ML20137G863

Rev 5 to Spec 2323-SS-9, Concrete. Related Info Encl

ML20137G863
Person / Time
Site:	Comanche Peak
Issue date:	02/16/1979
From:	GIBBS & HILL, INC. (SUBS. OF DRAVO CORP.)
To:
Shared Package
ML17198A292	List: IR 05000445/1975010 IR 05000445/1975013 IR 05000445/1977001 IR 05000445/1977006 IR 05000445/1978001 ML20136E534 ML20136F607 ML20136F614 ML20136F654 ML20136F657 ML20137F490 ML20137F614 ML20137F642 ML20137F839 ML20137F884 ML20137F989 ML20137G027 ML20137G052 ML20137G077 ML20137G179 ML20137G337 ML20137G361 ML20137G411 ML20137G433 ML20137G469 ML20137G492 ML20137G650 ML20137G666 ML20137G734 ML20137G823 ML20137G863 ML20137G901 ML20137G920 ML20137G975 ML20137H013 ML20137H032 ML20137H104 ML20137H117 ML20137H144 ML20137H159 ML20137H181 ML20137H212 ML20137H233 ML20137H245 ML20137H256 ML20137H275 ML20137H635 ML20137H666 ML20137H746 ML20137H761 ... further results
References
FOIA-85-59 05209, 2323-SS-9, 5209, NUDOCS 8512020265
Download: ML20137G863 (67)

Text

{{#Wiki_filter:I Gj. TEXAS UTILITIES SERVICES INC~. AGENT FOR TEXAS UTILITIES GENEPATING CCMPANY ACTING FOR DALLAS POWER S LIGHT COMPANY l TEXAS ELECTRIC SFRVICE COMPANY TEXAS POWEP S LIGHT COMPANY THIS SPECIFICATION COVERS NOCLEAR SAFET'/ RELATED EQUIPMENT "^"NCHE PEAK STEAM ELECTRIC STATICN t UNITS NOS. 1S2 ISSUED FOR rangag4,g MGINEERitisliss w 10NSIR(K180N SP 5 TION NO. 2323-SS-9 --MAaCB--18,--18-7A-(' Exzszcs.No - t---F.EsacAny-W-ts.7-5 .REirT nTn'L.No,- 2..m--AUGIC ', J. 9.2,% -PENI-GI.ON-h--3---F-E-eRUAPY--9,--19%- -RerMG-IfA4-%- x7-UEY--24,--19M-REVISION NO. 5 - FEBRUARY 16, 1979 ~ l l (TUSI REFERENCE 05209) l f T t Q r-- D v4C P:$i-i , '46 j f t',.QQiff Da't e V: m [ 0 [Di $ $ 7 y d* O,-.] l GIBBS S HILL, INC. ( ENGIN'.'ERS, DESIGNERS, CCNSIEUCTOPS i NEW YORK, NEW YORK 8512O20265 851106 DE 59 PDR

i ?' Gibbs & Hill, Inc. Specification 23'23-SS-9 Revision 5 Page i CONCRETE TABLE OF CONTENTS SECTION TIT'E PAGE I ' 1.0 SCOPE 1 2.0 CONCRETE CLASSIFICATION 2 2.1 CLASS A CONCRETE 2 2.2 CLASS E CONCRETE 2 2.3 CLASS C CONCRETE 2

2. 4 CLASS D CONCRETE 2

2. 5 CLASS E CONCPETE 2

2. 6

. CLASS F CONCRETE 3 2.7 CLASS G CONCRETE 3 Rev.5 2.8 UTILIZATION OF CONCREIE CLASSES 3 2.9 APPLICATION OF SECTIONS 3 3.0 STANDARDS 3 4.0 MATERIALS FOP CONCPETE 4 4.1 CEMENT 4 4.2 ADMIXTURES 5 4.3 CONCRETE AGGREGATES 6 4.4 ' WATER 8 1 4.4.1 MIXING WATER' 8 4.5 MANUFACTURER'S CERTIFIED MATERIALS TEST ~ REPORT FOP CONCPETE 8 5.0 CONCRETE MIX DESIGN 9 ,8 L

( Gibbs 6 Hill, Inc. Specification 2323-SS-9 Revision 5 Page 11 SECTION TITLE PAGF 5.1 EESIGN PESPONSIBILITY 9

5. 2 SLUkP 9

5,3 WATER REDUCING AGSNT 10 5.4 CONTENT 10 5.5 SPECIFIED PROPERTIES 10 5.6 CHEMICAL PPOPERTIES 11 5.7 STFENGTH 7ESTS 11 5.8 BEAVYWEIGHT AGGPEGATE CONCPETE 11 b' 5.9 SUEMITTAL OF TEST PEPCRTS FOP APPPOVAL 11 6.0 MARKING ANE IDENTIFICATION OF' CONCRETE MATERIALS 12 ~ 6.1 CEMENT 12 6.2 AGGPEGATE 12 6.3 ADMIXTURES 12 7.0 CONCRETE EXAMINATION AND TESTING 12 7.1 GENERAL 12 7.2 CONCPETE MATERIALS 13 7.2.1 CEMENT 13 7.2.2 ,AGGPEGATES 1C 7.2.3 MIXING KATER 15 l 7.2.4 FLY ASH 15 ( 7.2.5 ADMIXTURES 16 7.3 CONCRETE 16 i

-m t -1 ~ 3 Gibbs & Hill, Inc. Specification 23'23-SS-9 [ Revision 5 Page iii i P SECTION TITLE PAGE 8.0 CONCPETE CONSTRUCTION 17 8.1 GENERAL 17 8;2 PATCHING, MIXING AND TRANSPORTING 17 8.2.1 STOCKPILING AND STORING 17 8.2.2 BATCHING 18 8.2.3 MIXING 18 l i i 8.2.4 CONVEYING 19 8.2.5 PLACING 19 {

8. 2. 6 CONSOLIDATION 21 8.3 CONSTRUCTICN JOINTS 22 8.3.1 CONTAINMENT STRUCTURE 22 Rev.5 8.3.1.1 PROCEDURES 22.

i 8.3.1.2 ALTERNATE PROCEDURES 23 l I

8. 3.1. 3 DRAWINGS 24 ;

8.3.2 CTHER CONSTPUCTION JOINTS 24 8.4 FOPMWORK 24 8.5 CURING 26 8.6 REPAIR OF SURFACE DEFECTS I 26 8.7 ' TEMPOPARY ACCESS CONSTRUCTION OPENING 26, 8.8 EMBEDDED MATERIAL 27 - i -( 8.9 FINISHING OF FORMED SUPFACES 27 I i 8.10 CONCRETE FLOORS 28. f v., ._.-,,-y. ,em,_ ,e,, . =,, - - -,, - -.. 2e-. ,--e4 9,,.,y,.. ,.r, ,~,-

m - h ~ Gibbs S Bill, Inc. Specification 2323-SS-9 Revision 5 Page iv SECTION TITLE PAGE 8.11 CONTRACTOR'S PROCEDURES 28 9.0 GROUTING 29 10.0 CLASS E EIGH DENSITY CONCRETE 31 10.1 AGGREGATES 31 10.2 SPECIAL REQUIREMENIS 31 10.2.1 DENSITY AND COMPOSITION OF AGGREGATES 31 10.2.2 GPADATION REQUIREMENTS FOR COARSE AGGREGAIES 32 10.2.3 GRADATION REQUIREMENTS FOR ( FINE AGGPEGATES 32 10.2.4 SAMPLING AND TESTING OF INCOMING Rev.5 HIGH DENSITY AGGREGATES 33 10.3 SHIPMENT 34 10.4 STORAGE 34 10.5 AGGFEGATE PROPORTIONS 34 10.6 SLUMP 34 10.7 MIXFR LOADING 34 10.8 VIBPATION 35 10.9 AIP ENTRAINMENT ADMIXTURES 35 10.10 FLY ASH 35 10.11 v. COMMERCIAL SHIELDING CONCPETE 35 Rev.5 .h 11.0 SHOICRETE 35 a;,

11.1 DESCRIPTION

35 ( 11.2 BEALTH HAZARD 36

~. I J C). Gibbs S Hill, Inc. Specification 2323-SS-9 Revision 5 t Page v SECTION TITLE PAGE 11.3 MATERIALS 36 i 11.3.1 CEMENT AND MIXING WATER 36 11.3.2 AGGREGATE 36 11.3.3 ACCELERATOR 36 11.4 QUALITY CONTROL 38 11.5 PRECONSTPUCTION TESTING AND PEQUIREMENTS 38 t 11.5.1 ACCELERATCP 38 11.5.2 DESIGN MIXES 38 k . 11.5.3 FIELD TRIALS 39 11.5.4 PEPORTS 40 11.6 FQUIPMENT REQUIPEMENTS 40 11.7 PF0FICIENCY OF WORKMEN 40 11.8 CONSTRUCL:ON DETAILS 40 11.8.1 SURFACE PPEPARATION 40 t 11.8.2 APPLICATION 40 11.8.3 PEBOUND AND CONSTRUCTION JOINTS 41 11.8.4 PROTECTION 41 11.8.5 CONTROL OF WATER 41 11.8.6 ' FINISHING 41 11.8.7 TESTING DURING CONSTRUCTION 41 11.8.8 CLEANUP 42 i, l t 12.0 QUALITY ASSURANCE 42 l f y

&f ~ Gibbs S' Hill, Inc. Specification 2323-ss-9 Revision 5 February 16, 1979 Page 1 l CONCRETE ) l 1.0 SCOPE This specification covers the requirements for f urnishing all equipment,. labor, and materials necessary for the manufacturing, forming, placing, finishing, curing and testing of all structural concrete and includes, but is not limited to, the following

j principal structures and their appurtenances

a. Containment structure, including the Peactor Building within the Containment structure 1 b. Safeguards Building 1 c. Yurbine Generator Foundation { (- l d. Turbine Building e. Auxiliary Building f. Fuel Building g. Intake structure h. Discharge structure l i. Administration Building i j. Maintenance Building k. Yard structures 1. Diesel Generator Building l m. Guardhouse Included in-the , scope of this specification are the classifications of the concrete mixes, identification of proper i concrete materials, mix design criteria, concrete examination and testing, concrete construction specifications, criteria for grout criteria for high density concrete, and criteria for shotcrete. The Contractor shall submit in advance to the Engineer, f or

approval, any deviation from this specification.

such

~. G 'Gibbs G' Bill, Inc. Specification 2323-SS-9 Fevision 5 February 16, 1979 Page 2 i i i differences shall be clearly docmaented and shall includ< .. recommendations for alternatives with a description of all l related merits and defects. The term Architect / Engineer, as used in ACI-301-72 or other ~ references in this specification, shall mean the Encineer Gibbs & Bill, Inc. 2.0 CONCRETE CLASSIFICATION The following tasic types of. concrete will be required: 2.1 CLASS A CONCPETE Concrete consisting of Type II Portland Cement and 3/4 inch maxi-zum aggregate, having a minimum density of 141 pcf and a minimum Rev.5 compressive strength of 4000 psi at 28 days.

2. 2 CLASS B CONCRETE i

Concrete consisting of Type II Portland cement and 1 1/2 inch maximum size aggregate, having a minimum density of 141 pcf and al Rev.5 1 minimum compressive strength of 4000 psi at 28 days. y 2.3 CLASS C CONCRETE Concrete consisting of Type II Portland cement having a minimum density of 141 pcf and a minimum compressive strength of 2500 psi l Rev.5 at 28 days. l 2.4 CLASS D CONCRETE Bigh density concrete consisting of Type II Portland cement 'it having a minimum density of 220 pcf and a minimum compressive strength of 4000 psi at 28 days. Subject to approval by the design engineer the contractor may substitute for the Class D ~ concrete described in this specification a commerical high strength iron oxide mortar having comparable structural and i shielding properties. i.

2. 5 CLASS E CONCPEIE Rev.5 g

Concrete consisting of low heat Type II Portland cement and 1/2 inch maximum size aggregate graded in accordance with j ASTM C33 having a mininram density of 141 pcf, a maximum slump at point of placement of 4 inches and a minimum compressive strength l c-r--

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- ~- f P ~ i Gibbs 6' Hill, Inc. specificati~on 2323-SS-9 Pevision 5 i February 16, 1979 I Page 3 i of 4000 psi at 28 days. Air content shall be 6 percent I 11 percent. This concrete may be used only in congested areas in and around penetrations in the containment wall for the full i thickness of the wall and width and depth of congested area. 2.6 CLASS F CONCRETE Concrete consisting of low heat Type II Portland cement and 3/8 inch maximum size aggregate graded in accordance with ASTM C33 having a minimum density of 136 pcf, a maximum slump at point of placement of 4 inches and a minimum compressive strength of 4000 psi *at 28 days. Air content shall be 6 percent Rev.5

• 1 percent.

The use of this concrete shall be subject to the, l TUSI/GGH field engineer's approval based on visual inspection of ! the area in question with concurrence of the design engineer. j j i ~ 2.7 CLASS G CONCRETE Concrete consisting of Type II Portland cement having a minimum density of 141 pcf and a minimum compressive strength of 3000 psi, at 28 days.

2. 8 UTILIZATION OF CONCPETE CLASSES l

Class A concrete shall be utilized in all structures, except when otherwise indicated in the specifications and on the engineering drawings. i

2. 9 APPLICATION OF SECTIONS Rev.5 The descriptions and requirements in Section 3.0 through 9.0 apply to all classes of concrete in this Specification.

Additional special requirements for Class D concrete are given in Section 10.0. Requirements for shoterete are given in Section 11. The requirements of Section 12 apply to all classes of concrete, including high density concrete, grout and shotcrete included in this spe11fication. i 3.0 STANDARDS a. Codes and Standards referenced in this specification are to be the latest edition at the tire of the purchase order, un-less otherwise noted. b. ACI 318, Ruilding Code Pequirements for Peinforced Concrete, and ACI

301, Specifications for Structural Concrete for

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- =_. m l s Gibbs G Hill, Inc. Specification 2323-SS-9 Revision 5 February 16, 1979 Page 4 Puildings, are applicable only to the extent specifically referenced herein. c. AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) STANDARDS ANSI N45.2-1971 Quality Assurance Program Pequirements for Nuclear Power Plants. ANSI N45.2.9 Pequirements for Collections, Storage Eraft 11, Pevision 0 and Maintenance of Quality Assurance, Eated Jan. 17, 1973 Pecords for Nuclear Power Plants. l ANSI N45.2.10 Quality Assurance Terms and Definitions Draft Dated 1973 ~ ANSI N45.2.11 Quality Assurance Pequirements for the (- Draft 2, Revision 2 Design of Nuclear Power Plants. Dated May 1973 s. Rev.! ANSI N45.2.12 Requirements for Auditing of Ouality Draft 3, Revision 0 Assurance Programs for Nuclear Power rated May 2, 1973 Plants. ANSI N45.2.13 Quality Assurance Pequirements for NRC Extract Control of Procurement of Items and Draft Dated Services for Nuclear Power Plants. May 31, 1973 d. NUCLEAR REGULATORY COMMISSION STANDARDS 10CFR 50, APPENDIX B Quality Assurance Criteria For Nuclear Power Plants 4.0 MATEPIALS FOR CONCRETE 4.1 CEMENT Portland cement shall comply with ASTM C150, Standard Specifi-cation for Portland Cement, and shall be Type II and low alkali Rev.! (0.60 percent maximum) in accordance with the requirements of Table 1A therein. I Minimum compressive strength of mortar

cubes, tested in accordance with ASTM C109, shall be determined at 3,

7 and 28 days and shall meet the requirements of ASTM C150. Except as

hl. Gibbs & Hill, In c. Specification 2323-SS-9 Pevision 5 February 16, 1979 Page 5 l otherwise approved by the Engineer, all cement shall he of the same brand and manufactured at the same mill. Manuf acturer 's certificates as to analysis and composition relative to both physical and chem.ical properties of the cement shall be furnished for each shipment for assurance of continuing uniformity of properties and conformity to requirements. Test for Time of Method ASTM C266, by cement Rev.5 Setting by Gillmore Needles

producer, is acceptable.

