ML102990363

Email - Subject: FW: Refute 3.3 for Review Attachments: Fm 3.3.ppt PTL Test Cement 04011974.pdf; Mill Cert 04021974.pdf; All Strength Table.Pdf; 7 and 28 Day Strength.Pdf; All Strength Graph.Pdf; Erlin Hime Petro Report 05101976.pdf; Core B

ML102990363
Person / Time
Site:	Crystal River
Issue date:	11/24/2009
From:	Lake L NRC/RGN-II
To:	Robert Carrion NRC/RGN-II
References
FOIA/PA-2010-0116
Download: ML102990363 (22)

Text

r.i c/N Lake. Louis From: Lake, Louis Sent: Tuesday, November 24, 2009 9:25 AM To: Carrion, Robert .

Subject:

FW: Refute 3.3 for Review -.

Attachments: FM 3.3.ppt; PTL Test Cement 04011974.pdf; mill cert 04021974.pdf; all strength table.pdf; 7

-and 28 day strength.pdf; all strengtpgraph.pdf; Erlin Hime Petro report 05101976.pdf; Core

- Bore #5 Final CTL Petrographic R.port 059169 C856 (2).pdf From: Williams, Charles R. [1]

Sent: Tuesday, November 24, 2009 7:16 AM To: Lake, Louis; Thomas, George; nausdj@ornl.gov

Subject:

Refute 3.3 for Review Mr Lake, I am resending due to difficulty with opening/reading the previous attachments. Again, this is prelim. Call me with questions. It looks like I will need to send each one as separate emails to keep from mixing documents.

Thank you, Charles Williams 919-516-7417 1/

3.3 Inadequate Cement Materials D 1 May identify additional perspective on this issue as RCA related efforts proceeds

Description:

Cement that fails to meet specifications can contribute to failure.

1. Slow reacting cement can slow strength gain.

2. Fast reacting cement can cause rapid loss of workability and early set --- constructability

3. High C3A cement can support failure when exposed to Sulaftes

4. Low Alkali cement may be specified when ASR is suspected Data to be Collected and Analyzed:

(1) Mill certificates of cement used.

(2) Records of trial-mix from laboratory (3) Original cement test records.

(4) Petrographic analysis Verified Refuting Evidence: Verified Supporting Evidence:

All documents reviewed conclude cement meets all requirements. See attached sheet.

R11 Proprietary and on~fidential, 200i DO 11/23/2009 -net *ekac & dýd aý v:th 1 peiM49MM

3.3 Inadequate Cement Materials, Cont. (R)

Verified Refuting Evidence:

1. "Tests of Cement" dated 4/1/1974 and 4/22/1974 by PTL concludes that the cement meets all specifications and ASTM standards within acceptable standard deviation. (Exhibit 1)

2. Test found that the cement was slightly finer and faster settling than specified. However, it was concluded that the variation was acceptable. (Exhibit 1)

3. "Mill Certificate" dated 4/2/1974 from "General Portland Inc." meets all applicable ASTM standards.

(Exhibit 2)

4. Original test records show satisfactory variation and strength level. (Exhibit 3)

5. Original Petrograpgy report by Bernard Erlin dated 5/10/1976 concluded the there was no evidence that the aggregates had been either chemically or physically unsound. (Exhibit 4)

6. Current CTL Petrography Report dated 11/2/2009 found no irregularities with the cement. (Exhibit 5)

Reviewed by: Dr. Avi Mor, 352-795-6486, ext 1030 - P11 CR3 Team Office

-rrietar','

mp1 nd C-nnfidPntaIl 2009Do 11/13/2009 2

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.... A "1UTUAl. IIOTCCTIONTO.LICNqTG Aj 7 .'UnL*.IC lANO:qURA LVI!. A*"L R lPORT FOiR PU9LICATIION OP STATIrtMEN?§. CON.LLJSoNS OR :XTRACTs FRaM OR RE GAROING LA I O AT ORY NO-OUR REPOT. Is Resc vrrO Pr..N OU.R WRITTEN

OuING OVAL. "APPR '.*

A ..

G- OF 2 TESTS OF CEM4ENT .E 'i.rc!.:v:.;) April 22,1974

" ~ ':*'.:,:.,,:.

P " I 496* 1o,-'::""

FORFlorida Power Coirnoration.

. " Crystal, :.iv.er Florida P'ovwr r Plant Job Silo 19 Tampa, .u.., S ampld*e .

y 1P3/18/*7 ,

B1RANav% Fla. FROM Receive d Iiarcl 22.* 197'4. 10 ,Sam.Tls 340A thl. 340J 1 INNO. 1 CONTAININ** 20*, 000 BARRELS SPECIFICATrION ASTM C150-72TYPe II P~S11LTS O8TAIN~D PHYSICAL TESTS __S__ _"__

SAM.PLE SOUNDNESS VIC _

TIME OF SETTING Co pressive STRENGTH AIR TNSPECIFIC

• . .. CONTENT SURFACE.

