Text

Email - from: Williams, Charles R. (Charles.Williams@Pgnmail.Com) to Lake, Louis; Thomas, George; 'Nausdj@Ornl.Gov'; Carrion, Robert; Worthington, Wayne; 'Archer, John C. (Reading)' Cc: Miller, Craig L; Edwards, Steven Dated Tuesday, Januar
	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)
	v • d • e

Sengupta, Abhijit From: Williams, Charles R. [Charles.Williams@pgnmail.com]

Sent: Tuesday, January 05, 2010 7:50 AM To: Lake, Louis; Thomas, George; .nausdj@ornl.gov'; Carrion, Robert; Worthington, Wayne;

'Archer, John C. (Reading)'

cc. Miller, Craig L; Edwards, Steven

Subject:

FW: FM 3.7 - Inadequate Testing.

Attachments: 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 itis possible to make proper evaluation of the concrete strength by analyzing earlier or later tests from the same cylinder. set. Itis 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.

Iissue May identify additional perspectivelon this.

as, RCA related efforts. proceeds pirJa.; 1Aur r Cnfidonutia, 3/19/2010 Qo ntr 1* otird art ....itho... 2009 pz,,,sso-,"- page 1.of 3

3.7 Inadequate Testing Discussion:

A)Fresh concrete issubjected to a set of "acceptance" tests that determine whether it should be used or discarded. 'The test cri.te.ria and procedures Were..

established inPTL'S documents shown inFMV 3.7 Exhibit 3and specifications FM 3.7 Exhibit 2.

I. The Slump test isa practical test for workability that isalso useful indetermining 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 astrict 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). Amore complete discussion can be found inFMV 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 inFMV 3.7-Exhibit 5). Amore 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 istesting 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 iisno 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

FM 3.7 Exhibit 8. Its significant conclusions, after analyzing strength test data from all concrete cylinders, was that the distribution followed hnin the expected bell shape and the various mixes used on the project were statistically similar in strength properties.:. .

3/19/2010 wa p2% tr ontinde2109 page pas 2 of 3 Do nutre ti ticalart 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 214'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 I "" 1 -oritr Co.ienial,,f-3 200-9"'- pag.._

page 3 of 3

FM 3.7 Exh ibit 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.

2:05 Field Testing at Construction Site 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 shoalle 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 2 8 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 3 7 - x. L- ; L- ;4; 1) FM 31 pP 3- *1*LER EIIDA- *EwR CORPORATIOly rUWERGIN~MG &CGIVSTRUCTION CRYSTAJ.X. RIVER DEPT.

- UNT3 I

-~~;APPROVE By. T

k~dwpft RIA SiGNED Err 7,'1

&96i8 SPECIMIATON FOR MENfISHflNG M~IDý 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 JrA'LTY PROGRAMj ki ZEVIE*i and DOCUMENTATION GI-.,rl .Associates,

-n.

REQUIRED f 525.Lancaster Ave:e ' I Reading, Pennsylvania 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 si"-5569 Q 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, 1969) in its entirety and replace with t4e follouing:

"1. All structural concrete shell be considered subject to.

potentially destructive eexpo ze and- shall contain following:

entrained air in emounts confi orming with the Nominal MAximum Size Total Air Coutent of Coarse Akgregate %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

F9 9 Qnriia 'A rif r; SP-5569

."....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

/

FM ' 7 Fyhi4 P;4nip A* nf ý)

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. -uxingconcreting 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 records, which will include certified copies of mill test reports for the cement and batch tickets for each batch of concrete.

GILBERT ASSOCIATES, INC.

rII-6

PM '1 7 Fyhil Pane 5 of 5 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 (DWPLETYE REVISED - OCT., 1972 Approved by:

Directr en. Cmtst G.

" Otte:_

CRYSTAL RIVER - UNIT: NO. 3 FLORIDA POWER CORPOMTION FM 3.7 Exhibit 3 12/31/09 page 1 of 7

PTL Q-1O FM.3.7 Exhibit..3 *ct.,1972

.... i page2of7~ ..

.M....

.xi .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

.tobe 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.

- -~--------...

PTL-QIO FM 3.7 Exhibit 3 4t..2 1972 page 3 of 7 I1I 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 be sampled in accordance with ASTH C-172.

Slump tests may be taken at other poin*s in accordance with ASTM C 94 for uniformity evaluation.

62' "LNr

PTL-QIO FM 3.7 Exhibit 3 g; 3. page 4 of 7 IA

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 field inspector shall make: the necessary notations on the delivery slips which shall include:

a. 'Time of concrete placement.

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.

L. :..',

a, ,r 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 tests of aggregates.

6. Laboratory test results of 28 day cylinders - Ioe. 7 day F. Deficiencies: 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 FM 3.7 Exhibit 3 12/31/09 page 7 ýOf 7

GILBT5ERT O.* C1 INC FM 3.7 Exhibit 10 Page 1.°of1l RI*EAO.NG. . Appendix. A Attachment #6a-March 6,1973

Mr. W. S. O'Brien, "- FPC- #7839

luclear Project Co-ordinator

Florida ?o*.;er Corporation .. .

Li P. 0. 3ox 14042 St. Petersburg, Florida .33733 .

-Re: . Concrete Acceptance Criteria

. . . Crystal liver Unit 03 Florida Power Corporation

'FPC File: :321-1B4.1

Dear Mr. O'Brien:

is in reply to Mr. R. W. Buck's TeleCopy, "".BT-9-73, dated Harch 1, i " - This 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. e,, "as esa

ýý h ee* t a tat 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 wilno 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.

ýVery truly yours, S. HI. Dobreff, Project Structural Engineer SND:b1 N I cc: W. S. O'Brien (2)

FM 3.7 Exhibit 9 Page 1 of 15 Cylinder Tests exterior wall- 28 days Detailand Summary of 28 days Cylinder Tests for ContainmentBuilding qtrn 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 7275 550-2 641 132 EXTERIOR WALL BUTTRESS 3 -4, EQUIPMENT 2072 C 5040 7275 50-2 641 132 EXTERIOR WALLBUTTRESS 3- 4, EQUIPMENT 2073 D 5570 7275 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 D 520 32121 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 Detailand Summary of 28 days Cylinder Tests for Containment Building Mior Ee 4iDecrinf Cyinde A'A .

743 Pour Summary: Standard Variation: 321.183 .4 Samples Ave. Fc: 5783 7275 50-2 746 160 SECONDARY SHIELD WALL, NORTH. 2231 D 4630 7275 50-2 746 1.60 SECONDARY SHIELD WALL, NORTH 2231 C 5520 746 Pour Summary:: Stanndard/ Variation: 629.325 2 Samples Ave. Fc: 5075 7275 50-2 .747 250. EXTERIOR WALL BUTTRESS 3-44 2232 C 6740 7275 50-2 747 250 EXTERIOR WALL BUTTRESS 3- 4 2232 D 5640 7275 50-2 747 250 EXTERIOR WALL BUTTRESS 3-4 2233 C 5780 7275 50-2 747 250 EXTERIOR WALL BUTTRESS 3-.4 2233 D 5730 7275 W50-2 747 250 EXTERIOR WALL BUTTRESS 3-.4 2234 D 5520 7275550-2 .747. 250 EXTERIOR WALL BUTTRESS 3-4 2234 C 5750 747 Pour Summary: Standard Variation: 441.316 6 Samples Ave. Fc: 5860 7275 50-2 753 160 SECONDARY SHIELD WALL& "2239 INCORE PIT"5870 C 7275 550-2 753 . 160 SECONDARY SHIELD WALL & INCORE PIT 2239 D 6010 7275 50-2 753 160 SECONDARY SHIELD WALL &INCORE PIT 2240 C 5220 7275 50-2 753 .160 SECONDARY SHIELD WALL & INCORE PIT 2240 D 5680 7275 50-2 753 160 SECONDARY SHIELD WALL& INCORE PIT 2241 D 5310 7275550-2 753 160 SECONDARY SHIELD WALL & INCORE PIT 2241 C 5310 7275 50-2 753 160 SECONDARY SHIELD WALL &INCORE PIT 2242 C 5130 7275550-2 753 160 SECONDARY SHIELD WALL &INCORE PIT 2242 D 5130 753 Pour Summary: Standard Variation: 346.E276 1D8 Samples Ave, Fc: 5458 727 550-2 754 160 SECONDARY SHIELD WALL, NW QUADRANT 2243 C 5470 7275550-2. 754 160 SECONDARY SHIELD WALL, NW QUADRANT 2243 D 5660 754 Pour Summary: Standard Variation: 134.3502 2 Samples Ave. Fc: 5565 7275550-2 759 170 SECONDARY SHIELD WALL, SE QUADRANT 2249 C 6080 727!550-2 759 170 SECONDARY SHIELD WALL, SENQUADRANT 2249 D 5910 759 Pour Summary: Standard Variation: 120.208 2 Samples Ave. Fc: 5956

.727!550-2 765 170 SECONDARY SHIELD WALL, NE QUADRANT, 2257 C 5500 727!550-2 765 170 SECONDARY SHIELD WALL, NE QUADRANT 2257 D 5980

.7275550-2 765 170 SECONDARY SHIELD WALL, NE QUADRANT .2258 C 5750.