For the investigation required by Section 7.2.1g of the Specification, Test for Time of Settina by Vicat Needle Method ASTM C191 shall be performed.

4. 2 ADMIX 7URES a.

Kater reducing admixtere shall comply with ASTM

C494, Standard Specification for Che;aical Admixtures for Concrete,

Type D except that Type A admixture may be used provided it can be demonstrated that it will not act as an accelerator. p Manuf acturers' certificates as to analysis and composition of x the product shall be furnished for assurance of uniformity and conformance to its specified properties. b. Air entraining admixture shall conform to the requirements of ASTM C260,, Standard Specification for Air Entraining Admixtures for Concrete. In addition, such admixtures shall be used in accordance with the recommendations of the cement manufacturer, i The air entraining admixture shall be added at the mixer by a rethod approved by the Engineer. Sufficient admixture shall be used to produce an air content of three percent by volume plus or minus one percent except as otherwise required byl Rev. 5 this specification when tested in accordance with the procedure given in ASTM C231, Standard Nethod of Test for Air Content of Freshly Mixed Concrete by the Pressure Method. If field experience with concrete placement demonstrates a need for increased workability, the following air contents, by volume, may be utilized: Rev.5 i ~ For concrete with 1-1/2" max. aggregate 4% *1% For concrete with 3/4" max. aggregate 55 11% / \\ c. Fly ash may be added to the concrete batches as a replacement for part of the cement subject to the approval of the Engineer. The Contractor shall provide documentation as to

.v b ~ -Gibbs 6' Hill, Inc. Specification 2323-SS-9 Fevision 5 February 16, 1979 Page 6 the uniformity of the fly ash and that it meets the requirements of ASTM C618, Standard Specification For Fly Ash And Raw Or Calcined Natural Pozzolans For Use In Portland Cement Concrete. The optimum amount of fly ash shall be determined by'the required properties of the concrete and other constituents of the concrete and shall be established in accordance with section 5.0 of this specification. d. Petarding admixture shall comply with ASTM C494, Standard Specification for Chemical Admixtures for Concrete, Type B. Manufacturer's certificates as to analysis and composition of the product shall be furnished for assurance of uniformity and conformance to its specified properties. e. The total water soluble chloride content of all admixtures l shall not exceed the quantity that would contribute 10 parts l Rev.5 per million to the concrete mix. 4.3 CONCRETE AGGPEGATES a. Concrete aggregates shall corply with ASTM C33, Standard Specifications for Concrete Aggregates, subject to the re-quirements stated

herein, except aggregates for Class D concrete which shall conform to Section 10:0 of this Specification.

b. Aggregates shall consist of natural or manufactured sand, crushed stone, or gravel. The particles shall be

clean, hard,

tough, durable, of uniform quality, and shall be free from soft, thin, elongated, disintegrated

stone, dirt, and organic or other injurious materials occurring either free or as a coating.

The aggregate, when incorporated in

concrete, shall satisfactorily resist chemical or physical changes such as

cracking, swelling, softening,

leaching, or chemical alteration, and shall not contain contaminating substances which might contribute to deterioration or unsightly appearance of the concrete.

c. The fine aggregate shall be graded according to the require-rents of ASTM C33. l d. The coarse aggregate shall be well graded and shall consist 1 of gravel, crushed gravel, crushed

rock, or crushed stcne g

( fragments which are clean, rough, hard and uniform. No blast furnace slag, schist, shale, or slate shall be permitted. The maximum size of coarse aggregate shall be as indicated in )

- ~~ 4 Gibbs S Bill, Inc. Specification 2323-ss-9 Fevision 5 February 16, 1979 Page 7 section 4.3e of this specification, but in no case shall it be larger than 1/5 of the narrowest dimension of the finished wall or slab, nor-larger than 3/4 of the minimum clear spacing between reinforcing steel and/or embedments. e. There shall be two primary variations of concrete depending Rev.5 on the gradation of coarse aggregates: 1. For Class A concrete the gradation of the coarse aggregate shall conform to size number 67 (3/4-inch nominal size) of Table 2 in ASTM C33. 2. For Class E concrete the gradation of the coarse aggregate shall conform to size number 467 (1-1/2-inches nominal size) of Table 2 in ASTM C33. Subject to r approval by the

Engineer, class A concrete may be

(. substituted for Class B concrete in areas where placing of larger aggregate concrete is difficult. Gradation 467 shall not be furnished as one graded aggrecate but shall be obtained by combining at least two separate gradation sizes. j cther variations of concrete are given in section 2.0 of this Rev.5 specification. f. The potential reactivity of the aggregate shall be established by the methods described in the Appendix to ASTM C33. g. Aggregate shapes shall be rounded or cubical and shall contain less than 15 percent (by weight) flat and elongated particles as determined by the U.S. Army Corps of Engineers l Specification CRD-C119, Method of Test for Flat and Elongated Particles in Coarse Aggregate. A flat particle is defined as one having a ratio of width to thickness greater than three; an elongated particle is defined as one having a ratio of length to width greater than three. Test for flat and elongated' particles in coarse aggregate shall be performed for each 4,000 tons of the aggregate. we r _m

-m ~ j a i l l (:). Gibbs & Bill, Inc. Specificati'on 2323-SS-9 Revision 5 February 16, 1979 i Page 8 I 4.4 KATER l I Water for washing aggregate, for mixing and for curing concrete shall be clean, fresh and free from deleterious amounts of acids, alkalis or organic materials. 4.4.1 MIXING WATER j a. Kater for mixing shall be clean with a total solids content of not more than 2000 ppm as measured by American Public Health Association " Standard Method for Determination of i Total Solids." The mixing water, including that contained an free water in aggregates, shall contain not more than 250 ppm l of chlorides as C1, as determined by ASTM D512, Chloride Ion fev.5 in Industrial Water and Industrial Waste Water. b. A comparison of the proposed mixing water properties shall be made with distilled water by performing the following tests: l 1. Soundness in accordance with ASTM C151, Autoclave Expansion of Portland Cement. The results obtained for the proposed j rixing water shall not be increased by more than + 0.10 of E those obtained for distilled water. 2. Time of

Setting, in accordance with ASTM C191, Time of Setting Hydraulic Cement by Vicat Needle.

The results obtained for the proposed mixing water shall be within

• 10 minutes for initial setting time and t1 hour for final setting time of those obtained for distilled water.

3. Compressive strength in accordance with ASTM C109. Compressive Strength of Hydraulic Cement Mortars (using 2-inch Cube Specimens). The results obtained for the proposed mixing water shall be within -10 percent of those obtained for distilled water. 4.5 MANUFACTUREP 8 S CEPTIFIED MATEPIALS TEST PEPORT FOR CONC'ETE R l The Manufacturer of materials for concrete shall certify that all requirements of this specification that are to be fulfilled by the Manufacturer of materials have been met. The Materials ( Manufacturer's Certified Materials Test Report for Concrete Mate rials shall include certified reports of the actual results of all chemical

analyses, physical

tests, mechanical' tests,

s ( ~ Gibbs S Bill, Inc. Specification 2323-SS-9 Pevision 5 February 16, 1979 Page 9 1 examinations, and other tests, plus a statement giving the manner j in which the material is identified, including specific marking. 5.0-CONCRETE, MIX DESIGN Proportions of ingredients for concrete shall be established on the basis of laboratory trial batches to provide: a. Conformance with the concrete strength requirements, as demonstrated by the strength tests of section 5.7 of this Rev.5 i specification. h. Adequate workability and proper consistency to permit the concrete to be worked readily into the forms and around re-inforcement, under the conditions of placement to be employed, without excessive segregation or bleeding. ( x c. Pesistance to freezing and thawing. 5.1 CESIGN RESPONSIBILITY The design of the mixes shall be the Contractor's responsibility; subject to approval by the Engineer. 5.2 SLUMP ~ Slumps shall be held to an absolute minimum consistent with the conditions under which the concrete is placed. The maximum f allowable slump of the concrete at the point of placement shall he 4 inches, except as indicated in section 10.6 of this specification. A tolerance of up to 1 inch above the indicated maximum shall be allowed for individual batches provided the i average for all batches tested or the most recent 10 batches tested, whichever is fewer, does not exceed the maximum limit. Whenever the measured slump exceeds the indicated maximum by more than 1/4 inch successive batches or truck icads as deposited shall be measured until the slump is within the maximum limit. Tests on these successive batches shall be included when calculating the average slump as required above. Trial mixes i shall be designed to produce a slump within.,1-1/2 inches of the Rev.5 t naximum 4 inches permitted at the point of placement. I. T 1 l

m. G' Gibbs S' Hill, Inc. Specificati'on 2323-SS-9 Pevision 5 f February 16, 1979 Page 10

5. 3 EATER REDUCING AGENT The mixes shall, include an approved water reducing agent to reduce the shrinkage of concrete.

This water reducing agent may be deleted subject to the approval of the Engineer. I 5.4 CONTENT For the design of each mix, the Contractor shall establish the i following: a. Eater content i b. Cement content i c. Fine and coarse aggregate content 'C d. Amount of water reducing admixture e. Slump l f. Air content g. Fly ash content i h. Amount of retarding admixture 5.5 SPECIFIED PROPERTIES The following concrete properties shall be determined by the Contractor in acoordance with the respective Specification: i a. Compressive strength ASTM C39 l b. Flexural strength ASTM C78 c. Static modulus of elasticity ASTM C469 d. Poisson's ratio ASTM C469 I ( e. Eensity (specific gravity) ASTM C642 (' i f. Splitting tensile strength ASTM C496 ) i i .w

m. ( P Gibbs S' Bill, Inc. Specification 2323-SS-9 Revision 5 February 16, 1979 Page 11 Compressive strength shall be obtained at 3, 7, 28 and 90 days. All other tests shall be made at 28 days. All tests shall be made at normal room temperature. 5.6 CHEMICAL" PROPERTIES The following total limit of chlorides in freshly mixed concrete is considered acceptable: Chlorides as C1 500 ppm max. 5.7 STRENGTH TESTS a. The proportions of ingredients for concrete shall be established on the basis of paragraph 3.8.2.1 of ACI 301-72. These proportions shall be selected to produce an average 28-day compressive strength exceeding f1 by at least 1200 psi e l ( when both air content and slump are maximum permitted by this specification. b. Using the method of Recommended Practice for Evaluation of Compression Test Pesults of Field Concrete ( ACI-214), the l amount by which the average strength must exceed f1 may be reduced to an appropriate level below 1200' psi, after sufficient test data becomes available from the job to indicate that, at the lower average

strength, the probable frequency of test more than 500 psi below f1 will not exceed 1 in 100 and that the probable frequency of an average of three consecutive tests below ft will not exceed 1 in 100.

This requirement may be implemented by utilizing the criteria cf ACI-301 paragraphs 3.8.2.2 and 3.8.2.3. 5.8 HEAVYEEIGHT AGGREGATE CONCRETE + The proportions of heavyweight aggregate concrete shall be made in accordance with ACI-211. I 5.9 SUBMITTAL OF TEST REPORTS FOR APPRCVAL I The Contractor shall-submit to the Engineer the concrete materials and the concrete mix designs proposed for use with a written request for approval. This submittal shall include the results of all testing performed to qualify the materials and to establish the mix designs. No concrete shall be placed in the work until the Contractor has received such approval in writing. l i 5 - -,, -. = _....,, - -.,,. _...,. _ - -

- - -_ ~ ,-v l 1 ('.! Gibbs & Hill, Inc. Specification 2323-ss-9 Revision 5 Tebruary 16, 1979 Page 12 6.0 MARKING AND IDENTIFICATION OF CONCRETE MATERIALS 6.1 CEMENT 4 Conveyances of bulk cement shall be sealed and tagged before leaving the place of manufacture, showing lot number, controlling specification, date of manufacture, and type. If bag cement is used, each bag shall be clearly marked with the same identi-fica tion as for. bulk cement. All tags and markings shall be maintained with the material at site storage. 6.2 AGGREGATE Fach lot of aggregate shall be tagged to show size, gradation, source, and controlling specification. The tags shall remain with the aggregate during production, transit, and site storage.

(_.

6.3 ADMIXTURES All containers of admixtures shall be clearly marked showing storage requirements and controlling specification. 7.0 CONCRETE EXAMIKATION AND TESTING i 7.1 GENERAL { All ingredients entering into the production of concrete and the i resulting concrete so produced shall be subject to a regular and l rigorous quality control program, involving sampling and testing i to specified requirements. All material used on the site shall i be subjected to field inspection. The owner will furnish all hev.5 labor, materials, and equipment required for routine testing of concrete materials, of proposed concrete mix designs, and of resulting concrete for compliance with the technical requirements Rev.5 of the specification. Any inspection performed by s?h er/ shall in no way relieve the contractor of his responsibility fJi the quality of the component i. materials and final concrete product. ...s; 9: ( i f i a v., o,-,v-" a,-e,,- -m,---n, v..---~wr --,w -,-w~-,--,-s---wn-T wm --~~,'-.---wr-v---mm*

m-b Gibbs C' Bill, Inc. Specification 2323-SS-9 Fevision 5 February 16, 1979 Page 13 7.2 CONCRETE MATERIALS 7.2.1 CEMENT a. Prior to starting work and during its progress, grab samples atl Rev.5 of cement shall be taken at the Manufacturer's plant or thq Batch Plant. b. Samples taken from the Manufacturer's plant shall be from silos reserved for storing cement for this project. c. Quality control testing in accordance with ASTM C109 Compressive Strength of Hydraulic Cement

Mortars, shall be performed to ascertain its conformance to the requirements of the Standard Specification for Portland

Cement, ASTM C150, and as stated in this specification.

d. Sampling of cement shall be performed in accordance with the requirements of Standard Methods of sampling Bydraulic Cement, ASTM C183. e. Sampling and testing of cement shall be perform,ed as soon as possible after its manufacture. f. An additional set of tests, in accordance with ASTM C 109, shall be performed on all cement in bulk storage at the mill nore than four months, or in storage elsewhere more than two months, prior to shipment to site for use in construction. Quality assurance testing shall be one set of tests for each 1 6000 bbis. of cement used. g. Cement shall be investigated in accordance with thel Rev.5 requirements of the latest editions of the following ASTM Specifications: e u.-.-- ---e ,,g,.-.--

G Gibbs & Hill, Inc. Specification 2323-SS-9 Pevision 5 February 16, 1979 Page 14 ASTM Specifications: ASTM C109 Compressive Strength of Hydraulic Cement Mortars ASTM C114 Chemical Analysis of Hydraulic Cement Fineness of Portland Cement ASTM C115 or + ASTM C204 by Turbidimeter or by Air Permeability Apparatus ASTM C151 Autoclave Expansion of Portland Cement ASTM C186 Heat of Hydration of ( Hydraulic Cement b ASTM C191 Time of Settino of Hydraulic Cement by Vicat Needle Frequency of samples shall be in accordance with ASTM C 183. See ASTM C150 for use of ASTM C204. 7.2.2 AGGPEGATES a. In addition to testing required by the aggregate pro-ducer/ supplier, quality assurance testing in accordance with ASTM C131, los Angeles

Abrasion, ASTM C142, Clay Lumps ASTM C117, Material Finer than No.

200

Sieve, ASTM

C87, Nortar Making Properties, ASTM CEO, organic Impurities, ASTM C289, Potential Reactivity, ASTM C136, Sieve

Analysis, ASTM C88, Soundness, ASTM

C127, Specific Gravity and Absorption of Coarse Aggregate, ASTM C128 Specific Gravity and Absorption of Fine Aggregate, ASTM C295, Petrographic Examination, shall be performed to ascertain conformance with ASTM

C33, Concrete Aggregates.

