ML102910632
| ML102910632 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 12/18/2009 |
| From: | Chris Miller Progress Energy Co |
| To: | Robert Carrion, Lake L, George Thomas NRC/NRO/DSRA/SBPB, NRC/RGN-II/DRS/EB3 |
| References | |
| FOIA/PA-2010-0116, 059169, 6468-09-2535 | |
| Download: ML102910632 (19) | |
Text
Senqupta, Abhiiit /
From: Miller, Craig L [Craig.Miller@pgnmail.com]
Sent: Friday, December 18, 2009 4:47 PM-,
To: Lake, Louis; Thomas, George; nausdj@ornl.gov; Carrion, Robert Cc: Williams, Charles R. I
Subject:
Draft FM 3.5 for Review .- j P,- /
Attachments: SM 3.5.pptx; FM 3.5 x 1 SP5569 specs admixtures-1 .pdf; FM,5 x 2- mix designs -1.pdf; FM V/3.5 x 3 - admixtures in pour ticket-1 .pdf; FM 3.5 x 4 - Air grapn 1.pdf; FM 3.5 x 5 - Erlin Hime
~ Petro report.pdf; FM 3.5 x 6 - CI Petrographic Report.pdf; FM 3.5 x 7 - Mactec Petrographic Report\pdf k
'I) ff
ýCAJoAw Mr. Lake and Othe rs, Attached for your review is the draft of FM 3.5 with attachments. If you have any questions, please contact Charles Williams or myself.
Thank you, Craig Miller AY 1
(P63ý
FM 3.5 Exhibi MCPage 1of engineering and constructing a better tomorrow November 11. 2009 Mr. Craig Miller Progress Energy (352) 795-6486 ex 1026 Craig.miller@ pgnmail.coM Suiject:: Report of Petrographic Observations Crystal River Containment Wall Steam Generator Replacement Project Crystal River Nuclear Generating Facility, Florida MACTEC Project No. 6468-09-2535 Dear Mr.
MACTEC Engineering and Consulting, Inc. (MACTEC) is pleased to present this report of our petrographic observations performed on two concrete cores that were shipped to our laboratory under chain of custody. An additional core was received under chain of custody for limited observations. It is our understanding, the two cores submitted for petrographic observations are from an area of the containment wall where a fracture was discovered running parallel to the surface at a depth of approximately 8 to 9 inches. We understand the core that was submitted for limited observations was from an area where the subject fracture had not occurred.
The cores submitted are as follows::
Core Number Laboratory Number Description of the Core Assigned by MACTEC 5 21269 From an area where the fracture had occurred 2 21270 From an area where the fracture had not occurred 7 21271 From an area where the fracture had occurred Each core was photo documented as received and then saw cut longitudinally into halves. Each half was labeled with the same sample number and than A and B were added to designate the halves. As requested the B half for cores 21269 and 21270 were shipped to CTL Group in.Skokie Illinois. The B half of core 21271 is being held for possible future use. The A half's of the cores were used for our analysis.
The purpose of our work was to perform a petrographic analysis of samples 21269A and 21271A and limited observations of sample 21270A. It is our understanding that you also require specific information MACTEC Engineering and Consulting, Inc.
9177 Sky Park Courtt San Diern. CA 92123
- Phone: 858-278-3600
- FaX:r858-278-5300 www.moctec.com 9 177 S kv
. - [ . . . . . ..
- I . . . . . . . . . .. . . . . . . . . . . .
FM 3.5 Exhibit 7 Page 2 of 3 Oystal River Concrete Core Observations Pnnvoember 1/-2009 Report of Petrogravphic Obseitoions M CT"EC Project No, 646)-09-2135 Crystal Rivet Nuclear GeneratingFacility, Florida relative to the age of the fractured surfaces on samples 2. 269A and 21271A. Sample 21270A was used as a control sample that did not have a fractured s.utfake Petrographic Observations A Petrographic Analysis is a. visual and microscopic analysis of cementitous materials performed by a qualified petrographer. Petrographic examinations are typically performed on polished sections or thin sections. Polished sections are getierally cut sections that have been. lapped (ground flat and smooth) and polished and are observed using reflected polarized light microscopes at magnifications of up to 80X.
Thin sections are samples mounted to glass slides and ground to specific thicknesses (generally 20, 30, or 40 microns depending on the application) and observed using transmitted polarized light microscopes at magnificatiOns of,up to 600X.