727'550-2 765 170 SECONDARY SHIELD WALL, NE QUADRANT 2258 D 5680 765 Pour Summary: Standard Variation: 198.557 4Samples Ave. F: 5728 7275550-2 768. 170 SECONDARY SHIELD WALL, SE QUADRANT 2261 C 5130 7275550-2 768 170 SECONDARY SHIELD WALL, SE QUADRANT 2261 D 5240 768 Pour Summary: Standard.Variation: 77.7817 2 Samples Ave. Fc: 5185 727!550-2 769 250 EXTERIOR WALL BUTTRESS 1 -6 2262 C 5840 727.550-2 769 250 EXTERIOR WALL BUTTRESS 1 - 6 2262 D 5480 727.550-2 769 250 EXTERIOR WALL BUTTRESS 1- 6 2263 C 5310 727.550-2 769 250 EXTERIOR WALL BUTTRESS 1 - 6 2263 D 5680 769 Pour Summary: .

Standard Variation: 231.283. 4 Samples Ave. Fc: 5578 cn 727 JJU-* I -77A Ion (cc:trr ADV cli-l lr) 1IAI I KMi nII/AIIDAKIT 117n I ' 5310 CR3-, Of Saturday, December 19, 2009 Page 2 of 15

FM 3.7 Exhibit 9 Page 3 of 15 Detailand Summary of 28 days Cylinder Tests for ContainmentBuilding

.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

.OU 10VII' .1E.AI'jLJCr% T HILLU VVMiLL, IN4L .UMUiLRvi'MI- 441 48 774 Pour Summary: Standard Variation: 173.013 4 Samples. Ave. Fc: 5500 7275 50-2 776 131 CFT-1A ROOM NORTH WALL 2273 D 5700 7275 50-2 776 131 CFT-1A ROOM NORTH WALL 2273 C 6070 776 Pour Summary: Standard Variation: 261.63 2 Samples Ave. Fc: 5885 7275 50-2 783 160 FUEL HANDLING CANAL NORTH WALL 2280 C 5640 7275 50-2 783 160 FUEL HANDLING CANAL NORTH WALL 2280 D 5180 7275 50-2 783 160 FUEL HANDLING CANAL NORTH WALL 2281 C 5680 7275 50-2 783 160 FUEL HANDLING CANAL NORTH WALL 2281 D 783 Pour Summary: Standard Variation: 234.663 4 Samples Ave. Fc: 5470 7275 50-2 795 160 SECONDARY SHIELD WALL, SE QUADRANT 2290 C 6300 7275 50-2 795 160 SECONDARY SHIELD WALL, SE QUADRANT. 2290 D 6120 7275550-2 795

160 SECONDARY SHIELD WALL, SE QUADRANT. 2291 C 5240 7275 50-2 795 160 SECONDARY SHIELD WALL, SE QUADRANT 2291 " 5500 795 Pour Summary: Standard Variation: 501.863 4 Samples Ave. Fc: 5790 727550-2 797 170 FUEL HANDLING CANAL NORTH WALL 2295 C 5310 727550-2 797 170 FUEL HANDLING CANAL NORTH WALL 2295 D 6720

,727550-2 797 170 FUEL HANDLING CANAL NORTH WALL 2297 C 6190.

727550-2 797 170 FUEL HANDLING CANAL NORTH WALL 2297 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 727550-2 813 180 FUEL HANDLING CANAL NORTH WALL 2312 C 6010 727550-2 813 180 FUEL HANDLING CANAL NORTH WALL 2312 D 5480 727550-2 813 180 FUEL HANDLING CANAL NORTH WALL 2313 C 5480 727550-2 813 180 FUEL HANDLING CANAL NORTH WALL 2313 D 6040 813 Pour Summary: Standard Variation: 314.894 4 Samples Ave. Fc: 5753 727550-2 815 131 SOUTH WALL CFT-1A ROOM 2315 D 5310 727550-2 815 131 SOUTH WALL CFT-1A ROOM 2315 C 5340 815 Pour Summary: .Standard Variation: 21.2132 2 Samples Ave. Fc: 5325 727550-2 817 170 SECONDARY SHIELD WALL, SW QUADRANT 2317 C 5660 727550-2 817 170 SECONDARY SHIELD WALL, SW QUADRANT 2317 D 6310 CR3 -N, Saturday, December 19, 2009 Page 3 of 15

FM ý3.7 Exhibit 9 Page 4 of 15.

Detailand Summary of 28 days Cylinder Tests for ContainmentBuilding mi Pour .*, *le Deu o Cylinder.A 727550-2 .817 170 SECONDARY SHIELD WALL, SW QUADRANT 2318 C 5940 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 7275 50-2 820 135 . CFT-1A ROOM SLAB &WALL. 2321 C 5570 7275 50-2 820 135 CFT-lA ROOM SLAB &WALL. 2321 D 5610 820 Pour Summary: Standard Variation: 28.2843 .2 Samples Ave. Fc: 5590 7275 50-2 821 118 RETAINING WALL, SW 2322 C 6190 7275 50-2 821 118 RETAINING WALL, SW 2322 D . 6350 821 Pour Summary: Standard Variation: 113.137 2 Samples Ave. Fc: 6270 7275 50-2 825 255 RING GIRDER, BUTTRESS 6 2329 C 6540 7275 50-2 825 . 255 RING GIRDER, BUTTRESS 6 2329 D 6370 825 Pour Summary: Sta.ndard Variation: 120.208 2 Samples Ave. Fc: 6455 727550-2 826 255 RING GIRDER, BUTTRESS 4 2330 C 4700 727550-2 826 255 RING GIRDER, BUTTRESS 4 2330 D 4930

.826 Pour Summary: Standard Variation: 162.635 2 Samples Ave. Fc; 4815 727550-2 827 180 SECONDARY SHIELD WALL, SW QUADRANT 2331 *C 5660 727550-2 827 180 SECONDARY SHIELD WALL, SW QUADRANT 2331 D 5520 727550-2. 827 180 SECONDARY SHIELD WALL, SW QUADRANT 2332 C 5590 727550-2 827 180 SECONDARY SHIELD WALL, SW QUADRANT 2332 D. 5660 827 Pour Summary: Standard Variation: 67.0199 4. Samples. Ave. Fc: 5608 7275550-2 828 115 RETAINING WALL, SW 2335 0 5710 7275 50-2 828 115 RETAINING WALL, SW 2335 C 5710 828: Pour Summary: Standard Variation: 0 2 samples Ave. Fc: 5710

.727550-2 829 255 RING GIRDER, BUTTRESS 2 2333 0 5310 727550-2 829 255 RING GIRDER, BUTTRESS 2 2333 C 5940 829 . Pour Summary: Standard Variation: 445.477 2 Samples. Ave.'Fc: 5625 727550-2 830 143 CFT-1A ROOM WALLS 2334 D 6190 727550-2 830 143 CFT-1A ROOM WALLS 2334 C 5660, 830. Pour Summary: Standard Variation: 374.767 2 Samples Ave. Fc: 5925 727550-2 841 170 FUEL HANDLING CANAL SOUTH WALL 2349 C 6370 727550-2 D 6380 841 170 FUEL HANDLING CANAL SOUTH WALL 2349 727550-2 841 170 FUEL HANDLING CANAL SOUTH WALL 2350 D 6080 727550-2 841 170 FUEL HANDLING CANAL SOUTH WALL 2350 C 6300 841 Pour Summary: Standard Variation: 139.613 4 Samples Ave. Fc: 6283 727550-2 843 172 SECONDARY SHIELD WALL, NW QUADRANT 2351 C 6010 727550-2 843 172 SECONDARY SHIELD WALL, NW QUADRANT 2351 D 6230 843- Pour Summary: Standard Variation: 155.563 2 Samples Ave. Fc: 6120 727550-2 844 180 SECONDARY SHIELDWALL, NW QUADRANT 2352 D 6560 727550-2 844 180 SECONDARY. SHIELD WALL, NW QUADRANT 2352 C 6310 CR3 Saturday, December 19, 2009 Page 4 of 15

FM 3.7 Exhibit 9 Page. 5 of 15 Detailand Summary of 28 days Cylinder Tests for ContainmentBuilding 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 727550-2 946 267 RING GIRDER; 0 - 60 DEGREES 2509 . C 5550 727550-2 946 267 RING GIRDER; 0 - 60 DEGREES 2509 D 5540 946 Pour Summary: Standard Variation: 7.07107 2 Samples Ave. Fc: 5545 727' 550-2 951 267 RING GIRDER; 180- 240 DEGREES 2519 D 6170 727 550-2 951 267 RING GIRDER; 180- 240 DEGREES 2519 C 6260 951 Pour Summary: Standard Variation: 63.6396 2 Samples Ave. Fc: 6215 727' 550-2 953 267 RING GIRDER; 0 - 300 DEGREES 2521 D 6770 727' 550-2 953 267 RING GIRDER; 0 - 300 DEGREES 2521 C 6930 953 Pour Summary: Standard Variation: 113.137 2 Samples Ave. Fc: 6850 727' 550-2 954 267 RING GIRDER; 60 - 120 DEGREES 2522 C 5700 727' 550-2 954 267 RING GIRDER; 60 - 120 DEGREES 2522 D 5770 2 Samples Ave. Fc: 5735 954 Pour Summary: . Standard Variation:. 49.4975 7275550-2 974 270 RING GIRDER; 90 - 150 DEGREES 2560 C 6370.