Testing shall also be performed,in accordance with U.S. Army Corps of Fngineers Specification CRD'C119, Method of Test for Flat,and Elongated Particles in Coarse Aggregate. The test for fineness modulus shall be in accordance with Section 4.3 of this Specification. b. The set of tests specified in Section 7.2.2a above and the aggregate shape test required in Section 4.3g of this Specific.ation shall be performed pr'ior to its acceptance for Rev.5 --n ,-e ,,,n+--, v.- g.-., S. ,.-----g,- s

i

• 9

.h Gibbs S Bill, Inc. Specification 2323-SS-9 Revision 5 February 16, 1979 Page 15 7 usage in construction. Subsequently, a daily inspection control program shall be carried out during concrete production to ascertain consistency in potentially variable characteristics such as water

content, gradation and deleterious material.

In addition, ASTM C131, ASTM C289, and ASTM -C88 shall be repeated for each 4000 tons of aggregate delivered to the site for construction. c. Potential reactivity of the aggregate has been considered in the design of the concrete mix by the required use of low i alkali cement. The results of the tests for Potential i Peactivity of Aggregates (ASTM C289) shall be provided to the l Engineer who will monitor changes in potential reactivity and Rev.5 i assess their influence on the concrete mix design. The frequency of tests in accordance with ASTM C289 shall be one test for each two month period when low alkali cement is used in the mix. 7.2.3 MIXING WATER Ouality Control Testing by the owner selected testing laboratory:l Rev.5 Quality control testing shall be performed to ensure conformity j to the requirements of Section 4.4 of this Specification. One j set of tests specified in Section 4.4.1 shall be performed prior l Rev.5 to use of the water source for concrete production. Subs equently, samples shall be tested monthly. { 7.2.4 FLY ASH l a. Cuality control testing shall be performed to ascertain con-formance with the requirements of ASTM C618. b. Prior "to shipment of fly ash and its acceptance on site for usage in construction, a complete set of tests shall be performed to' determine conformance with ASTM C618. The frequency of subsequent testing shall be established on the basis of the uniformity of the product as experienced in the field. The fly ash-supplier shall submit test data in accordance with Section 7.2.4a 9bove for.each 200 tons of fly ash furnished thereafter. This. data shall be verified for the first-1000 tons of fly ash '. furnished. If a satisfactory degree of uniformity of the product is being

achieved, as established by agreement between the supplier's and i

Contractor's quality control

testing, the frequency of quality control testing may be reduced to one set of tests for each 600 tons of fly ash furnished.

I i y- + ,e.--.---, ,-,y--. ,7 ,p-w-.yv,,-. ,,,y.,%y-5 g--,, ,-,.,,m.c,,,, ywp,,- y 9-. 9h, e 99,-yw7,-yy--.,,m.,ww-

4 ,h Gibbs'S Hill, Inc. 3 Specification 2323-ss-9 Revision 5 February 16, 1979 Page 16 7.2.5 ADMIXTUPES In addition to any testing required by the manufacturer, testing shall be conducted to ensure conformity to section 4.2 of this ~ specification. 7.3 CONCRETE a. Strength tests of the concrete shall be conducted during construction in accordance with Section 16.3.4 of ACI 301-72, except

that, one additional specimen shall be tested at 7 days.

In addition, strength tests of specimens cured under i field conditions, in accordance with ASTM C31, are required I i to check the adequacy of curing and protection of concrete in j all structures. Such specimens shall be molded simultaneously and from the same batch as the laboratory- ] cured acceptance test specimens. Procedures for protecting and curing the concrete in the structure shall be improved l when the strength of field-cured cylinders at 28 days is less than 85 percent of that of the companion-laboratory-cured cylinders. When the laboratory-cured-cylinder strengths are appreciably higher than the specified strengths, the field-l cured cylinder strengths need not exceed,the specified strength by more than 500 psi, even though the 85 percent criterion is not met. b. Slump of the concrete shall be determined for the first batch placed each day and for every 50 cu. yds. placed and wherever the consistency of the concrete appears to va ry. Coincidentally the slump of the concrete shall be determined for each strength te st. Slump measurements shall be made i using the Method of Test for Slump of Portland Cement Concrete (ASTM C143) and Sampling Fresh Concrete (ASTM C172). c. Air content of the concrete sample shall'be determined for each strength test in accordance with Method of Test for Air Content of Freshly Mixed Concrete by the Pressure Method, ASTM C231. - When the temperature of-the concrete varies from the temperature of the previous test by more than 5 degrees, the tests shall be performed once for every 50 cubic yards. I d.. Temperature of the concrete sample shall be determined for each strength test, and shall be measured at the location of iC. the concrete discharge. l { rv~-e-e,,-e---

a Gibbs S Bill, Inc. ~ Specification 2323-SS-9 Revision 5 February 16, 1979 Page 17 e. Evaluation of test results shall be in accordance with i sections 17.1, 17.2 and 17.3 of ACI 301-72. f. Acceptance of completed concrete work shall be in accordance with Chapter 18 of ACI 301-72. 8.0 CONCRETE CONSTPUCTION 8.1 GENEPAL Stockpiling,

batching, and mixing shall be performed at a

separate onsite facility specifically devoted to this project, or with the approval of the Engineer, at a nearby facility. 8.2 EATCHING, MIXING AND TRANSPORTING {

8. 2.1 STOCKPILING AND STORING a.

General storage shall be performed in a manner providing access for inspection at all times. Storage facilities shall be furnished by the Contractor. b. The aggregates shall be handled, transported, and stockpiled in a manner that assures that there is practical minimum segregation and that the fineness moduli and gradation are maintained within the range specified by the concrete mix design. Intermixing between stockpiles shall be prevented. Segregation of materials by climatic conditions shall also be minimized. Suitable storage facilities shall be provided to ensure that the above requirements are met. The stockpiles shall be sampled and tested in accordance with the requirements of Section 7.2.2 of this Specification. c.

Cement, admixtures, and other materials that are adversely affected by moisture.,before mixing shall be

stored, handled and transported in i'. manner so as to prevent the introduction of moisture.

If. the above materials are subjecte6 to moisture, after acceptance testing, they shall be resampled and tested before use in accordance with the requirements of Section 7.0 of this Specification. (

Gibbs & Hill, Inc. Specification 2323-ss-9 l Pevision 5 1 i February 16, 1979 l Page 18 l 8.2.2 BATCHING s. The batch plant shall be certified in accordance with the j requirements of Check List for Certification of Ready Mixed Concrete ~ Production Facilities by the National Ready Mixed i Concrete Association and a copy of the certification certificate shall' he submitted to the Engineer for review and approval prior to production of concrete for structures designated in Section 1.0 of this specification. b. Eatching of materials for concrete manufacture shall be in accordance with ACI 304, Pecommended Practice for Measuring,

Mixing, Transporting and Placing Concrete.

Only those materials from stockpiles or storage containers which have 4 been accepted shall be used. Materials shall be drawn off in ( a manner such that the distribution of particle sizes and kinds remains within the ranges specified. Materials shall i be rescreened if necessary to maintain the above distribution. l Batched materials shall be measured by weight when combined solids and liquids are measured. Liquids shall.be measured l using volume-temperature or weight measurements. Free moisture content of aggregates or admixtures shall be determined and accounted for as corrections to the amount of i i added mixing water as differentiated from total mixing water requirements. The measurement accuracy and precision shall 4 be such that the proportions of materials stay within the i ranges established in ASTM C94. The *1 percent weighing and added water requirements specified in ASTM C94 may be i rodified to

• 2 percent if the plant can demonstrate a standard deviation is less than 400 psi as determined by ACI 214.

Records shall be maintained' of the material quantities in each batch. Recording. paper divisions or digital printout records shall be capable of verifying l-conformance of *1 percent of the measurements of

cement, total agg,regates and water, and to 3 percent of admixtures.

i 8.2.3 MIXING d a. site mixed concrete shall be mixed in accordance with section 7.2.2 of ACI 301-72. The optimum =1xing capacity of all { mixers shall be determined and consistently adhered to. The l time after the addition of water to the dry materials to placement shall not exceed 45 minutes unless longer periods ______--wr,--.--w--. .e,,~,,.---.-..y ,we, .,m,.w yo.y,, ,-...,.,,.,n.yc-e-f.mwwwwww.f%--w

!b ~ Gibbs & Bill, Inc. Specification 2323-SS-9 Pev.sion 5 February 16, 1979 i Page 19 E i are permitted by the Engineer, but in..o case shall the time exceed 90 minutes. I f l b. Peady-mixed. concrete shall be mided and delivered in accordance with Section 7.1 of ACI 301-72. c. Control of admixtures shall be in accordance with Section 7.3 of ACI 301-72. d. Tempering and control of mixing water shall be in accordance with Section 7.5 of ACI 3,01-72. 4 e. Cold weather mixing and temperature of concrete when delivered at the site in cold weather, shall be in accordance with Section 7.6.1 of ACI 301-72. ( f. Hot weather mixing shall be in accordance with Section 7.6.2 of ACI 301-72, except that for " mass concrete" pours as defined in Section 8.2.5f of.this Specification, the maximum 1 temperature of concrete as placed shall be 70 F instead of the 90 F raximum permitted by ACI 305. 8.2.4 CONVEYING I [ a. Conveying of concrete shall be in accordance with Section 8.2 of ACI 301-72. b. Performance of all conveying equipment (including pumping and chuting gear) chall be checked to ensure that the methods i used do not impose changes in concrete characteristics by noisture loss or segregation or by any other cause. Concrete during conveyance shall not be permitted to come in contact with aluminum, as for example, in aluminum pipes or chutes. 8.2.5 PLACING j s. Preparation for placing shall be in accordance with section 8.1 of ACI 301-72. b. repositing shall be in accordance with Section 8.3 of ACI 301-72. i ( c. All excavations prepared for concrete construction shall be ~ substantially free of water until all concrete work is complete. The Contractor shall make provisions and furnish equipment, as required, for such dewatering.

-m i (.5 j Gibbs G Hill, Inc. Specification 2323-ss-9 j Revision 5 February 16, 1979 Page 20 i d. Cnless adequate protection is provided or approval by the Engineer is obtained, concrete shall not be placed during i rain. Rainwater shall not be allowed to increase the water i content nor to damage the finish surfaces. e. Petempered concrete or concrete which has been remixed after initial set shall not be utilized. f. Mass concrete

pcurs, which are defined as pours involving concrete sections greater than 2 feet-6 inches in the least i

dimension, shall conform to Chapter 14 of ACI 301,-72, l including the requirements that the maximum tempe rature of f concrete deposited shall be 70 F. except that the maximum allowable slump of the concrete shall be 4 inches. a. Bot and cold weather requirements shall be in accordance with l ('-- Sc: tion 7.6, of ACI 301-72, except that " mass concrete" shall cc.iform to the requirements of Section 8.2.5f of this i specification. The contractor shall utilize suitable cooling neans such as retarder and/or construction procedures such as l sprinkling and shading concrete ingredients or the use of j crushed ice to insure proper concrete placing temperatures, j Frocedures used to cool the temperature of the concrete shall be thoroughly tested before use to ensure that no adverse effects are produced and shall be approved by the Engineer. h. The Contractor shall advise the Engineer when pours are l scheduled. i. Except as noted on the design drawings or approved by the Engineer, all beams, girders, brackets, and haunches shall be considered as part of the floor system and shall be cast monolithically. j. The Contractor shall adhere strictly to requirements for concrete cover over steel reinforcement, protection of bars for bonding with future extensions, column ties, splices, 1 e laps, spa.cer bars and all items related to proper placing as specified in ACI'318 or shown on the drawings. k. Concrete shall not ordinarily be placed under water. However, in special cases, concrete may be placed under water. If this is the case, the Contractor shall submit his {- procedures to the Engineer for approval. l r a

- ~ _ 1 i ' (' } Gibbs 6 Hill, Inc. i j specification 2323-ss-9 1 Revision 5 February 16, 1979 Page 21 [ L ,l f 8.2.6 CONSOLIDATIO,N n. All concrete-shall be consolidated by suitable means during placement, and shall be thoroughly worked around the i reinforcement and embedded fixtures and into the corners of the forms. i t l b. Ehere conditions make consolidation difficult, or where [ reinforcement is congested batches of mortar containing the [ i same proportions of cement and sand as used in the concrete shall first be deposited in the forms to the depth specified. 1 sufficient water shall be added to the mortar to provide i necessary workability, but the water-cement ratio shall not exceed the water-cement ratio of the concrete design mix. j i i !([ c. vibrators shall be used on all concrete placement operations, j excepting floor

finish, conc rete placed in water and j

unimportant, minor, simple batches of concrete as defined by i the Engineer. Vibrators shall be amply powered and of sturdy j construction. The -vibrating element shall operate at not i less than 8000 impulses per minute when immersed to full working depth in the concrete. The vibration shall be I sufficiently intense to cause ready consolidation of the i least plastic mix used and to affect visibly the concrete i i over a radius of at least 18 inches. A sufficient number of l vibrators shall be used to insure that all concrete placed is thoroughly compacted. spare parts and at least one spare l vibrator shall be kept on hand for emergency use. ' vibrators l shall be checked periodically during the construction to i ensure a consistent energy output level. Internal vibrators j shall be applied vertically when practicable. They shall be i moved about in the concrete systematically and shall be applied at points uniformly spaced not farther apart than the radius over.which they are visibly effective. When concrete is applied in successive layers, vibrators shall penetrate completely through the upper layer and approximately four (4) inches into the n. ext lower plastic layer to insure thorough t bonding. Form vibrators, as approved by the Engineer, shall be used.only when.lit is impractical to use internal vibration. They shall be applied to the forms at uniformly spaced points sufficiently close together to insure thorough (' compaction of the concrete and a good surface. Special care f shall be taken to avoid form vibrators remaining in one place for protracted periods while operating. [ l t _---.w,._,__. a__,___

m _ b ~ Gibbs S' Hill, Inc. Specification 2323-SS-9 Fevision 5 February 16, 1979 Page 22 Concrete shall be vibrated until a sheen of mortar first appears on the surface and no longer. vibration shall not be continued to such en extent that pools of grout are formed or that settlement and concentration of the coarse aggregate takes place.~ vibrators shall not be used to cause concrete to flow over distances creater than three (3) feet. Care shall be taken to avoid, insof ar as practicable, disturbance of concrete which has become too stiff to regain plasticity when vibrated. vibration shall not be applied directly to steel which extends into partially hardened concrete. Cn

surfaces, the coarse aggregate shall be carefully worked tack from the forms into the mass of the concrete with

spades, stone forks, or other suitable tools, sufficient to bring a surface of mortar against the form.

Special care shall be taken to avoid overworking, thus drawing an excess of mortar to the formed surfaces. Care shall be taken to e( remove all air pockets and to prevent voids in the surface. Special care shall be taken to avoid the internal vibrators hitting or contacting the vertical forms. 8.3 CONSTPUCTION JOINTS ~ 8.3.1 CONTAINMENT STRUCTURE l 8.3.1.1 PROCECURES l Construction joints in the containment structure shall be trade in accordance with one or a combination of the following procedures: a. Borizontal surfaces shall be jetted with air and water while the concrete is green (approximately 12 hours old) so as to expose the aggregate. b. Side forms shall be stripped off at age 12 to 24 hours and similarly jetted. c. If a longer period (up to a few days) has elapsed between completion of concrete placement and preparation of its

surface, then a

sufficiently

powerful, high-pressure hydraulic jet shall be used as required to loosen laitance and mortar.

d. If ietting is not sufficiently effective, surfaces shall be bush hammered or sand blasted. l

m - Gibbs S Hill, Inc. Specification 2323-SS-9 Pevision 5 February 16, 1979 Page 23 e. In starting a new concrete placement, the old concrete shall have been kept thoroughly wet for the preceding 24 hours. In all cases the' new concrete should be preceded by 1/2 to 3/4 inch of soft mortar of the same proportions as that in the concrete. When accessible this should be scrubbed into the surface,of the joint with wire brooms. f. The new concrete lift shall be thoroughly vibrated near the old surfaces. g. Before concrete is placed against a fresh joint, all debris, water, and ice shall be removed from the space to be occupied by the concrete. The joint preparation shall include removal-of all laitance and other unsound material from the hardened concrete surface. ( 8.3.1.2 ALTERNATE PROCEDURES In lieu of green cutting for horizontal surfaces, the contractor may elect to use a surface retarder for horizontal construction, joints. The surface retarder shall be Rugasol Type S as manufactured by SIKA Chemical Corp. Other surface retarders may be used subject to approval by the Engineer. Joint preparation with the surface retarder shall be in accordance with the ' follcwing: a. As soon as vibration has been completed, without waiting for bleed water to disappear, the surface retarder shall be ' applied with a low pressure spray at the rate of 200 square feet per gallon. Ccverage shall be uniform by applying with Rev.5 ! an even spray, not a stream. b. Concrete shall be wet cured immediately after the surface i retarder is applied. If wet burlap is

used, it must be placed immediately behind the operator applying the retarder.