I - EXPANSION,% HRS.-M IN. H-RS.-MIN. 3 "-D)ay * -

'1_)a___8DavYOL____CM. . .....

GM 340 -A 70 .06i;! 1:00 4:00

.. t 22..()Q 7 3230 5320::: 7.1 Af01L 0.06 14&0t _j) **A 91n6i/;

0. 0 A ~5 3, ~fl *: .

9 9 r1 5390 R- /in/. r fl ~Ar. j,* on:.iT  : AI 10 9 '1/

~. ..

vin0n . . .

5_'11 .

7 -1 = =iA -7

0. 06 .

.r~ nf~. 0 ig27n --. 10 7-1 LLA1 7 n

A t; A *

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.~

• 99.~A, 3210 _ . 5160 IL (~ ~, l.A i -i f nt;~q i" &:1 Z1. 10 1L 99 ~40 'A, 6,n iinw)

At;!n 4..06_____________

A , qo IL - 1 q29n i*?nn

!1!i525f.. 7~ 1

... 4 4* -L r) 4..

!n n( n

• r /A- , 9i 5)n

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5320 __

I. ~* #~

. " t n

t .'_1 ... .

A:: A,;::*.

t:/ :..:*:

r,

') (~~f*A*: .~ q200. - 3i: .,. Ar~ .- ,;

.340-TL .n6 4!4() 91 (in 4 Q2 A A1 SI"%:..,.*'. F. ~ 9~A. 9922n 14n- T n 71 *3 2310 -7

4. .. 7 + F:. ... AX. . t m;!:{::':"':

Project Spocs. I in 3200ilin. 121000 '!az SPEC. REQ. S. 8jiUi*j Urs..i lOO00hin. 1800LSOC1 in. 1350OL.0in. 12A.i.a.. 22.00 V.

-inni ii laxizrum_ H EMICAL AN A LYSI S ....

C3 A +

SI 02 AL 203 Fe2 03 Mg 0. S 03 Loss an Igm. Inso;. Res. C3 S CC3 S C3 A 340A 22.46F  ; _4 3 2.85 1.12 2.52 1.84 0.40 47_6 .... 54.8 7 J72 1 B 92 19 14 14-.4 3D 2,9 1 09 1i *22 .46.i

.if09. 54! I11 1.i81 !! ;0 n.48a4.41 7 1 148 4- .

.5 55.8 551 i!

99 6.14

• • '6 .:6*::

340r91 It 17 i EO 7 --4 r22, 52!7 t-90 J.? 9!?1-07 2' 93 ! ....... ?2 6 ............ 61 1i..8 n -49*;

• 68 I S9-4 5 72..

__2. 4.33 293 1.6 2.46 1.76 0.42 49.5. 56.0 6.5 240 QL 22.54 4.'40 2.54 11.93 0.4 47.2 53.8~ 6.

340 ýH 22.56 4.36 3.4--IQ .ý( 2.49 1.706 0.40 47.9 54LL 341' 22.32 4.55! 5f 2 q75 1 1*)m 108 2482 1.J78 05.43 *7I~i!/ go 2 4 5qr,&. R 7; r).

34-T 9 9

• 4-19;  : nq* 2 1 _76i:! 'n _eo T!2 I I

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14

?rcjoE-Ejp J i ticlt io~ns. ________ ____ 42___ 0hi~in .58 .0etax.

-C. R E Q. 21.....(); , 'i S. ()M* i 3.0 ;Iyi3A)In~J(1.7V1:I~ft. .. I F9- .0 (c~u~rI~uI*: PAGE,~~ 2)

W MATERIAL OOES DJOOES NOT F-: COMPLY WITH SPECIFICAT IONS. *PITTSBURGH TESTING LABORATORY

,'EG/ml, 3-Flurida Power C orp.

1-Mr. fcennctt B~rown 1-Mr. C. Ifiatt Cement & Quricruto Ibepcrtmiew 2-PTL , Tauznpi

PITTSB.. RGH TESTING -,LAB( " ABI 5ST I. T TE oot

ATORY PLi

EASE.A.EPt.Y T-,.

850 POPLtAR STREET, PITTSBURGH, PA. 15220 O. BOX.A646 AS A MUTUAL PROTECTION To CI.mNT. c:ThPU008IC ANO OURSLVES.

.- ALL REPOR4TS  : I* . 58U H, A. ISZ30 ARC SUITTED' AS TfE CONFIDENTIAL PROPERTY OF"7CLI*NTS. A0ND AUT.ORIZATION FOR J-PUSLIATI6"N OF;STATEMNTS. CONCILUSIONS ORWEXTRACTS FROM OR REGARDING 743837 OUR REkPORTS IS REsEISY jENING OUR wsRITTE o, APPROVAL. 743837 LABORATORY No.