727' 550-2 974 270 RING GIRDER;90 - 150 DEGREES 2560 D 5280 974 Pour Summary:. Standard Variation: 770.746 2 Samples Ave. Fc: 5825 727' 550-2 976 DOME POUR G1, AZ 45 - 135 2579 C 6560 7275550-2 976 DOME POUR G1, AZ 45 - 135 2579 D 6190 7275550-2 976 DOME POUR G1, AZ 45 - 135 2580 D 6030 7275550-2 976 DOME POUR G1, AZ 45 -135 2580 C 6470 976 Pour Summary: Standard Variation: 245.544 4 Samples Ave. Fc: 6313 7275550-2. 978 DOME POUR G1, AZ 225 - 315 2586 C 6330 7275550-2 978 DOME POUR G1, AZ 225 - 315 2586 D 6690 978 Pour Summary: Standard Variaton: 254.558 2 Samples Ave. Fc: 6510 7275550-2 980 DOME POUR G2, AZ 135 - 225 2595 C 4600 727 550-2 980 DOME POUR G2, AZ 135 - 225 2595 D 5910 CR3 - Saturday, December 19, 2009 . Page 5 of 15

J FFM,3.7*Exhibit 9 " Page 6 of 15 Detailand Summary of 28 days Cylinder Tests for ContainmentBuilding 980 Pour Summary:.: Standard Variation: 926.31 2 Samples Ave. Fc:. 5255

.7275 .50-2 981. DOME POUR G2, AZ315-45 2598 D 6010 7275.50-2_ 981 " DOME POUR G2, AZ 315-45 2598 .. C. 5550 981 Pour Summary:'.. Standard Variation: 325.269 2 Samples Ave. 1W -5780 7275 50-2 983 DOME POURH3, AZ180-270 2610 C 5270

727550-2 983 DOME.POURH3, AZ180270 2610. D 5680 "727550-2.:. 983 DOME POUR H3, AZ 180-270., 2612 DD 4630-7275 550-2 983 DOME POURH3, AZ180-270 2612 C- 4830 983 Pour Summary: Standard Variation:, 468.713 4 Samples Ave. Fc: 5103 7275 50-2 *987 *DOME POUR H4, AZ 90 -.180 2628 " C 6030 987 DOME POUR H4, AZ 90- 180 2628 D 4930 7275 5072 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 DOME POUR R2, AZ 70 -160 2652 D ,269 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 727550-2 999. 269 DOME POUR R1, AZ 340 -.70 2686 'D 4810 727550-2 999 269 DOME POUR R1, AZ 340-70 2686 C 4950

.999 Pour Summary: Standard Variation: 98.9949 2 Samples Ave. Fc: 4880 727550-2 1012 DOME POUR P12 :2885 C 6560 727550-2 1012 DOME POUR P12 2885 D 6670 727550-2 1012 DOME POUR P12 2886 D 5910 727550-2 1012 DOME POUR P12 2886 C 6230 1012 Pour Summary: Standard Variation: 343.645 4 Samples Ave. Fc: 6343 727550-2 .1045 118 EQUIP HATCH SHIELD FLOOR SLAB 3080 C 6630 727550-2 1045 * . 118 EQUIP HATCH SHIELD FLOOR SLAB 3080 D 6610 CR3 -YR' Saturday, December 19, 2009 .Page 6 of 15

FM 3.7 Exhibit 9 Page.7 of 15 Detailand Summary of 28 days Cylinder Tests for Containment Building M7i .Po5ur0 1e U DT rip LD Cylinder A 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' 1045 Pour Summary: Standard Variation: 171.891 6 Samples Ave. Fc: 6667 727!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 7275550-2 1052 129 EQUIP HATCH SHIELD WALL &ROOF 3086 D 6840 7275550-2 1052 129 EQUIP HATCH SHIELD WALL &ROOF 3086 C 6760

.727' 550-2 1052 129 EQUIP HATCH SHIELD WALL &ROOF 3087 D 6260 7275550-2 1052 129 EQUIP HATCH SHIELD WALL &ROOF 3087 C 6000 1052 Pour Summary: Standard Variation: 402.451 4 Samples Ave. Fc: 6465

.7275550-2 1062 146 EQUIP HATCH SHIELD WEST WALL 3090 C 6350 727' 550-2 1062 146 EQUIP HATCH SHIELD WEST WALL 3090 D 6670 1062 Pour Summary: Standard Variation: 226.274 2 Samples Ave. Fc: 6510 7275550-2 1069 149 EQUIP HATCH SHIELD ROOF 3094 D 7150 727!550-2 1069 149 EQUIP HATCH SHIELD ROOF 3094 C 7090 727!550-2 1069 149 EQUIP HATCH SHIELD ROOF 3095 D 6140 727!550-2 1069 149 EQUIP HATCH SHIELD ROOF 3095 C 5860 1069 Pour Summary: Standard Variation: 657.115 4 Samples Ave. Fc: 6560 7275550-2 1089 EQUIP HATCH SHIELD REMOVABLE WALL SEC 3110 C 6210

.7275550-2 1089 EQUIP HATCH SHIELD REMOVABLE WALL SEC 3110 D 6470 1089 Pour Summary: StandardVariation: 183.848 2 Samples Ave. F1: 6340

. ............ ... * * . . ...... .. *3M

727550-2 Mix Summary: Standard Variation: 541.071 200 Samples Ave. Fc: 5774 S DM-5 Mix Su Standard Variation: 508.316 239 Samples Ave. 1k: 5640 93ýry, I m 731 D 5390 DMV-5 51 93 RB6A DM-5 51 93 RB6A 731 C 5360 51 93 RB6A 732 D 5520 DM-5 51 93 RB6A 732 C 5470 DM-5 51 93 RB6A .733 D 4850 DM-5 93 RB6A 733 C 4880 DM-5 51 DM-5 51 93 RB6A 734 C 4990 51 93 RB6A 734 D 5060 DM-5 735 D 5160 DM-5 51 93 RB6A 51 93 RB6A 735 C 4920 DM-5 4670

.DM-5 51 93 RB6A 736 C DM-5 51 93 RB6A 736 D. 4760 RB6A 737 D 4790 DM-5 51 93 93 RB6A 737 C 4740 DM-5 51 DMV-5 51 93 RB6A 5590 738 D CR3 -4J Saturday, December 19, 2009 Page 7 of 15

FM 3.7 Exhibit 9 .. Page 8 of 15.

Detailand Summary of 28 days CylinderTests for ContainmentBuilding.

