ML102910713
| ML102910713 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 11/30/2009 |
| From: | Williams C R Progress Energy Co |
| To: | Carrion R P, Lake L F, Naus D J, George Thomas NRC/RGN-II, Oak Ridge |
| References | |
| FOIA/PA-2010-0116 | |
| Download: ML102910713 (28) | |
Text
Franke, Mark From: Sent: To:
Subject:
Attachments:
Williams, Charles R. [Charles.Williams@pgnmail.com]
Monday, November 30, 2009 2:48 PM Lake, Louis; Thomas, George; nausdj@ornl.gov; Carrion, Robert RE: Draft Ple4te 4.2 for Review (IFFM4.2 .ppt in Hime Pe report 05101!976.pc' re Bore #5 Final CTL Petrographic Report 059169 C856.1. .pl ,ur74 FBElev240-daaiyy concrete curing and form removal.pdf;
(,our362RB-concrete curg' ogp' pct ur, RB-daily concrete curing and form removal.pdf; curing ogg..pcour522RBElev98-curing and f~km removal 03-daily concrete curing and form removal. cp_ our642RB-concrete c-ring log. pdcl:9ur642RB-curing and form removal record.pd u ur743RBElev240-concrete curing log.pdf Attached files this time.From: Williams, Charles R.Sent: Monday, November 30, 2009 2:36 PM To: 'louis.lake@nrc.gov';
'George.Thomas2@nrc.gov';
'nausdj@ornl.gov';
'rpcl@nrc.gov'
Subject:
Draft Refute 4.2 for Review Mr Lake and others, Attached is refute 4.2 and attachments for your review. If you have any questions, please call me.Charles Williams 919-516-7417
/1183 k&4.2 Excessive Shrinkage (Includes FMs 4.3 and 4.4)Description:
Concrete will shrink when it dries. In fresh concrete, the volume of water mixed with the cement and aggregates can be significant.
As concrete dries, the excess water is removed -causing shrinkage in the HCP and leaving behind voids of various sizes. Cracks may result if the concrete is restrained.
The extent of shrinkage depends on a combination of factors including the volume of water in the fresh concrete, the aggregate/cement paste ratio, the water to cement ratio and the concrete's strength and rigidity at the time of moisture loss. Coarse aggregate properties, especially its modulus of elasticity and content, are also important factors in concrete shrinkage.
Therefore, to minimize drying shrinkage, concrete should be batched with the smallest volume of water needed for workability and the largest aggregate fraction practical.
It should also be kept moist (wet cured) until it gains enough strength and rigidity to withstand the stresses of drying shrinkage.
When these preventive steps are deficient, the concrete may crack and/or develop micro-cracks where cracks initiate due to stresses later in its life.Concrete shrinkage may also be the result of autogenous process where water is consumed in the hydration process without external loss (formerly FM 4.3).Another shrinkage cause is carbonation shrinkage which is a by product of the carbonation process (formerly FM 4.4). These secondary processes result in limited shrinkage whose effect cannot be separated from the drying shrinkage.
Data to be collected and Analyzed: 1. Examine the concrete for shrinkage related cracks (review photos taken of area near SGR hole cut)2. Observe microstructure of concrete for indications of early volume changes due to drying shrinkage.
- 3. Test for carbonation.
Review Petrographic reports 4. Review curing specifications and records.Verified Refuting Evidence: a) Typical drying shrinkage cracks were not observed during visual inspections.
A few hairline cracks observed around the opening appear to have been initiated during the delamination.(FM 4.2 Exhibit 1 to be provided later)b) No shrinkage cracks were reported in Petrographic reports and none were any observed in cores obtained from the structure. (FM 4.2 Exhibit 2)c) Observed carbonation levels were low. (FM 4.2 Exhibit 2)d) Curing was found to be satisfactory. ( FM 4.2 Exhibit 3)Conclusion:
Shrinkage during the early age, due to drying, autogenous shrinkage, or carbonation was not excessive and was not a contributor to the delamination.