AREA CODE 411 TELEPH ONE 922-4000

• . RPORTORDER NO. TA-7732 CLIENTS No.

PAGC 2 OF 2 April 22, 1974 Sam~ple No. .Chlor.ides  %

340-A .0.01 . .

340-B 0.01 340-C 0.01 340-1) 0.01

.340-E 0.0.1 340 -F........... .0.01 340-G 0.01 340-11 0.01 340-1 . 01.01 340 -J 0.01.

REMARKS:' Vicat .initial setting timne 'is -slightly below 1 Htour M'inimum Project~ Specification, but above mninimum ASTM Requirement, tests are we'll within~standard deviation for this test..

I Similarly, Blahine Surface is slightly over Project Specif-ication, hut within standard deviation limits. We recommend the cement be released for use on the Project based on the above results.

• Two of the samples did not achieve 5200 P.S..I. Project ,Requirements by a slight amount.

,:%. /

• */*'.,I'¸':%¸ A-1-4

:, :4 ..

General Portland Inc.M9 MILL TEST CERTIFICATE Consigne Mr. Edwvin Froats, Quality Engineer FLORIDA POWER CORPORATION P. 0. Box 276 Date Shipped -----------

Crystal River,, Fla* 32629 SEALS TOP 8 836 -- 94 a5ECOQU No.- -------B TC------ 8-385,ý 8a§8 Copy: Mest Coast Concrete, Inc.

1500 South Street gTOS1692 Leesburg, Fla- 32748 ~TN Type ------------TT- - - - -- - - - - -

Destination: Shipped from ----- 9I -a ----------

• 7 .:.,:5,: :*-:

i.!:i:ii:iii!:ii*i!*ii:*!:

DATA SHOWN" ELOW IS TYPICAL OF CEMENT CURRENTLY BEING SHIPPED P

- ---en~eSI .:.

CHEMICAL COMPOSITION Specific Surface Silicon Dioxcide (SiO. 22.) -------

Wagner ------------ SQ. CM./GM. Aluminum Oxide (Al 0 I4.6 ---

Blaine ---- ko9------ SQ. C*M./GM. Ferric Oxide (Fe.O 3,) q Soundness, Expansion 0. ------------- Magnesium Oxide (MgO) 1----

Time of Setting, Gilimore Sulfur Trioxide. (SO 3) .... _2.5 Initial 2-- - - - Hrs. 10_ - - - - Min. *Loss on Ignition .---- - -- --- 1. 1- --

FPinal -- - - -- - -Hrs

- - --Min Insoluble Residuje .0-.33. -----

Compressive Strength Alkalis k'%Na2 O + 0.658 K,0) 3T I Day ----- - - --- -

- -- - - - - - - - - PSI I- --

Tricalcium Silicate -- ---- 14T - - ---- -

3 Days -- - ---- -P300- - - -- - - - PSI Dicilcium Silicate ------ 2 _

7 Days -- -- -- - -- - S Tricalciurw Aluminate -7 5-------

Air Entrainment 1 ------ Tetracalcium Alumino Ferrite . 8 Q.Th~is cement meets or exceeds all applicable A.S.T.M and/or Federal Specifications.

.copies Date ot Report- 42T.,--

CHIEF CHEmisr Mills at Tampa and Miami, Florida A-1-5 P. 0. Box 1002, Tampa, Florida 33601

l' WIN I

Ge~neral Pnrtlannd Inc r-MILL TESI *CERTIFICATE*

Consignee:

,Mr. Edw-in Froats, Quality Engineer FLORIDlA POWER CORP ORATION P. 0. Box 276 Date Shipped -----**

Cryatal River., Fla. 32629 E"ALS TOP 336.

83i.7 aiEXI? NoaOT~ -------

-3, Copy: W~st Coast Concrete, Inc.

1500 Southb Street SX TON 1686.925 lpeesburg, Fla, 32T4&8

• Type -- - - - - - - -I -- - - - - - - - - -

Destination: Shipped from ------- 2 - - - - -- - - -

DATA SHOWN, BELOW 13 TYPICAL OF CEMENT CURRENTLY BEING SHIPPED CHEMICAL COMPO SITION Specific Surface Silicon Dioxide (SiO----- -2 6 ......

__Wagner--------------------- SQ. CM./GM. Aluminum.Oxide (Al 0 ) - i Blaine ----- k2 ------J SQ, C'M./GM. Ferric Oxide (Fe204) 27 Sondness, Ex pansion 0---

-W------- Magnesium Oxide (MgO)

Tie of Setting, Gilimore Sulfur Trioxide (SO,~)2.

Initial t- - - H's.

