 5 - 6 EXTERIOR WALL BUTTRESS 5 - 6 Standard Variation: 123.693 1497 1497 1498 1498 C
D C
D 4 Samples C
D D
C 6770 6510 6650 6770 Ave. Fc:
6675 5800 5850 5570 5430 DM-DM-DM-DM-DM-DM-DM-DM-DM-DM-DM-DM-5 5
5 5
310 310.
310 310 130 130 130 130 EXTERIOR WALL BUTTRESS 4-5 EXTERIOR WALL BUTTRESS 4-5 EXTERIOR WALL BUTTRESS 4 -5 EXTERIOR WALL BUTTRESS 4-5 1504 1504 1505 1505 310 Pour Summary:
Standard Variation-197.21 4 Samples Ave.
C:
5663 5
325 140 EXTERIOR WALL BUTTRESS 5-6 1525 D
5680 5
325 140 EXTERIOR WALL BUTTRESS 5 - 6 1525 C
5660 5
325 140 EXTERIOR WALL BUTTRESS 5 - 6 1526 C
6190 5
325 140 EXTERIOR WALL BUTTRESS 5 - 6 1526 D
6190 325 Pour Summary:
Standard Variation: 300.333 4 Samples Ave. Fc:
5930 5
349 109 RETAINING WALL 1561 D
5910 5
349 109 RETAINING WALL 1561 C
6100 5
349 109 RETAINING WALL 1562 C
6170 5
349 109 RETAINING WALL 1562 D
6050 349 Pour Summary:
Standard Variation:
109.962 4 Samples Ave. Fc:
6058 CR3 -.
. Saturday, December 19, 2009 Page 9 of 15
FFM 3.7 Exhibit 9 Page 10 of 15 Detail and Summary of 28 days Cylinder Tests for Containment Building DM-5 350 109 RETAINING WALL 1563 D
6120 DM-5 350 109 RETAINING WALL 1563 C
5820 350 Pour Summary:
Standard Variation: 212.132 2 Samples Ave. Fc:
5970 DM-5 DM-5 361 361 103 INCORE ROOM ENTRANCE WALLS 103 INCORE ROOM ENTRANCE WALLS 1576 C
1576 D
5940 5480 361 Pour Summary:
Standard Variation: 325.269 2 Samples Ave. Fc:
5710 DM-5 DM-5 DM-5 DM-5 364 DM-5 DM-5 DM-5 DM-5 364 364 364 364 140 140 140 140 EXTERIOR WALL BUTTRESS 2 - 3 EXTERIOR WALL BUTTRESS 2-3 EXTERIOR WALL BUTTRESS 2 - 3 EXTERIOR WALL BUTTRESS 2 - 3 1579 1579 1580 1580 D
C D
C Pour Summary:
Standard Variation: 215.019 367 367 367 367 170 170 170 170 EXTERIOR WALL BUTTRESS 1 - 2 EXTERIOR WALL BUTTRESS 1 - 2 EXTERIOR WALL BUTTRESS 1 - 2 EXTERIOR WALL BUTTRESS 1 - 2 1582 1582 1583 1583 4 Samples C
D C
D 5520 5320 5680 5820 Ave. Fc:
5585 6650 6240 6300 6190 DM-DM-DM-DM-DM-DM-367 Pour Summary:
Standard Variation: 208.247 4 Samples Ave. Fc:
6345 5
379 107 INCORE ROOM ENTRANCE 1600 C
5700 5
379 107 INCORE ROOM ENTRANCE 1600 D
5750 379 Pour Summary:
Standard Variation: 35.3553 2 Samples Ave. Fc:
5725 5
385 103 SECONDARY SHIELD WALL, SE QUADRANT 1613 D
5390 5
385 103 SECONDARY SHIELD WALL, SE QUADRANT 1613 C
6230 5
385 103 SECONDARY SHIELD WALL, SE QUADRANT 1614 C
6000 5
385 103 SECONDARY SHIELD WALL, SE QUADRANT 1614 D
5520 385 Pour Summary:
Standard Variation: 396.022 4 Samples Ave. Fc:
5785 DM-5 DM-5 395 395 103 SECONDARY SHIELD WALL, NE QUADRANT 103 SECONDARY SHIELD WALL, NE QUADRANT 1630 C
1630 D
5250 5520 395 Pour Summary:
Standard Variation: 190.919 2 Samples Ave. Fc:
5385 DM-5 DM-5 DM-5 DM-5 415 415 415 415 200 EXTERIOR WALL BUTTRESS 2 - 3 200 EXTERIOR WALL BUTTRESS 2 - 3 200 EXTERIOR WALL BUTTRESS 2-3 200 EXTERIOR WALL BUTTRESS 2-3 1655 1655 1656 1656 C
D D
C 5540 5480 5610 5570 415 Pour Summary:
Standard Variation: 54.7723 DM-5 DM-5 DM-5 DM-5 417 417 417 417 114 114 114 114 SECONDARY SHIELD WALL, SE QUADRANT SECONDARY SHIELD WALL, SE QUADRANT SECONDARY SHIELD WALL, SE QUADRANT SECONDARY SHIELD WALL, SE QUADRANT 1660 1660 1661 1661 4 Samples Ave. Fc:.
5550 C
4950 D
5480 D
5060 C
5280 417 Pour Summary:
Standard Variation: 235.708 4 Samples Ave. Fc:
5193 DM-5 DM-5 DM-5 442 442 442 114 114 114 SECONDARY SHIELD WALL, NE QUADRANT SECONDARY SHIELD WALL, NE QUADRANT SECONDARY SHIELD WALL, NE QUADRANT 1706 1706 1707 C
D D
5750 6190 5430 CR3-*
Saturday, December 19, 2009 Page 10 of 15
FM 3.7 Exhibit 9 Pago of.5 Detail and Summary of 28 days Cylinder Tests for Containment Building Pour t
DM-5.
- 442 DM-5 DM-5 DM-5 DM-5
- 450 Pot 442
.114 SECONDARY SHIELD WALL, NE QUADRANT irSummary:
Standard Variatiron: 339.546 1707
ý C 5520 4 Samples Ave. Fc:
5723 450 103 450 103 450 103 450 103 Pour Summary:.
SECONDARY SHIELD WALL, SW QUADRANT.
SECONDARY SHIELDWALL, SW QUADRANT SECONDARY SHIELD WALL, SW QUADRANT SECONDARY SHIELD WALL, SW QUADRANT Standard Variation: 274.393 1708 1708 1709 1709
-D C.
4 Samples.
6150 6130 5840 5570 Ave. Fc:
5923 DM-5 DM-5 DM-5 DM-5.
DM-5 DM-5 DM-5 *
- 461 461 461 461 461 461 461 114 114.
114 114 114 114.
114 PRIMARY SHIELD WALL PRIMARY SHIELD WALL PR!MARY. SHIELD WALL PRIMARY SHIELD WALL PRIMARY SHIELD WALL PRIMARY SHIELD WALL PRIMARY SHIELD WALL 1733 1733 1734 1734.
1735 1735 1736 D
c D
.C D
c
.D 5520 5640.
5750 5090 5980 5520 6100 DM-DM-DM-DM-DM-DM-DM-DM-DM-DM-DM-DM-DM-5 461 114 PRIMARY SHIELD WALL 1736 C
5680 461 Pour Summary:
Standard Variation: 309.146 8 Samples Ave. Fc:
5660 5
477 103 SECONDARY SHIELD WALL, NW QUADRANT
. 1821 C
5750 5
477 103 SECONDARY SHIELD WALL,.NW QUADRANT 1821 D
5660 5
477 103. SECONDARY SHIELD WALL, NW QUADRANT 1822 C
5310 5
477 103 SECONDARY SHIELD WALL, NW QUADRANT 1822 D
4780 5
477 103 SECONDARY SHIELD WALL, NW QUADRANT 1823 D
5130 5
477 103 SECONDARY SHIELD WALL, NW QUADRANT 1823 C
5130 477 Pour Summary' Standard Variation: 363.355 6 Samples Ave. Fc:
5293 5
478 114 SECONDARY SHIELD WALL, SW QUADRANT 1824 C
5660 5
478 114 SECONDARY SHIELD WALL, SW QUADRANT 1824 D
5590 5
478 114 SECONDARY SHIELD WALL, SW QUADRANT 1825 D
5310 5
478
.114 SECONDARY SHIELD WALL, SW QUADRANT 1825 C
5240 478 Pour Summary:
Standard Variation: 206.074 4 samples Ave. Fc:
5450 5
482.