Reviewed by: Dr. Avi Mor, 352-795-6486, ext 1030 -P. CR3 Team Off ice 3/19/2010 issue as RCA rel Verified Supporting Evidence: Not Applicable
- .0 E, .......... ... ... .. .F%, _'F M V_ kjM 1 Ma 1 ated efforts proceeds 7I pq 1A ('I I kj I., KlI'1 I t' It FM 4.2,..Exhibi1 2 Report 1 of 2 ERLIN, HIME ASSOCIATES MATERIALS AND CONCRETE CONSULTANTS uI St1CKIC BOULEVARD 13121 272.7730* ."K UILLINOIS 60062 PETROGRAPHIC STUDIES OF CONCRETE FOR CONSTRUCTION ENGINEERING CONSULTANTS
SUMMARY
AND DISCUSSION
- The specimen represented air-entrained concrete.made with crushed fossiliferous coarse aggre-gate and'siliceous fine aggregate and a low water-cement ratio paste. There was no evidence that the aggregates had been either chemically or physically unsound.The specimen was from an area where fractures had existed for a period of time and where moisture had been present. That was demon-strated by secondary deposits on fracture-surfaces.The specimen was relatively small. Larger specimens fr.om different areas of the struc-* ture would be desirable for examination in order to obtain a better representation of the concrete.INTRODUCTION Reported herein are the results of petrographic studies of a concrete fragment submitted by J. Artuso of Con-struction Engineering Consultants.
The specimen is from the dome of the containment structure of the Florida Power Corporation, Crystal River, Unit III.,Requested by Mr. Artuso were petrographic studies for evaluating the specimen, and particularly for evidence of features that would cause volume instability.
C-12 B ERLIN, HIME ASSOCIATES
-MATERIALS AND CONCRETE CONSULTANTS STUDIES*Specimen -The syecimen was an elongated fragment having nominal lateral dimensions of 5 inches, and a maximum thickness of about 3/4 inch.All surfaces were fracture surfaces except for a shallow channel about 3/32 inch wide and 1/8 inch deep. The channel appears to be the terminal area of a saw cut.Petrographic Studies -Coarse aggregate of the specimen was a buff to light brown, fine-grained, fossiliferous limestone having a maximum nominal size of 3/4 inch.The fine aggregate was a siliceous sand composed prin-cipally of quartz.The aggregates were not particluiarly well graded, as evidenced by deficiencies of the finer sizes of the coarse aggregate and the coarser sizes of the fine aggregate.
There was no evidence that the aggregates had been chemically or physically unsound. Particular attention was directed to alkali-silica reactivity with respect to the coarse aggregate because a similar type of aggregate does contain a highly reactive variety of chert. Neither the chert nor the product of the reaction of the chert with alkalies (alkali-silica gel) was present.Paste of the specirhen was medium dark grey, firm, and contained abundant residual and relict cement. The quality of the paste reflects a low watei-cement ratio.Air occurred as small, discrete, spherical voids that bccasionally were very slightly distorted, and as coarser irregularly shaped voids. The spherical voids are characteristic of entrained air voids; the irregularly shaped voids, of entrapped air. The air content of :the specimen is estimated to be 5A percent and the parameters of the air-void system are judged to be effective for Protecting critically saturated concrete exposed to cyclic freezing.On one of the lateral surfaces were secondary deposits composed of tufts of fine acicularltti -ngitg .(3CaO.AI20 3"3CaS0 4.3lH 2 0) , and calcite (6 aCO 3) -Ettrngite) was also present as tufts in some air voids-justbelow the fracture-surface.
The fragment was not uniformly thick; it tapered to a knife-like edge. Along that edge, were fine fractures IC-13 ERLIN, HIME ASSOCIATES
-MATERIALS AND CONCRETE CONSULTANTS oriented subparallel to the long axis of the fragment.The fractures transected coarse aggregate particles.