---

min Loss on Ignition -- -- -- -- -

Final 4I Hs 10 -- Min. Insoluble Residue 0 31 - ----

Copressiye Strength Alkalis '%Na.O + 0.658 K, 0)3T 1 Day - - - - - - - -- - - -- - - - PSI Tricalciunt Silicate ------ --

3 Da'ys-------------23005 Dicilcium Silicate ...... 2_

7 Days -- ---- ---- P I Tricalcium Aiumninate -17'55------

ArEntrainment 7.1-l--------- Tetracakcium Alumina Feyrite .:.~.

This cement meets or exceeds all applicable A.S.T.M. and/or Federal Specifications.

Copies Date of Report - //i .-..

cmiE7 CcmIIa Mills at, Tampa and Miami, Florida A P. 0. Box 1002, Tampa, Florida 33601

RC3 analysi's Concrete Strength Over Time

. K

___ Pour ................... . ... .. ........

.. .......... .......... ........... .................... .......T................................

............................ gdy . ......................................

... Ratios ber Num.............

.. .......days =7 8 s*0 days Current 17/28 days 90/28,days 1 1926 5390 6650 7070 2DM-S 1 5130 5260 6810 6730 6950 7010 _______78% 104%

3. . i1927 5660 6830 7160 .......

4 DM- 5390 5525 7020 6925 1 7380 7270 __80% 105%

5 1932 5200 6540 6920 6 SOM-5 .............................-...............

5390 5295 6280 .................................

6410 ..........................

7200 .......................

7060........ ....... 83% 110%

8 DM-S 5360 4990 6210 6210 6830 6935 80% 112%

9 2064 14010 T5090 5870 10 1727550-2 4010 4010 5150 5120 6080 5975 78% 117%

11.. 2----.-.06--5-"--i

........ 3960 -__

jI -_ 5570-__ _ _

- 6070 . 72% 106%

12 727550-2 4010 1 3985 5480 5525 I 5660 5865 13 2066 .. 4420 5470 5590 14 727550-2 4390 4405 5770 5620 6150 5870 78% 104%

15 2071 4100 5360 6130 4 4-16 727550-2 4070 4085 5550 5455 6210 6170 75% 113%

17 2072 3910 5040 6460 18 ,727550-2 4090 4000 5750 5395 6540 6500 74% 120%

19 2073 4090 5130 5910 20 I727550-2 -- 4390 14240 5570 5350 6280 6095 79% 114%

21 2074 3870 _____ 5320 5850 ____

22 )727ss0-2 i3960 3915 5520 - 5420 6010 5930 109%

. . . . ...... - -72%{

23 2075 __ _

25 ==4__ 076 - ___- ..... ... ........................

26......

.. ........... 72755....0..............-2......

28 727550-2 1 4600 4510 5570 5705 i 6050 6060 79% 106%

29 2118 4490 _ _ 5820 6240 ........ _

30 727550-2 1 4070 4280 5780 5800 6050 6145 ___ 74% 106%

31i . 2119 _ 4320 5590 6170 727 ....5... ......42 - 5750 ...

............ 5 5611.....................

....... 6.0----6110. 76% 108%

2.--.4 n7AflI 557U 4 .

72755 0- 2 I 4460 4350 5700 5635 6230 6180 77% 110%

2121 4490 5430 6880

- 361 ]727550-2 4240 4365 5320 5375 6400 6640 81% 124%

- 2122 4350 ___ 5710 6010 38 5675

........... 6 5 ...........5940 5870

... 75%

7..............7% 105%

39 .. 2123

.. ...... ...... . I

..... 4420 4 40.4...0 ___ 5660 5

40 .................

5650 ~6010

_+6-- .......... 6030 ........

..... 107%

41 2124 4250 6170 6230 5975 i 6000 42 727550-2 4350 4300 5780 ........

i ..........

6...... .............. 6115 72% 102%

43 2157 ..469

................ 4. 90..-.00.. ___ 6300............... 6280 44* DM-5 4760 4725 6190 6245 6760 6520 76% 104%

45 2158 4240 1 6150 6230 DM-5 4240 4240 -- 5980 46 6065 1 6600 6415 70% 106%

47 2166 4690 6720 48 1DM-5 26 4475 6230 1 6475 6560 6560 69% 101%

49 2167 4810 ______ 6330 _____ 6760 ____ _____________

50 4750 6600 6465 6630 6695 - 73% 104%

512171.............

. ..... DM-S

...........T....... .4690 4880 - 6030 6600 .. ... . ..

V 52 DM-S__ 4930 4905 6000 6015 6560 6580 ___ ____- 82% 109%

53 ~ 2172 - 4510 6240 j 54 _ DM-5 4490 4500 6080 6100 6690 6680._74% 110%

55 2181 4900 .......s s................... 0.. . . ..........