123 SECONDARY SHIELD WALL, SE QUADRANT 1846 C
4850 5
482 123 SECONDARY SHIELD WALL, SE QUADRANT 1846 D
5150 482 Pour Summr 483 483 iary:
Standard Variation: 212.132 123 SECONDARY SHIELD WALL, NE QUADRANT 123. SECONDARY SHIELD WALL, NE QUADRANT 2 Samples 1847 C
1847 D
Ave. Fc:
5000 5310 5610 DM-5 DM-5 DM-DM-483 Pour Summary:
Standard Variation: 212.132 2 Samples Ave. Fc:
5460
-5 484 123 SECONDARY SHIELD WALL, EAST SIDE 1848 C
- 4860 5
484 123 SECONDARY SHIELD WALL, EAST SIDE 1848 D
5040 484 Pour Summary:
Standard Variation: 127.279 2 Samples Ave. Fc:
4950 DM-5 DM-5 488 488 118 PRIMARY SHIELD WALL 118 PRIMARY SHIELD WALL 1853 D
1853 C
5340 5360 488 Pour Summary:
Standard Variation: 14.1421 2 Samples Ave. Fc:
5350 CR3 -
S saturday,.December 19, 2009 Page 11 of 15
FM 3.7 Exhibit 9 Page 12 of 15, Detail and Summary of 28 days Cylinder Tests for Containment Building DM-5 492
,122 PRIMARY SHIELD WALL 1858 5250 DM-5 492.
122 PRIMARY SHIELD. WALL 1858 D
5340 DM-5 492 122 PRIMARY SHIELD WALL 1859 C
5520 DM-5
- 492.
122 PRIMARY SHIELD WALL 1859 D%
5040
- DM-DM-DM-DM-DM-DM-492 Pour Summary:
Standard Variation: 199.562 4 Samples Ave. Fc:
5288 5
495
.114 SECONDARY SHIELD WALL, NW QUADRANT 1877.
C 4970 5
495 114 SECONDARY SHIELD WALL, NW QUADRANT
.i877 D
5570 5
495 114 SECONDARY SHIELD WALL, NW QUADRANT 1878 C
4970 5
495
- 114 SECONDARY SHIELD.WALL, NW QUADRANT..:
1878 D
5570 5
495 114 SECONDARY SHIELD WALL, NW QUADRANT i879 D
5520 5
495 114 SECONDARY SHIELD WALL, NW QUADRANT 1879 C
5310 495 Pour Summary:
Standard Variation: 286.386 6 Samples Ave. Fc:
5318 DM-5 DM-5 498 498 115 NORTH WALL INCORE INSTR PIT 115 NORTH WALL INCORE INSTR PIT 1883 C
1883 D
6190 6120 498 Pour Summary:
Standard Variation: 49.4975 2 Samples Ave. Fc:
6155 DM-5 DM-5 DM-5 DM-5 499 499 499 499 131 131 131 131 EASTEND FUEL TRANSFER CANAL EAST END FUEL TRANSFER CANAL EAST END FUEL TRANSFER CANAL EAST END FUEL TRANSFER CANAL 1884 1884 1885 1885 D
C D
C 5750 6000 5680 5730 DM-DM-DM-DM-DM-499 Pour Summary:
Standard Variation: 143.062 4 Samples Ave. Fc:
5790 5
502 240 EXTERIOR WALL BUTTRESS 1 - 2 1886 D
5770 5
502 240 EXTERIOR WALL BUTTRESS 1 - 2 1886 C
5410 5
502 240 EXTERIOR WALL BUTTRESS 1-- 2 1887 C
5780 5
502 240 EXTERIOR WALL BUTTRESS 1 - 2 1887 D
5850 502 Pour Summary:
Standard Variation: 198.221 4 Samples Ave. Fc:
5703
.5 5
507 507
,123 NORTH 4ALL INCORE INSTR PIT 123 NORTH WALL INCORE INSTR PIT 1892 D
1892 C
6510.
6330 DMV-~
DM-~
DM-DM-~
DIM-~
507 Pour Summary:
Standard Variation: 127.279 2 Samples Ave. Fc:
6420 5
511 228 EXTERIOR WALL BUTTRESS 5 - 6 1913 D
6720 5
511 228 EXTERIOR WALL BUTTRESS 5 - 6 1913 C
6460.
5 511 228 EXTERIOR WALLBUTTRESS5-6 1914 D
6930 5
511 228 EXTERIOR WALL BUTTRESS 5 - 6 1914 C
7160 511 Pour Summary:
Standard Variation: 298.482 4 Samples Ave. Fc:
6818 5
521 123 SECONDARY SHIELD WALL, SW QUADRANT 1925 C
6830 5
521 123 SECONDARY SHIELD WALL, SW QUADRANT 1925 D
7060 521 Pour Summary:
Standard Variation: 162.635 2 Samples Ave. Fc:
6945 DM-5 DM-I5, DM-5 DMA-5 526 526 526 526 123 SECONDARY SHIELD WALL, NW QUADRANT 123 SECONDARY SHIELD WALL, NW QUADRANT 123 SECONDARY SHIELD WALL, NW QUADRANT 123 SECONDARY SHIELD WALL, NW QUADRANT 1930 1930 193i 1931 D
C D
C 6350 6560 5980 6370 CR3 - lý I
Saturday, December 19, 2009 Page 12 of 15
FM:3.7 Exhibit 9
. Page 13 of 15.
Detail and Summary of 28 days Cylinder Tests for Containment Building Nii Pour Elev Decito Cyine AF 526 Pour Summary:
Standard Variation: 242.556 4 Samples Ave. Fc.
6315.
D*VM-5..
534 123 :SECONDARY SHIELD WALL, WEST SIDE 1950 D
6510.
DM-5" 534 123 SECONDARY SHIELD WALL, WEST SIDE 1950 C
6280 534 Pour Summary:
Standard Variation: 162.635 2 Samples Ave. Fc:
6395 DM-5 537 131 SECONDAY SHIELD WALL, EAST SIDE 1953 D
6130 DM-5 537 131 SECONDAY SHIELD WALL, EAST SIDE 1953 C
6120 DM-5 537 131 SECONDAY SHIELD WALL, EAST SIDE 1954 C
6030 DM-5 537 131 SECONDAY SHIELD WALL, EAST SIDE 1954 D
6100 537 Pour Summary:
Standard Variation: 45;0925 4 Samples Ave. Fc:
6095 DM-5 559 131 SECONDARY SHIELD WALL, NW QUADRANT 1988 D
6540 DM-5 559 131 SECONDARY SHIELD WALL, NW QUADRANT 1988 C
6300 DM-5 559 131 SECONDARY SHIELD WALL, NW QUADRANT.
1989 D
6050 DM-5 559 131 SECONDARY SHIELD WALL, NW QUADRANT 1989 C
6050 559 Pour Summary:
Standard Variation: 235.018 4 Samples Ave. Fc:
6235 DM-5 566 131 SECONDARY SHIELD WALL, SW QUADRANT 1997 D
6370 DM-5 566 131 SECONDARY SHIELD WALL, SW QUADRANT 1997 C
5980 DM-5 566 131 SECONDARY SHIELD WALL, SWQUADRANT 1998 D
5590 DM-5 566 131 SECONDARY SHIELD WALL, SW QUADRANT 1998 C
5980 566 Pour Summary:
Standard Variation: 318.434 4 Samples Ave. Fc:
5980 DM-5 568 131 SECONDARY SHIELD WALL, WEST SIDE 1994 C
5240 5
568 131 SECONDARY SHIELD WALL, WEST SIDE 1994 D
5750 568 Pour Summary:
Standard Variation: 360.624 2 Samples Ave. Fc:
5495 DM-5 DM-5 570 570 104 RC DRAIN TANK ROOM WALLS 104 RC DRAIN TANK ROOM WALLS 1999 D
1999 C
5220 5220 570 Pour Summary:
Standard Variation:
DM-5 DM-5 DM-5 DM-5 DM-5 DM-5 585 585 585 585 585 585 585 135 135 135 135 135 135 FLOOR SLAB, EAST SIDE FLOOR SLAB, EAST SIDE FLOOR SLAB, EAST SIDE FLOOR SLAB, EAST SIDE FLOOR SLAB, EAST SIDE FLOOR SLAB, EAST SIDE Standard Variation: 258.515 2 Samples Ave. Fc:
5220 2012 D
5640 2012 C
5220 2013 C
5620 2013 D
6010 2014 C
5750 2014 D
5750 6 Samples Pour Summary:
DM-
.DM-_
DM-*
DM-DM-OM-5 5.
595 595 107 ROOF SLAB, RC DRAIN TANK ENTRY 107 ROOF SLAB, RC DRAIN TANK ENTRY 2022 C
2022 D
Ave. Fc:
5665 6050 5800 595 Pour Summary:
Standard Variation: 176.777 2 Samples, Ave. Fc:
5925 5
607 133 SECONDARY SHIELD WALL, SE QUADRANT 2035 D
5270 5
607 133 SECONDARY SHIELD WALL, SE QUADRANT.
2035 C
5010 607:
Pour Summary:
Standard Variation: 183.848 2 Samples Ave. Fc:
5140 5
5 611 611 138 SECONDARY SHIELD WALL, SW QUADRANT 138 SECONDARY SHIELD WALL, SW QUADRANT 2039 C
2039 D
5610 5500 CR3 - y Saturday, December 19, 2009
- Page 13 of 15
FM 3.7 Exhibit 9.
A X
% r
.611,
.Pour Summary:
DM-5 DM-5 DM-5.