On those fracture s-urfaces were secondary deposits similar to those described above.The secondary compounds demonstrate that the fragment was from an area where fractures present for a period of time had been exposed to moisture.May 10, 1976 Erlin, Hime Associates, Inc.by Bernard Erlin, President*Petrographer c-14 S STRENGTH TEST RESULTS 0 DIRECT TENSILE AREA-SO. IN.NOMINAL DIAMETER IN.TOTAL LOAD LBS.CORE P.S.I.REMARKS Granite aggregate
.8.19 3 1/4 3400 415 concrete 5000 p.s.i. value _8.14 3 1/4 3200 390 Crystal River Cores Average 400 p.s- i N10.69 3 3/4 2500 230 All Coarse N Pour XVI a q e a e s f____________
________ __________aggregate soft M Pour XVIII 10.69 3 3/4 4600 430 Hard Coarse aggregate excepu.two soft pieces L Pour XV 10.69 3 3/4 5400 505 All hard coarse aggregate L Pour 9B 10.69 3 3/4 5400 485 Most coarse_ aggregate hard P Pour XIII 10.69 3 3/4 5400 505 All hard coarse_aggregate N Pour XII -10.63 3 3/4 3800 All small soft___coarse aggregate Average 420 p.s.i.I Lu 6ote: The Granite Aggregate concrete cores fractured surfaces indicated all coarse aggregate was hard and dense and several pieces of the CA pulled out of the Matrix, indicating greater tensile strength than the Matrix. There was no pull out of the Crystal River coarse aggregate
-all fractured at the fractured surface.rt rD c-t ATTACHMENT E Preliminary Report of Crystal River Coarse Aggregate Sieve 1 3/4 1/2 3/8 4 8 Pan Wgt. Ret.0 1.0 15.8 28.4 35.8 36.3 37.3% Passing 100 97 58 24 ASTM Spec# 67 100 90-100 4 3 20-55 0-10 0-5 C-117 C-131 C--123 C-29 C-142 C-235 C-88 C-127 Test 200 Wash Loss Los Angeles Abrasion Lightweight Pieces in Aggregate Unit Weight of Aggregate Friable Particles Soft Particles Soundness (Sodium sulphate)Specific Gravity and Absorption Result ASTM Specification 1.3%(Primarily 1% Max*dust of fracture)42 % 50% Max 0.2% 0.5% Max 85.68 lbs/cu. ft. No Spec Later 5.0% Max Later 5.0% Max Later 12.0% Max Later No Spec*This limit may be increased to 1.5% if the material finer than a No. 200 consists essential of dust from fracture C-16 FM 4.2,.Exhibit 2 Report 2 of 2 Copy No. 1 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 2 V R e s u t s .CTL~roup isarogisteied d!lba of Construction Techn~oloy Lzibor ltoriuis, Inc, Building Knowledge.
Delivering Results, www.C TLGraupcorn 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 it occurred 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.SnwGROUP tmiklim Delivering3 wwvw.C TLGroup.cmm 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 [tm (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.2 ,Odirý K'. .dge Delmn g Resulls, www. C'1L Gkoup wm F'Progress Energy Crystal River CTLGroup Project No. 059169 Page 4 of 10 November 2, 2009 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 Crystal River CTLGroup Project No. 059169 Page 5 of 10 November 2, 2009 2a. Inner end.2b. Outer end.Fig. 2 End views of Core #5, as received for examination.
CT GRoLuPC Progress Energy Crystal River CTLGroup Project No. 059169 Page 6 of 10 November 2, 2009 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 phenolthalein, 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.C IGROUP Rxi~ Id. KRewfe~n ~ is
'Progress Energy Crystal River CTLGroup Project No. 059169 Page 7 of 10 November 2, 2009 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.