If water cuied the fog spray must begin as soon as the retarder is applied. c. The concrete joint surface shall be cleaned between 8 and 24 hours after application by flushing with a hose at 30 to - 40 psi pressure and the laitance and mortar removed. If wet burlap is used it shall be lifted a section at a time to (. permit

cleaning, and replaced.

The surface shall not be I permitted to dry out prior to or during cleaning. l i I l

_ - - ~.. t ( Gibbs & Hill, Inc. i Specification 2323-SS-9 l Revision 5 February 16, 1979 Page 24 [ i, i l d. The surface retarder shall be washed from the reinforcina i steel at the time the joint is flushed. t i i e. Curing shall continue after removal of the retarded mortar. 5 Rev.5 l f. Joint preparation shall continue in accordance with 8.3.1.1.e, f and g. r f 8.3.1.3 DRAWINGS Prior to construction the Contractor shall prepare drawings j showing the location of all proposed construction joints and i sequence of pours for the containment structure walls and dome l and shall submit these drawings to the Engineer for approval. { 8.3.2 OTHER CONSTRUCTION JOINTS b (~ Construction joints at locations other than' the containment i structure walls and dome shall be located in the field, except as shown on the

drawings, except that for elevated floors it is acceptable to place construction joints. over walls and to locate 1

j them between third points of the span. location of all Rev.5 [ construction joints shall be subject to the EngineerJs

approval, and shall be in accordance with Section 6.1 of ACI 301-72.

In joining fresh concrete to concrete which is already set at construction joints, the surface of the concrete already in place j shall be free from loose material,

laitance, dirt and foreign

matter, washed and scrubbed clean with stiff brooms or wire i

l brushes as may be necessary, and thoroughly drenched with water l until saturated, but with no free water on the surface, and shall be so maintained until the new concrete is placed. Immediately l. prior to placing of plastic cement-sand acetar, all forms shall ~ be drawn tight against the concrete already in

place, and the existing concrete surface shall be covered with approximately 2 i

inches of plastic cement-sand mortar mixed in the same r proportions of cement and sand as used for the concrete. This i mortar shall be placed in the forms immediately before placing the new concrete. l } 8.4 FORMWORK I a. All formwork including tolerances shall be in accordance with ( Chapter 4 of ACI 301-72. b. Chamfer strips as called for in Section 4.2.4 of ACI 301-72 l shall be 3/4-inch x 3/4-inch. i h ..-. _ _._._.._, _.. -.-_.- _.._,_,_-.. _._. _..-- _.m

$ b ^ E Gibbs S Bill, Inc. specificati'n 2323-ss-9 o i Revision 5 i. February 16, 1979 i I Page 25 I \\ c. The contact surface of all w( oden forms for exposed concrete surfaces shall be, as a minimum, equivalent to Douglas Fir plywood faced Grade B. The Contractor may elect to use steel forms whenever forms are requi' red. Forms to be used more than once shall be maintained in serviceable condition and shall be thoroughly cleaned prior to, reuse. Form coating i material shall be approved by the Engineer. d. Ties for formwork for the containment structure concrete l shall be snap ties or coil ties of such type so as to leave i no metal within 1-1/2 inches of the surface. securing forms with wire will not be permitted. The Contractor shall submit to the

Engineer, for

approval, a

proposed method for fastening form ties to the containment steel line r. Other ties shall be in conformance with section 4.2.8 of ACI 301-72. i i r j e. Yorms shall be removed in such a manner as to insure the complete safety of the structures. In no case shall the j supporting forms or shoring be removed until the members have i acquired sufficient strength to safely support their weight i and any superimposed loads. l f. Except as approved by the Engineer earth cuts shall not be used as side forms for pouring of structural concrete. l g. Special attention shall be directed to the placing of l concrete for the containment structure walls and dome. Pate of lift and scheduling of concrete placements shall be coordinated with the erection of the steel plate containment liner which shall serve as the inner surface formwork. It is imperative that the steel liner alignment be held within the j tolerance specified in GSB specification 2323-S5-14. The i liner shall be adequately braced to hold its alignment within i these tolerances until after the wall concrete has been poured and taken its permanent set. Concrete lifts shall be l limited to a height not more than 6 feet and shall be placed uniformly,around the entire circumference.- Each lift shall he constructed in not more than 1.5 foot layers and shall be placed in a continuous operation with no interruption in j excess of 70 percent of the time of initial set between the l placing of continuous portions of concrete. Successive lifts

(

on the exterior vertical wall and dome of the containment Euildings #1 and #2 may be made when concrete of the previous Rev.5 i i lift has reached a minimum strength of 1500 psi, based on a minimum of three field-cured cylinders, each of which shall l

h ~ Gibbs & Hill, Inc. j specification 2323-ss-9 Revision 5 February 16, 1979 Page 26 3 t'est 1500 psi or more, but in no case shall the next Rev.5 successive pour be made in less than 36 hours. If for reasons beyond

control, a

pour is interrupted and it is i necessary to

• introduce vertical construction joints in the

pour, then no concrete shall be placed in any lift until all concrete has been completed in the previous lifts unless 4

otherwise approved by the Engineer. The

welding, if

required, of. temporary bracing to the

liner, shall be i

submitted to the Engineer for approval. 8.5 CURING I a. Curing of concrete shall be in conformance with Chapter 12 of ACI 301-72, except that the containment exterior walls and Rev.5 i foundation mats with a depth in excess of 2 ft-6 in shall be cured in accordance with Chapter 14 of ACI-301-72. Materials and methods of curing shall be approved by the Engineer. } b. supplementary strength tests, in accordance with section 7.3a of this specification, shall be performed to assure that curing is satisfactory. J l c. Eood forms left in place shall not be considered adequate for l roist curing the outside walls. 8.6 REPAIP OF SURFACE DEFECTS Engineer,repairofsurface!Rev.5 Unless otherwise approved by the defects shall he in accordance with Chapter 9 of ACI 301-72. 8.7 TEMPORAPY ACCESS CONSTRUCTION OPENING a. The Contractor shall provide a temporary construction access opening in the containment structure. The location and size of the access opening is indicated on the drawings. After the construction opening has served its purpose, it shall be sealed. b. Before commencing work in this region, the Contractor shall l submit to the Engineer for approval the method he proposes to use for sealing the construction opening. il( c. Approval by the Yngineer shall in no way relieve the contractor from complete responsibility for the quality and i suitability of his work. i

(. Gibbs 6 Hill, Inc. Specification 2323-SS-9 Pevision 5 February 16, 1979 Page 27 8.8 EMBEDDED MATEPIAL a. All

anchors, bolts,

dowels, fasteners,

strips, sleeves, pipes, waterstops, nailing strips, reglets, furring

devices, grounds, or other inserts required by the specifications or shown on the drawings shall be accurately located and properly supported and built into the concrete work.

Anchor bolts shall be set by templates to be furnished by the Contractor. Tack welding of embedded material to reinforcing rods will not be permitted, b. Embedment of conduits and pipes in concrete shall be in accordance with ACI 318. c. All Contractors whose work is related to the concrete or work which must be supported by it, shall be given arple notice ( and opportunity to introduce and furnish embedded items before the concrete is placed. 8.9 FINISHING OF FCRMED SURFACES a. Finishing of formed surfaces shall be in accordance with Chapter 10 of ACI 301-72. y b. All exposed surfaces shall be finished as indicated on the finish schedule. c. The use of acid will not be permitted unless approved by the Engineer. d. A stucco coat shall not be applied to surfaces except where specifically indicated. I e. Except where a separate finish is to be applied, or where a trowel finish is called

for, horizontal concrete surfaces shall be floated.

f. Where a, trowel finish is called for, the surface shall be floated and steel-troweled after achieving initial set to prevent excess fine materials from working to the surface. The finish shall be brought to a smooth, dense surface free from defects and blemishes. No dry cement nor mixtures of ,{ dry cement and sand shall be sprinkled directly on the surface to absorb or stiffen the mix. Final troweling shall be done after the concrete is so hard that no mortar

m Gibbs S Rill, Inc. Specification 2323-SS-9 Pevision 5 February 16, 1979 Page 28 1 1 accumulates on the trowel and a ringing sound is produced as the trowel is drawn over the surface. 8.10 CONCRETE, FLOORS a. Floors that are scheduled to receive a protective coating shall receive a light broom finish af ter initial trowelling. Rev.5 Unless otherwise noted on the drawings, the surfaces of all other finished floors shall receive a trowelled finish in accordance with the requirements in section 11.7.3 of ACI 301-72. All floors which will receive subsequent topping courses shall receive a scratched finish in accordance with Section 11.7.1 of ACI 301-72, unless otherwise shown on the engineering drawings. b. Curing of concrete floors shall be in accordance with Chapter -( 12 of ACI 301-72 except that no curing compound shall be i applied unless approved by the Engineer. 8.11 CONTRACTOP'S PPOCEDURES The contractor shall prepare and submit to the, Engineer for review his proposed construction procedures, including delineation and scheduling of concrete placements, and methods of placing concrete in special locations, such as the containment structure and at other highly congested areas. e f _-.-g ~.,.N,. .--y.

l (. ~ i Gibbs S Hill, Inc. specification 2323-ss-9 Revision 5 February 16, 1979 Page 29 9.0 GROUTING a. Grout for use 'under base

plates, bearing plates, loose lintels, equipment bases, anchor bolt pockets, and so

forth, shall attain a

minimum 28 day compressive strength of 6000 psi when tested in accordance with section 9.01 of this l Rev.5 specification, shall be sufficiently plastic to fill all spaces, and shall have a low shrinkage characteristic to maintain contact with load bearing surfaces. b. Cement for grout shall conform to the requirements of section 4.1 of this specification. c. Aggregate for grout, when

used, shall conform to the requirements of section 4.3 of this specification, except that fine aggregate shall conform to the requirements of

(~ ASTM C404, specification for Aggregates for Masonry Grout, size 2 with all material passing the No. 16 sieve. d. The proportions of ingredients for general purpose grout shall be based upon trial mixes using the same type and brand of cement, fine aggregate, and admixtures as will be used for construction. A pugmill-type horizontal mortar mixer approved by the Fngineer shall be used in preparing trial mixes and in construction. e. Mixing water shall conform to the requirements of section 4.4 of this specification. f. Admixtures shall conform to the requirements of section 4.2 of this specification. g. Other materials, such as aluminum powder of the proper fineness.and quality may be added to the grout mix provided adequate tests are made to demonstrate the suitability of the mix for the purpose intended. h. For usage under bearing plates, base plates, locse lintels, equipment bases * 'and anchor bolt pockets a commercial Rev.5 nonshrink grout may be utilized subject to approval by the Engineer. (- i. The surface to be grouted shall be cleaned of loose sand, gravel and dust. The surface shall be wetted thoroughly, but excess free moisture shall be removed before placing the grout.

7 b i (b i f Gibbs 5 Hill, Inc. l specification ~2323-ss-9 Pevision 5 l February 16, 1979 i Page 30 j. Grout shall be applied in

place, thoroughly tamped, and l

adjusted to proper elevation and true and level surface. lRev. 5 i Ehere grout is applied under previously shimmed and leveled base plates, care must be taken that it thoroughly fills all i voids and is in full contact with the entire underside area of the base plates. I k. The arout shall be provided with sufficient water during curing to complete the hydration of cement. Purlap kept 4 soaked with water may be placed around the grout to provide a source of moisture for hydration. Curing shall continue for at least seven days. ~ j 4 The compressive strength of the grout shall be established by 1. 1 2-inch cubes, molded, cured and tested in accordance with ASTM C109, Compressive Strength of Hydraulic cement Mortars. i (" compressive strength testing of premixed fluid and flowable-l k-grouts shall be in accordance with ASTM C-109 except as 1 follows: l 1. Mix continuously for 1-1/2 minutes at slow speed. Do not stop mixer to simulate addition of components. I f f 2. Test for consistency on flow table or through flow core l immediately after mixing. l 3. Consolidate each layer of grout in the cube mold by pushing gloved finger or tamping rod gently into each Rev.5 i layer of grout 5 times. l a. Clean top of cube mold and affix top cover plate. 5. seal cover plate joint with wax as soon as possible but j without disturting molds. 6. Leave cube specimens in molds in laboratory air (75 F, 23 C), or as otherwise specified until immediately befor,e testing. \\ I The above modifications to ASTM C-109 apply to vendor I qualification of material only. fly ash is used, the quantity shall bc such that the }{ m. When requirerents of strength, workability and durability are met, l Rev.5 and it shall meet the requirements of section 4.2c of this specification. t =. - -.. -. ~ -

1 e i Gibbs & Hill, Inc. Specification 2323-SS-9 Revision 5 February 16, 1979 Page 31 The water content shall be the minimum quantity necessary for lRev.5 ) n. the proper placement by the grouting method

employed, dry 4

pack or fluid grout. 10.0 CLASS D'HIGH EENSITY CONCRETE 10.1 AGGREGATES Aggregates shall conform to the requirement of ASTM

C637, Standard Specification for Aggregates For Padiation-Shielding Conc rete.