DM-5 DM-5 DM-5 DM-5 DM-5 DM-5 DM-5 613 613 613 135 135 135 613 135 613 135 613 13 613 135 613 135 613 135 613 135 Standard REFUEL CANAL FLOOR S REFUEL CANAL FLOOR S REFUEL CANAL FLOOR S REFUEL CANAL FLOOR S REFUEL CANAL FLOOR S REFUEL CANAL FLOOR S REFUEL CANAL FLOOR S REFUEL CANAL FLOOR S REFUEL CANAL FLOOR S REFUEL CANAL FLOOR S Page 14 of.15 Detail and Summary of 28 days Cylinder Tests for Containment Building VariatIion: 77.7817
.2 Samples Ave. Fc:
5555 LAB.
'2042 C
.5750 LAB 2042 D
5590 LAB...
2043 C.
5470 LAB 2043 D
5680 LAB 2044 D
5010.
LAB 2044 C
5850 LAB 2045 D
5820 LAB 2045 C
5840 LAB 2046 D
5110 LAB 2046 C
5220 DM-DM-DM-DM-DM DM DM-DM-DM-I DM-DM-I DM-I 613 Pour Summary:.
Standard Variation:
316.832 10 Samples Ave, Fc:
5534
-5 619 138 SECONDARY SHIELD WALL, NE QUADRANT 2053 D
5160 5
619 138 SECONDARY SHIELD WALL. NE QUADRANT.
2053 C
5430 619 Pour Summary:
Standard Variation: 190.919 2 Samples Ave. Fc:
5295
,638 143 SECONDARY SHIELD WALL, SE QUADRANT 2070 D
5310
-5 638 143 SECONDARY SHIELD WALL, SE QUADRANT 2070 C
5450 638 Pour Summary:
Standard Variation:. 98.9949 2 Samples Ave. Fc:
5380
-5 648 143 SECONDARY SHIELD WALL, SW QUADRANT ( N 2094 D
4790
-5 648.
143 SECONDARY SHIELD WALL, SW QUADRANT ( N 2094 C
5380.
648 Pour Summary:
Standard Variation: 417.193
.2 Samples Ave. Fc:
5085
-5 649 143 SECONDARY SHIELD WALL, NE QUADRANT 2095 C
5020
-5 649 143 SECONDARY SHIELD WALL, NE QUADRANT 2095 D
4530 649
-5
-5
-5
-5 Pour Summary:
650 650 650 650 140 140 140 140 Standard, Variation: 346.482 SECONDARY SHIELD WALL, NW QUADRANT ( N SECONDARY SHIELD WALL, NWQUADRANT ( N SECONDARY SHIELD WALL, NW QUADRANT (N SECONDARY SHIELD WALL, NW QUADRANT ( N 2096 2096 2097 2097 Samples C
D C.
Ave. Fc:
4775 5550
- 5540 6190 5320 650 Pour Summary:
Standard Variation: '375.322 DM-5 DM-5 DM-5 DM-5 DM-5 DM-5 653 653 653 653 653 653 143 143 143 143 143 143 FUEL TRANSFER CANALWALL FUEL TRANSFER CANAL WALL FUEL TRANSFER CANAL WALL FUEL TRANSFER CANAL WALL FUEL TRANSFER CANAL WALL FUEL.TRANSFER CANAL WALL 2100 2100 2101-2101 2102 2102 4 Samples Ave. Fc:
5650 D
5770 C
6240 C
"5680 D
5500 D
6400 C
6150 DM DMV 0M 653 Pour Summary:
Standard Variation: 356.127 6 Samples Ave. Fc:
5957
-5 662 119 ROOF SLAB, RC DRAIN TANK 2112 C
6130
-5 662 119 ROOF SLAB, RC DRAIN TANK 2112 D
6000 662 Pour Summary:
Standard Variation: 91.9239 2 Samples Ave. Fc:
6065
-5 5020 669 143 SECONDARY SHIELD WALL, NW QUADRANT 2128 D
CR3 -1 Saturday, December 19, 2009 Page 14 of 15
FM 3.7 Exhibit 9 Page 15.of 15 Detail and Summary of 28 days Cylinder Tests for Containment Building Mix~
Pour E.
~
ecito
ýin cl r Fc ij DM-5 6
- Ui 669
.143 SECONDARY SHIELD WALL, NW QUADRANT 69:
-i--N-Pour Summary:
. Standard Variation:
113.137 2128.
C
- 4860, 2 Samples.
Ave. Fc:.
4940 DM-5 Mix Summary:,
.Standard Variation: 508.316, 239 Samples Ave..Fc:
5640
- T-21510 Mix Summary:
Standard Variation:.213.604 12 Samples Ave. kc:
3791 T-21510 230 114 TEMPORARY:& SECONDARY SHIELD WALL 1322 D
4000 T-21510 230 114 TEMPORARY & SECONDARY SHIELD WALL 1322 C
3890 230 Pour Summary:
Standard Variation: 77.7817 2 Samples Ave. Fc:
3945 T-21510 608 119 EL. 119MEZZANINE FLOOR, SOUTH 2036 C
3590 T-21510 608 119 EL. 119 MEZZANINE FLOOR, SOUTH 2036 D
3770 608 Pour Summary:,..
Standard Variation: 127.279 2 Samples Ave. Fc:
3680 T-21510 740 119 EL 119 MEZZANINE FLOOR, WEST 2222 D
3630 T-21510
.740 119 EL 119 MEZZANINE FLOOR, WEST 2222 C
3590 740 Pour Summary:
Standard Variation: 28.2843 2 Samples Ave. Fc:
3610 T-21510 760
- 168 ELEVATOR WALLS 2250 D
3700
"-21510 760
- "168 ELEVATOR WALLS 2250.
C 3590 760 Pour Summary:
- . Standard Variation:, 77.7817 2 Samples Ave. Fc:
3645 T-21510 780 160 EL 160 FLOOR SLAB, NE 2276 C
3710 T-21510 780 160 EL 160 FLOOR SLAB, NE 2276 D
3710 780 Pour Summary:
Standard Variation:.
0 2 Samples Ave. Fc:
3710 T-21510
.807 119 MEZZANINE EL 119, WEST 2306 C
4240 T-21510 807 119 MEZZANINE EL 119, WEST 2306 D
4070 807.
Pour Summary:
Standard Variation: 120.208 2 Samples Ave. Fc:
4155 T-21510 Mix Summary:
Standard Variation: 213.604
.12 Samples Ave. Fc:
3791 NiE ii NiSIUiNI im iiiii mli i
N........
EN...........
I i n I I I
.i m
m Iii ii III I.
I N
U NI RB Structure Summary:
Standard Variation: 605.23 451 Samples Ave. Pc:.5650 w
_ -. o 0 a a.
a
- NNiII I i ii S
i n iiii**nS i ii IIII i*I N l iiii i ii i
N i iI i
i
- I i
NN IIm lI 3 IIN n*NNNNNENNNNNNNNUNWSNUNNS*N.
I I lIII CR3 - P/.
Saturday, December 19, 2009 Page 15 of 15
.... U 7xhi "D........
- ............O
,....... % Page 1 of 19 F'Orý DESIGN ANALYSisIcALCULATION:.
.........m..
igyryp.pi
- eJr.m ;.3................
DESAC.fRM Page 1
of 24
- I+'++
+'-
I+'
wcuENT orIMeTIIATION NO.
- REVISION S-00-0047
Title:
"As-Built Concrete Strength for Class I Structures" Table of Contents I.
Purpose..........................................................................
2 I1. Results I Conclusions...................................
2 Ill. D esign Input............................................................................
...................... 3 IV. A ssum ptions..........................................................................
- ........................... 3 V.
References............................................................
4 VI. Detailed Calculations........................................................................................
5 Background....................................................................
............. 5 Methodology...............................................................
6 Long-term Strength Gain................................................................................ 8 A. 28 to 90-Day Strength Gain...................................................
8 B. Post 90-Day Strength Gain....................
....... 13 C. Discussion of Conservatism.......................................................
17 As-Placed Class 3000 Compressive Strength
.............................. 20 Summary
.............................. 23 VII. Attachments............
24 A.
Concrete Pours - Sequential Listing B.
Concrete Pours - By Location C.
7 and 28 Day Cylinder Tests: Mix T-21510 D.
7, 28-and 90 Day Cylinder Tests: Mix DM-5 E. 7, 28, and 90 Day Cylinder Tests: Mix 727550-2 F.
7, 28, and 90 Day Cylinder Tests: Mix T-21510 G.
f'c Statistics for Cylinder Tests H.
Mix T-21510 3-Test Moving Average I.
3-Test Moving.Average Low Values J.
Pour Sketches for 3000 psi Areas List of Figures Figure 1: M ix DM -5 Distribution of fc...........................
................................... 9 Figure 2 M ix 727550-2 Distribution of f'c............................................... I.................. 10 Figure 3
- Strength Gain for CR3 Concrete.....................................
12 Figure 4 : Strength Gain for Typical Type !1 Cement Mixtures...................................... 14 Figure 5 Compressive Strength Normalized to 90 Days...........................
16 Figure 6 : Example Showing Conservatism of Strength Projections
................... 18 Figure 7 Mix T-21510 Distribution of fc.........................................
........... 21
i DESIGN ANALYSIS/CALCULATION Crystal River Unit 3 DESA-C.FRP Page 2 Of 19 Page 2
of 24 DOCUMENT 0
ENTIFICATION NO.