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 2766 120 EXTERIOR WALL, BUTTRESST 1 -2 1437 D 5200 DM-5 276 120 - WALL BUTTRESSo1 - 2 OEXTERIOR 1438 D 5480 DM-5 276 120 EXTERIOR WALL BUTTRESS 1 - 2 1438 C 5480 276 Pour Summary: Standard Variation: 132.665 4 Samples Ave. Fc: 5380 DM- 5 281 120 EXTERIOR WALL BUTTRESS 5 6 1443 D 6370 DM- 5 281 120 EXTERIOR WALL BUTTRESS 5- 6 1443 C 5180 DM- 5 .. 281 .120 EXTERIOR WALL BUTTRESS 5- 6 1444 D 5080 DMW5 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 Detailand Summary of 28 days Cylinder Tests for ContainmentBuilding 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- 5 296 120 EXTERIOR WALL BUTTRESS 1 -.6 1485 C 5130 DM- 5.. 296 120 EXTERIOR WALL BUTTRESS 1 -. 1485 D 6010 DM- 5 296 120 EXTERIOR WALL BUTTRESS 1.- 6 1486 D 6370 OM- 5 296 120 EXTERIOR WALL BUTTRESS 1- 6 1486 C .5470 296 Pour Summary: Standard Variation: 552.178 4 Samples Ave. Fc: 5745 DM- 5 300 130 EXTERIOR WALL BUTTRESS 1 -2 1487 C 5910 DM- 5 300 130 EXTERIOR WALL BUTTRESS 1 -.2 1487 D 5590 DM- 5 300 130 EXTERIOR WALL BUTTRESS 1 - 2 1488 D 6300 DM- 5 300 130 EXTERIOR WALL BUTTRESS 1 r2 1488 C 5380 300 Pour Summary: Standard Variation: 401.040 4 Samples Ave. Fc: 5795 DM-5 305 130 EXTERIOR WALL BUTTRESS 5- 6 1497 C 6770 DM-5 305 130 EXTERIOR WALL BUTTRESS 5 - 6 1497 D 6510 DM-5 305 130 EXTERIOR WALL BUTTRESS 5 - 6 1498 C 6650 DM-5 305 130 EXTERIOR WALL BUTTRESS 5 - 6 1498 D 6770 305 Pour Summary: Standard Variation: 123.693 4 Samples Ave. Fc: 6675 DM- 5 310 130 EXTERIOR WALL BUTTRESS 4- 5 1504 C 5800 DM- 5 310. 130 EXTERIOR WALL BUTTRESS 4- 5 1504 D 5850 DM- 5 310 130 EXTERIOR WALL BUTTRESS 4 -5 1505 D 5570 DM- 5 310 130 EXTERIOR WALL BUTTRESS 4- 5 1505 C 5430 310 Pour Summary: Standard Variation- 197.21 4 Samples Ave. C: 5663 DM- 5 325 140 EXTERIOR WALL BUTTRESS 5- 6 1525 D 5680 DM- 5 325 140 EXTERIOR WALL BUTTRESS 5 - 6 1525 C 5660 DM- 5 325 140 EXTERIOR WALL BUTTRESS 5 - 6 1526 C 6190 DM- 5 325 140 EXTERIOR WALL BUTTRESS 5 - 6 1526 D 6190 325 Pour Summary: Standard Variation: 300.333 4 Samples Ave. Fc: 5930 DM- 5 349 109 RETAINING WALL 1561 D 5910 DM- 5 349 109 RETAINING WALL 1561 C 6100 DM- 5 349 109 RETAINING WALL 1562 C 6170 DM- 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 Detailand Summary of 28 days Cylinder Tests for ContainmentBuilding 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-5 361 103 INCORE ROOM ENTRANCE WALLS 1576 C 5940 DM-5 361 103 INCORE ROOM ENTRANCE WALLS 1576 D 5480 361 Pour Summary: Standard Variation: 325.269 2 Samples Ave. Fc: 5710 DM-5 364 140 EXTERIOR WALL BUTTRESS 2 - 3 1579 D 5520 DM-5 364 140 EXTERIOR WALL BUTTRESS 2- 3 1579 C 5320 DM-5 364 140 EXTERIOR WALL BUTTRESS 2 - 3 1580 D 5680 DM-5 364 140 EXTERIOR WALL BUTTRESS 2 - 3 1580 C 5820 364 Pour Summary: Standard Variation: 215.019 4 Samples Ave. Fc: 5585 DM-5 367 170 EXTERIOR WALL BUTTRESS 1 - 2 1582 C 6650 DM-5 367 170 EXTERIOR WALL BUTTRESS 1 - 2 1582 D 6240 DM-5 367 170 EXTERIOR WALL BUTTRESS 1 - 2 1583 C 6300 DM-5 367 170 EXTERIOR WALL BUTTRESS 1 - 2 1583 D 6190 367 Pour Summary: Standard Variation: 208.247 4 Samples Ave. Fc: 6345 DM- 5 379 107 INCORE ROOM ENTRANCE 1600 C 5700 DM- 5 379 107 INCORE ROOM ENTRANCE 1600 D 5750 379 Pour Summary: Standard Variation: 35.3553 2 Samples Ave. Fc: 5725 DM- 5 385 103 SECONDARY SHIELD WALL, SE QUADRANT 1613 D 5390 DM- 5 385 103 SECONDARY SHIELD WALL, SE QUADRANT 1613 C 6230 DM- 5 385 103 SECONDARY SHIELD WALL, SE QUADRANT 1614 C 6000 DM-5 385 103 SECONDARY SHIELD WALL, SE QUADRANT 1614 D 5520 385 Pour Summary: Standard Variation: 396.022 4 Samples Ave. Fc: 5785 DM-5 395 103 SECONDARY SHIELD WALL, NE QUADRANT 1630 C 5250 DM-5 395 103 SECONDARY SHIELD WALL, NE QUADRANT 1630 D 5520 395 Pour Summary: Standard Variation: 190.919 2 Samples Ave. Fc: 5385 DM-5 415 200 EXTERIOR WALL BUTTRESS 2 - 3 1655 C 5540 DM-5 415 200 EXTERIOR WALL BUTTRESS 2 - 3 1655 D 5480 DM-5 415 200 EXTERIOR WALL BUTTRESS 2- 3 1656 D 5610 DM-5 415 200 EXTERIOR WALL BUTTRESS 2- 3 1656 C 5570 415 Pour Summary: Standard Variation: 54.7723 4 Samples Ave. Fc:. 5550 DM-5 417 114 SECONDARY SHIELD WALL, SE QUADRANT 1660 C 4950 DM-5 417 114 SECONDARY SHIELD WALL, SE QUADRANT 1660 D 5480 DM-5 417 114 SECONDARY SHIELD WALL, SE QUADRANT 1661 D 5060 DM-5 417 114 SECONDARY SHIELD WALL, SE QUADRANT 1661 C 5280 417 Pour Summary: Standard Variation: 235.708 4 Samples Ave. Fc: 5193 DM-5 442 114 SECONDARY SHIELD WALL, NE QUADRANT 1706 C 5750 DM-5 442 114 SECONDARY SHIELD WALL, NE QUADRANT 1706 D 6190 DM-5 442 114 SECONDARY SHIELD WALL, NE QUADRANT 1707 D 5430 CR3-* Saturday, December 19, 2009 Page 10 of 15

FM 3.7 Exhibit 9 Pago of .5 Detailand Summary of 28 days Cylinder Tests for ContainmentBuilding

"* Pour t . .

DM-5. 442 .114 SECONDARY SHIELD WALL, NE QUADRANT 1707 ý C 5520

442 PotirSummary: Standard Variatiron: 339.546 4 Samples Ave. Fc: 5723 450 103 SECONDARY SHIELD WALL, SW QUADRANT. 1708 -D 6150 DM-5 450 103 SECONDARY SHIELDWALL, SW QUADRANT 1708 C. 6130 DM-5 DM-5 450 103 SECONDARY SHIELD WALL, SW QUADRANT 1709 5840 DM-5 450 103 SECONDARY SHIELD WALL, SW QUADRANT 1709 5570

450 Standard Variation: 274.393 4 Samples. Ave. Fc: 5923 Pour Summary:.

DM-5 *461 114 PRIMARY SHIELD WALL 1733 D 5520 DM-5 461 114. PRIMARY SHIELD WALL 1733 c 5640.

DM-5 461 114 PR!MARY. SHIELD WALL 1734 D 5750 DM-5. 461 114 PRIMARY SHIELD WALL 1734. .C 5090 DM-5 461 114 PRIMARY SHIELD WALL 1735 D 5980 DM-5 461 114. PRIMARY SHIELD WALL 1735 c 5520 DM-5

6100 461 114 PRIMARY SHIELD WALL 1736 .D DM- 5 461 114 PRIMARY SHIELD WALL 1736 C 5680 461 Pour Summary: Standard Variation: 309.146 8 Samples Ave. Fc: 5660 DM- 5 477 103 SECONDARY SHIELD WALL, NW QUADRANT . 1821 C 5750 DM- 5 477 103 SECONDARY SHIELD WALL,.NW QUADRANT 1821 D 5660 DM- 5 477 103. SECONDARY SHIELD WALL, NW QUADRANT 1822 C 5310 DM- 5 477 . 103 SECONDARY SHIELD WALL, NW QUADRANT 1822 D 4780 DM- 5 477 103 SECONDARY SHIELD WALL, NW QUADRANT 1823 D 5130 DM- 5 477 103 SECONDARY SHIELD WALL, NW QUADRANT 1823 C 5130 477 Pour Summary' Standard Variation: 363.355 6 Samples Ave. Fc: 5293 DM- 5 478 114 SECONDARY SHIELD WALL, SW QUADRANT 1824 C 5660 5 478 114 SECONDARY SHIELD WALL, SW QUADRANT 1824 D 5590 DM-5 478 114 SECONDARY SHIELD WALL, SW QUADRANT 1825 D 5310 DM-5 478 .114 SECONDARY SHIELD WALL, SW QUADRANT 1825 C 5240 DM-Pour Summary: Standard Variation: 206.074 4 samples Ave. Fc: 5450 DM- 478 5 482 . 123 SECONDARY SHIELD WALL, SE QUADRANT 1846 C 4850 DM-5 482 123 SECONDARY SHIELD WALL, SE QUADRANT 1846 D 5150 2 Samples 482 Pour Summriary: Standard Variation: 212.132 Ave. Fc: 5000 5310 DM-5 483 123 SECONDARY SHIELD WALL, NE QUADRANT 1847 C DM-5 483 123. SECONDARY SHIELD WALL, NE QUADRANT 1847 D 5610 483 Pour Summary: " Standard Variation: 212.132 2 Samples Ave. Fc: 5460 DM- -5 484 123 SECONDARY SHIELD WALL, EAST SIDE 1848 C