A petrographic evaluation may be performed to identify and describe a specific item of interest such as the presen~ce or extent of distress in concrete, or to provide a general characterization, and measure of quality of the materials being evaluated. The petrographic evaluation of concrete examines the constituents of..the: concrete :including coarse aggregates :fine aggregates, embedded items, hardened paste, and air void structure. The examination identifies cracking present in the concrete, indications of corrosion, extent of.damnage from external sources, aggregate reaction, chemical attack, sulfate attack,.
freeze thaw crackinig, acid attack-, and other mechanisms of deterioration. The petitographic. examination can also estimate the Water to cement ratio, took for indications of mineral additives and urnhydrated Cement pArticles in the paste, look for indications of bleed water and excess porosity in the concreteý look for indications.of curing procedures used and methods of finishing, observe micro cracking present and other conditions within the concrete which might, give inforrnation ioil the. overall quality orý the quality of any particular constituent material. Aggregate, mineralogy, rock types, and mineral crystal. structure Can be identified when thin sections are viewed under a transmitted, polarized light microscope.
TEST RESULTS AND OBSERVATIONS PEi'TROGRAPi[C OBSERVATIONS The petrographic analysis was pei*orimed in geneial:, accOrdance with the applicable sections of ASTM C 856-04 Standard Practice for Petrographic E~xamination of Hardened Concrete. The results of our petrographic analysis are on the attached shees, Summary: of Petrographic Observations of Hardened Concrete. Photographs from our examination are attached. A summary of our observations and discussion are as follows.
2
FM 3.5 Exhibit 7 Page 3 of 3 Crystugl River Conc:rete Core Obse*vatiolms Nvfenber I t, 2009 Report of Peh'o/raphiOc b.yei'alion. MA 4 CTEC' Prqijet No. 646)8-09-2535 Crystal River Nuclear Generaiing Facility,Florida Aggregate The coarse aggregate generally consisted of'a natural carbonate crushed rock with a maximurm size of 3/4 inch. The rocks types observed included limestone, fossiliferous limestone, and a few particles of chert and/or limestone and chert. The particles were generally angular to sub-rounded in shape 'ahd fairly evenly distributed. The coarse aggregate appeared to comprise approximately :50% of the total aggregate quantity with the remaining fraction being fine .aggregate*
On sample 21271., there were 4 coarse aggregate pieces on the cut surface, of the core. that retained moisture (and moisture in the surrounding, paste). longer than :other portions of the sample. These pieces are. shown in Photographs 5, 6, 7, and 8. One of the pieces (Photograph 5 for core 21271) had a darkened rim. A thin section was prepared from the piece in photograph 7 and this piece contained microcrystalline quartz and radial silica and exhibited localized evidence of alkali silica: reaction.
The fine aggregate was observed to be a natural silieotus sand consisting mostly of quartz. The particles were generally sub-angutar to sVb-rounded in shape and fairly evenly distributed, Cement Paste, The cement paste was medium, light: gray (Reference colors from The Geological Society of America Rock-Color Chart, 1991). The paste.appeared inoderately hard and not easiI y: scratched with a, hardened steel point.. The c.oncrete appeared to have been, placed at a moderately low, water to cement ratio, possibly in the range of 0.4 to 0.5. Indication of placement at a high water to cement ratio such as significant bled, channels and water.gain voids were not observed.
Air Voids V2i*&arid Cracks The concreteappeared to be: air entrained and had a total air content estimated to be around 2 to 3%. The voids were generally small and spherical.. Some air void clustering Was observed around a few coarse aggregate particles.. The :air void distribution was moderately un-even and some small areas lacked air entrainment. There was limited mineral growth observed in some of the air voids. Calcium hydroxide was observed lining ,some air voids,.
3
JFM3.5 Exhibit6 Copy No. I Page 1 of 5 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 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 CTLGroup is a registered dib/a of Construction Technology Laboratories, Inc.
FM 3.5 Exhibit 6 Page 2 of 5 -
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 7 of 10 Crystal River FM 3.5 Exhibit 6 Page 3 of 5 1 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.
BuGi KnMa wAig R ýs www.CTLGmup.com
Progress Energy FM 3.5 Exhibit 6 Page 4 of 5 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 I 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 8 06-m D.WIh gRePf www.CTLGroup.com
Progress Energy Page 10 of 10 Crystal River FM 3.5 Exhibit 6 Page 5 of 5 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 "RewWý ww.CTLGroupxom
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-
- ATTACI IM1*N , "C"'2uii ERLIN, HIME ASSOCIATES FM 3.5 Exhibit 5 Page 1 of 3 MATERIALS AND CONCRETE CONSULTANTS
, Ij sKC".KE BOULEVARD 13121 272.7730 ILLINOIS 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.1.