REWSION Z-00-0047 Purpose The purpose of this calculation is to determine the in-place strength of concrete for use in evaluating concrete anchor spacing issues. This calculation applies to major Class I structures with the exception of the Emergency Feedwater Tank Enclosure and Diesel Driven Emergency Feedwater Pump Enclosure.
I1. Results'/ Conclusions A statistical evaluation of concrete test cylinder results for Class 3000 concrete was performed in accordance with current American Concrete Institute codes and standards to determine the as-placed concrete compressive strength. Samples of test cylinder data were evaluated to determine the concrete strength gain due to short term curing/aging. The CR3 test data was compared to long-term aging research to determine the magnitude of strength gain due to aging at CR3. All of the previous factors were combined to determine the in-place concrete strength at CR3.
The in-place compressive strength for concrete in Class I structures is as shown below. Exception areas for Class 3000 concrete are shown in Attachment J. There are several areas where 'Class 3000 concrete was specified on the structural drawings, but Class, 5000 concrete was actually placed. Those areas can be identified through review of Attachment B. The Class 5000 in-place compressive strength value can be used in those areas for evaluation of. local effects, such as concrete. anchor spacing violations.
.Class 3000 (other than in exception areas)
Class 3000 in exception areas Class 5000 5460 psi 4860 psi 6720 psi
V p8
/RFalhibit 8
- fi PoweI DESIGN ANALYSIS/CALCULATION Crystal River Unit 3 D:ES.r.FRM Page 3 of 19
'Page 3
of 24 DOCUMENT IDENTIFICATION NO.
RE*SON S-00-0047 0
Ill. Design Input Concrete Pour records are located in the Construction Microfiche files starting with 1P02032 through 1 P10096 and continuing at 1CO1001 through 1C10033A.
No active CR3 plant drawings relating the Pour designations used in the construction records to specific plant locations were located. Many of the Pours have sketches in the microfiche records, and there are references to "CR3-S" series drawings that were not-retained after construction.
Design Strength of Concrete (Refs. 1, 2, & 3)
The specified 28-day design strength for Class I Structures is as follows:
Containment & Containment Interior Structures 5000 psi except Floors at El 119 & 160 and Elevator 3000 psi All other Class I Structures 3000 psi Class I Structures are as defined in the EDBDs (Refs. 1, 2,& 3) e Type II cement was specified for all structural concrete (Ref. 4)
Concrete testing was performed in accordance with ACI 301-66 (Ref. 4, SP-5569).
Concrete design was performed in accordance with ACI 318-63 (Refs. 1, 2, & 3)
IV. Assumptions None requiring later verification
, The average compressive strength and standard deviation statisti-cs" calIculated* were "based" 'on" the results of individual cylinder break results, rather than the average of two cylinder break tests. =
- This was done for convenience because the construction data for CR3 had a few pours with only :
one valid cylinder break. The effect on average strength in insignificant for populations of :
- sufficient size. The effect of this methodology on the standard deviation of the population being :
- evaluated is conservative, because it always results in a larger value for the standard deviation. -
- However, for large sample sizes the difference in standard deviation is small and does not effect _
- the results of this evaluation.
Mg *.SPI.SP:t:3Ufl3EUU**S**S**eU333U3SSE3.*3*UUU3Ul..E3UN...U3S.S*3E.3U.**S3U*S.U**E******
F 7 ibit 8 Page 4 of 19 DESIGN ANALYSIS/CALCULATION Crystal River Unit 3 DESAC.FRM Page 4
of 24 DOCUMEWNT DENTIFICATION NO.
I RVISON
&-00-0047 V. References
- 1.
"Design Basis Document for the Containmentf, Rev. 2, Tab 1/1
- 2.
"Design Basis Document for the Containment Interior Structures", Rev. 1, Tab 1(2
- 3.
"Design Basis Document for Major Class I Structures", Rev. 1, Tab 1/3
- 4.
SP-5569 through Addendum D, "Specification for Furnishing and Delivering of Structural
- 5.
ACI 214-77, "*Reco'mended P*ractice for Evaluation of Strength Test Results of Concrete",:
Reapproved 1989
- 6.
ACI 214.3R-88, "Simplified Version of the Recommended Practice for Evaluation of Strength
- 7.
ACI-225R-91, "Guide to the Selection and Use of Hydraulic Cements"
- 8.
ACI 301-89, "Specifications for Structural Concrete for Buildings"
- 9.
ACI 318-89,"Building Code Requirements for Reinforced Concrete", Revised 1992
- 10. ACI 349-90, "Code, Requirements for Nuclear Safety Related Concrete Structures"
- 11. ACt 363R-92, "State-of-the-Art Report on High-Strength Concrete" 1 2. Waddell, Joseph J.(Editor), "Concrete Construction Handbook", McGraw-Hill Book Co., 1968
37xhbt8.
Page. 5.of. 19 l we* DESIGN ANALYSIS/CALCULATION Crystal River Unit 3 DESAwC.FRN Page 5
- of 24 DOCUMENT IDENTIFICATION NO..
S-"0-0047 VI. Detailed Calculations
Background
The compressive strength of concrete increases with age if moisture is present. Strength increases have been.documented for aging up to 50 years, generally following a logarithmic curve (Ref. 12). At early ages, higher-strength concrete shows a higher rate of strength gain (in terms of absolute strength) as compared to lower-strength concrete. However, after approximately 95 days the differences in normalized strength gain are not significant (Ref. 11). When normalized to 90-day compressive strength, typical concrete made from Type II cement shows a strength gain of approximately 25% after 5 years (Ref. 7, Fig. 6.1).
Variations in strength test results are due to differences in the strength-producing properties of the concrete mixture and ingredients, and apparent differences due to variations inherent in testing. It is well established that concrete strength is governed to a large extent by the water-cement ratio. The results of concrete cylinder tests for a specific mix design produced over time with good quality control are expected to fall into a pattern similar to the normal frequency distribution curve. (Ref. 5)
The required average compressive strength f'cr to be used for selection of a concrete mix is the larger of the following (ACI 318-89 5.3.2.1 & ACI 349-90 4.3.2.1):
f'cr =f'C + 1.34 s or fcr C +2.33s-500 where Vc is the specified design compressive strength, and s is the standard deviation of the compressive strength test results. These equations provide a probability of about 1 % that the averages of 3 consecutive strength test results will be below the specified f't, and a similar probability that any individual test will be more than 500 psi below the specified compressive strength. The standard deviation s is to be determined from a minimum of 30 tests. However, 100 tests. are recommended. Each test is the average of at least 2 cylinders made from the same batch of concrete, cured under the same conditions, and tested at the same age (Ref. 6).
The strength level of an individual class of concrete is considered satisfactory if both of the following requirements are met (ACI 318-89 5.6.2.3 & ACI 349-90 4.7.2.3):
(a) average of all sets of three consecutive strength tests > f'c and (b) no individual strength test (average of two cylinders) < (f'c - 500 psi)
83A.
hibit 8 Page6 of 19 DESIGN ANALYSISICALCULATION
.Crystal River Unit 3 DESAkC.FRM Page 6
of 24 DocS- -ENT7 IFICATON REVI S-00-0047 Methodology Structural concrete for Class I structures at CR3 is either Class 3000 or Class 5000 (the lone exception being the RB Dome repair which utilized Class 6000 concrete). Although several different mixes were used for the Class 5000 concrete, the materials used were the same as the Class 3000 concrete. Type II cement was used to minimize heat development and the subsequent volume changes and cracking during hydration of the cement. All of the structural concrete used the same admixtures (Darex and Daratard)., The major difference between the Class 3000 and Class 5000 concrete mixes are the water-cement ratio.
The concrete mixes most often used for Class I concrete at CR3 are as follows:
MIR A
.Pl-j 7Nk A,:i'i*.,+
l*,
iýmmec I 658550-2 6000 RB Dome repair only 727550-2, 5000 736441 5000 Primarily used in Ring Girder DM-5 5000 DM-7 5000 Primarily used for repairs T-21510 3000 The three mixes. used for the bulk of the larq?.sructural pours are T-21510, DM-5, and
.iiiiiii i
tsiiiiiiiiiiiii'IIIIIIIIII i-ii
- i. i on I
a...
S oIfII II S S a a a a.I I 727550-2. It appears that DM-5 was the Class 5000 concrete mix early, in the job, and:
727550-2reer pours. Mix 727550-2 had a higher cement factor.
72755-2 rplaced DM-5.for later a a......
a aSa 0 0 S'M In Is 0 0 Mason a.S0
- a.
0
.SMMSMSSM 0 a a a 0 0.0
....SS As would be expected for a concrete construction job as large as CR3, all of the mixes underwent small -modifications during the project. Cursory review: indicates that the mix modifications were to the: cement factor (bag/cu yd), and that water-cement ratios were held constant. Since the water-cement ratio is the single most important factor influencing concrete strength,* any minor effects on compressive strength and the'rate of strength gain due to the mix modifications are not considered in this calculation. A mix designation as used, in this calculation includes all modifications of the mix.
This calculation will evaluate two different aspects of concrete strength at CR3:
- 1. Long-term strength gain for Class 3000. and. Class 5000 concrete
- a.