4860 123 SECONDARY SHIELD WALL, EAST SIDE 1848 D 5040 DM- 5 . 484 484 Pour Summary: Standard Variation: 127.279 2 Samples Ave. Fc: 4950 DM-5 488 118 PRIMARY SHIELD WALL 1853 D 5340 DM-5 488 118 PRIMARY SHIELD WALL 1853 C 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, Detailand 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 492 Pour Summary: Standard Variation: 199.562 4 Samples Ave. Fc: 5288

DM- 5 495 .114 SECONDARY SHIELD WALL, NW QUADRANT 1877. C 4970 DM- 5 495 114 SECONDARY SHIELD WALL, NW QUADRANT .i877 D 5570 DM- 5 . 495 114 SECONDARY SHIELD WALL, NW QUADRANT 1878 C 4970 DM- 5 495

114 SECONDARY SHIELD.WALL, NW QUADRANT..: 1878 D 5570 DM- 5 495 114 SECONDARY SHIELD WALL, NW QUADRANT i879 D 5520 DM- 5 495 114 SECONDARY SHIELD WALL, NW QUADRANT 1879 C 5310 495 Pour Summary: . - Standard Variation: 286.386 6 Samples Ave. Fc: 5318 DM-5 498 115 NORTH WALL INCORE INSTR PIT 1883 C 6190 DM-5 498 115 NORTH WALL INCORE INSTR PIT 1883 D 6120 498 Pour Summary: Standard Variation: 49.4975 2 Samples Ave. Fc: 6155 DM-5 499 131 EASTEND FUEL TRANSFER CANAL 1884 D 5750 DM-5 499 131 EAST END FUEL TRANSFER CANAL 1884 C 6000 DM-5 499 131 EAST END FUEL TRANSFER CANAL 1885 D 5680 DM-5 499 131 EAST END FUEL TRANSFER CANAL 1885 C 5730 499 Pour Summary: Standard Variation: 143.062 4 Samples Ave. Fc: 5790 DM- 5 502 240 EXTERIOR WALL BUTTRESS 1 - 2 1886 D 5770 DM- 5 502 240 EXTERIOR WALL BUTTRESS 1 - 2 1886 C 5410 DM- 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 DM-.5 507 ,123 NORTH 4ALL INCORE INSTR PIT 1892 D 6510.

DM- 5 507 123 NORTH WALL INCORE INSTR PIT 1892 C 6330 507 Pour Summary: Standard Variation: 127.279 2 Samples Ave. Fc: 6420 DMV-~5 511 228 EXTERIOR WALL BUTTRESS 5 - 6 1913 D 6720 DM-~5 511 228 EXTERIOR WALL BUTTRESS 5 - 6 1913 C 6460.

DM- 5 511 228 EXTERIOR WALLBUTTRESS5- 6 1914 D 6930 5 511 228 EXTERIOR WALL BUTTRESS 5 - 6 1914 C 7160 DM-~ 511 Pour Summary: Standard Variation: 298.482 4 Samples Ave. Fc: 6818 5 521 123 SECONDARY SHIELD WALL, SW QUADRANT 1925 C 6830 DIM-~

5 521 123 SECONDARY SHIELD WALL, SW QUADRANT 1925 D 7060 521 Pour Summary: Standard Variation: 162.635 2 Samples Ave. Fc: 6945 DM-5 526 123 SECONDARY SHIELD WALL, NW QUADRANT 1930 D 6350 DM-I5, 526 123 SECONDARY SHIELD WALL, NW QUADRANT 1930 C 6560 DM-5 526 123 SECONDARY SHIELD WALL, NW QUADRANT 193i D 5980 DMA-5 526 123 SECONDARY SHIELD WALL, NW QUADRANT 1931 C 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 ContainmentBuilding Nii Pour Elev Decito Cyine AF 526 Pour Summary:

Standard Variation: 242.556 4 Samples Ave. Fc. 6315.

123 :SECONDARY SHIELD WALL, WEST SIDE 1950 D 6510.

D*VM-5.. 534 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 5 568 131 SECONDARY SHIELD WALL, WEST SIDE 1994 C 5240 DM-5 568 131 SECONDARY SHIELD WALL, WEST SIDE 1994 D 5750 568 Pour Summary: Standard Variation: 360.624 2 Samples Ave. Fc: 5495 DM-5 570 104 RC DRAIN TANK ROOM WALLS 1999 D 5220 DM-5 570 104 RC DRAIN TANK ROOM WALLS 1999 C 5220 570 Pour Summary: Standard Variation: 2 Samples Ave. Fc: 5220 DM-5 585 135 FLOOR SLAB, EAST SIDE 2012 D 5640 DM-5 585 135 FLOOR SLAB, EAST SIDE 2012 C 5220 DM-5 585 135 FLOOR SLAB, EAST SIDE 2013 C 5620 DM-5 585 135 FLOOR SLAB, EAST SIDE 2013 D 6010 DM-5 585 135 FLOOR SLAB, EAST SIDE 2014 C 5750 DM-5 585 135 FLOOR SLAB, EAST SIDE 2014 D 5750 585 Pour Summary: Standard Variation: 258.515 6 Samples Ave. Fc: 5665 DM- 5 595 107 ROOF SLAB, RC DRAIN TANK ENTRY 2022 C 6050

.DM-_5. 595 107 ROOF SLAB, RC DRAIN TANK ENTRY 2022 D 5800 595 Pour Summary: Standard Variation: 176.777 2 Samples, Ave. Fc: 5925 DM-*

5 607 133 SECONDARY SHIELD WALL, SE QUADRANT 2035 D 5270 DM- 5 607 133 SECONDARY SHIELD WALL, SE QUADRANT. 2035 C 5010 607: Pour Summary:

Standard Variation: 183.848 2 Samples Ave. Fc: 5140 DM- 5 611 138 SECONDARY SHIELD WALL, SW QUADRANT 2039 C 5610 OM- 5 611 138 SECONDARY SHIELD WALL, SW QUADRANT 2039 D 5500 CR3 - y Saturday, December 19, 2009 *Page 13 of 15

FM 3.7 Exhibit 9. Page 14 of.15 Detail and Summary of 28 days Cylinder Tests for ContainmentBuilding A X % r .. *_.*

.611 , .Pour Summary: Standard VariatIion: 77.7817 .2 Samples Ave. Fc: 5555 DM-5 613 135 REFUEL CANAL FLOOR SLAB. '2042 C .5750 DM-5 613 135 REFUEL CANAL FLOOR SLAB 2042 D 5590 613 5470 DM-5. 135 REFUEL CANAL FLOOR SLAB... 2043 C.

DM-5 613 135 REFUEL CANAL FLOOR SLAB . 2043 D 5680 DM-5 613 135 REFUEL CANAL FLOOR SLAB 2044 D 5010.

DM-5 613 13 REFUEL CANAL FLOOR SLAB 2044 C 5850 DM-5 613 135 REFUEL CANAL FLOOR SLAB 2045 D 5820 DM-5 613 135 REFUEL CANAL FLOOR S LAB 2045 C 5840 DM-5 613 135 REFUEL CANAL FLOOR SLAB 2046 D 5110 DM-5 613 135 REFUEL CANAL FLOOR SLAB . 2046 C 5220 613 Pour Summary:. . Standard Variation: 316.832 10 Samples Ave, Fc: 5534 DM--5 619 138 SECONDARY SHIELD WALL, NE QUADRANT 2053 D 5160 DM- 5 619 138 SECONDARY SHIELD WALL. NE QUADRANT. 2053 C 5430 619 Pour Summary: Standard Variation: 190.919 2 Samples Ave. Fc: 5295 DM- ,638 143 SECONDARY SHIELD WALL, SE QUADRANT 2070 D 5310 DM--5 638 143 SECONDARY SHIELD WALL, SE QUADRANT 2070 C 5450 638 Pour Summary: Standard Variation:. 98.9949 2 Samples Ave. Fc: 5380 DM-5 648 143 SECONDARY SHIELD WALL, SW QUADRANT ( N 2094 D 4790 DM-5 648. 143 SECONDARY SHIELD WALL, SW QUADRANT ( N 2094 C 5380.