CT -GROUP PAA&V~ KntOm4dge DMe ng R"01%l
' Progress Ehergy 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 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 A(same field of view as 6a.).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 Smoderate number of unhydrated and partially 4 ...hydrated cement particles (arrowed red) are exhibited oj 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.iT GROUP"" &MvDd Knr..%pqe flehv~n e"~
- Progress Ehergy 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 CT"ROUP Mfin KnI ýq Opieiw nRM1K 'WWCIiMJYC "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 aGiROUP Mildin Kr m ~o4Me. De Lvefng Restlt w,C Lroup cam I lFM 4.2 Exhibt3p f9 ].r TIN&'4 PITTSBURGH TESTING LABORATORY PITT SBURGH. PA.£5 & 91YUj.., P.OTc, -Oý TO CL *.1- 11 -A. :.. O. .11* PE S As ,u.1l -S 1.L CO.t-I V1 .rxop, C. I.' S r .XAw .T*.O.""~ *CPOh5 P b .tz' lfzz %.. C' * .* 111% P-lO', fi@m 60.3 Order No. TA-7732 DAILY CONCRETECURING
& FORM REMOVAL RECORD REPORTED TO. FLORIDA POWER CORP.PROJECT. CRYSTAL RIVER PLANT UNIT NO. 3Supplier:
West Coost Concrete, Inc.
Gilbert Assoc., Inc.Caessiwl Controctor:
J. A. Jones Dare of Pour: 421-73 Location:
POUR: PA. 1 of IDesign Reqd. .OOO PSI g 28 tCXs -Type of Cement , Time of Placement:
Begin 2:20 FM End 7:35 FIR Servic Category:
No. Load ' Partial Load [] St uct. FLtlI Load M TEMPERATURE DATA 'F.Inspector:
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Pour Name , , ___--_____
Ick. is Type of Curing-A~T&~7~ ~Zb cx 1~ 1/1 I'I zDuration of Curing 11 :SkA.YS Date Curing Complete F. P. C. Quality Engr.2- Fs2tk j?,-~Xzi f:NA A 9) Pvhihif 'I ?r r~f 0*i~STNG~4 Form FP.3 PITTSBUOMH TESTING LABOF ORY " RY EBTARLINHEF.D.a013 PITTSBURGH, PA. Report No,________
AS A MUTUAL PROTECTION TO CLIENTS. T14t PUS1.C ANO OURSELVES.
ALL REPORTS RprN .ARE SLJBMMOTEO AS THE CONFIDENTIAL PROPERTY OF CLIENTS, AND AUTHORIZATION FOR PUSLICATION OF STATEMENTS.
CONCLUSIONS OR EXTRACTS FROM OR REGARDING OUR REPORTS IS RESERVEO PENOINO OUR WRITTEN APPROVAL Order No. TA-7732 DAILY CONCRETE CURING & FORM REMOVAL RECORD REPORTED TO: FLORIDA POWER CORP.PROJECT: CRYSTAL RIVER PLANT UNIT NO. 3* Concrete Supplier:
West Coast Concrete, Inc.Arch-Engineer:
Gilbert Assoc., Inc.General Contractor:
J. A. Jones S Date of Pour: 1-26-72 Location:
Pour 362 RB Concrete Design Reqd._ 5000 PSI @ 28 Days -Type of Cement , 1 Time of Placement:
Begin 1:20 P.M. End 4:35 P.M.Service Category:
No. Load E Partial Load [ Struct. Full Load [TEMPERATURE DATA *F.LT AMBIENT AS PLACED I Actual 78 82 64- 68 Spe, -70°F. Maximum CURING PROCEDURE Cont. sprinkling and ponding CURING DATA Date 1-27 1-28 1-29 1-30 1-31 2-1 2-2 Arb. Temp. 'F. 55 6.0 57 59__ 5 52 s50o Requirement 7 Days at 50 Degrees Minimum Actual: FORM REMOVAL C] Field Cured Concrete Cylinders Requested MIN. STRENGTH MIN.- FIELD STRUCT. CLASSIFICATION REOT. P.S.I. PERIOD NUMBER CYLINDER 3000 PSI ALTERNATE DAYS NUMBER P.S.I.Sides of Footing. Walls 500 1 Sides of Beams, Girders. Columns 1500 3 'Forms under Floor Slabs 2000 7 Centering under Beams, Girders & 2500 10 Flat Slab g_..___Spec. Strength 5000 PSI for Removal of Form or Shore or Days Spec. 1 Date Removed o Aa f 2/2/72 not removed .Days Supported*Same minimum period. in days -Correlation for 5000 P.S.I. Concrete Indicates Bulkhead removed after_ _ _ hrs. curing and curing continued.