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 from diff rentý areas of the struc-.
ture would be desirable for examination in order to obtain a better. representatilon of the:
concrete.
INTRODUCTION Reported herein are the results of petrographic studies of a concrete fragment submitted by J. Artuso of Con-struc'tion 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
IFM 3.5 Exhibit5 Page 2 of 3 ERLIN,. HIME ASSOCIATES - MATERIALS ANO CONCRETE CONSULTANTS STUDIES.-
Specimen, -The s!:ecimen was an elongated fragment having n~ominal lateral dimensions of 5 inches, and a maximum thickness of about 3/4 inch.4 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. particarly well graded, as evidenced by deficiencies of the finer_ sizes of the' coarse aggregate and the coarser sizes of th'e fine aggregate, There was no Ovidence 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 specirften was medium dark grey, firm, and-contained abundant residual and relict cement. The quality of the paste reflects a low wate+/--cement ratio.
.Air occurred as: small, discrete, spherical void's that bccasionally were very slightly distorted, and as coarser irregularly shaped voids. The spherical voids are characteristic of entrained air voids; the irregularly shaped voeids,, of entrapped air.. ' The air content ofthe specimen is estimated to be 51 pecetand percenta th~e- 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 acicularettrl'.ngit) (3Ca10 A1203.3CaSO4 .31H 20), and calcite (aaCo 3 ). 'jEttrignite1 was also present as tufts in some air voids"'just below:
the fracture 'surface.
The fragment was not uniformly thick; it tapered to a knife-like edge. Along that edge, were fine fractures c-13
FM 3.5 Exhibit 5 Page 3 of33 ERLIN, HIME ASSOCIATES - MATERIALS ANOCONCRETE 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 Assoc-iates, Inc.
by Bernard Erlin, President Petrographer
,OF 6° c-14
App. A - Att. No. 5
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1iTSBURGH TESTING LABORATO PITTSBURGH, PA.
Order No. TA-7732 Supplier's Delivery Serat-No.- ___-___
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 Date _ 71__"__ Time Loaded A' Class 5- Mass [3 Other E-Truck No. AeY.5" Load No. .? Cu. Yds. ___ Counter to 0 9-Cure. Cu. Yds.2.Z!_L_°F Moisture: F.A.. -%__J Lbs; .C.A. /S" % 2)L6 Lbs.
Design S.S.D. Wt. Adj. Batch Wt.
Cement (Type) VZ- S" ."
C.A. (Size6?) 6-' 4" __'_
(Sicze d7O
____2-___
F.A./ _ . 0
water, ,Gals. 2 0 if ITotal rF*- Added Ice / Lbs...* .. Gals.
,4 Total Moisture ,,",, Lbs. Gals.
Total Water _l .2_A _ _ _ Gals.
Rev. at Mixing Speed: Start . FiniS__0. Diff"., .(100 Max.)
Signature of Batch Plant Inspector:'_.,.. C Portion of Structure W~beyelf aced:
Time of Arr._ _ _ Total Rev. Y, (300 f_.)
Time P acement Comp. ElsedTime. M )
Ambient Temp. -F Conctete Temp. '7-2.
CF Stump l 2.* 'iW (1-4-)
Remarks: Cyli nder No's. Air % j/
Water Added in Field:_ Gal./Cu. Yd.
Rev. Start:_ Finish:__ Difference_..... (30 Min.)
i,a. Remarks: - -
Field Inspectors Signature: XL4A
_ %' -" i _
I *-*-
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FM 3.5 Exhibit 6 S Meaurdn cnceteduingcostrcton-ar RBCN-0012 & RBN0015
~' y ~ '4-~~-~4 4' - 44 4 '- '3-6%~ Air Specifiled
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Cý 1-;0 o~"4 044 2.5 2.0 1.5 1.0 0.0-Pour 522 522 528 634 6414 641 641 641 666, 666 666 666 685 695 700 263 296 326 4326' 362 535 642 658 658 683 4690 690 702 -713 719 729 745 745 749 762 7 CR3 - PHI 12/15/2009 9:44 AM test data original filled vl.xls
FM 3.5 Exhibit 1 Page 1 of 4 Admixture a 309 Admixtures 3:09*.1 Air Entraining Admixture:
1.
'- All structural concrete shall be considered subject to potentially destructive exposure abd shall contain entrained air in amounts conforming with the following:
Nominal Maimum Size Total Air Content of Coarse Aggregate % by Volume 3/li in. 5-7, 1-1/2 in. 4.5;-5
- 2. An air entraining admixture shall be used conforming to "Air-Entraining Admixtures for Concrete, Spec. for," ASTM C 260-66 T.