648 Pour Summary: Standard Variation: 417.193 .2 Samples Ave. Fc: 5085 DM--5 649 143 SECONDARY SHIELD WALL, NE QUADRANT 2095 C 5020 DM--5 649 143 SECONDARY SHIELD WALL, NE QUADRANT 2095 D 4530 649 Pour Summary: Standard, Variation: 346.482 Samples Ave. Fc: 4775 DM-I-5 650 140 SECONDARY SHIELD WALL, NW QUADRANT ( N 2096 5550 DM--5 *5540 650 140 SECONDARY SHIELD WALL, NWQUADRANT (N 2096 C DM-I-5 650 140 SECONDARY SHIELD WALL, NW QUADRANT (N 2097 D 6190 DM-I-5 140 SECONDARY SHIELD WALL, NW QUADRANT ( N 2097 C. 5320 650 650 Pour Summary: Standard Variation: '375.322 4 Samples Ave. Fc: 5650 DM-5 653 143 FUEL TRANSFER CANALWALL 2100 D 5770 DM-5 653 143 FUEL TRANSFER CANAL WALL 2100 C 6240 DM-5 653 143 FUEL TRANSFER CANAL WALL 2101- C "5680 DM-5 653 143 FUEL TRANSFER CANAL WALL 2101 D 5500 DM-5 653 143 FUEL TRANSFER CANAL WALL 2102 D 6400 DM-5 653 143 FUEL.TRANSFER CANAL WALL 2102 C 6150 653 Pour Summary: Standard Variation: 356.127 6 Samples Ave. Fc: 5957 DM -5 662 119 ROOF SLAB, RC DRAIN TANK 2112 C 6130 DMV-5 662 119 ROOF SLAB, RC DRAIN TANK 2112 D 6000 662 Pour Summary: Standard Variation: 91.9239 2 Samples Ave. Fc: 6065 0M -5 669 143 SECONDARY SHIELD WALL, NW QUADRANT 5020 2128 D CR3 -1 Saturday, December 19, 2009 Page 14 of 15

FM 3.7 Exhibit 9 Page 15.of 15 Detailand Summary of 28 days Cylinder Tests for ContainmentBuilding Mix~ Pour E. ~ ecito ýin clr Fc ji DM-5 669 .143 SECONDARY SHIELD WALL, NW QUADRANT 2128. C 4860, 6 69: Pour Summary: . . Standard Variation: 113.137 2 Samples. Ave. Fc:. 4940

Ui -i--N-DM-5 Mix Summary:, . .Standard Variation: 508.316, 239 Samples Ave..Fc: 5640 N U

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-21510N........

NiE NiSIUiNI Mix ii Summary: im iiiii EN...........

Standard mliVariation: 213.604 i I i

.12 Samples n I I I m .i .. Iii m

Ave.

ii Fc:III 3791I I.

NI

RB Structure Summary: Standard Variation: 605.23 451 Samples Ave. Pc: .5650 -

NNiII I i ii i S niiii**nS i ii IIII i*I Nl iiii i ii i i iIN i i i *I NN IIm lI 3 IIN n*NNNNNENNNNNNNNUNWSNUNNS*N.w_ -..o 0 aa.a I I lIII CR3 - P/. Saturday, December 19, 2009 Page 15 of 15

.... U7xhi "D........ *............O .......... , ....... % Page 1 of 19 F'Orý DESIGN ANALYSisIcALCULATION:.

..... .. .......m .. igyryp.pi DESAC.fRM

eJr.m ;.3................

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 !1Cement 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

Page 2 Of 19

i DESIGN ANALYSIS/CALCULATION Crystal River Unit 3 DESA-C.FRP Page 2 of 24 DOCUMENT ENTIFICATION NO. REWSION 0

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) 5460 psi Class 3000 in exception areas 4860 psi Class 5000 6720 psi

V

fi

/RFalhibit p8 PoweI 8 Page 3 of 19 DESIGN ANALYSIS/CALCULATION CrystalD:ES.r.FRMRiver Unit 3

'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 78 ibit Page 4 of 19 DESIGN ANALYSIS/CALCULATION Crystal River Unit 3 DESAC.FRM Page 4 of 24 DOCUMEWNTDENTIFICATION 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)

hibit 883A. 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

l*, 7NkA,:i'i*.,+

iýmmec I 658550-2 727550-2, 6000 5000 ___

RB Dome repair only 736441 5000 Primarily used in Ring Girder DM-5 5000

_ __-_-_

DM-7 5000 Primarily used for repairs T-21510 3000 The three

.iiiiiii i mixes. used for the bulk of ...the larq?.sructural tsiiiiiiiiiiiii'IIIIIIIIII i- ii

. i.i pours I

area ...

on T-21510, S . II DM-5, oIfII S S and a a a a .I I 727550-2. It appears that DM-5 was the Class 5000 concrete mix early, in the job, and:

72755-2 rplaced DM-5.for later pours. Mix 727550-2 had a higher cement factor.

727550-2reer

%. a a...... a aSa 0 0 In Is0 0 Mason S'M .... 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 age 9.of 19 S*Quantity a ~Distribution of fc for Mix DM-5a of Cylinder Tests in 200 psi Ranges II SQuantity : " iii:: iii I I / I I7 " I.Y ..

4000 .. . .. . 520 . 5600.

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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 in200 Osi Ranqes

Quantity - - -- -2

Oa/)

m qn Iu~ "i! U)

IIII v I L I CA z

... . W,-rl' I0"

t 1, C) 7Z Az .00 10 "

00 4000 4400 "560 4800 5200 6000 6400 6800 7200 7600 .

f'c (si)

FM 3.7 Exhibit 8 Page 11 of .19 DESIGN. ANALYSIS/CALCULATION Crystal River.Unit 3 DESA-C.FRM

... . .. ~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 W0 0 0 N .s *.En E...S3 0 .

00 a

a Ua . a W nne s" o 0 *U*

U" Mix DM-5 7 4265 a U

(Attachment D) 28 5641 _ _"

S U

__90 6558 1.16 U U

U Mix 727550-2 7 4249 ._

(Attachment E) 28 5791

... . 90 6489 1.12 U U

_ IUUaa 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 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) li cn 7000 Rr,* * . *

-I-V)

-4

.ca rnmr 4- CD oz co 0,/ '.0

-4 -I- +-1-I-------f--i-t-t-----7~7~-I t~~4tfI -

50001 ff *uj /

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.Jl) -z 45U(

-I-CD 400C 3500

~i k+/-H -t 4 CD)

CD I I ifI-IE wV wil _______I I izztzzizizt ztz~I10 1. LIiiZ[ZZrZtZLI2 I 100 Days 0 Mix DM-5 - Mix T.21 510 Average Mix T-21510: DHP Pous 28+29 Mix 727550-2

, F3.7.xhibit8 ""Page 13 of 19 pDESIGN ANALYSISICALCULATION Crystal River Unit 3 DESA-C.FRM Page 13 of 24

" ocumFNT . NO.E.. .nTFI.ATION - .. N.

10N S-OM-047 B. Post 90-Day Strength Gain The rate of compressive strength gain for a' typical concrete made from Type II cement is shown in ACI 225R-91 Fig. 6.1 (Ref. 7):

Typical Strength' Development for Type II Cement, Time Days Yrs f'c

.7 2550 28 3450 90 4200 180 .: 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.

Compressive Strength vs. Time z

p rc (psi) 7500r 7-T -I II -o I c I I~z I I 1lI m

cn U)

W+/-LLz~ z 6500 Tvae II-I ji 6000 .4

-F iFi F ... y /,

4.K- CID Nfw V/.

I - AI/ I VJf SMCIO I;OI,/)

C-)

// 1 Y1I 171 'P Vi l [zlT-

ý4 5000 ca2 V-.<

4500 t / Z C-.

0

/,

40C0 3500 .["III/71 1.1 44l/

1 171 T CD 3000 IW vI II I/1 71:

0 4

ZDUU 1000 10000 z 10 0~ 0-4.

Days Typical Type IICement -Mix DM-5 - Mix T-215 InDHP o Mix 727550-2

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.

ii CompressiveStrength Normalized to 90-Days

1 '1 0

z f'c I f'c(90)

I IH cc Co 0co v

1.3 , 11 . . 1_ ' J Cii CA) G) 0- z 3

Co cc 0 CO)

-4 3 CD CL 0

An

.7- .-0 0

.00 0 -U a'

a

.50 0 I-a 1 10 100 10o0 .1000

,a I,

0 Days Ab Mix DM- Mix T.21510 InOMP

- Typical Twoe I1Cement SMix 7270-2

h 3.7 ý,hibit 8 Page 17 of 19 power E 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 S-O0-O7 IDENTIFICATION N0.

1 REVISION 0

Typically the design strength f' for concrete is specified at 28 days. If strength is predicted using "gain ratios" the long-term design derived from average strength. data, conservative because of the. 1.34 s the result will be term in the above equation.

Consider the following example, for a concrete with 28-day test results and s = 500 psi (s assumed constant of 1c Avg - 5670 psi over time). The 28-day, design strength calculated as is back-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 ratio's shown, and the third column is using the gain calculated from fc Avg and the constant s.

t Gain Ratio fcAvg Predicted f'c 28 days, fe Avg - 1.34 9 5670 5000 5000 90 days 1.12" 6350 5600 5680.