10.2 SPECIAL REQUIPFMENTS 10.2. 1 DENSITY AND CCMPOSITION OF AGGPEGATES 3 Processed aggregates shall have properties which conform to the g-following requirements: w Primary Composition - Magnetic Fe O 3 4 and related ores or Ilmenite for fine 1 aggregate, Hematite Rev.5 and ilmenite blend for coarse aggregate. Minimum percent Iron - 100 degrees C - 50 t Minimum value of specific gravity - 4.50 Maximum percent absorption - 2.0 l q a;

^~ I { Gibbs & Hill, Inc. Specification 2323-SS-9 Revision 5 February 16, 1979 Page 32 i 10.2.2 GPADATION REQUIREMENTS FOR COARSE AGGPEGATES Amounts passing a given sieve size - percent by weight. Nominal Souare Sieve size Gradation 1 100 3/4 90 to 100 Rev.5 3/8 20 to 55 No. 4 0 to 15 Rev.5 No. 8 0 to 8 10.2.3 GRADATION REQUIREMENTS FOR FINE AGGREGATES Amounts passing a given sieve size - percent by weight. Gradation Nominal Souare Sieve Size Fine Aqqregate Grout Sand 3/8 100 No. 4 95 to 100 No. 8 80 to 100 No. 16 50 to 95 100 1 No. 30 25 to 60 75 to 95 No. 50 10 to 30 45 to 65 No. 100 2 to 15, ; 20 to 40 Rev.5 No. 200 0 to 8 0 to 10 Fineness Modulus 2.3 to 3.1 1.00 to 10 If the fineness modulus varies by more than 0.2 from the ( approved sample, the fine aggregate shall be rejected unless Rev.5 i l suitable adjustments are made in concrete proportions to l l

m (L Gibbs 6' Hill, Inc. Specification 2323-ss-9 Pevision 5 February 16, 1979 Page 33 compensate for the difference in grading and the required density and strength is maintained. 10.2.4 SAMPLING,AND TESTING OF INCOMING HIGH DENSITY AGGPEGATES a. Incoming coarse and fine aggregate shall be sampled for testing daily during shipment from the stockpile to ensure that no degrading has resulted due to transporting, handling g and stockpiling operations. 3 I Tests shall be performed for grading and deleterious raterial. b. samplina of the stockpiles shall be accomplished by the methods described in ASTM D-75-59 (1968), Paragraph 14 (a) according to Note 5, for coarse aggregate and according to ( Paragraph 14 (c) for fine aggregate. c. Several cubic feet of material should be taken and the test sample quartered from this amount. sufficient material shall be obtained for three samples, two of which shall be held as reserve for retest in the event of failure of the first Rev.5 sample tested. d. Samples taken from the surf ace aggregate of the stockpile should be made up from portions taken at several separated points. Unrepresentative material should be avoided, such as fines in the center, coarse sizes toward he

edges, and.

wetter or drier surface material; but all n.4te rial should be ' properly represented in the sample. A board ca:. Se held in the surface of sloping material to prevent it from running, down while a sample from under.the surface is obtained. e. If the initial sample tested fails to meet the gradation requirements, the two reserve samples shall be tested. If either of the reserve samples fail to meet the gradation requirements, the material shall be reworked, reblended and retested. i q, ,i If, after reworking and reblending of the material, tests 'i indicate marginal failing

results, the Contractor shall d.

request the Engineer's approval for use as is. ( f. The removal of the aggregate from the storage area for batching shall not result in decreasing the uniformity of the grading.

m _ (~ ( Gibbs S Hill, Inc. specificati'on 2323-ss-9 Pevision 5 February 16, 1979 Page 34 I g. Acceptance of High Density Aggregate shall be based on t est results of samples obtained from the stockpile as stated Rev.5 herein. p 10.3 SHIPMENT [ All aggregates for Class D concrete shall be shipped, handled and stored in such a manner as to prevent loss of fine sand, contamination by foreign material, breakage of aggregate, and segregation. Grout sand shall be contained in strong, tight bags and shall be kept free of moisture. 10.4 STORAGE Aggregates shall be stored in approved containers, bins, heavy sack s, or on concrete slabs. Aggregates which are to be ( stockpiled for a period of more than two weeks shall be covered with tarpaulins or heavy gauge plastic sheeting until used. 10.5 AGGREGATE PROPCRTIONS Aggregates shall consist of the following proportions by weight. Fine aggregates 40 t5 percent Coarse aggregates 60 *5 percent 10.6 SLUMP slumps shall be held to an absolute minimum with the conditions under which the concrete is placed. The maximum allowable slump of the concrete shall be not more than 3-1/2 inches as measured at the location of concrete discharge from agitator-mixer trucks Rev.5 or at the end of the pumpline for pumped concrete. 10.7 MIXER LOADING Loads shall be reduced to approximately two thirds of the normal mixing volume' used for Class A and Class B concretes. vn-

m - Q Gibbs S Hill, Inc. 4 Specification 2323-SS-9 Revision 5 February 16, 1979 Page 35 10.8 VIBRATION Special care shall be exercised to avoid over vibration causing sinking of coarse aggregates. As a rule of thumb, two thirds of vibration time for Class A concrete shall be used for Class D vibrating. 10.9 AIP ENTRAINMENT ADMIXTURES Air entrainment admixtures shall not be used for Class D Concrete. 10.10 FLY ASH Fly ash shall not be used for Class D concrete.

(~

i 10.1 1 COMMEPCIAL SHIELLING CONCRETE Subject to approval by the design engineer the contractor may substitute a commerical high strength iron oxide mortar in lieu Rev.5 of the preceding requirements of this section. 11.0 , SHOTCPETI

11.1 DESCRIPTION

The work of this section covers the production and application of shoterete to the final rock faces of all walls and slopes of excavations for plant structures as required in Section 4.2 of Specification 2323-SS-6, Excavation For Plant Structures. The pr?me purpose of the shoterete coating is to protect rock surfac r exposed to the atmosphere against weathering and to prevent the slaking of exposed claystone seams. a. shotcrete shall be applied by the wet-mix method, incorpora, ting an approved accelerator for quick set. b. Ihe work shall include trial mixes, preconstruction field tests, and testing during construction. ( ___.,n-

Gibbs & Hill, Inc. ^ Specification 2323-SS-9 Revision S February 16, 1979 Page 36 11.2 BEALTH HAZARD l The contractor is 'eminded that alkali hydroxides and other r chemicals contained in shoterete admixtures are moderately toxic i and can cause skin and respiratory irritation unless adequate safety measures are undertaken. When applying shotcrete, 1 nozzlemen and helpers should wear appropriate hoods supplied with filtered air free of toxic or objectionable material. Gloves and necessary protective clothing should be worn to protect against dermatitis. The contractor s hall take all necessary precautions to prevent any health hazards in the removal and disposal of flow of water through the shoterete area and of waste rebound raterial. ~ 11.3 MATERIALS 11.3.1 CEMENT AND MIXING MATER t Cement and Mixing water shall conform to the requirements of section 4.0 of this specification. j 11.3.2 AGGPEGATE ~ Fine and coarse aggregate shall conform to the requirements of Section 202, Aggregate, of ACI 506, Pecommended Practice for shotereting. Coarse aggregate shall be uncrushed gravel, graded l from No. 4 to 1/2 inch size. 11.3.3 ACCELERATOR An approved accelerating admixture shall be used to develop quick set and early strength. The admixture shall conform to the requirements of ASTM C494, Chemical Admixtures for Concrete, with the following additional requirements, deletions and substitutions: a. Additional Requirements 6 1 The water soluble chloride content of the admixture shall not j exceed the quantity that would contribute ten parts per rillion to the shotcrete mixture. The admixture shall not ( contain materials corrosive to steel nor shall it encourage other detrimental effects such as cracking and spalling. I

-w b Gibbs S Bill, Inc. specification 2323-ss-9 1 Pevision 5 February 16, 1979 Page 37 The admixture shall have a five year minimum history of demonstrable satisfactory performance in a similar application. b. Deletions and substitutions The following parts of ASTM-C494 are excluded from the requirements of this specification or modified as noted herein: 1. Delete Paragraphs 8.4 and 8.4.1 2. Delete all of section 13 i 3. Delete all of section 14 I 4. Delete paragraph 15.1 and substitute the following: "Three or more test specimens for each type of test and 2 age of test specified in Table 2 shall be made for each l condition of concrete to be compared". 5. Delete paragrapha 15.2.1, 15.2.2 and 15.2.3 6. Delete paragraph 15.2.4 and substitute; " Test specimens 3 in.x 3 in x 11 in, shall be cut from test panels at 23 1/2 hours i 1/2 hour after casting. Curing of specimens shall be in accordance with the applicable requirements of ASTM-C157. The moist curing period shall be 14 days". 7. Delete paragraphs 16.1.1, 16.1.1.1, 16.1.2, 16.1.2.1, ? and 16.1.3 8. Delete the first sentence of paragraph 16.1.4 and substitute the following; " Test specimens shall consist of prisms cut from test panels. Specimens shall be tested in accordance with the applicable requirements of ASTM-C157 except that the moist curing period shall be 14 days. l __...,,,.._.-,..m,,,.,.._,,,,,_,_mm-_.,,,_._....-,._.,.-_,n_y,-.,_.6

7- - m. (b: ~ Gibbs S Hill, Inc. j l Specification 2323-SS-9 l Revision 5 February 16, 1979 Page 38 t l j l l j 11.4 QUALITY CONTROL t All mix

designs, testing, and quality control, shall be the responsibility of the Contractor, as outlined in this Specification for concrete.

11.5 PRECONSTRUCTION TESTING AND REQUIREMENTS f ? i I i 11.5.1 ACCELERATOR The accelerating admixture shall be capable of developing the folicwing: j Time of initial setting 3 minutes maximum Time for final setting 12 minutes maximum 2 { Compressive strength in 8 hours-a00 psi minimum l j The time of setting shall be determined by the Contractor in t accordance with ASTM C266, Time of Setting of Hydraulic Cement by l Gilmcre Needles, modified as follows: The accelerator shall be added to 50 grams of cement in the l preparation of the pat, in the approximate percentage to be used i in the actual shoterete application. The minimum possible time interval shall be used to attain the proper mixing without r j disturbing the initial set'of paste. 5 The compressive strength shall be determined in accordance with ASTM C109, Compressive Strength of Hydraulic Cement Mortar, l except that the accelerator shall be added to the mortar in the approximate percentage expected to be used in the shoterete mix design. The accelerator shall not exceed 35 of the cement content. M I 11.5.2 DESIGN MIXE8 i L At least

90. days before the in-place application of shotcrete, the Contractor shall develop trial mixes by laboratory tests.

i Trial mixes shall be made with the same ingredients that the contractor proposes to use in the work and he shall certify that the ingredients comply with the Specification. 1 t P .-,...~.-,._..n-- .-,->e- ...,,,--,,s.,.n---,.-~,.,.,,n,,, ,-.n+--.-rmm.--,-_,--n--,-,-m,...,.,,mwn,,_,,n,.v..Gr,...,,,,.-e-,.m-,-n-

( Gibbs s Hill, Inc. Specification 2323-ss-9 Pevision 5 February 16, 1979 Page 39 Minimum compressive strengths shall be: 400 psi-at 8 hours 3,000. psi at 28 days sufficient number of trial mixes shall be made to arrive at an A optinum six proportion. The amount of the accelerator shall be as recommended by the manufacturer or as determined from the test results. Proportioning of aggregate and cement shall be on a weight basis. Test specimens for determining compressive strengths shall consist of 3-inch diameter by 6-inch cylinders or 6-inch diameter by 12-inch cylinders. 11.5.3 FIELD TRIALS At least 60 days before the in-place application of shoterete and ' (' after completion of the laboratory tests and their approval, the Contractor shall perform field trials using the selected mix or .rixes, to demonstrate the capability of equipment, workmanship and materials, under field conditions. Field trial shall ccnform to the applicable requirements of Section 302, Preconstruction Testing Procedure, of ACI 506 and as modified herein. One test panel shall be constructed for each mix. This panel shall be in a vertical position for horizontal gunning to simulate construction conditions. Test panels shall be cast on wood forms measuring 3 feet by 3 feet by 3 inches deep. The form shall have 3 sides with the bottom

open, to allow rebound i

material to fall free. Test panels shall be cured in accordance with the applicable requirements of ASTM C31, Making and Curing Concrete Compressive and Flexural Strength' Test Specimens in the Field. specimens shall-be obtained, prepared and tested in accordance with ASTM C42. Three or more compression test specimens for each 4 test age shall be taken from each test panel for compression ) testing at 8 hours, 7 days and 28 days. '4 All field trial work and testing is to be done in the presence of ~ ( the Engineer. 1 l i i i .-.-.,,.-.J_-.-.,___.._--.._..._,_._.-..______.- _ ---.,.. _-.-.- - -_.-_._...._.- ~ -..-._..

m.- ~ (~ Gibbs 5' Bill, Inc. Specification 2323-SS-9 Fevision 5 ~ February 16, 1 J79 Page 40 i f 11.5.4 REPORTS The Engineer shall be furnished copies of all mix proportions and test results. I 11.6 EQUIPMENT REQUIPEMENTS Equipment for. batching,

mixing, delivery, and placement shall conform to Section 402, Eet Mix Process, of ACI 506.

11.7 PROFICIENCY OF EORKMEN The shoterete application crew shall have the qualifications for performing the

duties, all as outlined in Chapter 5, Qualifications and Duties of craftsmen of ACI 506.

( 11.8 CONSTRUCTION DETAILS 11.8.1 SURFACE PREPARATION Surf aces to be shotcreted shall be cleaned of all locse material, dust, mud and other objectionable matter, that may prevent bonding. Surfaces shall be kept moist from the' time they are cleaned until the application of shotcrete. 11.8.2 APPLICATION Shotcrete shall be applied in accordance with the application requirements of Section 606, Gunning, of ACI 506, and as follows: a. Shotcrete shall not be applied to any area until the installed rock bolts have been pull tested where required. b. Non-corrosive pins or nails shall be installed at a spacing of 8 feet in both directions, to establish the thickness of the shotcrete layer. c. Shotcrete shall.be applied in one layer with reinforcement only as required in Section 4.1 of Specification 2323-SS-6 to the thickness shown on the drawings. No shoterete shall project within the minimum concrete line. \\ I i -. ~.-.

i m i i / Gibbs S' Hill, Inc. Specification 2323-ss-9 Pevision 5 February 16, 1979 Page 41 11.8.3 REBOUND AND CONSTRUCTION JOINTS Pebound and Construction Joints shall be governed by the j requirements of' section 607, Rebound and section 608, Construction Joints, of ACI 506. 11.8.4 PPOTECTION A too rapid drying of the shoterete coating shall be avoided. i Use of a liquid membrane forming compound will not be permitted. I Protection against cold weather shall be governed by the applicable requirements of section 614, Curing and Cold Weather Protection, of ACI 506. 11.8.5 CONTROL OF WATER i (-( Should water flows be encountered, they shall be controlled by pipes, weep holes, panning, chases or other acceptable methods. 11.8.6 FINISHING No special finishing other than the natural gunned finish, will be required. 11.8.7 TESTING DURING CONSTRUCTION The Contractor shall obtain test specimens from the completed shotcrete

coating, at the rate of 2 specimens for every 100 linear feet of wall or slope.

Specimens shall be 3" diameter and long enough to expose the bond between shoterete and rock. specimens shall be cored at the locations designated by the Engineer. The frequency of taking test specimens may be modified by the Engineer, based on test results. Specimens shall be cured in the field under the same conditions as the shotcrete, in accordance with the applicable requirements ) of ASTM C31.

• specimens shall be obtained, prepared and tested in accordance with ASIM C42.

Not more than 20% of the strength tests shall have values less than the required 28 day strength of 3,000 psi. The average of ( any six consecutive strength tests shall be equal to or greater j than 3,000 psi. Copies of all test results shall be furnished to the Engineer.

~. ( Gibbs 8, Bill, Inc. Specification 2323-SS-9 Pevision 5 i February 16, 1979 Page 42 Boles left by the removal of test specimens are to be plugged with shoterete material. Drummy or unsound shotcrete shall be removed and replaced, to the satisfaction of the Engineer. 11.8.8 CLEANUP, All rebound material lying within the limits of the minimum l concrete line is to be removed.. In the disposal of rebound

material, the contractor is reminded of the potential health hazard.

L 12.0 QUALITY ASSURANCE The contractor shall establish and implement a cuality Assurance Program which rigidly conforms to the applicable rules and standards as imposed by the Nuclear Regulatory Commission,

10CFF50, Appendix B, ANSI N45.2-1971, ANSI N45.2.9 (Draft 11, Rev.5 Rev. 0-January 17, 1973),

ANSI N45.2.10 (Draft dated 1973), / ANSI N45.2.11 (Draft 2, Rev. 2-May 1973), ANSI N45. 2.12 (Draft 3, Pev. 0-May 2, 1973), ANSI N45.2.13-NRC Extract (Draft dated Rev.5 May 31, 1973) and this specification. The program shall include pertinent aspects of procurement, fabrication, site erection, j inspection, testing, handling, shipping, storing and cleaning. ins ~a11'ation and The Contractor shall submit all fabricati6n, t testing procedures to TUSI for review and comment prior to their use. This right of review and comment shall also extend to any changes made to the contractor's quality assurance program and procedures during the course of work. The contractor shall provide for Right of Access to his plant, facilities and records for inspection or audit purposes by

TUSI, TUSI's designated representative, or other authorized parties such as regulatory agencies.