6215

!.666500.. .................... ............................... i.................

................ .8-.................. .....

561 4810 page 1 of 3 11/19/2009 2:46 PM Break Test Summary.xlsx

RC3 analysis Concrete Strength Over Time NumberL> 7 day 28 days ~ ~90 days Current~ 7/2~8.days~ 90/28 days.

57

............. j2182

.... ........5 5020 0.....

()...........

5 3 )......... ..5410 36 ...........

............. .............. 7290

. .....7 7 ...................

7 8 ...... . . .. . ....... ................... ............ .... .........

. . . . . . . .. . . . . . . .I. . . . . .

ý 7 58 - 5040 5030 5360 5385 7470 7380 ___ 3 137%

59 2196 3780 5480 7320 -

60 3890 3835 5480 5480 7340 7330 61 12197 4070 5_5910 7260 1 62 4120 4095 5340 5625 7090 7175 73; 6 128%

63 12219 3640 5550 6070

- .....646' ....................

......... I ........ ...............

......... -3640 ...0 .... 33640 64 0 5480 80 .54 5515....... ...................-

6260 16165 .................

S.....................

..6666.................

65 ____1220

....... 3750 3890 3820

.-5540 5410 o 5475 ..........

--- -.5940___

t 5940..........

.....4 4 70%1

.4-1089 67 2225 4550 5470 6540 _

68 Is-2 . 4560 455 5750 5610 6460 6500

........... ..._i,.......

.......................... 81%

_ ... .......................... . 116%

69 _____2226 14490 5680 7220 ___

70 '7ý7550-2 4140 4315 6230 5955 7010 7115 72% 119%

522 1926 5390 6650 7070 522 1926 5130 6810 6950 522 1927 5660 1 6830 7160 ...

522 528 1927 1932 5390 5200 5393 7020 6540 6828 I 7380 6920 7140 79% 105%

-4 + 4 4 528 1932 5390 ....................

-6280

• 7200 6210 528 1934 - 4620 I7040 528 634 1934"

. 2064 5360 4010 5143 6210 6310 6830 6998 81% 111%

634 2064 4010 5090 5870 634... 2065 i3960 5150 6080 634 2065 4010 5570 6070 5480 5660 634 2066 4420 _ 5470 1 5590 4 4 634 20-66 4390 4133 5770 5422 6150 5903 76% 109%

4 4 . -.......... .

2071 i 4100 1 5360 6130 2071 4070 5550 6210 2072 1 3910 5040 S6460 207 3910 -- 50 -40 64 604 .

641 2072 4090 5750 6540 6641

. ..... ....12073 7I,.............

..... 44090P 9° .....

641 641 -074 2073 4390 3870 5130 532-0--

5570-~ _____

K 5910 6280 5850-1___ ______-1-'

641 2074 3960 406. 5520 5405 6010 6174 75% 114%

-666 2117 4420 5840

.5.7.

6070 . . .. . . . . . . . . .. . .. . . .. . . .. . . . . . . . . . .. . . . . .. . ....

666 2117 4600 5570 6050 666 2118 I 4490 5820 6240 666 2118 4070 5780 6050 666 2119 I 4320 5590 _ 6170 666 2119 4260 5750 _ 6050 _ _'"

666 2120 1 4240 5570 6130 666 2120 4460 4358 5700 5703 6230 6124 76% 107%

685 12157 4690 6300 .... ... . . 6280 ......... Z..

... 6....

103 685 5. . . . 62157i 2 5 ............... -44760* ..................... ....6190 ....s0............. -6760... ..

104 685 2158 4240 ____ 6150 6230 _ ........... ........ .?

105 685 2158 4240 4483 5980 6 1 55.. 4..

6. ..................

73% .3

....... 105%

106 ........° 695 s .......... _ ...........

J 216.6.......

.. 4.. 4690 6 ....... ........................

I... ......

... 66720

.3.°...............

d.............

i .i.......

107 695 12167 4810 6330 ................... . .. . ....

108 695 2167 4690 4613 6600 V 676 0 _ _ _

109 6470 6 6650 71% 103%

110 700 2171 4880 6030 S6600

.111 700 2171 4930 6000 S 65601 112 700 2172 4510 6120 6670 __ _ _

113 700 j 2172 4490 "4703 6080 6058 6690 6630 _ 78% 109%1 page 2 of 3 11/19/2009 2:46 PM Break Test Summary.xlsx

RC3 analys'is Concrete Strength Over Time 7

~Number j 7 days__ F90 days ~Current 47/28 days .90/28 days 14ý 712 2181 4900 6240.....