5 yrs .1.20 7620 6720 6950 Figure 6 shows the conservatism that ratios. if the gain ratios results from predicting f'c using average properly predict the average strength of the concrete and strength gain the standard deviation of the sample remains constant,.

the design compressive strength that utilized is represented by the line could be parallel to the average strength 'curve, (1.34 x s) less than the average and is always strength. The predicted f'c curve is difference becomes greater if larger gain always lower, and the ratios are utilized for any line segment.

90-day gain ratio for Class 3000 concrete Note that the 28 to was determined to be 1..30.

The discussion above has considered that the standard deviation is constant noted previously when evaluating the over time. As test result sample population statistics concrete, the standard deviations decreased for Class 5000 significantly between 28 and 90 days.

reasonable as small differences in curing This is rates would. be expected to diminish the sample population would therefore with time, and.

become more uniform, If s decreases the term (1.34 x s) also decreases, which with time then results in a larger difference (more conservative) the predicted design.compressive strength between and the maximum value that could be utilized.

Summarizing the discussion above:

Use of the conservative average compressive strength "gain ratios" to predict design strength results in even more long term conservatism.

I Compressive Strength vs. Time Example showina conservatism Wheni Design rc is projected from 28 days zI:

fc (psi) 11 7 7800 00 7400 AM 1120 ' " - I I I z

0 C.

CD 66000 U) 0-(n m 'Cl)

Cn Co C

6200 cJ 5400-4M* Yp Pi : ; .

.z -n;

-u VU 5MC CD co o

2 (D 10 100 100wo 10000 0 0-

_ A~:Days .-li

-Averade fc

- ~-'rrq4'." 4~

--- FM 3.7. Exhibit66 Page lof 1

" _ .:7; P IC .U FI. : CiH . P ;:.. Ord o r No. TA-7732 SAS~ A MNWIAL

&AJ4 11"'0110

~'+ "CT

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- *i+..../ +01Jft tLPl*m7* 1S PLi.&aIN3 nl%.l 0-,IItI S APF"OVAL "I',lCh REPORT Date REPORT OF TEST ON CONCRETE CYLINDERS 6 DIAMETEiR BY 12 LfLNGTII RUPORTED TO: FLORIDA POWER CORP.

CRYSTAL RIVER FLtINr UNIT 0O. 3 -

n". "* ;-!.:or: West Coost Concrcte, Inc.

- '. Gilbert Assoc., Inc. Inspector i

-.'9.. -' " . . - ::--. +*. Jones A. VON N!V 3IMv_.

-- ' "- ____ POUR: 712 BB

-. f C -. ... C 5**. ' ... "

)S at2-16-73 CoceeCa 5o*t Area 28.27 Sq. In.

Fna.I Portlt~ d Type n .

Cement Factor 7.25 B-ran Aggrogpte Size AR¶Wd 67 4-444= , n I IML. CYLINDE* W/C SLUMP % C CONCAtpE AT AGEi 14.IAL LOAD cOw.*. ST. $019CIPIC I.JI.

MI, OENT. OAL.-$ACK INC H AR %

1 TEMP.

6.0 T&MP DATE ~U.O MUDT DA AYS 58. LOCA?10.

1 36-000L 1181 in ~ .sx 21 C t:___ 3-16-73 t 2 176IF Km A__1

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40 201hh2m" t -I e 'I 20~m5 C N-7--73 90 15-3--&Y 4~10 1s 14 X 296I2 931-M ' 1,2 17 h: , _

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rNMADA: --. 4

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.r..o.rdo aURGH TESTING LABOR TORY ,

3F, T

I

FM 3.7 Exhibit 7 Page 1 of 10 FLORIDA POWER CORPORATION J. A. JONES CONSTRUCTION CO.

CRYSTAL RIVER UNIT #3 K

CONCRETE POUR SLIF ACCOUNT NO. - IiO POUR No.7 _a REQUIRED MIX z5----- DATE:,4tj~L~L 2 19 A QUANTITY -- ______

BUILDING TEMPERATURE DRAWING NO. SC 9 I"03 L->/' LOCATION J-i*f a,.77dLL , (I ENGINEER A IRONWORKER FOREMAN ..

LINE & GRADE ) ' RFINFORCING STEEl1 __,

rIMEN-slotSK.Sj6TC ALt=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 MECHANICAL SUP". OR FOREMAN A)A ~~~GROU NDING_____ ______

PNETRAVONS EMBEDDED ITEMS _________

REMARKS I WORE CONCRTE OI GROUT IS ORDIRW.

FORM NO. FPC - 30

11 111 Iý111F11I I

ýIýýý 1 :11; p ipqlývw ýý ITi

I IIýilililliý',

ýI",

FM 3.7 Exhibit 7 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 ,7'701 Time Loaded. Class ' Mass - Other 0" C=,. Cu,Thickr Yds. _F

-:_,M*isutr.

LoadiNo F.A. F).. _0**

-, Cu.L Yds. u s; C. C A.Pn%**~ e .

Das.p LSO 1. _ _ _ _ _ _

Coment (Typeor C.A. (Size_!X2 )

(Size ) , - . . _ _._.- _ /__

F.A.

DamMd HCF YOM______

Dvex AEA -,_..____l__

Tota Maistw [L. e. 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 S9) Z (&-4

,,,*,*~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

.... Se.d 1L Swphus Delivery 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 J1 4m C ttei 0#as T* d No. Loa No. J3 C.:Yds. I COW*1 IDO0 C.UM. Cui. Yds ..7 f -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. F I466! 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")

Sirmweeof Batch"lcm~

Tow Plant .Ins.ect,,

"O .1El ,F *L 1147 of Stbute Where Placed2 (ftio TWeof Art. 5 -3 Total Rev.

A To TaiW . -F Co...te To. *Sim, Rev. Start ,1,1.f,) 00 0 Di (30 Fidi -!q d SipalmZI

- U mww-_

. V.

FM 3,. Exhibit 7..

II,IIII*:Z " I I I: .G II L. ..T AS O IATE..,. 1L 0 4*

IICI I GILIEERTASSOCIATES, INC..*

OUALITY ASSURANCE REPORT SIURVEILLANCE OF CONC PLACEENT, CIE 1r W UNIT. _____ ___ L_ I_____*....

PREPARED BYn-" "" "" SBHEET I OF :3, DATE~ ~ C 0 CNTRACTOR' AREA.. ' *. MENL....*DM Ems COMPLIANCE 1COMPLIANCE YES NO:

A. EOUIPMENT .YES NO I B. PLACING

- * - , . . . ... . .. . . . . h .. . .

..- 1*.

Are'sheield IrfaalGe an ",.W "

*~*. 1 re h6ýpar ppcod. close. ', * , .forms wetted dow'n before # ,r '* "I.."

... . *.,~ A,. n~bugh toD Ire'veht con.

placement crete from moving laterally more than a short 7 distance . 2. lb grout used before place ~

menr or %urface

2. Are conveyors free of 3. Are personnalwatching . "

dry mortar and foreign for form movement matter

14. Is area clear for placement

3. Are chutes rounded and (nostored material or other clean (no build.up on sides) debris that may cause de-lays or hinder the opera-*J tion)

4. Are wheelbarrows and

buggieiclean .

6. If chutes are used, Is the slope approximately I

5. Are buckets clean and 2 or 2YA free of old concrete in corners

6. If conveyor belts are used 'I are baffles placed at the I6.

Is equipment placed to end of each section

cover entire placement without delay -for repos. 7. Are long lines of belts ittoning equipment ..

covered to prevent.dryin2 fj&i

7. Are pump hoppers free of j

8. When chutes and. belts are concrete build-up flushed. Is the water diver. -LIA ted away from thefoms ._._ .

8,. Are elephwnt trunks long enough to reach bottom 9. When concrete Is pumped.

of a deep wall form is the concrete at the point of ejection of a uniform j

9. Are vibrators of proper consistency size for this type of placement 10. When concrete Is pumped is a communication system 10, Are sufficient numbers of set-up between the pump */

vibrators at placement and point of placement -

site

11. is concrete placed on a

11. Are spare vibrators slope placed from the i avaiablte bottom tOrthe top of the slope.

OAu/OAW)1,.1S

.1.7I

FM 3.7 Exhibit 7 Pa 0 GILBERT ASSOCIAT rES, INC. -

QUALITY ASSURANC E REPORT S URVEILLANCE OF CONCR ETE PLACEMENT CLIENT;P:

UNIT PREPARED Y SHEET 2 OF 3 DATE "CO .TRACT. RPj'L... , ..... 1

. " AREA 6F ILACE.NTA -. ,

COMPLIANCE COMPLIANCE'

, YES. NO YES NO

... " " ." -. .. .Isoftis ingn

. .' ' "lo'pe tiI bn'cret doe 'i . . .horiontl

."." lIyvers 2t - . .. .

sag under finishing jI" thick (max.), - .

tools

22. Is any segregated rock

13. Is concrete dropped scattered or removed vertically into forms before new concrete is deposited on it

14. Is concrete dropped between form ties A 23. Is time allowed for settlement when slabs

15. Are chutes and and beams are placed tremies raised only above columns and as high as necessary walls of fresh concrete to distribute the next load of concrete 24. Are vibrators left run-without causing ning and slowly with-J segregation (freefall drawn.. -

3 to 5 feet max.)