28 to 90-day strength gain
- b. Post 90-day strength gain
- c. Discussion of conservatism
- 2. As-placed concrete strength for Class 3000 concrete
.h ibit 8 Page 7 of 19 Power DESIGN ANALYSIS/CALCULATION Crystal River Unit 3 DESA-.FRM Page 7
of 24 DOCUMENT IDENTIFICATION NO.
N S-00-0047 0
The specified compressive strengths for concrete at CR3 were 28-day strengths. For the purposes of this. calculation, long-term strength gains are considered as those occurring after 28 days. The strength gain over a time increment will be determined as ratio fcT / fcTO. The use of the ratio essentially normalizes the data, and breaks the strength vs. time curve into linear segments.
Ample data exists for Class 5000 concrete to determine the 28-day and 90-day average compressive strengths from statistically significant samples. Class 3000 concrete has only limited 90-day test data, which will be evaluated to determine its validity. Strength gains from 7 to 28 to 90 days for the limited data set will be compared to 7 to 28 day strength gains for a statistically significant sample of Class 3000 cylinder test data.
There is no test data for CR3 concrete past 90 days. Strength gains past 90 days will be conservatively estimated by comparison of CR3 concrete to research presented in the literature.
Concrete mixes are conservatively designed to exceed the compressive strength required, due to the inherent strength variations of the as-placed mixture caused by a many conditions that vary in the field. The ACl codes recognize the potential for strength variations, and specify the margin required for a concrete mix design. The codes allow for a statistically small amount of concrete that may be less than the specified design strength. If good quality control is used during construction, the concrete placed may be significantly stronger than required by the design specifications.
For calculations where concrete strength is a critical factor, such as for anchor spacing evaluations, there is a large benefit to taking advantage of higher concrete strengths.
Therefore, the 28-day test data for Class 3000 concrete placed for the Class I structures of interest will be reviewed to determine the strength of concrete that was actually placed. A statistical evaluation of the data will be performed and each set of data will be checked against the ACI compressive strength acceptability criteria previously discussed.
Sufficient data also exists to determine the as-placed compressive strength for Class 5000 concrete. However, due to the effort required to retrieve the test data and the already higher specified strength, the evaluation is not warranted for Class 5000 concrete.
In order to evaluate the concrete used in Class I structures at CR3, the concrete pour records were reviewed. The structures of interest are primarily the RB, AB, CC, IB, and DGB, since those buildings are where the vast majority of safety related concrete anchorages are located. Concrete pours for Berm Protection (wave steps) and Hurricane Protection walls were included in the review only to the extent that test data from those pours was relevant to the structures of interest. Also note that only the east side of the Intake Structure is considered Class I.
The concrete pours for the buildings of interest were generally numbered in sequential order, with a suffix indicating the building or structure. The pour records reviewed generally have a pour slip with data about the pour, truck slips and QC reports, usually a sketch showing the specific pour location, and test data for test cylinders associated with the pour.
Exhibit 8 Page 8 of 19 DESIGN ANALYSIS/CALCULATION
=°"°F'"'°",
Crystal River Unit 3 Page 8
of 24 DOCUMENT IDENTIF1CATION NO.
REVISION S-00)0047, 0
A listing of the concrete pours reviewed is shown in Attachment A. The location description and elevations shown for the top of the pour should be considered reference only; for specific details the pour records should be consulted.
Attachment B shows concrete pours generally grouped by building and location. Again, the descriptions used for the list are not precise and the construction records should.be consulted for specific details.
Long-term Strength Gain A. 28.to 90-Day Strength Gain The specified concrete strengths for concrete at CR3 were 28-day strengths. Class 5000 concrete generally had test cylinders broken at 7, 28, and 90 days. The Class 3000 concrete generally had only 7 and 28 day test cylinders. However, two sets of test cylinders for Mix T-21510 (Pours 28-DHP and 29-DHP) had 90 day tests.
Test cylinder data was retrieved for approximately 100 sets of cylinders each for Mixes T-.21510, DM-5, and 727550-2. The sample size of at least 100 tests is per ACI-recommendations for determination. of compressive strength statistics. The average break strengths for the test cylinders were analyzed to determine the average strength gain from7 to 28 to, 90 days, as applicable. The data and strength. gain evaluations are presented in Attachments C, D, E, and F. The results of a statistical analysis of the test cylinder samples are show in Attachment G (Note: Statistics for.Mix T-21510 on Attachment G, Page 5 are for a larger sample discussed later).
Comparison of the two Class 5000 mixes show that they are virtually identical regarding -
strength and strength development. At 90 days the average compressive strength of the two :
mixes is within 100 psi and.the standard deviations vary by only 20 psi. The 28-day test
- results show considerable scatter when compared to the expected normal distribution, but the-normal distribution curve is a reasonably good fit for the 90-day tests (see Figures 1 & 2).:
From 28 to 90 days, the standard deviations of both samples decreased significantly. This is :
- possibly an indication of differences due to curing rates or modifications to the mix, and that those differences are not significant after 90 days. The apparent variations.from the norm due to testing technique would not be expected to change according to test cylinder age.
FM 3.7 Exhibit 8 p
a
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FM 3.7 Exhibit 8 Page 10 of 19 Distribution of f'c for Mix 727550-2 Quantity of Cylinder Tests in 200 Osi Ranqes
- Quantity m
U)
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z L
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qn "i!
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.00 Az 1 0 7Z 00 4000 4400 4800 5200 "560 6000 6400 6800 7200 7600 f'c (si)
FM 3.7 Exhibit 8 DESIGN. ANALYSIS/CALCULATION Crystal River.Unit 3 DESA-C.FRM Page 11 of.19
~rda t
I I pl
/f DOCUMENT IDENTIFICATION NO; REVION S-00-0047 0
Figure 3 shows the average strength gains for the samples analyzed in Attachments C through: F. The data in the attachments show the strength gain ratios for each set of cylinders, cured under the same conditions. The average of the gain ratios from the cylinder sets is slightly higher than the gain ratio calculated the average strengths of the samples for all of the samples. The more conservative (lower) gain ratios calculated from average,
...compressive strengths are presented in Figure 3 and the table below.
"________._",Days "Av A
f'c f'c-90 / fc-28
"*BEEN W 0 0 0 N
.s
- .En E...S3 U
0 00 a
a a
a W
nne s" o
0
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Mix DM-5 7
4265 (Attachment D) 28 5641
__90 6558 1.16 Mix 727550-2 7
4249 (Attachment E) 28 5791
. 90 6489 1.12 IUU a a N
.a.a.a......E aW a MixT-21510 7
2911 (Attachment C) 28 4535 DHP Pours 28 & 29 7
2808 (Attachment F) 28
.4340 90
.5805 1.34 U"
a U
S U
U U
U U
U Although the.differences between the two Class 5000 concrete mixes are not statistically significant, the strength gain from 28 days to 90 days will be conservatively considered to follow the Mix 727550-2 curve due to its slightly flatter slope. The. gain from 28 days to 90 days for'Class 5000 concrete is 12%.
Comparison of the data for Mix T-21510 from Attachment C to the data from the two pours in the Decay Heat Pit (Attachment F) for the same concrete mix leads to the conclusion that Pours 28-DHP and 29-DHP are representative of all of the.Class 3000 concrete. The strength gain from 7 to 28 days is parallel for both samples, so a projection of the T-21510 sample' average compressive strength at 28 days out to a 90-day compressive strength based on the two DHP pours is justified. A conservative straight-line extrapolation of the T-21510 data would give a 90-day compressive strength.of approximately 5900 psi, as shown on Figure 3.
That is equivalent to a gain from 28 days to 90 days of (5900 - 4535) / 4535 = 30%
The straight line extrapolation is considered conservative because it results in. lower gain ratio than the data from the two DHP pours.
Compressive Strenath vs.:Time f'c (psi) 70 00 li Rr,*
-I-
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- Mix T.21 510 Average Mix T-21510: DHP Pous 28+29
F3.7.xhibit8
""Page 13 of 19 pDESIGN ANALYSISICALCULATION Crystal River Unit 3 DESA-C.FRM Page 13 of 24
" ocumFNT
.nTFI.ATION NO.E..
N.
S-OM-047 10N B. Post 90-Day Strength Gain The rate of compressive strength gain for a' typical concrete made from Type shown in ACI 225R-91 Fig. 6.1 (Ref. 7):
II cement is Typical Strength' Development for Type II Cement, Time Days Yrs f'c
.7 2550 28 3450 90 4200 1 80 5200 365 1
5650 730 2
6200 1095
- 5.
6500 Note: Fig. 6.1 in ACI 225R-91: has mislabeled the time:axis,.showing the 5 year data as 3 years. The error is apparent if the data is plotted to scale. The "Concrete Construction Handbook" (Ref. 12) presents the same graph. showing the data at 5 years.,
The comparison of the three CR3 mixes to.the typical Type II. curve is shown in Figure 4. All of the CR3, mixes have a higher rate of strength gain: from 28,days to 90 days than the ACI curve. The CR3 concrete mixes are higher strength than the typical Type II data.