These provisions also apply to the Contractor's suppliers and subcontractors. Contractor agrees to stop work and/or withhold shipment at request of TUSI or its representative until resolution of any major quality assurance or quality control deficiencies. The Contractor shall establish procedures to assure that all inspection tools, instruments, gages and other measuring and testing devices are in a calibration and control system traceable to,the National Bureau of Standards where such standards exist. 'f When inspection and testing equipment is found to be.out of l calibration, all items inspected, tested or measured with that I e --,--.-.--.--,.n-, w --,,-.,--,.-+-,..,,_,,,,n.,,..--- --vwv-mev,-m--,. ee-------,- Rw-ene --g,-

.m b Gibbs S Hill, Inc. l specification 2323-ss-9 Pevision 5 February 16, 1979 Page 43 i i equipment since the latest valid calibration shall be considered - F unacceptable. Resolution of these cases shall be determined on a case basis. y l l 1 c s.. 1 i e i C.

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.s _ pg y,7,7_-1 -~ ~ ~ g Pagn 1 of 1 COMANCHE PEAK STEAM ELECTRIC STATION TNH, FILE, ARMS.CJS DESIGN CHANGE / DESIGN DEVIATION AUTHORIZATION (WILL) INIKEXNGIX BE INCORPORATED IN DESIGN DOCUMENTS. ~ AUTHORIZATION NO. 1579 ( n.. t SAFETY RELATED DOCUMENT: X YES NO ) 1. DESCRIPTION OF CHANGE /DEYIXTIDXy m m n A. APPLICABLE SPEC /EMSXESEDTXT 2323-SS-9 4 6-21-76 Rev. Issue Date B. DETAILS PROBLEM: The centrete at nt=erous l'ocatiens where concrete has been recaired using concrete adhesive or bonding grout and dry pack has broken cut durinst subsecuent censtructicn coerstions. This is particularly true in large areas en the underside of slabs and beams. Request approval to use a waterfcement slurry as a bonding agent as an alternate to the cencrete adhesive and bending greut cresently acermred. SOLUTICN: The use~of a water /ce=ent slurry with a censistency of cream is acceptable previded the dry pack is placed so that hydration of both the slurry and the dry pack occur si=ultanecusly. ( !.~.- 2. SUPPORTING DOCUMENTATION u I!FFICE MD .a. ~ ruemeenen un, no,,, i u t>0L U;1LI 3. SIGNATURES RBW/ss 4-26-78 A. APPROVED BY:

1. /

G6 H y : M tative DAIF. B. APPROVED BY: 26 M [fdW Responsible Eng2.neer DAI2' 4. STANDARD DISTRIBUTION TUGC0 Site QA (1) qb g G&H New York (1) g q G&H Dallas (1) 0 T r 4%\\q - 3 B&R Field (Original)(1) 306 B&R Site QA (1)

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,[ Figuro 2.7-1 Paget 1 of 1 CCMANCHE PEAK STEMi ELECTRIC STATION DESIGN CHANGE / DESIGN DEVIATION AUTHORIZATION (, SPEC. FILE ARMS CS (WILL) (WTXhv1 BE INCORPORATED AUTHORIZATION NO. 228S IN DESIGN DOCUMENTS. X YES NO SAFETY RELA"'ID DOCUMENT: i DESCRI? TION OF CHANGE /HYTITT3r/mmmM3aCCOtK 3.. A. APPLICA3LE SPEC / HEX 2GGMEZI 2323-SS-9 4 7-21-76 Rev. Issue Dace.. B. DETAILS Delete the followine sente'nce from Section 11.8.4 due to a ~ con fiict with Soec-ification 2323-SS-6. "Use of a liouid membrane forming compound will not be permitted." bhh L i m, e. --..... ..m mes ur 2. SUPPOR"'ING DOCUMENIATICN f (_ DAX-407: l IVic-Ch-o 70 3. SIGNA"_'URES CRH/ss 8- 0-78 A. APPROVED BY:

1. M cfW W G6H KEpT1 ism:.ve DAIE i

3. APPROVED BY: (( b 8-/O-7<3 l Respons:Unie f.ng:aleer DAIE C. APPROVED BY: M Vencor Duly Auccorizac Representative DAIL (Title) 4. STANDARD DISTRIBUTION TUGC0 Site QA (1) JOB NO.35-1M G&H New York (1) .m g-mn g c g l y g I G&H Dallas (1) 4 B&R Field (Original) (1) j ", O, ', $ l4 B&R Site QA (1) 'O ( E .t' A E C E I V E L.5 I w. .....,,,.....-m m ,..-,.,.w.s

FIGURE 1. Page 1 of / COMANCHE PEAK STEAM ELECTRIC STATION C-DESIGN CHANGE AUTHORIZATION l (WILL) (M IIXXEI) BE INCORPORATED IN DESIGN DOCUMENTS DCA NO. 2324 REV 2 1. SAFETY RELATED DOCUMENT: XX YES NO 2. ORIGINATOR: CPPE xx ORIGINAL DESIGNER 1 3. DESCRIPTION: A. APPLICABLE SPEC /EMEXESEMEXX 2323-SS-9 REY. S B. DETAILS THIS REVISION VOIDS AND SUPERSEDES DCA 2324 REV 1 Section 8.6 of the above referenced specification recuires repair of surface defects per ACI-301-72 (i.e. grouting methods). Request permission to repair holes that are misdrilled, due to rebar or other conflicts, with a silicone sealant. SOLTUION: Silpruf sealant as manufactured by General Electric, Inc., may be used for repair of abandoned Hilti Kwik-bolt holes for overhead bolts which are completely covered by the support plate or angle if the location is in radation zones other than Tvior"V (s and if the location is 8 ft. or greater above the floor. Overhead abandoned holes located in Radiation Zones IV or V or less than 8 ft. above the floor recuire case bv case engineer approval. Nuter #11-S surfacer may be used for abandoned wall and floor holesShich do not exceed 3/4" in / q w-Q \\ 4. SUPPORTING DOCUMENTATION: { s GTN ~~770 i b = TOlho IM OME 4-20-g-@]j:h=g" p;Q UL3b

• ~

("M y 5. APPROVAL SIGNATURES: MW/bgf t 8 bd/8/ [ // DATE A. ORIGINATOR: fu B. DESIGN REPRESENTATIVE: yd m Ya/f4 DATE - 2e cW 6. VENDOR TRANSMITTAL REOUIRED: YES NO yr 7. STANMRD DTSTRIBUTION: DCA FORM 11-80 ARMS (Original) (1) JOB NO. 35-n95 E C EIV E R Quality Engineering (1) 1 TS for Orig. Design. (1) 7 APR 211981 { i l E C EIV E 0

I Figura 2.7-1 Page 1 of 1 g COMANCHE PEAK STEAM ELECTRIC STATION DESIGH CHANGE / DESIGN DEVIATION AUTHORIZATION SPEC, fit.E. ARMS, CJS (~ (WILL) (WI%%XX0tI) BE INCORPORATED AUTHORIZATION NO. 2325 L IN DESIGN DOCUMENTS. SAFETY RELATED DOCUMENT: X YES NO 1. DESCRIPTION OF CHANGEhDECIEC.LW'an uA,iTIEN A. APPLICABLE SPECA10GE)OCCEEE 2323-SS-9 4 7-21-76 Rev. Issue Date B. DETAILS Per Section 8.6 of SS-9, repair of surface defects shall be in accordance with ACI 301, Chacter 9, which reouires the patching mixture to be of the same material as that used for the concrete. Reouest permission to use masonry sand con-feming to ASDf-C-144 ' or rerair of surface defects for uaint or urotective coating f arolicatiens as the ASBf C-33 fine secrecates is too coarse for these recairs. SOLUTTON: The ororosed use of ASBf C-144 fine accrecate outlined above is accertable Ar su -9ce defects as defined by GF-524 rmvided the material meets the quality assurance reouirenents of SS-9. Defective concrete is not included in tnis approval, anc sncula ce repairec using MiM L-43 nne aggregates. 2. SUPPORTING DOCUMENTATION %s I B RF-7 9 5 ', TOD p..- ,UX~*, ht k y o4 n t ^,. 6 .3. SIGNATURES OBJ/ss 8-16-78 I hb A. APPROVED BY: p -a - # f G&ii Representat:.ve DAIE B. APPROVED BY: hu 8 [ 4 [76 Responsiote Engineer DATE i V C. APPROVED BY: M[A ~ i Venco: Duly'Autnorized Representative DAIE (Title) 4. STANDARD DISTRIBUTION TUGC0 Site QA (1) 1.~ G&H New York (1) JOB NO. 35-1195 G&H Dallas (1) F'ECEiVE 9 s B&R Field (Original) (1) (1) ggg y7 jg7g B&R Site QA P f i 0 EOEIVEd ( b l l l i r.. e--,-,w.-- Q 9 -,,----e

f SPEC, FILE, ARMS,LEH,TUCCO Figure 2.4-1 Page 1 of I COMANCxE PEAx ST m e.ECTRIC STATION ARMS DESIGN CHANGE AUTHORIZATION INDEXED ('4II.L) (%ILI.XfM9 BE INCCRPORATED '[Eic?'1".:0M"C.tEOS IN DESIGN COCUMENTS SAFETY RELATED 00CUMENT X yE5 no 1. DESCRIPTION: DESIGN CHANGE X YES No A. APPLICABLE SPECA74700CUME5IX 2323-SS-9 4 W. B. OETAILS Form vibrators, at the contractors option, can - t be used on pour-backs of construction openings, Type II openings, and blockouts. y= e n e r"!*'? G 7 U.9 fun Ofhui ruw rM W P.:C F 2 !!SE 00i!Y , gge n.w a. u, f 'no Mn_ 951195 - J ECEIVE g N JAN121979 l! $k ECE.1VE N 2. SUFFORTING COC' MENTATION J 3. SIGNATURE 5: RLL/ss 1-5-79. A. APPROVED BY: 4" / j_ f f. f. G Date I / an Representat1ve m roved a f J / dchg ~ s. Responslateengly ./ Qate 4. STANDARD'0ISTRIEUTION: b; B&R Field (Original) (1) 'h GaH-New Ycrk l ( TijGC0 Site CA t B&R Site QA (1) FSDG (1) f J

I ) Figure 2.4-1 Pass 1 of 1 {v - SPEC, FILE, ARMS,LEH,TUGC0 C0\\ LECHE PEAK SIT.Ai! ELECTPJC STATION DESIGN CHANGE AUIEORII.ATION (WILL) (1%KEM EE INCORPCRATED AUTHCRIMTION S0. 4463 IN DESIGN DOCll\\BTS SAFETI RElATED COCDDT X YES NO

1.. DESCRIPTION:

A. APPLICABLE SPEC /EGCXIl0IXECI 2323-SS-9

par, 5

3. DETAILS At the contractor's option an approved curing compound'may be used for curing of surface defects and reoaired defective. concrete areas. I t

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.m k hl[Ek I 2. SUPPORTING DOCl\\BTATION DC/DDA-590 3. SIGNXIURES: WFT/ss 4-25-79 A. AFFE0VED 3Y: lu g.2.f.pr GE e"" ive Date b, [ 4-/.8-79 3. APPFCVED 3Y: Pasponsitflej2figineer Date 4 STANDARD DISTRIBUTION: .._fC NO "~ ~ ".S"#R ~ ~ ~ 2 -n !cv c 1 V i=h 3GR Field (Original) (1) II i ,_( G5H New York (1) 'jY [8S C n',1373 lU GSM Dallas (1) .i 'j Q TUGCD Site QA (1) "neC~ 'Y' C 1 BSR Site QA (1) l FSDG Site (1)

FIGUR'E I. Page 1 of I SPEC, FILE, ARMS, HAH,TUGC0 COMANCHE PEAK STEAM ELECTRIC STATION { DESIGN CHANGE AUTHORIZATION (WILL) lettLxXTR) BE INCORPORATED AUTHORIZATION NO. 5005-REV.2 IN DESIGN DOCUMENTS

MS ERSEES M SAFETY RELATED DOCUMENT X

VES NO VOIDS DCA-5005-Rev.1. ORIGINATOR: CPPE ORIGINAL DESIGNER X 1. DESCRIPTION: A. APPLICABLE SPEC /#XR60CCWtt5fHX 232?-SS-9 REY. 5 B. DETAILS At the contractor's optio~n' construction oDeniras, equipment access openine and Tvoe II openings located in walls may be poured back eer the followine guidelines: 11 Ooenines less than 4' in heicht may be poured back with mortar. 2) 'Ihe too and bottom 6" (maximu::0 of openings equal to or greiter than 4' may be coured back with mortar. Mortar used shall contain the same proportions f of cement-sand-as-used for the concrete olaced in the wall.

3) ( Openings greater than 4' in length may be poured back with mortar with )

~ approval of the Engineerr 2. SUPPORTING DOCUMENTATION I" kaaTsh tui!Ntkulm ton nuly - ~ 3. SIGNATURES: WFgss2-18-80 A. APPROVE L J->m So , Design Re r ntative Date [ 4, 2-/8-80 B. APPROVED BY: ... Originator Date 4. STANDARD DISTRIBUTION: ~ ARMS (Original) (1 Quality Engineering (1 JOB NO. 35-1195 Original Designer (if CPPE originated) (1) E C E1V E y pga 2 01980 d E C ElV E

Figure 2.1-1 Page 1 of 1 SPEC, FILE, ARMS,LEH,TUGC0 CCTMGE PEAK STEAtt ELECTRIC STATION DESI C GGNCE.E HCRIO. TICS GiILL) Pm) EE ISCCRPCRATED .-W!ECRI2ATICN 50. 517? IN DESIGN DCGENTS SArmd RELATED DCCBENT X YES NO 1. DESCRIPTION:. A. APPLICABLE SPEC /IX57DCCDENT 2323-SS-9 REV. 5 B. DETAILS Khere conduits have been added to existing structural slab floors at elevation 830'-0" and 854'-4" in the Electrical / Control Building, the space to be greuted between the installed conduit and core bore is less than 1" in some cases. C( - SOLUTION: Non-shrink grout at a fluid consistency shall be placed in the space between the conduit and the core bore. Drypackma[be used for any surface defects after form removal. [N h i h - b[ f [$ n I u 4tJ ~ 2. SUPPORTING DOGENTATION El U DIMMEIOUS UY bh Y L MailnLLunne u w u m 9 3. SIG3TURES: WFT/ss 7-17-79 A. APPR07ED BY: [M 7.-/7-7f i Representst 've Date B. APPRO GD 3Y: . [. / u V.t.v 7"/7-77 Responsible E:#ineer Date 4. ST.CDARD DISTRI3bTION: JOB NO. 35-1195 l (. PECEIVEF h [ BER Field (Original) (1) G5H New York (1) p jg[,1 g1979 - : G5H Dallas (1) y 'IUGCD Site QA (1) <12 ECEIVEt-P B5R Site QA (1) FSDG Site (1) 'v

c FXGURE X. "9' O SPEC, HAH,TUGC0 COMANCHE PEAK STEAM ELECTRIC STATION DESIGN CHANGE AUTHORIZATION s UTHORIZATION NO. 8807 (WILL) 10(IMX50lT) BE INCORPORATED 'I IN DESIGN DOCUMENTS SAFEYYRELATEDDOCUMENT XX YES NO ORIGINATOR: CPPE XX ORIGINAL DESIGNER 1. ' DESCRIPTION: le A. APPLICABLE SPEC />0WGW0000HEmX 2323-SS-9 REY. 5 3. DETAILS Section 9.0, paracraoh "i" recuires' ore-wettino of surfaces prior to aroutino. ~This violates manfuacturers recommendations in the case of some commer-cial ecoxv crouts. SOLUTION: Add the followinc statement to'oaracraoh "i"- When usino commer-cial eccxv crouts, cre-wettino of surfaces to be crouted shall not be reauired un-less srecified by the manufacturar's instructions. ( E 2. SUPPORTING DOCUMENTATION Eh@$ft.703Idh IDOi" QEG 18 I LiuAu n.c. nan u d U;h! U 3. SIGNATURES: DGS/dt 10/20/80 I E /C 8D A. APPROVED BY: . M Design Rep,resentadve Date B. APPROVED BY: b d,, /oded,o Originator Date' i 4. STANDARD DISTRIBUTICN: JOB NO. 35-1195 AnMS (Original) (1) .%. E C E I V E.% Ouality Engineering (1) /-]1) ~ 3 Technical Services for Oriainal Designe:- (if CPPF origir.ated) f OCT 211980 ~ t a k ECEIVEQ .~ _.,..-,_....r-..