Indicates curing to project specif ations. "y I -Florida Power Corp., H. C. son" t, 2 -Floida Power Corp., E. ot/L A B O R A T O R-~PTL- Tampa o ,: .I -PTL -W. T. Hurst / P ," ..V'A. MANAGER /.I -PTL- -Pgh MNGR 7 FM4.2 Exhibit 3 pg 3 of 9-I*tRIDA POWER CORPORA*N J. A. JONES CONSTRUCTION COMPANY CRYSTAL RIVER UNIT #3 CURING LOG Pour No. 520- -Kb -Pour Date %'Pour Name .. ,'- .- ., Type of Curing a, =y- -0 17,.R'-4,~Duration of Curing Date Curing Complete-1~ -,Af , zt k _,I Whi"-YelIow Pink F.P.C. Quality Engr.J.A.Jones Field Engr.F.P.C. Structural Supv.
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- aeneral Contractor:
FLORIDA POWER CORP.CRYSTAL RIVER PLANT UNIT NO. 3 West Caosl Concrete, Inc.Gilbert Assoc., Inc.J. A. Jones Date of Pour: 7-19-72 -Location:
-P..oncrete Design Reqd. 5LODD__ F Time of Placement:
Begin --- 9:43 A.M..Service Category:
No. Load 0 Partial Load []PSl @ 28 Days- Type of Cement End 2:15 P.M.Struct. Full Load K)11 TEMPERATURE DATA OF.AMBIENT AS PLACED Actual Spec.79 -88 59 -67 70'bF. Maximum CURING PROCEDURE frnng* ri-nlr1 4n. innA w^,wA 4in CURING DATA Date 7-20 7-21 7-12-1 7-23 1 7-24 1 7-25 7-26 1 I 4 I Time-__ ..A Temp. F- 2 ll__ ii7.._. ..... .Requirement 7 Days at 50 I I I I-I I F I 72 I 75 I 73 I I I I e Degrees Minimum Actua l: i, FORM REMOVAL[l Field Cured Concrete Cylinders Requested MIN. STRENGTH MIN.' CYLINDER FIE"L STRUCT. CLASSIFICATION REOT. P.S.I. PERIOD NUMBER CVUUPER 3000 PSI ALTERNATE DAYS Sides of Footing, Walls 500 1 Sides of Beams, Girders, Columns 1500 3 Forms under Floor Slabs 2000 7 Centering under Beams, Girders & 2500 10 Flat Slab ....Spec. Strength 5000 PSI for Removal of Form or Shore or Days Spec.Dte Removed As of 7-26-72 not removeda u*Sanme minimum period in days -Correlation for 5000 P.S.I. Concrete .iIndicates Bulkhead removed afleri, -' hrs. curing and curing continued.
jJIndicates curing conformod.