....... 6650 115 712 2181 4810 6190 6650 __

116! 712 2182 5020 5410 7290 1171 712 2182 4943 5800 7470 7015 85% 121%

.5040 5360 118 722 2196 3780 _ _ 5480 7320 1191 722 2196 3890 5480 7340 120 722 2197 1 4070 __- __ 5910 7260 121 722

.. . . .. . ....... ... .. .... 2197

-......................... 4120

..................... 3965 5340 ...1.........5553

,3... .......

3s...

0......

7090 ... 7253 . .......

............. 71%..

.... ............................. 131%

122 737 2219 3640 5550 6070 7 )q"1O i AA I.-.....

55480 ............

...8°...........................

........ 6260o...........

6.6 ...

124 737 2220 3750 5540 5410 125 737 2220 3890 3730 .......... I.5410..°............

5495 ................

5940 ...........5920 ..

r 68%

108%

126 .......... 4...

743__ 3 ....... ......- '...--

2225 .........

4550 ...... ..... ____.......... ................... 5470 6540

• 1277...... 743 2225 4560f i _....s............

5750...........

.. 6460 128 _ _743 2226 1 4490 5680 7220 129 743 2226 4140 4435 6230 5783 7010 6808 77%1 118%

130 131 7900 132 7380 7393 S............. .........................

133 t 6900 I 4 +/-

134 7530 .......

135 7650 136 5990 ........

...[ . ..................

137 6800

-4 4 4-

• 4- 4- 4-

..........1381 ..

1391 6370 140 1

...................... 8220 ...............

1411 8030 1421 7520 143 6-600 144 _____ ____ ____ ____ ____ ____ ____ 6610_____ _____

145 _____j____ ____ ____ ____6100_____

147 ~....

149 I 151 1531{ .

154.........

154_ __ _ _ _ __ _ _ _

155 ____ ____ _____ ____ ____ ____ ____ ______________ ____

156____________ _______ _______ _______ _______ _______ _______ ________ _______ _________________ ________

158.....

159 160 161 162 163 164 page 3 of 3 11/19/2009 2:46 PM Break Test Summary.xlsx

93 8%81% 82% 81% 81%

7 76%. 778 76% *576% 7576% 7%77

• 94 7% 6% ~3% 7 ~' 73% 7756 73%

• 0 7" 72% 70AS 70%0 70% 0 h 1 AAA AA& A&& AAA A' 04 A 6Y A A AAA A*4 AAAA AA A A AA AAA A AAýA A A A*** A A A AAA AA A A AA

• A AA A*A. 40 + A A

• ~ . S ~ S+

7" ,

• S* S 5 S

~ *

• S S ~ . +

• 7 days Fe

~A 29days Fc

• Rto 7/28 dy Pc CR3 - Concrete Strength 11/19/2009 2:42 PM Break Test Summary.xlsx

Copy No. I Report for Progress Energy CTLGroup Project No. 059169 Petrographic EXamination of Concrete Half Core from Delaminated Containment Wall, Crystal River,'= Florida November 2, 2009 Submitted by:

Derek Brown.

COA #4731 ...

5400 Old Orchard Road.;

• Skokie, Illinois 60077-1030 (847) 965-7500 9030 Red Branch Road, Suite 110 Columbia, Maryland 21045 www.CTLGroup.com

r. GCROUP!

Ki~o R e A 'u I t S 7

6 u ýI A ýn'ý i I I v f? *r :

[) e*:<1*

CTLGroup is a registered d/b/a of Construction Technology Laboratories, Inc.

_7

Building Knowledge, 1]elivering Rteslts.ý www.CTL-Group.com REPORT OF PETROGRAPHIC EXAMINATION Date: November 2, 2009 CTLGroup Project No.: 059169 Petrographic Examination of Concrete Half Core from Delaminated Containment Wall, Crystal River, Florida One saw cut half concrete core labeled Core #5 (Figs. 1 and 2) was received on October 27, 2009 from Mr. Jerzy Zemajtis, Project Manager, CTLGroup on behalf of Mr. Paul Fagan of Progress Energy, Crystal River, Florida. According to Mr. Zemajtis, the core represents the outer portion of concrete from a containment wall and the core is fractured at its inner surface at a delamination that was found to be present when access was gained to the wall interior. The delamination is approximately at a depth of 200 mm (8.0 in.) where horizontal post tensioning ducts are present.

Petrographic examination (ASTM C856-04) of the core was requested in order to determine, if possible, if the delamination is a recent feature, or alternatively if itoccurred at some earlier time in the age of the structure.'

FINDINGS AND CONCLUSIONS The following findings result from the petrographic examination.

Based on the general appearance, and both the physical and microstructural properties, the fracture at the point of delamination is most likely a fairly recent event. However, it is not possible to be completely definitive about the time frame since an older fracture, if subsequently well protected from air and moisture ingress, may also have similar characteristics.

The fracture surface passes through, not around the aggregates particles, is moderately hard, and does not exhibit loose surface debris. There is an absence of significant microcracking in the general vicinity of the fracture, and only limited evidence of surface deposits (slight efflorescence).