Higher-strength concrete would be expected to gain strength more quickly than lower strength concrete. The use of admixtures could also affect the rate of strength gain. Therefore, deviations of sample data from the typical curve would be expected, but differences might be expected to diminish with time. After, 90 days the strength gain due to aging should be similar for concretes made from. the same type of cement. This would be indicatedon a graph such as Figure 4 by parallel lines. More scatter would be expected for data from early ages, with a trend toward more consistency with increasing time.
z p
Compressive Strength vs. Time rc (psi) 7500r I
7-T -I II I
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0~
10000 Days 0-4.
-Mix DM-5
- Mix T-215 In DHP
l~hibit 8 Page 15 of 19 ower.
DESIGN ANALYSIS/CALCULATION Crystal River Unit 3 DESA-C.FRM Page 15 of 24 DOCUMENT IDENTIFICATION NO.
REMVSION S-00-O047 0
To eliminate the effects of different design compressive strengths on the comparison, the data has been normalized to 90 days and replotted in Figure 5. The data as presented in this format show a reasonable agreement with the typical Type II curve when consideration is given to the higher early strength gain expected for higher strength mixes. Although the data, by definition, converge at 90 days due to normalization, the trend agrees with the typical Type II cement curve.
The typical Type II cement curve from ACI shows a strength gain from 90 days to 5 years of 25%. A conservative extrapolation of the data from the CR3 mixes past 90 days, giving consideration to the decreasing slope of the strength gain curve, leads to the conclusion that a 20% strength gain from 90 days to 5 years could reasonably be expected for CR3 concrete.
Concrete strength gains due to aging have been documented to occur out to 50 years.
However, after about 5 years the strength gains become small and relevant data in the literature was not located. Neglecting strength gains that may occur after 5 years is conservative. The earliest Class I concrete pours at CR3 were started in June 1970. The major structural elements were completed by early 1976. Given the age of the CR3 concrete, a strength gain of 20% from 90 days to the present would appear to be a conservative projection, based on the supporting data.
CompressiveStrength Normalized to 90-Days ii*1
'1 0z f'c I f'c(90) 0 0
0 I I H 1.3
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,a Typical Twoe I1 Cement SMix 7270-2 Mix DM-Mix T.21510 In OMP Ab
h 3.7 ý,hibit 8 Page 17 of 19 E power DESIGN ANALYSIS/CALCULATION Crystal River Unit 3 DESA-C.FRM Page 17 of 24 DOCUMENT IDENTIFICATION NO.'
REVSN S-OO-0047 C Discussion of Conservatism The compressive strength, vs. time curve for concrete has:been approximated by straight line segments on a: semi-logarithmic graph. Based on existing test data, extrapolations, and comparison with typical concrete aging data in the literature, the slopes of the line segments (or "gain ratios") have been conservatively determined. For the purposes of this calculation, a conservative gain ratio is one that results in, a lower compressive strength. The conservatism for each gain ratio has -been previously discussed.
The strength vs. time curve that is represented by the line segments describes the behavior of average compressive strength (designated as fc Avg )* The CR3 cylinder test data and the typical Type II cement curve from which the gain ratios were determined use average concrete strength from cylinder compression tests.
ACI codes require that concrete mixes be selected such that the average compressive strength required fcr) exceeds the compressive strength used for design (W'e ) This is done so that only a statistically small amount of concrete would be expected to be understrength.
The margin required is related to the standard deviation "s" of the results of a population of cylinder tests for the proposed mix. The more restrictive of the following two requirements applies:
f'cr = f c +1.34 s or f'r = f+ + 2.33 s - 500 If the standard deviation of the selected mix is known and assumed to remain constant for jobs with good quality control, then the margin required for both requirements above is essentially a multiple of s. For simplicity, the margin will be considered as 1.34 s for the remainder of this discussion.
After concrete has been placed and cylinder tests have been completed, fc Avg and s are known. The maximum design compressive strength that can be credited can be found by rearranging the equation, using fc Avg for f'c,:
f'e
=fc Avg -1.34 s
8ibit 8
Page 18 of 19 Power DESIGN ANALYSIS/CALCULATION Crystal River Unit 3 DESA-C.FRM Page 18 of 24
~DOCUMENT IDENTIFICATION N0.
1 REVISION S-O0-O7 0
Typically the design strength f' for concrete is specified at 28 days. If the long-term design strength is predicted using "gain ratios" derived from average strength. data, the result will be conservative because of the. 1.34 s term in the above equation.
Consider the following example, for a concrete with 28-day test results of 1c Avg
- 5670 psi and s = 500 psi (s assumed constant over time). The 28-day, design strength is back-calculated as f'c 5670 - 1.34 x 500 = 5000 psi In the table below, the 90-day and 5-year values of fc Avg and f'c are predicted using the gain ratio's shown, and the third column is calculated from fc Avg and the constant s.
t Gain Ratio fcAvg Predicted f'c fe Avg - 1.34 9 28 days, 5670 5000 5000 90 days 1.12" 6350 5600 5680.
5 yrs
.1.20 7620 6720 6950 Figure 6 shows the conservatism that results from predicting f'c using average strength gain ratios. if the gain ratios properly predict the average strength of the concrete and the standard deviation of the sample remains constant,. the design compressive strength that could be utilized is represented by the line parallel to the average strength 'curve, and is always (1.34 x s) less than the average strength. The predicted f'c curve is always lower, and the difference becomes greater if larger gain ratios are utilized for any line segment. Note that the 28 to 90-day gain ratio for Class 3000 concrete was determined to be 1..30.
The discussion above has considered that the standard deviation is constant over time. As noted previously when evaluating the test result sample population statistics for Class 5000 concrete, the standard deviations decreased significantly between 28 and 90 days. This is reasonable as small differences in curing rates would. be expected to diminish with time, and.
the sample population would therefore become more uniform, If s decreases with time then the term (1.34 x s) also decreases, which results in a larger difference (more conservative) between the predicted design.compressive strength and the maximum value that could be utilized.
Summarizing the discussion above:
Use of the conservative average compressive strength "gain ratios" to predict long term design strength results in even more conservatism.
I Compressive Strength vs. Time Example showina conservatism Wheni Design rc is projected from 28 days zI:
7 00 fc (psi) 7800 7400 AM 1120 '
I I I
66000 6200 5400-5MC 4M*
Pi Yp : ;.
11 0
CD (n
Co C.
U) 0-m C
cJ z
'Cl)
Cn
.z
-n; 2
VU
-u CD co o
(D 10 100 100wo A~:Days 10000 0
0-
.-li
-Averade fc
~-'rrq4'."
4 ~
FM 3.7. Exhibit6 6 P
.:7; FI. Ci IC.U :
H. P ;:..
O rd o SAS~
A MNWIAL
~'+ "CT
,ON TO CL.7I6 "fY. PT,'4 9.:
A L%2" It.L'.f.
Al l
&AJ4 11"'0110
-f Wit~ C~PTfC T4-74:fqv CO. C. I.Its AN:.
h'9'
- on N
C
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.4~:
- .4~4
- i+..../
+01Jft tLPl*m7*
1S "I',lCh PLi.&aIN3 nl%.l 0-,IItI S APF"OVAL REPORT Date REPORT OF TEST ON CONCRETE CYLINDERS 6 DIAMETEiR BY 12 LfLNGTII Page lof 1 r No. TA-7732 RUPORTED TO:
FLORIDA POWER CORP.
CRYSTAL RIVER FLtI Nr UNIT 0O. 3 n".
"* ;-!.:or: West Coost Concrcte, Inc.
'. Gilbert Assoc., Inc.
-.'9.. -' "
- --. +*. Jones POUR: 712 BB
-. f C C
5**.
)S at2-16-73 CoceeCa 5 o*t Inspector i
A. VON N!V 3IMv_.
Area 28.27 Sq. In.
Aggrogpte Size AR¶Wd 67 Cement Factor 7.25 B-ran I
Fna. Portlt~ d Type n.
IM L.
CYLINDE*
W/C SLUMP C
CONCAtpE AT AGEi MI, OENT.
OAL.-$ACK INC H AR %
TEMP.
DATE MUDT DA T&MP ~U.O AYS 1
6.0 C t:___
3-16-73 t 2
)I____
- 3 I! "
"I I II C
N-7--73 90 17 h:,
'I4 17--7 J*
4 4
TII l*~
4-444=
, n I
14.IAL LOAD 58.
cOw.*. ST.
I.JI.
$019CIPIC LOCA?10.
1 36-000L 1181 in ~
.sx 21 1 76IF Km A__1 tlsbmwj~h~
s-a i
01110____
1112 ow I g~
201hh2m" 1 J40 M
40 t -I e
20~m5 15-3--&Y 4~10 1s 14 X 296I2 931 -M '
1,2
'I
+ 4-f----
I _____________
~1,___
-f 4
rNMADA:
'- A.
L.4 2
PO uality
.r..o.rdo aURGH TESTING LABOR TORY 3 F, T
- I
FM 3.7 Exhibit 7 Page 1 of 10 FLORIDA POWER CORPORATION J. A. JONES CONSTRUCTION CO.
CRYSTAL RIVER UNIT #3 CONCRETE POUR SLIF ACCOUNT NO.
IiO POUR No.7
_a REQUIRED MIX z5-----
DATE:,4tj~L~L 2 19 QUANTITY BUILDING TEMPERATURE DRAWING NO.