to"'rojedt SpecI ficat ions. -T- ilorlda Power Corp., .H` C. Beniet .T 2 FlowIda .w L Pwot" Corpff'J r T/ RHý T "Y PTL -Tma "-- ,5" .";I PTL -W. T. Hurst 9k Y p B',' i GILLIVRAY, KAU I -PTL -Pah. ___"____: I y'07 I I Rol I Pp. wwww"11 0 -'--7---PiTTSEORGH TEsnNG LAARATORYOws
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DAILY CONCRETE CURING & FORM REMOVAL RECORD FLORIDA POWER CORP.CRYSTAL RIVER PLANT UNIT NO. 3 West Coast Concrete, loc.Gilbert Assoc., Ic.J. A. Jewos om o u rw: _-6-73_ u Concrete Design ReW. 5000 Tim of Placement-Begin&xvsce Categor: No. Load Q Pam P= NCR r 021 1 pAmi 1 im '--- -PSI 4p 2 Days-TyPe of Cen .Foo 3:15 S tial Load Ql Struc FullI Load jIJ TEMPERATURE DATA *F.-3ecw-&W ce 'r"*Ie.spot.IAMIENT AS 101ACED-WF. MLuumw I-/~I t t CURING PROCEDURE Soaked Bulap Bag CURING DATA!Daze 7 a 9 10 11 12 1.I a 2ý 1 1 24 2_, 1 2 1 .4 1 21h pk- .(Lov) 66 66 1-§4 6 ;6 1 6 8166 Reouirerent 7 Davs at 50 Decrees Minimum Actual: 7 FORU REMOVAL E3 Field Cured Concrete Cvlinders Requested I.I 30OU Pail A~i~ca%..
I cwol~Sioes 01 Fooling, ýialis I "ds of Beams. Girders. Colmns 150 ..l wms under Floor-Sacs .N;'CenteringunderiBeams, Girders & I0_Fl! Slao I~ ~ as Of 3-1373, -not removed WA Indicates Bu0lkiAed remaoved aftel t"hi. wing and curing cantaimied.
7 CC: 2 -JAJ 0-ality Records T 3-15-3-R TESTIPG LAW TORT bA ?.7 PirTTsARGH TESTING LAEORATORY WI IF .&wIsm' PA.t ý10.114Cýaf 11101110r
- m. "m~wY p a..em"A maft4 T do~' C~w o 111mw 11101111~
f Aotolf Go swfe"m cetve01 so9V0m ~ oss~WJCW 611011 g asg~ alt -- I --I m." vuom O a t 72ý 4 , DAILY CONCRETE CURING & FORM REMOVAL RECORD REPORTED TO: FLORIDA POWER CORP.PEter : CRYSTAL RIVER PLANY UNiT &. 3 Com to Supplier:
West Coomt Co.nr.e, Ine.SCA, a00 ,: Glbe. As.s.., Inc.6e, Coav~eimr:
J. A. Jews Own f pw.- 3-6-7 2Ceinor~e Design aw jTie. of Placemenit:
Begin SkoCategor:
NO L L vwWD* fmDA2 m- 1 mmtiwn: -= a... -2 J ULL Load Q Pwual Lod Q ftiu FullI Load M TENPEIIRATUI DATA *F.-mm"~i 4M.S. j-WIW- IA-0911-411`7 C. mrs " L ActlI AIIWTAS 'LOCED 8 83 F.-Wammw 41r GlUMG PgOCIDUM Soaked Burlap BmZ WRING DATA i.1 Date '7 a 0 1 2 1 am, (mL-6 66 1 6J4 62' 6 68 ,F Requirem'ent 7 Days at 50 Oearees Winimmuael FORM aEMOVAL oField Curyd Concrete CvliKW Requete 30W fryg. Ajiv.ia Skies of Footing. ;,ai is Sifes of Beams. Girders. Coluuu OI I Forms under 1108011eS.
r~~w 1 1 FltStabS~fsG~~s ,I i s, Nýwi-I O~ mcu ~~- -asat o~ Davs S111 7 -y~Demscates Bulknead reavoved afte VA bus m e~ CE" amii .fl9w C'ntofod.CC3 2 -JAJ Quality Records-P T L____sa__~TR ft"s T. MEom.1Uvzq, I'.I Ts3-15->-4 Ii -S --
AM&F L 0 Pk A P 0 W E R CORPORATW J. A. JONES CONSTRUCTION COMPANY CRYSTAL RIVER UNIT NO. 3 CONCRETE CURING LOGI, POUR NO.64-Z POUR DATE JI/ 7._s-;%,.qOAISZ~.