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Progress Energy Page 2 of 10 Crystal River November 2, 2009 CTLGroup Project No. 059169 Carbonation to any significant depth from the fracture surface into the outer concrete is not observed (Fig. 3). Incipient carbonation is exhibited in thin section at the immediate fracture surface (Fig. 6a). However, an older delamination surface that was not exposed to air due to the depth of outer concrete, and other possible wall coverings, may also have such an absence of carbonation.

The cement hydration adjacent to the fracture is well advanced and comparable to that of the body of the core (Figs. 6b and 6c). This suggests that there was no moisture ingress to the fracture surface, over a period of time long enough, to change the general degree of hydration.

This is supported by an absence of secondary deposits within air voids adjacent to the fracture surface.

Additional Comments The concrete represented by Core #5 is well consolidated and free of any cracks or excessive microcracks (Fig. 4). The concrete consists of crushed carbonate rock coarse aggregate and natural sand fine aggregate, well distributed in a portland cement paste. No evidence is exhibited of any deleterious chemical reactions involving the cement paste and / or aggregates.

The concrete could be considered marginally air entrained based on an approximate volume of 1 to 2% of small, spherical entrained air voids in the hardened cement paste (Fig. 5).

Based on the physical properties and microstructure of the hydrated cement paste, and the tight aggregate to paste bond, lack of major cracks and microcracks, and absence of a materials-related distress mechanism, the concrete is considered to be in good condition.

Further details of the petrographic examination are given in the following image and data sheets.

METHODS OF TEST Petrographic examination of the provided sample was performed in accordance with ASTM C 856-04, "Standard Practice for Petrographic Examination of Hardened Concrete." The core was visually inspected and photographed as received. The core half was ground (lapped) on the saw cut surface to produce a smooth, flat, semi-polished surface. Lapped and freshly broken surfaces of the concrete were examined using a stereomicroscope at magnifications up to 45X.

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Progress Energy Page 3 of 10 Crystal River November 2, 2009 CTLGroup Project No. 059169 For thin-section study, small rectangular blocks were cut from the core inner surface fracture region and within the body of the core. One side of each block was lapped to produce a smooth, flat surface. The blocks were cleaned and dried, and the prepared surfaces mounted on separate ground glass microscope slides with epoxy resin. After the epoxy hardened, the thickness of the mounted blocks was reduced to approximately 20 lam (0.0008 in.). The resulting thin sections were examined using a polarized-light (petrographic) microscope at magnifications up to 400X to study aggregate and paste mineralogy and microstructure.

Estimated water-cement ratio (w/c), when reported, is based on observed concrete and paste properties including, but not limited to: 1) relative amounts of residual (unhydrated and partially hydrated) portland cement clinker particles, 2) amount and size of calcium hydroxide crystals,

3) paste hardness, color, and luster, 4) paste-aggregate bond, and 5) relative absorbency of paste as indicated by the readiness of a freshly fractured surface to absorb applied water droplets. These techniques have been widely used by industry professionals to estimate w/c.

Depth and pattern of paste carbonation was initially determined by application of a pH indicator solution (phenolphthalein) to freshly cut and original fractured concrete surfaces. The solution imparts a deep magenta stain to high pH, non-carbonated paste. Carbonated paste does not change color. The extent of paste carbonation was confirmed in thin-section.

Derek Brown Senior Microscopist Microscopy Group DB/DB Notes: 1. Results refer specifically to the sample submitted.

2. This report may not be reproduced except in its entirety.

3. The sample will be retained for 30 days, after which it will be discarded unless we hear otherwise from you.

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Progress Energy Page 4 of 10 Crystal River November 2, 2009 CTLGroup Project No. 059169 la. Curved surface. Outer end Is to the left.

lb. Saw cut surface. Outer end Is to the left Fig. I Side views of Core #5, as received for examination.

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Progress Energy Page 5 of 10 Crystal River November 2, 2009 CTLGroup Project No. 059169 2a. Inner end.

2b. Outer end.

Fig. 2 End views of Core #5, as received for examination.

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Progress Energy Page 6 of 10 Crystal River November 2, 2009 CTLGroup Project No. 059169 3a. Saw cut side. Outer surface is to the left.

3b. Fractured Inner end.

Fig. 3 Views of the portions of Core #5 treated with phenolthaleln, a pH indicator. All the pink regions exhibited denote the limits of where the Indicator was applied. No colorless, low pH (carbonated) regions were observed at the fractured end regions.

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Progress Energy Page 7 of 10 Crystal River November 2, 2009 CTLGroup Project No. 059169 Fig. 4 View of the lapped surface of a portion of Core #5 showing the general appearance of the concrete.