SPEC TUGO 2 (_ - M r r.esu i NOV 101983 PAGE 1 OF 3 d[M%MC TATICN e EESIGN CHAtGE AUIHORIZATION _ CfJAXNg[R) BE INCORPORATED IN DESIGN DOCt24ENT DCA NO.11.904 Rev. 6 (WIII) () 1. SAFETY REIATED EDCDMENT: yy YES NO J 2. ORIGINATOR: CPPE yy ORIGINAL CESIGNER 3. DESCRIPTICN: APPLICABLE $iddYDWG/DR%B& 2323-55-9 aEV. 5 Y A. B. DETAIIS THIS REVISION VOIDS AND SUPERSEDE!_ DEA-11 J04 Rev_. 5.

p..ca-n

'.DIlY " g~ f $] _, ,q See attached oace. kAsd. 43 l l'l! h, g,p .M... DroWmx 0.. =:7ldiy y -- .a.e ittUtiVED NOV211983 Dnniruru,. ~..__ - -. q mityg 4. SUPPORTING DOCIEENTATICN: GTT-7963, GTT-8218, GTT-8181, GTN-58068 I S. APPROVAL S r.A*URES: CRH bwb 11-15-83

1. f

/m DATE /N6-BS A. ORIczmATOR: l B. DESIGN REPRESENIATIVE: $#}h - DATE //-/4I*b II-IS-b 3 C DESIGN REVIEN PRIOR "O ISSUE: DATE 1 6. VENDOR REIATED CHANGE XX NO YES: P.O. NLMBEP. 7. STANtRRD DISTRIBUTICBI: ~ AES (ORIGINAL) (1) Mark Welch-QA Spec. Spyr. (i N E'GINEERING (1) Civil Engineering (1 DCIG FOR ORIG. DESIGN (1) B.K. Bhujang-Civil / Structural [' Design Review Group (1) DCA FOR'1 ?-83 ..._.=

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f, -- -~ DCA-11,904 Rev. 6 Page 2 of 3 Add the following section: 9.1 Epoxy Grout

a. Ceilcote 658-N Temperature Resistant Grout may be used as a substitute for cement grout for the following applications.

b. For use under base plates for pipe supports, conduit and cable tray supports, and other structural supports inside and outside containments:

1. Inside Containment Us Gaps between the base plate and the concrete shall not exceed 1/16" for a minimum of 80% of the base plate. The gap between the plate and concrete for a maximum of 20% of the plate may 6 exceed 1/16 inch but at no point shall the gap exceed 1/2 inch. The gaps shall be measured from the periphery of the base plate (See attached example). If these conditions cannot 1 be met the gap shall be filled with epoxy grout. ) 2. Outside Containment Use: Gaps between the, base plate and the concrete shall not exceed 1/16" for a minimum of 80% of the base plate. The gap between the plate and concrete for a maximum of 20% of the plate may g exceed 1/16 inch but at no point shall the gap exceed T i q inch. The caps shall be measured from the periphery of the . base plate (See attached examp,le). If these conditions cannot be met the gao shall be filled with epoxy grout.

c. For equioment bases whic have been grouted per paragraph 9.0 of this specification in which air gaps remain between the equipment base and cured cement grout, s.

l ~ 1. Gap between ep pment base and cement grout shall not exceed 1/16 inch. 2. When approved by the Engineer, the gap shall not exceed 1/2 inch for not more than 15 percent of the equipment base.

d. If the above conditions cannot be met, grout to be used shall i

meet the requinnents of paragraph 9.0 of the specification.

e. Ceilcote 658-N Temperature Resistant Grout shall have "On Site Receipt" e,d "During use" compliance tests performed. Each order of grout received on site shall be tested in accordance with the requirements of ASTM C-579-75.

"During Use" testing shall consist of one. group of test samples taken during each ~ day of epoxy grout-ing activities and tested in accordance with the reouirements of ASTM C-579-75. Results of both testing operations listed above i must exhibit, as a minimun, the compressive strength compliance values as required by the manufacturer (Per Technical Bulletin ( 9-9 658-N Temperature Resistant Grout). e w

.. ~. -,. -Lin 9 - c Psae $ _oe g.... \\ 1 J ,g* C ; 3,e DCA2///44 R ev.6 ~ \\. . = < =aste ...-. y A \\ / D ...-- 2 y - _ /\\ / \\ v . y.<. o.. ._._...s.. .s 10 X 10. PLA_l,_- ....~..~r.... t .qp gag y .. n e... m... I t g 1 4

t.,

s s s b i r r, ss \\ %%dN%\\ Torat Pure Am = loo in.2 Cacsshe. Amu L v E x c e s o 7.' " ~ As L'ons As Tms Toni. Anes. Is 2 0 iri.' ~ .......,4g.. 4. On Le s. s = $ ' i. '...f.~ ~, ?* --:.-=-.- - l ( ~.o. ..e 4 i e....

• • • • -N*-

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HAH,TUGC0(2) (4), S PEC j j { ENun abbIls W UUL. g8l l -{. U IJL,l CHANGE INDEX:OEI C COMANCSE PEAK STEAM ELECTRIC STATICN

II XX DESIGN GANGE AUIBORIZATICN

III (WIII) (WIIZXE'T) BE INwtwi<ATID IN DESIGN DOCLW DCA NO. "15,237 Rev. 2 1.

SAFETY RET.ATED EC 3 MENT: XX YES NO 2. CRIGINA'IOR: CPPE XX ORIGINAL DESIGNER 3. DESCRIPTICN: 2323-55-17 2 2323-SS-9 5 A. APPLICABIE SPEC /DWG/1== M 2323-5-0785 REV. 7 B. DEIAIIS THIS REVISION VOIDS AND SUPERSEDES DCA-15,237 Rev. 1. Pioe conduit & instrumentation sleeves located in all areas of the olant and not beino used at the time of room turnover may be arout filled with a crout havino a minimum densitv of 130 PCF. N [ Sleeves to be arouted shall have have a minimum of 25% exoosed steel \\ g substrate to ensure a cositive end. The surface shall be free of greese, d oil or aooreciable dust orior to grouting. ~ J 35 _l195 K t. L t i V E v 4. SUPPORTING DOCCMENTATICN: CCC'J:,?'T COMTDO'. 5. APPRO'rAL SIGGlIURES: MW/sgr 5-25-83 b/>_ DATE 8 - 2[e - h ) A. ORIGINAIOR: M B. DESIGT REPRES 06 DATE b'~2b'63 6. VE!ER TRANSMITIAL RECXIIRED: YES NO XX 7. STANDARD DISTRIBUTICN: ARvS (Original) (1) Peter Bush-qA Spec. Spvr. (1) IX A EURM 11-80 l Quality.Engineerire (1) Civil Engineering (1) Adm.in. Rev 7-82 'IS for Orig. Design (I) A ce.k enr b t r {J) g Westirshose-Rite (1)

) -..*o.. SPEC,TUGC0(2) FOR OFRCE AND ( l--eivro DEC 27 ~583 d 1 I, tilbbs & NtLL,100. PAGE I cr 1 C0tWC'I PEM STEN 1 EIZCTRIC STATICN CESIG: CwcE ;un.cRIzAT:cN ~ (WII.:.) NMX.%Vi sE INCoRmRATra ni cESIci cccuMeir ccA to.19,495 1 SArr:Y REIATED craterr: XX yES so 2. CRIGINATOR: CPPE XX CRIGINAI. CESIGiER 3. DESCRIFFICN: A. APPI.ICABIE SPC'/XMLCCCutmX 2323-55-9 REV. 5 ~ ~ s. cerAIIS Test' procedure for compressive strenoth of comercial non-shrink grout (prepackaged and requiring only the addition of water) may be in accordance with oaragraoh 10.3 of Corps of Engineers Spec- .l ification for non-shrink arcut CRD-C-588-76 or oer oaraoraoh 10.3 of (, C00-C-91 n2n. g 35-1195 RECEIVED q DEC 2 71983 4. mmc emCn: DOCUMENT CONTROL l ^ Telecon between P. Patel, P. Lawrence, and E. Bezkor l 5. AFFPCVAI. SIGi;cCRES: PP/bwb 12-27-83 A. CRIGDIATCR: / h [ CA7. /2-N M[3 g B. CESICI RE?RESeirATIVE: A (T M h' cA g / 2 - 7,7,f.y C. CESIGT PSVIEW PRIOR T3 ISSUE: O v3 N " "~ CATE /2. 83 6. VC;COR REIA':ED CHMGE YX NO YES: P.O. butBER 7. STAtCARD DISTRIBLTIOJ: ASKS (CRIGINAL) (1) Mark Welch-QA Spec. Spyr. (1 ) CUAI.ITY ecINEcutc (i) Civil Engineering (1) [ DCIG ECR CRIG. DESICI (1) B.K. Bhujang-Civil / Structural

• 1cM.opoose, Design Review Group (1) l

,2 DCA.cCRt 9-83 0 .-___\\ - _ ~

s DESIGN / ENGINEERING ~ CHANGE /DEV!ATION REQUEST NUCLEAR SAFETY-RELATED ITEMS Change / Deviation G & H Job. No. 2323A Requested By: Originator Ref. No. G & H @ Client O Field O Change / Deviation Request No. 4 ' h b ~ Vendor O FROM N.Y. Office LOCATION 393 - 7th Avenue Reference Document Spec. 2323-SS-9 .Rev. 4 Date7/29/76 DESCRIPTION OF CHANGE / DEVIATION REQUESTED: ACI 301 Section 3.8.2.1 states " trial mixes shall be designed to produce a slump within 1 inch of the maximum permitted". Request engineering concurrence that this criteria refers to the slump as determined at the point of placement and is not intended to restrict trial mix allowances. A slump of 1 inches over the presently specified EhG NGNS NT obBggg,eptable.for the trial mixes. The methods of handling and transporting concrete will cause slump losues which should be accounted for in the initial mix design. This approach results in conservative concrete mixes. CHANGE / DEVIATION REQUEST PREPARED BY: M. A. Vivirito Tine Chief Struc. pag, 11Y12/76 e Engineer n"'t,*)g 8F"PP { t" [L 5] [ y MN$ DISCIPLINE JOB ENGINEER'S COMMENTS: EWgEERIMUSERY NO O Is change reportable under 10 CFR 50 Para. 55e. G & H Documents Affected: Spec. 2323-SS-9 Rev. 4 Other Documents Affected: CHANGE / DEVIATION REQUEST: Approved G Not Approved O INTEROISCIP1.!NE REVIEWS J,g, f [f

• 3,, j ~,,,,,, ^ gggg ja. O ) '.

I 3***2* D*'* QA - Design Verification sir tor.t I u.a. / Design Review Eng., qov}e / Approved No p Ei.. /-/ ate / D,/'2./ 7[ oA I T cf 41 A _.- l y /^9a[tej'b/ (e Project Manager: Approved Q Not Approved C Signature f How is Cbange/ Deviation Implemented . i' Comp 1'ete O J.E.- Date d. h

A.

Final Copies To: S O M O E O N O AM C C C Owner O (' P.M. QA O Print Dept. O [hy2,Ct%.D U.) ~i~5 Il-Odl 0 iC

• I5 l((

ATTESTED BY:- N '

._ 2 - s, ' ~ Rec'd Via Telecopier 10/13/76 TO:CHG FROM:TUSI DALLAS a _.,. ('. TEXAS UTILITIES SEED / ICES INC. - vom.cn. e rm n.we- - TGE-2665 October 13,'1976 Mr. R. E. Eersperger Gibbs & Eill,' Inc. 393 Seventh Avw:me Nav York, New York '10001' CO*.c;CEE PIAK STEAM "ECTRIC STATION m s~ m REF: TII.E 30. 9410 & S209 Dea 6 Er. 5ersperge.r: l k'e have reviewed the follo.rir.g docc=ents ar.d have assigned them the fclicving status: Scurca Drug / Doc # Eav. Title -. Status l C.ange/ Deviation Rscit.ast S-55 1 I /' G&H I:r/CD-S-35 i G&E DE/C3-5-56 S-56 1 1 [ Status No. Def a-

• 1on:

1. Appr=vad 2. Appr: red Except As Noted on Attached 3. No: 4,.. wed - Correct and Rasuh=1: per Attached Cc= men s 4. For I=f===stion only If you have a=y questions or e-ts, please contact this office. Y877 IT217 T3p &hn)Y ~ \\ H. C. Schmidt Project Xansgar-Ouelaar Plants [ ncs/uxisa l

~ (..,). Gibbs S Mill. inc. E NGINE E R$ DE slo N E RS CONETRUCTOR$ 308 NO. 351195 "" "o-4 4 5 0 ECEIVE. !..:, s CCT 191976 i Oct!ober 13, 1976 bECEIVE 2.) B & R DCC[l3I- { ~ ~~~ '..,-- GTN-12607 Texas Utilities Generating Company P- {._- 2001 Bryan Tower h. i j ~. Dallas, Texas 75201 [ Attention: Mr. H. C. Schmidt, i(,, Project Manager - Nuclear Plants l Gentlemen: TEXAS UTILITIES GENERATING COMPANY COMANCHE PEAK STEAM ELECTRIC STATION 1980 2300 MW INSTALLATION G&H PROJECT NO. 2323 q 05209 CONCRETE (dTM y.E. By copy of this letter, we are forwardinc confirmation' copies of approved deviation requests,S-55 & S-56,which were previously telecopied to the field. Please advise us if we may be of further assistance on these matters. Very truly yours, GIBBS & HILL, Inc. f !/W.#%Lf z'j.v REH-PKSw:sko R. . Hersperger 1 Original + 5 Copies Project Manager ...) cc: C. H. Gatchell (TUSI ' Site) 2L L. A. Ashley (B&R Houston) lL, 2A H. C. Dodd (B&R Site) 2L, 2A J. J. Moorhead (G&H Site) lL, lA I l [ l I I l as saveura ve us = w voR =. a. v. icoo, Cae6. a.nes u... w voR. l I

A f l f / k .1 C y 1 T ~ [~"/V iy In Reply Refer To: RIV l Docket No. 50-445/Rpt. 79-11 / q. 50-446/Rpt. 79-11 L 1 ' bN- ]g Texas Utilities Generating Company. \\ ATTH: Mr. R. J. Gary. Executive Vice l. President and General Manager - 'L-. -- J 2001 Bryan Tower l Dallas. Texas 75201 r Gentlemen: This refers to the investigation conducted by Mr. 'R. G. Taylor and other i members of our staff on A;iril.2-3 and April 13-23, 197.9 of activ.ities authorized by NRC Construction.Pemits No. CPPR-126 and 127 for the l Comanche Peak facility, Units No.1. and 2. concerning allegations by a former Comanche. Peak employee. 1 The investigation'and our findings are discussed in the enclosed l invest'v tion report. a During the investigation, it was found that certain activities under your license appear to be in noncompliance with Appendix B to 10 CFR l ) 50 of the NRC Regulations. " Quality Assurance Criteria for Nuclear Power Plants." The item of noncompliance and references to the per-i tinent requirements are identified in the enclosed Notice of Violation. - l This notice is sent to you pursuant to the provisions of Section 2.201 L of the NRC's " Rules of Practice." Part 2. Title 10. Code of Federal j Regulations. Section 2.201 requires you to submit to this office, within 1 30 days of your receipt of this notice, a written statement or explanation ~ in reply including: (1? corrective steps which have been taken by you, and the results achieved; (2) corrective steps -which will be taken to avoid j further noncompliance; and (3) the date when full compliance will be achieved. ' In accordance with Section 2.790 of.the NRC's " Rules of Practice." Part

2. Title 10. Code of Federal Regulations, a copy of this letter and the enclosed investigation report will be placed in the NRC's Public Document j

lbom. If the report contains any infomation that you believe to'be .i i . r, x j O ... / ....... 81m*.........h-...... Afd............ M......fgM5?/......................... duax1are.nn....w^.cr.o en.........actini.).................ss.etai....... av.etter...................... i ......st.9.a.9...........htn.m..........htiam.....:.......su.a.13..h -..sil.h19........