SC 9 I"03 L->/'
LOCATION J-i*f a,.77dLL,
ENGINEER A
IRONWORKER FOREMAN LINE & GRADE
)
RFINFORCING STEEl1 rIMEN-slotSK.Sj6TC AL t=ý,(&n cEMRFrp)FDF ITEMS -
CARPENTER FOREMAN LAPriP FOREMAN...--
FORMS 2
ItAITfiNCE REMO ED CHAMFER STRIPS
"..*/
SIJPFACE PREPARED.-
/
KEY WAYS___________
GPOIJT IN PL ACE ANCHOR BOLTS, Elf-rTPICAL SUPT. OR FOREMAN WHALERS & STRONG BACKS f-PENETRATIONS Zee BLOCK OUTS, EMBEDDED ITEMS A)A
~~~GROU NDING_____
MECHANICAL SUP". OR FOREMAN PNETRAVONS EMBEDDED ITEMS REMARKS K
A (I
I WORE CONCRTE OI GROUT IS ORDIRW.
FORM NO. FPC - 30
FM 3.7 Exhibit 7 11 111
ý 111F
ý ýýý 11I I
1 :11 ; p ip q lývw
ý I",
I I I ýilililliý',
ýý IT i I
I Page 2 of 10.
PITTSBURGH TESTING LABORATORY PITTSBURGH. PA.
Order No. TA7732 Stqpplier's Odliveay REPORTED TO:
FLORIDA POWER CORP.
PROJECT:
CRYSTAL RIVER PLANT UNIT NO. 3 Concreft Supplier: West Coest Coecteto, Inc.
Aock-.Euieor:
Gilbert Assoc., Inc.
Gaewrl Controctor: J. A. Joae-,
Dole 70
,7' 1 Time Loaded.
Class Mass -
Other 0" Thickr F)..
Loadi No Cu.L Yds.
C. A.Pn%
e C =,. Cu, Yds.
_F M*
isutr. F.A.
_0**
u s; C **~
Das.p LSO 1.
Coment (Typeor C.A. (Size
)
_!X2 (Size
)
/__
F.A.
DamMd HCF YOM______
Dvex AEA -,_..____l__
Tota Maistw
- e.
[L.
Gls.
Total Waer Gals.
Rev. alingi Speed: Start Finish.
- 7.
Dif-(100Mm.)
Siniune of Batch Plant
.nwector.
iv Podtio of SbWuctl
- r Place Time of A 2.2=o" s -e".
(3Ow Ma.)
Time Placement Clase T'p (IC 111m.)
Abie F Concre Tp."*F S
Z
(&-4 9)
- ,,,*,*~Cylef Ne,
- I..
Aded h*fnscr pus s
z
FM 3.7 Exhibit 7 Page 3 of 10 PITTSBURGH TESTNG LABORATORY PITTSSBIRGH, PA.
- d... No1T.,TA Swphus Delivery Se.d 1L REPORTED TO:
FLORIDA POWER CORP.
PROJECT:
CRYSTAL RIVERPLANT UNIT, NO* 3 Concreft Supplier:
West Coast Co.rete, I. c.
Arc..Enqieer:
Gilbert Ass.c, Inc.
General Contr4,cto: J. A. Jones DateCL*
Time Loaded
~
Class 4m J1 0#as C
ttei T* d No.
Loa No.
J3 C.: Yds.
I COW*1 IDO0 C.UM. Cui. Yds..
f 7
-F Moisture: F. A. LL 2L C.A..LV %,Z*
Lbs.
De-p S+/-D.
Coemet (Type)Z
/r C.A. (Size~L X2 1/70 (Size
)
F.A.
466!
F I
O C
Dwatad HCF Durex AEA__
Wief, Gall
~
ZJ119 Total Added__
Ice '.
Lbs.
Gals.
Total Mdist.e Lbs.
GI.L TotaivWter A_________
GisL Rev. 9kl*n md arl.
'Finish
>e LDimL (710 Me1")
Sirmwe of Batch Plant Ins.ect,,
(ftio of Stbute Where Placed2 TWeof Art.
5 -3 Total Rev.
Tow e
"lcm~
"O El
.1
,F 1147
- L A To TaiW
-F Co...te To.
- Sim, Rev. Start 00 0 Di (30
,1,1.f,)
Fidi -!q d SipalmZI U
mww
FM 3,. Exhibit..
7 V.
II Z "
,IIII*:
I I I:.G II L.
..T AS O IATE..,.
IICI 1 L 0 4
- I GILIEERTASSOCIATES, INC..*
UNIT.
L_
I_____*....
PREPARED BYn-"
DATE~
~
C 0 CNTRACTOR' SBHEET I OF
- 3, AREA '
ME NL....*DM Ems COMPLIANCE 1COMPLIANCE YES NO:
A.
EOUIPMENT
.YES NO
- ~
1 re h6ýpar ppcod. close.
- .,~
A,. n~bugh toD Ire'veht con.
crete from moving laterally more than a short distance I
B.
PLACING
- 2.
Are conveyors free of dry mortar and foreign matter
- 3.
Are chutes rounded and clean (no build.up on sides)
- 4.
Are wheelbarrows and
- buggieiclean
- 5.
Are buckets clean and free of old concrete in corners h
- 1*.
Are'sheield IrfaalGe an
",.W
', *,.forms wetted dow'n before
,r "I.."
placement
- 2.
lb grout used before place 7 ~
menr or
%urface
- 3.
Are personnalwatching for form movement
- 14.
Is area clear for placement (nostored material or other debris that may cause de-lays or hinder the opera-* J tion)
- 6.
If chutes are used, Is the slope approximately I 2 or 2YA I6.
- Is equipment placed to
- cover entire placement without delay -for repos.
ittoning equipment
- 7.
Are pump hoppers free of j
concrete build-up 8,.
Are elephwnt trunks long enough to reach bottom of a deep wall form
- 9.
Are vibrators of proper size for this type of placement 10, Are sufficient numbers of vibrators at placement site
- 11.
Are spare vibrators avaiablte
- 6.
If conveyor belts are used
'I are baffles placed at the end of each section
- 7.
Are long lines of belts covered to prevent.dryin2 fj&i
- 8.
When chutes and. belts are flushed. Is the water diver. -LIA ted away from thefoms._._
- 9.
When concrete Is pumped.
is the concrete at the point of ejection of a uniform j
consistency
- 10. When concrete Is pumped is a communication system set-up between the pump */
and point of placement
- 11.
is concrete placed on a slope placed from the i
bottom tOrthe top of the slope.
OAu/OAW)1,.1S
.1.7I
FM 3.7 Exhibit 7 Pa 0
GILBERT ASSOCIAT QUALITY ASSURANC S URVEILLANCE OF CONCR CLIENT;P:
UNIT PREPARED Y
DATE "CO AREA 6F ILACE.NTA COMPLIANCE YES.
NO
." -....Isoftis ingn
' "lo'pe tiI bn'cret doe 'i sag under finishing jI" tools
- 13.
Is concrete dropped vertically into forms
- 14.
Is concrete dropped between form ties A
rES, INC.
E REPORT ETE PLACEMENT SHEET 2 OF 3
.TRACT. R Pj'L...
1 COMPLIANCE' 1.
j
--I.
- 15.
Are chutes and tremies raised only as high as necessary to distribute the next load of concrete without causing segregation (freefall 3 to 5 feet max.)
- 16.
Isconcrete depos-Ited as near to its final location as practiced
- 17.
Is concrete dropped between reinforc-ing to prevent segregation
- 18.
Is concrete placed working away from corners and ends of wells
- 19.
In slab construc-tion is concrete dumped against concrete that is In plate 20, Is only enough con.
crete dumped In one piece that can be vibrated effect-ivoly YES NO
.".".horiontl lIyvers 2t thick (max.),
- 22.
Is any segregated rock scattered or removed before new concrete is deposited on it
- 23.
Is time allowed for settlement when slabs and beams are placed above columns and walls of fresh concrete
- 24. Are vibrators left run-ning and slowly with-J drawn..
- 25. Are vibrator Insertions close together (approx.f 18 inches apart)
- 26.
Is concrete worked well.
around reinforcing
- 27.
Is concrete vibrated un-til top surface develops a sheen and large aggre-gates are totally embedded
- 28. Are form separations re-moved as concrete ries,
in form
- 29.
Is top surface level and with the proper finish according to drawings or specifications
- 30. is a floor hardener re.- *a quired and used 31, Is the Oumlity Con-trol inspector pre-sent at placement 11AUGAIIPIII578 6-1-71
- diiW 7
e6..O.'....
0~v
-xhbt 0
Ter'bu-i 01, 12,0 4-I GILBERT ASSOCIATES, INC OUALITY ASSURANCE REPORT.
SURVEILLANCE OF CONCRETE PLACEMENT CLIENT C
.pc UNIT PREPA RED BY SHEET 3
OF 3
DATE' 2j O.
ARItAOF.PLACEMENT P
ra t
-A...
P %,
,4.
I L
W..
A-etP f
w.rJý CC-O~ LA) I I, 14~ "r 11 r-tr C
eAf'. h drm L
am"h use SUPPI MMSNYMAY SHIEGY GAI/O.AMPI 1.5 FOR ADDIYIONAL COMMENTS 6-1-71 1,..:
~.--
FM 3.7 Exhibit 7 SURVEILIL CLIENT UNIT PREPARED BY DATE
ýF:A tM AREA
.. A.