Fig. 5 View of the concrete hardened air-void system of Core #5 illustrating the moderate quantity of both coarse and fine air voids.

Scale is millimeter Increments.

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Progress Energy Page 8 of 10 Crystal River November 2, 2009 CTLGroup Project No. 059169 6a. Crossed-polarized light view of the paste adjacent to the Inner fractured surface. Only incipient carbonation is Indicated by the speckled high birefringence colors In the 4 paste. Carbonate fines are arrowed yellow. Width of view Is approximately 0.5 mm.

6b. Plane-polarized light view of the paste adjacent to the Inner fractured surface (same field of view as Ba.).

A low to moderate number of unhydrated and partially hydrated cement particles (arrowed red) are exhibited by the paste. The amount Is comparable to that In the body of the core in Fig.

6c. below. Width of view Is approximately 0.5 mm.

6c. Plane-polarized light view of the paste In the body of the core. A low to moderate number of unhydrated and partially hydrated cement particles (arrowed red) are exhibited by the paste. The amount is comparable to that near the fracture surface in Fig.

6b. above Width of view is approximately 0.5 mm.

Fig. 6 Transmitted light photomicrographs of the thin sections of Core #5 Illustrating significant features.

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Progress Energy Page 9 of 10 Crystal River November 2, 2009 CTLGroup Project No. 059169 PETROGRAPHIC EXAMINATION OF HARDENED CONCRETE, ASTM C 856 STRUCTURE: Containment wall DATE RECEIVED: October 27, 2009 LOCATION: Crystal River EXAMINED BY: Derek Brown SAMPLE Client Identification: Core #5.

CTLGroup Identification: 2452601.

Dimensions: Core diameter = 95 mm (3.75 in.). Core length = approximately 197 mm (7.75 in.); partial wall thickness.

Top End: Even, slightly rough formed surface.

Bottom End: Uneven and rough, fractured core end.

Cracks, Joints, Large Voids: Text.

Reinforcement: None observed in the core supplied.

AGGREGATES Coarse: Crushed rock composed of carbonate rock type.

Fine: Natural quartz sand.

Gradation & Top Size: Visually appears evenly graded to an observed top size of 18 mm (0.75 in.).

Shape, Texture, Distribution: Coarse- Sub rounded to angular, slightly irregular to rough, evenly distributed. Fine- Rounded to sub angular, slightly smooth to somewhat rough, evenly distributed PASTE Color: Medium gray, uniform coloration throughout the length of the core.

Hardness: Moderately hard at the outer surface and in the body of the core. At the fracture surface the paste is also moderately hard.

Luster: Subvitreous.

Paste-Aggregate Bond: Tight. Freshly fractured surfaces pass through aggregate particles.

Air Content: Estimated 2 to 4% total. Approximately 1 to 2% of the total air is larger entrapped air voids of up to 3 mm (0.12 in.) in size, plus a few large voids of 4 to 10 mm (0.16 iG'ROUP

Progress Energy Page 10 of 10 Crystal River November 2, 2009 CTLGroup Project No. 059169 to 0.4 in.). Somewhat uneven distribution of voids. Marginally air entrained based on the very low volume of moderate to small sized spherical air voids in the hardened cement paste.

Depth of Carbonation: 4 to 5 mm (0.16 to 0.20 in.) as measured from the outer surface.

Negligible when measured from the inner fractured core surface.

Calcium Hydroxide*: Estimated 6 to 12% of small to medium sized crystals evenly distributed throughout the paste, and around aggregate to paste interfaces. Estimation of the volume is difficult due to the presence of calcite fines in the cement paste.

Residual Portland Cement Clinker Particles*: Estimated 4 to 8%. Some large cement particles, particularly belite clusters, of up to 0.15 mm in size suggest a portland cement as produced more than 30 years ago.

Supplementary Cementitious Materials*: None observed by the core supplied.

Secondary Deposits: None observed either in the body of the core and or near the fracture surface.

MICROCRACKING: A small number of medium length (5 to 10 mm), randomly orientated microcracks are evenly distributed throughout the body of the core. At the fractured end of the core there was no observed increase in microcracking relative to the body of the core.

ESTIMATED WATER-CEMENT RATIO: Moderate to moderately high (0.50 to 0.60) but estimation may be biased upwards due to the well advanced degree of hydration / apparent old age of the concrete.

MISCELLANEOUS:

1. Water droplets applied to freshly fractured surfaces were somewhat slowly absorbed by the hardened cement paste.

2. Some small areas of the inner fractured surface of the core, as received, exhibit a thin white haze of efflorescence-like substance suggesting leaching of lime in solution from within the core, or alternatively, moisture on or flowing past the fractured surface at the delamination position within the wall.

3. A moderate volume of fine calcite particles is present within the hardened cement paste, most likely from coarse aggregate crusher fines.

percent by volume of paste

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