OdcC-.SS POUR NAME L&ofC 2, X2. -Aw 4rc#. 0. IC/O4 20, 12.27" TYPE OF CURING__/3/5/7" -DURATION OF CURING Jo LLAdYs 10 -D'd ys DATE CURING COMPLETE Zk 1z CURING FOREMAN Signature Date-23 QUALITY CONTROV White Yellow., Pink F.P.C. Quality Engr.J.IA.Jones.
Field Engr.F.P.C. $tructural SupvY Form No. .FPC Q-62.....-, 3 .i , !5 !$, :,!:~~~m mm-. --~
FM 4.2 Exhibit 3pg 6of 9 PFTf~~ hShGLAS3O RAT0RY mnF-H,,' P1TTSV~GH, PA.Report No. ____r~1T '-'<-.-, -IAIOrder No. TA-7732 DAILY 0 ONC RE T C U R NG F& FR M flE1".qVAL R~ECORD REPORTED TO: FLORID.A FPOWEIR CORP.PROjET CR.YS)*AL PIVER PLANT UNiTr No. 3 Conicw,e Sup plic'r: Wast Coast Concrc'te, Inc.Arch.Engint'er.
Gilbert As soc., Inc.Gencral Contractor:
J. A. Jo.-tes Da~ o12-u11-72rV Pour #642 IRh Councrcuo De~signR( .. PSI 23 Days -TvpE:- of Coerntu t___Tfime of Piacementn:
-_ 11:10 A.M. .. ___End _6:25 P.M. -_______Serviciý Calccory:
rNo. Load Priat-101 d Srinict. Full Load [ /Ins ,e c tor v, V'A,-1-0f PTL TEhMPERATURE DATA 'F..Actual Spec.AS PLACED 4 -0 8 5 -..60 CURING 1`HOCIDUIRE CURING DMAT D, I P 7 asat5 )u(Jqrces tMininitim Aclur.3I:j FO~RM J1E4AOVAL r-it*I Curcd Cucct, Cylin-, rif.ljsR'(plw~ed MIN. STRINGru m mN .'FIELD STRIJCT. CL.ASSIFICATION REOT. P..I I 114IOI) CLND CYLINDER 3000 PS ,I A 1.1 :fw'ýl DI I. I"UIS 11.oIu f I oo.tinq, fI~ CI Sic-o wo" ', dit-s. I i 0 3 f"': Iid~ Ffur, SIfcvt 1.1f .;ýrl of(f Sh-) o? w-ixi~t.:ri' Coickiio ior (J! C~rj.r~ I. n 5 I PI 66hd rS N. 0. It ""A" '0' 4"' r t"1t" -'rTOMWC ~V~ ~
ýF .2 Exhib-it 3" :p'g 7o FLORIDA POWER CORPORATION J. A. JONES CONSTRUCTION COMPANY CRYSTAL RIVER UNIT NO. 3[CONCRETE CURING Lo _J POUR NO._POUR NAME POUR DATE 21 24+/-2" P L :30" 11 )i9 I A ic g.I TYPE OF CURING Ili ,2 -g. ____,_-__.
022 DURATION OF CURING I!, o^.DATE CURING COMPLETE 13 A Signature CURING FOREMAN 4' Si-aur QUALITY CNTO White F.P.C. Quality Engr.Yellow J.A.Jones Field Engr.Pink F.P.C. Structural Supv.Date Form No. FPC Q-62