PRIOR TO SAMPLING X.1 1. al.!
ix r I..l
.W~as.all of the mnixir
)
le.
f.10 GALBERT ASSOCIATES INC.
REOR OUALITY ASSURANCE REPORT NE, OF SAMPLING METHOD FOR FRESH CONCRETE.
ASTM C-172)
%Iuz v,, EET 1 OF I
Q CCOTTAI CTOR
,--*mrJ.'l,,.,Ll*--
COMPL YES lANCE A
.,0..
C.
COMPLIi S.
mixer
- 2.
Was concrete com-pletely mixed
- 3.
Was the very first portion of the batch.
discharged SAMPLING
- 1.
Taken by repeatedly passing a receptacle through the entire discharge stream
- 2.
Taken by completely diverting the discharge stream into a sample container YES'.
.3,.Wgs sample.cornbined
..id rein xed w'i'th a shovel to ensure un-iformity SAMPLING RESTRICTIONS
- 1.
Was elapse time between sampleswithin IS minutes.
- 2.
Were slump andlorair tests started within 5 minutes of sampling
- 3.
Was the sample protected from rapid evaporation-.
f IA conditions Isun, windetc.)
- 4.
Was sample protected from other contaminating elements "1"
- 5.
Was sample taken only from..
middle portion of the batch ANCE NO COMMENTS NMOT: Wi SUPPLElMNTAR*
SHEET NO.'GAI/OAIFIiIS FO( ADDITIONAL COMMENTS GAUOAIF1t¶.711 6-1715
FM 3.7 Exhibit 7 Page 8 of PITTSBURGH, TESTING LABORATORY.Pr
.512 N4ORTH DELAWARE AVENUE., TAMPA, FLORIDA. 33606:
A@
AU £ UTUAL PNO~tC71044 TO CLIrhTS. 7WC PUSCIC ANOQ URREIL-S.. ALL REPORYW Order N4..
ARIL &UbWllfb At V.9 CONP~FILCIAL PROPAL*TV OP CLI~hIC. AkV AUTOSI2A?.O" VNFa UJSLSCAIO.. Of SIA.1(kT..i; CONCLUE~.t14.0% 9%T&CWI &RON Olt MISAROING, OWN REPO*16 S6 OISIRVEC FEChR01 OUR W111"11% APPROVAL.
10 TDO).A.
A-7 I
REPORT OF BATCH PLANT OPERATIONS A,
PM r TI.
PTV'Trr M )-
Date 2-A6-73 ptjc M
7
- 3. GE1.E.UTBIN0 PLANT CotacJ.
ka. JiL C~
W Reported to Fl
_T.QT I
Location of Concrete Placed (per information from job sile)
POUR:
71k I
t PS;..
~~~~~SPECIFICATION REQUIREMENTS lZLt*
~ ~Stfenth psi in.s2 days, In. Max.; E'tr 6_____ r.
- Cent. ris n::
~
r.A&-
Ms bi~os/eu; yd., Mkn; W/C.*-
Aggregate: (Kind and Size Range) Coarse AST! # 67 Fine
.ASDhI C3 md A
Az A:=f v.4 A
oA vI9 nf SOURCE OF MATERIALS Cement,!-
nLoFiDA PoRnhA)
Admixlure W' Re GRACE Fine. Aggregate W.S B
- , S iD MITE Coors. Aggregate BROOKSVUBJ STON~E' DESIGN BATCH OtlAtTITI1S.
or CUICR~
YARDl MI ilY r
wo~J i
Tfl flJ MnAi.
- Cln, bs.b1-.
7.25 bo 5 Fine Aggrgae (S.S.D.)
1100 Coos*. Aggregate (S.S.D.)
UO lbs.,1 Ibs.
Admixture (Kind)
DAX_*_L Amount 3.6 2z.
- Torel Water 31als.
Admixture (Kind)
DARATARD
- Amount 21.0 02.
276 l
,s.
GRADING OP AGGREGATES SURFACE MOISTURE IN AGGREGATES Fin. Aggregate 5
Corsi. Agegate 2.O - 2.5 Sieve GRADING OF AGGREGATES Percent (Passing)
Coarte Agg.
FIne Agg.
ACTUAL BATCH WEIGHTS per CUBIC YARD (Adlusted for Surface Mijure on Agga.)
Cement 077..-W4
?YO~
ls Fin.A.-.
11-11
.lb.
Cors Ago.
180-18 55lb.
Caurse Ag1.
=XXL N/
X lbs.
Mm lx.
flARUX
~
jj..~
AdIx.
DAPATARD Free Water in Agg.
75=01Li lbsA Added Water 210-192 lbeA Tutel Woew 275-278 lbse I#"
No. 4:
No. B.
No. 16.
No. 30 No. 50 No. 100 97.5 9806
- 25.
22._
Cencrete otChe this reort
,.1Q............ c. yds.
Rmioeteds 6 ausyda. Not upedl Q0 gzjyda Met'1. finer than No. 200 2.25
- ftnfm'w 3 vda. to 713 IM fild
~
..2: A~.
.&a* -#
NA TYpS r 1 Ga "Cl m34ty rocords
~LL
.aw.ng, L.a elITTSBURGH TESTING
'. JR'?
.¢ Foss To Hec~ilvraF. lo
q
- " FM 3.7 t
- ° i
'-~ A"
,l I
/i' 2 Exhibit 7,*..
[rA:e. ::.ft' Irri PITT" U;r"H. PI.rd:
AS A MWIWAL 6lC-TTC*.OI4 TO C'-ILi!
7.1t P1.19.c AN2 v uwUCLvtS. All.,..,P a*
0 N rtLPQAR a IS NImu VI*AZ, Pi.L.N 1 0*,".
11111 N *PVNOVAL REP.ORT.Dt REPORT. Or TEST ON CONCRETE CYLINDERS
- 6. DIAMETE11l BY )2 LLNGTIJ Page 9 of 10 Fp.
r.No. TA-7732 R.EPORTED TO.
FLORIDA POWER CORP.
CRYSTAL RIVER FU.I~r UNIT O0. 3
'.'or:
Wý.,
Coast Conc,rco, InC.
- rA-r i.,.,'
"* G;ib@
Assoc., Inc.
1nsep ct
-PtR:
712 F a..
P
.71,2
]*.
or4 A. VCN NY.VJW4(P ii~*
- t,
.t~i
.:zuCast ' 2-16-73 Concrete.Clams
" 5000 P.$.I eOmnt Factor 7.25 Brand Fig. Portland Type Area 28.27 Sq. In.
Aggrogate Size ASIM# 67 II OIL.
CYLINDER' W/C SLUMP AIR CONte OAUTE ST-O0 AGE am. "
l-DINT C AL.-SAC" INCH$&
lt kMP.
tP.
DAY&
1A-
.4 6
F-37 7
C
!__3-16-73 1 28 I-"_
2 1/2 1 2
7
[
1
_*1
'-1"7.73 90
. II U
l
.I Ct S-,
73-
.Lf.
J.
IiAL LOAD Co.P. ST.
C,,C, L
P.J,.
LOCA 1rO%
.1 38-,5
.SoJi "
I.e
, +..t 17_
01tn.
~~
211,0t00.
711
'Fl
. 4.._.* V p_;,
?Q):,,
.142o=1 20*
I hf" Im
~tAiAftL~
At "K I.
i'44 2 ~YC~a.t nod F<43 TL
'*.IxUIG1GH T*STING LABORITORY
. I ","'
FM &7 Exi-D ATE PREPARE 8etek!End Structur mp i.
Rviw G&LSET ASSOCIATIS* W_
0 iibit 7 "1u QUALITY ASSURANCE REPORT Page 1 Q of-lO G WEEKLY CO~.WN1S. ON CONSTRUCTIORS QUALMT CONTROL a
0 CLIET. Florida Power Corpowatio" UNIT Crystal River Unit #3 IE i I II lli COjRaUCrop E
. C.
- Ernst A3.A.&oes.1.1 InJ February 24,.1973 MEET NMM D By-
'GAI/qA Personnel I
0 ing:
February 24, 1973 Ion Duct Cleanliness..
f Florida:Steel Corp. Structural Fresh Concrete ion of Concrete Test Specimens Steel Drawtngs General 1.
iew of. Work Procedure U
L 9
mcnanica" 1.1 Control of ventilation ducting cleanliness was observed thit wee in the Auxiliary Building and the Control -Cmpl#x.
Openings. in the ducts are covered wi-th polyethylene.
This provides adequate pro-.
tection from dust, etc.- irdccordance with, paan.
3:02.7 of SP-5833.
Structural
.2-2.1 A surveilla-nce-of. Florida Steel Corporatlcop's Drawibps for.I R09Peactor' Building Structural Steel was Made this 'week.
Several.DrwMgs w not uPrked as approved by the Engineer,:. This, is in violatlon-f-.R.O.
2968.
CAR 0077 was written to docr~tfrhe condition.
2.2 The sampl.ing of concrete were observed this week.
test.. specimens were done and the making, of concrete test specimens The sampling. of concrete and making of the' -
in accordance with the Orojoct specificAtions.
¶1 4II Ab we
.9 GNAW f"
~1