3:.9.2 Water Reducing Densifier:
A water reducing densifier shall be added to all structural concrete.
The admixture shall be "Piastiment," a product of Sika Chemical Company, "Pozzolith, 1CO-R," a produet of the Master Builders Co., or "Protard", a product of Protex Industries, Inc. These products shall conform in all respects to "Chemical Adndxtures for Concrete, Spec. for,n ASTM C 494-67 T, Type D. The quantity to be added, the conltrolling temperatures, and the method of mixing shall conform to the manufacturers' recomendations for use of their product.
3--9.3 Calcium Chloride:
AdWxtures containing calcium chloride shall not be used.
3:1D Water-Cement Ratio Maximum water-cement ratio for various strength of concrete shall be as follows:
Compressive Strength Gallons of Water/
(psi at 28 days) Sack of Cement 5000 5 3000 6 3:*1 Mixing Concrete 3:11.1 Measuring Materials:
A concrete batch plant shall be utilized which cmp~lies in all respects including provisions for storage and precision of measureats with "Ready-Mixed Concrete, Spec- for," AM C 94-67. The TzSTIm LABORATORy will maintain an inspector at the batch plant to insure that the mix GILBERT ASOCIATES, INC.
I IFM 3.5 Exhibit 1 Page 2 of 4 1 S--5569 ADDENDU4 3 Ci Sheet 2 of 3 January 22, 1909 2, The grading and uniformity of the fine aggregate shall c~nform to the following requirement as delivered to the mixers:
Sieve Designation, U.S.3 Percentage by Weigh Standard Saum.e Mesh Passing No. h 95 - 100 No. 8 85 - 100 Nos 16 65 - 97 Nod 30 30 - 70 No. 50 5 - 35 Nod 100 0-5
- 3. In addition to the grading limits above, the fine aggregate, as delivered to.the mixer shall have a fineness modulus of not less than 2,20 nor =re than 2a70; however, the fineness mod--uus may
(. not vary more :han 0.20 from the value assumed in selec-ing pro-perties for the concrete, This variation to be based on an average of the last ten gradation sanples, The aggregate shall not be used unless aunroved by the O .r writing after the results of in the test have been ascertained. The source of the fine aggregate shall not be changed without the written approval of the OWNER.
3:09 Admixtures 3:09.1 Air Entraining Admixzuress
- 1. Delete the conzents of this subitem in its entirety and replace with the following:
- 1. All structural concrete shall be considered subject to p-tentially destructive exposure and shall contain entrained air in amounts conforming with the following:
Nominal Maximum Size Total Air Content of Coarse Aggregate
- by Volume, 3/h in, 4-6 1-1/2 in, 4-6
I FM 3.5 Exhibit 1 Page 3 of 4
- ~~~~*1' 569 r-63 C AD!LMJM A Sheet 1 of 2 October 17, 1968 SECTION II - PROPOSAL Attached to this addendum is Alternate Proposal Form for use as specified in --- s addendum, subitem 3:07.1.
SECTION III - DETA-_ID SPECIFICATIONS 3:07 Aggregates 3:07.1 Fine Aggregates:
Add the following paragraph tz this subitem:
Alternate prices for concrete mde with the following f-ne aggregat-ASTM C 33-67 modified sieve analysis:
Sieve Percentage Passing No. 4 99-100 C No. 8 No. 16 No. 30 85-100 65-97 30-70 No. 50 5-35 No. 100 0-5 3:09 Admixtures 3:09.2 Fourth line, after "Master Builders Co.," add the following:
"Daratard HC, a product of W. R. Grace and Company,"
(
" FM 3.5 Exhibit 1 Page 4 of 4 10-17-6S ADDENDEM D Sheet I of 1 Jtne 23, 1971 SECTION III - DETAILED SPECIFICATIONS 3:09 Admixtures 3:09.1. Air Entraining Admixture:
Subitem I.:
Delete this subitem as written in Addendum B (dated January 22, 1969) in its entirety end replace with the following:
"I. All structural concrete shell be considered subject to potentially destructivv exposure end shall contain entrained air in amounts conforming- with the following:
Nominal Maximum Size Total Air Content of Coarse Aregate %by Volume 3/4in 3 -6 1-1/2 in 3 - 6 3:11 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 maximum number of revolutions at mixing speed shall be 110; e ~ny additional mixing shall be at agitating speed, as required by ASTM C 94-67."