25. Are vibrator Insertions

16. Isconcrete depos- close together (approx.f Ited as near to its 18 inches apart) -

1. final location as practiced 26. Is concrete worked well.

around reinforcing . -

17. Is concrete dropped between reinforc- 27. Is concrete vibrated un-ing to prevent til top surface develops j segregation a sheen and large aggre-

--I. gates are totally

18. Is concrete placed embedded working away from corners and ends 28. Are form separations re-of wells moved as concrete ries ,

in form ., -

19. In slab construc-

29. Is top surface level and tion is concrete with the proper finish dumped against concrete that is In according to drawings or specifications plate

30. is a floor hardener re.- *a 20, Is only enough con. quired and used crete dumped In one piece that can 31, Is the Oumlity Con-be vibrated effect- trol inspector pre-ivoly sent at placement 11AUGAIIPIII578 6-1-71

.- *

7

diiW ... .". : . .. .. e6..O.'.... '

-xhbt- 0~v 0 Ter'bu-i 01, GILBERT ASSOCIATES, INC 12,0 4-I OUALITY ASSURANCE REPORT.

SURVEILLANCE OF CONCRETE PLACEMENT C

CLIENT .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 C 11 r- treAf'. h drm L

1,..:

am"h use SUPPI MMSNYMAY SHIEGY GAI/O.AMPI 1.5 FOR ADDIYIONAL COMMENTS 6-1-71

- -, ~.-- -- -

FM 3.7 Exhibit 7 le. f.10

)

GALBERT ASSOCIATES REOR INC.

OUALITY ASSURANCE REPORT SURVEILIL NE, OF SAMPLING METHOD FOR FRESH CONCRETE.

ASTM C-172)

PREPARED BY CLIENT UNIT %Iuz v,, EET 1 OF I DATE ýF:A tM Q CCOTTAI CTOR AREA ,--*mrJ.'l,,.,Ll*--

COMPL lANCE COMPLIi ANCE

.. A. PRIOR TO SAMPLING YES YES'. NO

.. ,'. ' ...X.1

' 1. al.! .

. .. .. ,ix- , r A .,0..

.,,... .. .... I..l .W~as.all of the mnixir

.. , .3,.Wgs sample.cornbined

..id rein xed w'i'th a mixer shovel to ensure un-

iformity

2. Was concrete com-pletely mixed " .- C. SAMPLING RESTRICTIONS

3. Was the very first 1. Was elapse time between portion of the batch. sampleswithin minutes. IS discharged S. SAMPLING 2. Were slump andlorair tests started within 5

1. Taken by repeatedly minutes of sampling passing a receptacle through the entire 3. Was the sample protected discharge stream from rapid evaporation-. f IA conditions Isun, windetc.)

2. Taken by completely diverting the discharge 4. Was sample protected from stream into a sample other contaminating container elements "1"

5. Was sample taken only from..

middle portion of the batch COMMENTS NMOT: Wi SUPPLElMNTAR* SHEET NO.'GAI/OAIFIiIS FO( ADDITIONAL COMMENTS GAUOAIF1t¶ .711 6-1715

FM 3.7 Exhibit 7 Page 8 of 10 .

PITTSBURGH, TESTING LABORATORY.Pr TDO).A. A-7

.512 N4ORTH DELAWARE AVENUE., TAMPA, FLORIDA. 33606:

A@AU£ UTUAL PNO~tC71044 TO CLIrhTS. 7WC PUSCIC ANOQ URREIL-S. . ALL REPORYW Order N4.. I 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 S6OISIRVEC FEChR01 OUR W111"11% APPROVAL.

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 .. .

t I

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 vI9nf SOURCE OF MATERIALS Cement,!- nLoFiDA PoRnhA) Admixlure W' Re GRACE Fine. Aggregate B W.S *, S iD MITE Coors. Aggregate BROOKSVUBJ STON~E' DESIGN BATCH OtlAtTITI1S. or CUICR~ YARDl ilY MI r i wo~J flJ Tfl 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 GRADING OF AGGREGATES Fin. Aggregate 5 _______ Sieve Percent (Passing)

Corsi.Agegate 2.O - 2.5

_ _

Coarte Agg. FIne Agg.

ACTUAL BATCH WEIGHTS per CUBIC YARD (Adlusted for Surface Mijure on Agga.) I#"

Cement ?YO~

077..-W4 ls Fin.A.-. .lb. 11-11 Cors Ago. 180-18 55lb. 97.5 9806 Caurse Ag1. =XXL N/ X lbs.

25. 22._

Mm lx. flARUX ~ jj..~ No. 4:

No. B.

AdIx. DAPATARD Free Water in Agg. 75=01Li lbsA No. 16.

Added Water 210-192 lbeA No. 30 Tutel Woew

275-278 lbse No. 50 No. 100 Met'1. finer Cencrete otChe this reort ,.1Q.............. c . yds. than No. 200 2.25 Rmioeteds 6 ausyda. Not upedl Q0gzjyda

ftnfm'w 3 vda . to 713 IM fild

- ~ ..2: A~.

~LL .aw.ng, L.a

.&a* -# NA TYpS r 1 Ga "Cl m34ty rocords elITTSBURGH TESTING

.¢

'. JR'?

Foss To Hec~ilvraF. lo

q

- " FM 3.7 Exhibit 7 ,*.. ! Page 9 of 10 Fp. ; ;.:

t * ° i ', .- . .

. '-~ A"

,l . * , [rA:e. ::.ft' Irri I 2

/i' AS A MWIWAL 6lC-TTC*.OI4 PITT" TO C'-ILi!

U;r"H. PI .rd:

7.1t P1.19.c AN2 v uwUCLvtS. All.,..,P a*

r.No. TA-7732 0 NrtLPQAR 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 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 or4 A. VCN NY.VJW4(P

-...-- ' ., : ._ .' a.. . -

-PtR:

.71,2 P 712 F

]*.

-. .

ii~* *t, .t~i

.:zuCast ' 2-16-73 Concrete.Clams " 5000 P.$.I Area 28.27 Sq. In.

eOmnt Factor 7.25 Brand Fig. Portland Type II Aggrogate Size ASIM# 67 OIL. CYLINDER' W/C SLUMP AIR CONtet OAUTE ST-O0 AGE IiAL LOAD Co.P. ST. ' ' C,,C, am. " l-DINT C AL.-SAC" INCH$& lt kMP. P. . DAY& L ,* P.J,. LOCA 1rO%

.138-,5 .SoJi " I.e ,

+..t

- 1A- .4 6 F-37 7 17_ ~~ 01tn.

C !__3-16-73 1 28

* . . I-"_

. 2 1/2 1 " 2 " 7 p_; , ?Q):,,

211,0t00. 'Fl 711

[ 1 ______ _*1 '-1"7.73 90 " -,

Ct .. , . II U l

S-,

.4.142o=1 20*

V I hf" Im

.- . .I - -. . . ;

.... .Lf. ... J .

~tAiAftL~I.

At "K i'44 2 ~YC~a.t nod ., '*.IxUIG1GH T*STING LABORITORY F<43 TL

. I " ,"' . "

G&LSET ASSOCIATIS* W_ 0 FM &7 Exi- iibit 7 "1u QUALITY ASSURANCE REPORT Page 1Q of-lOG WEEKLY CO~.WN1S.ON CONSTRUCTIORS QUALMT CONTROL a 0 CLIET. Florida Power Corpowatio" UNIT IE i Crystal River Unit #3

I II lli COjRaUCrop E C. . ;Ernst A3.A.&oes.1.1 InJ DATE February 24,.1973 MEET NMM PREPARE D By- 'GAI/qA Personnel I 0

8etek!End ing: February 24, 1973 Ion Duct Cleanliness..

.-. Structur f Florida:Steel Corp. Structural Steel Drawtngs

-. Rviw mp i.

Fresh Concrete ion of Concrete Test Specimens General iew of. Work Procedure U L -

9

1. 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.

.2-Structural - ".-.. .. " --

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 and the making, of concrete test specimens were observed this week. The sampling. of concrete and making of the' -

¶1 4

test.. specimens were done in accordance with the Orojoct specificAtions.

I I we Ab

.9 GNAW f"

~1

ML102871041

Text

Subject:

Subject:

Dear Mr. O'Brien:

Title:

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