.c

u.,,.m j

• 9 bha *) e A,*s q n v n uw % M6 '

I .s,- Texas Utilities Generating O . PM* 2 / Company pmprietary, it is necessary that you submit a written application to this office, within 20 days of the date of this letter, requesting that such infomation be withheld from public disclosure. The application i must include a full statement of the masons Ay it is claimed that the information is proprietary. The application should be prepared so that any pmprietary infonation identified is contained in en enclosure to the application, since the application without the enclosure will also be placed in the Public Document Room. If we do not hear fmm you in' this regard within the specified period, the mport will be placed in the Public Document Room. Should you have any questions concerning this investigation, we will be pleased to discuss them with you. Sincerely. Original signed by-W. C. Seidle l W. C. Seidle, Chief Reactor Construction and Engineering Support Branch

Enclosures:

1. Appendix A. Notice of Violation 2. IE Investigation Report No. 50-445/79-11 50-446/79-11 cc: w/ enclosures ~ Texas Utilities Generating Company ATTN: Mr. H. C. Scturidt. Pmject Manager 2001 Bryan Tower Dallas, Texas 75201 I i l bec to Reproduction Unit bec to DAC:ADM for distribution rvp/p for distribution d-/A sep s l l AD/RCI (Reinmuth) ~ Central Files l IE Files PDR Standards Development LPDR 1 ELD . TIC i NRR (9 Cys)2] NSIC MIPC A. bec distributed by RIV -W 9 i Texas Dept. of Health Resources O ~ ~ O ,._.r. .,r,,, .,__m,. ~

50-445/79-11 50-446/79-11 Appendix A NOTICE OF VIOLATION Based on the results of the NRC investigation conducted during the periods April 2-3 and April 13-23, 1979, it appears that certain of your activities were not conducted in full compliance with the conditions of your NRC Construction Pemit No. CPPR-126 as indicated below: Failure to Implement the Quality Assurance Program For Civil Construction 10 CFR 50, Appendix B, Criterion II requires that a quality assurance program be established and implemented for the construction of the structures important to safety of the nuclear plant. The Texas Utilities Generating Company Comanche Peak Steam Electric Station Quality Assurance Plan affinns the intention to fulfill this require-ment. The CPSES " Civil Inspection Manual" provides a body of inspection and testing procedures required to implement the Quality Assurance Plan. Contrary to the above: On January 18, 1979, personnel of the civil construction labor force placed an undetermined amount of concrete of an unknown A quality on the dome of the Unit 1 containment without the V knowledge of your Quality Assurance organization and without i benefit of required inspections and testing of the concrete. i This is an infraction. I 4 I I s 4 O- ~ V l p UU &< w {' TT t ..__.,_-_____-._.._l'. _,.... 2. 2$1_' 2. _. _... _

r U. S. NUCLEAR REGULATORY COMMISSION OFFICE OF INSPECTION AND ENFORCEMENT REGION IV Report No. 50-445/79-11 ; 50-446/79-11 Docket No. 50-445; 50-446 Category A2 Licensee: Texas Utilities Generating Company 2001 Bryan Tower Dallas, Texas 75201 Facility Name: Comanche Peak, Units 1 2 Investigation at: Comanche Pea'k Steam Electric Station, Glen Rose. Texas Investigation Conducted: April 2-3 and April 13-23, 1979 8MdMf Inspectors: re- . G. Taylor, Resident Reactor Inspector, Projects Date Section O jyg / gg, /,D. P. Tomlinson, Reactor Inspector, Engineering Date/ f Support Section (April 13, 1979, Interview ) f okf A. B. Beach, Reactor Inspector, Engineering Ddte / Support Section (April 23, 1979, Interview) Approved: n-4[7f W. A. Crossman, Chief Projects Section Date o f R. E/ Hall, Chief. Engineering Support Section Date / O w 7 ? W % U() 9 e

. 1 -Investigation Sumary: Investigation on April 2-3 and April 13-23, 1979 (Report 50-445/79-11; 50-446/79-11) Areas Investigated: Special investigation of allegations received indi-cating that concrete had been placed on the Unit 1 dome during a rainstom in January 1979, without QC or documentation; that pipe with sandblasted-off markings was being used in Unit 1; that steam system pipe was damaged by a handling accident and covered up; and that welders were not being properly qualified. The investigation involved thirty-six inspector-hours by the Resident Reactor Inspector and three inspector-hours by two Region IV based inspectors. Results: The allegation relative to the concrete placement was confimed Inoncoinp11ance - failure to implement the QA program - infraction). No items of noncompliance or deviations were identified relative to the balance of the. allegations. 1 i O O - c

. ::. =-.-

_e INTRODUCTION o Comanche Peak Steam Electric Station (CPSES), Units 1 and 2, are under construction in Somerville County, Texas, near the town of Glen Rose, Texas. Texas Utilities Generating Company is the Construction Permit i holder with Brown and Root, Inc., as the constructor and Gibbs and Hill, Inc., as the Architect / Engineer. REASON FOR INVESTIGATION The Region IV Reactor Construction and Engineering Support Branch office received a telephone call from a former CPSES employee who reported several allegations indicating a potential breakdown in the CPSES Quality i Assurance program.

SUMMARY

OF FACTS 2 On March 30, 1979, the Region IV Reactor Construction and Engineering Support Branch received a telephone call from a party who identified himself as a former CPSES employee. The call was taken by an on-duty Reactor Inspector in the Projects Section who in turn provided the information to the assigned Resident Reactor Inspector at CPSES on April 2,1979. The allegations, as received on March 30, 1979, were: 1. During a concrete pour on the Unit 1 containment dome in January 1979, a rain occurred which washed away part of the concrete. f, The affected area was repaired by the use of grout. Workers KC 2K involved were requested to " keep it quiet." Two workers, who are still at the site, have knowledge of this occurrence. 2. The identity of a lot of "Q" and "non-Q" pipe (6" or less) being used for Unit 1 has been lost due to obliteration of heat numbers by sandblasting and loss of identifying tags. Workers are guessing as to the proper identification of the pipe. 3. A steam pipe intended for the Unit 1 turbine fell off of a truck and struck a railroad track. It was taken back to a storage area and hidden. 4. Third class helpers are being qualified in less than three months and are being used for safety related welding on Unit 1. o y -..,n.- ,,, -, - - -,,., - - - -,, - ~ ~. --

On April 13, 1979, the Resident Reactor Inspector assigned to CPSES O and accompanied by another Region IV inspector interviewed the alleger in an effort to obtain additional information on the allegations. The additional infonnation is sunnarized as follows: 1. The concrete used for the repair was not grout as originally indi-cated but was known to contain gravel. The concrete came from the batch plant where it was mixed on the ground and carried in a bucket to a tower crane at the Unit 1 Containment Building and hoisted to the dome area. The work was accomplished sometime during the middle of the second shift, possibly around 10:00 to 10:30 p.m. (January 1979, no day specified). 2. The pipe in question was not prefabricated pipe but rather bulk pipe e. occurrence not identified)pe is sandblasted on the outside (rate of joints. Sometimes, the pi which removes all of the heat marking used for traceability. 3. The steam pipe was being moved during the second shift from the "Dodd's Spur" storage area to the plant area when it was dropped off the truck. A couple of the large " cherry-picker" type cranes were dispatched to the indicent to pick up the pipe and place it back on the truck. The crew with the truck decided instead to put the pipe back into the storage area and leave it there for another shift to pick up and perhaps be blamed for damaging the pipe. The alleger did not know if the pipe had actually suffered O any damage. He was aware the pipe in question was "non-Q" but expressed a concern that if the craft could get away with a cover-up on "non-Q," they probably are also doing it on the "Q" pipe and other equimpment. 4. The alleger indicated he was concerned with what must be incompetent welders working on "Q" welds, since they could not have very much experience and still only be considered third class labor. CONCLUSIONS Research of various records and interviews with both craft labor and Brown & Root QC personnel produced the following conclusions: 1. The allegation relative to the concrete placement on the dome of /\\y/ Unit 1 is essentially correct and is evidence of a breakdown in h the licensee's Quality Assurance program. The incident will be considered an item of noncompliance. O.o a e

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() 2. The allegation relating to the loss of pipe traceability markings could not be confirmed. The Resident Reactor Inspector's finding was that on occasion the sandblasting, with attendant loss of readily visible markings, probably does occur through human error, but that there are other means which will re-establish the identity of the pipe without guessing on the part of the craft labor force. 3. The piping in the "Dodd's Spur" storage area is for the turbine portion of the plant and is not safety related from a nulcear standpoint and is therefore not within the jurisdiction of the NRC inspection program. The more generalized concern of cover-up of improper handling practices is not consistent with the obser-vations of the Resident Reactor Inspector and other NRC inspectors made during the course of routine inspections. The allegation cannot be verified or refuted at this time, but should subsequent observations verify that the alleged situation is occurring, appropriate action will be taken. 4. Welders are qualified in accordance with the provisions of the ASME Boiler and Pressure Vessel Code Section IX, " Welding and Brazing Qualifications," as required by NRC regulations and the licensee's commitments as contained in the Safety Analysis Report submitted to obtain a Construction Permit. The labor classifica-tion, and therefore the pay, of the welders is not an element of the ASME Code welder qualification program, only the ability of (}} the person being tested to weld on a specified weld coupon. I -e. e-n.. +. --.-..nn.n._

DETAILS 1. Persons Contacted Non-Licensee or Contractor Persons The alleger is a former employee of Brown & Root (the site general contractor). The person identified himself as a former equipment operator and foreman of equipment operators. Principal Licensee Employees Construction Manager, Texas Utilities Generating Co. Supervisor of Product Assurance, Texas Utilities Generating Co./ Gibbs & Hill Brown & Root, Inc. I Project General Manager Construction Project Manager General Foreman, Building Department Superintendent, Building Department Quality Control Inspector, Civil 2. Preliminary Investigation - April 2-3, 1979 a. Allegation 1: The Resident Reactor Inspector (RRI) initiated a preliminary investigation of the allegation as soon as ^ received. The RRI was aware that a number of concrete place-ments had been necessary to complete the dome area of Unit 1 1 and that a substantial portion of these placements occurred' in January 1979. Schedule completion data indicated that five of the total of thirteen dome placements occurred in January 1979. Rainfall data for January was then obtained from the licensee's meteorology unit which indicated rain had fallen y[onJanaury 15,1979 (with the rainfall totalizer reset to zero) and again in the period between January 15 and 22, 1979, i b when the totalizer was again zeroed. The data suggested that i placanent 101-8805-013, the final placement on the dome, was I the most likely candidate since 2.72 inches of rain had occurred about the placement date of January 18, 1979. The RRI then' examined the QC inspection records for the placement which stated, " Pour stopped at 8:00 p.m. 1/18/79 due to inclement weather. Pour was topped out all but to a 30' radius which was cleaned up and finished 1/19/79." The RRI then interviewed the QC inspector of record for the placement and was informed that the placement had started under good weather conditions on January 18, but that the 1 f

-.w a s ._e a O eether =#8 sea #e=tir deveioeed i#to e ii9ht ist ene erizzie which did not interfere with the placement. By late evening, the weather deteriorated further and became a full rainstorm with thunder and lightning. By 7:30 p.m. or so it was decided that the placement would have to be stopped for reasons of personnel safety. The placement area was covered to keep the rain off the fresh concrete and the second shift was instructed to water blast and clean up the area so the placement could be resumed the following day. b. Allegations 2, 3 & 4: No attempt was made to perform a pre-lirainary investigation of these allegations since the infor-mation was too vague. 3. Licensee / Contractor Report of Allegations i During the course of the above preliminary investigation, personnel of the licensee's management and QA organizations approached the RRI and stated that they too had received an allegation relative to the dome placement. It was stated that licensee management had received a telephone call on or about March 19,1979, on the subject and that licensee management had visited the alleger at his home on March 20,1979, to ascertain the facts of the allegation. The alleger then was invited to visit the site and discuss the allegation, which the alleger is reported to have done on March 26, 1979. On the basis O of these interviews, the licensee's Product Assurance personnel under-took a'n investigation which concluded that the allegation had no merit. 4 4. Interview with Alleger by NRC Personnel The Region IV office made several attempts to establish contact with the alleger during the period following March 30, 1979, when the allegation was received, through April 12, 1979, when the interview l date and location were established. The RRI and another NRC inspector met with the alleger and a friend on April 13, 1979. ) The alleger provided the following information about himself: a. He had been employed by Brown & Root at CPSES for 2-1/2 to 3 j years and had quit in mid-March because he was dissatisfied ~ with how the night shift equipment operators were being dispatched and supervised, l b. He had been an equipment operator, primarily on cherry-pickers, and also a foreman for equipment operators at an earlier time. l i - i ' ~

9 c. He stated that he had made the allegations to licensee management and Brown & Root management earlier but had not been at all sat-isfied with the answers he had received to his allegations. The alleger provided the following additional infomation relative to ~ esch of the allegations: y Allegation 1: The incident occurred well after the time that the placement had been stopped. He could not be sure of the time but thought it was probably 10:00 to 10:30 p.m. when some equipment was dispatched to the concrete batch plant to bring y, down a bucket of concrete to Unit 1 and thought it strange. The concrete was taken to the dome by a tower crane. He was sure that the concrete was not batched by the batch plant and certainly was not delivered by the usual concrete mix truck. Allegation 2: The alleger made it clear that he was not referring to completed pipe spools but rather to bulk pipe. The cherry-picker operators routinely move the pipe from one location to another on the site and that the pipe involved was bulk pipe or joints. He stated that the pipe was sometimes sandblasted in such a way as to obliterate the heat number markings or tags and that he was pretty sure that there was a lot of unidentified pipe in the safety systems in Unit 1. This sandblasting sometimes happened to various steel fonns used to make supports. Allegation 3: The alleger described being dispatched with his equipment out to "Dodd's Spur" to pick up a length of pipe that had fallen off a truck after being loaded. The pipe had fallen on the spur railroad track. The RRI was not familiar with the tem "Dodd's Spur." The alleger stated it was the area were the turbine components are stored. When he (the alleger) arrived at the site of the incident, he was told not to reload the pipe on the truck but to take it back into the storage area and put it down. The pipe crew indicated to him that they hoped that a day shift crew would come for the pipe and would probably be blamed for any damage that might have occurred to pipe when it fell. He stated that he did not know if the pipe had been damaged. He stated that he knew it was "non-Q" pipe but thought the NRC should be aware that such things were going on at the site. 5. Final Investigation - April 16-23, 1979 Ka. Allegation 1. The RRI obtained the cre.ft labor time sheets for Y both shifts for January 18 and 19,1979. Review of the time g sheets for the day shift on January 18 indicated that a portion of that shift worked on placement 101-8805-013. The records indicated.that the day shift was terminated at approximately r _.. _... _.,. _ ~

O 8:30 a.m. reietive to the niec ent es were the personnei et the concrete batch plant. The batch plant has no second shift operators. h The RRI found that a large number of people, well in excess of fifty, had then worked on the placement during a substantial portion of the ) second shift. One crew of twelve people was shown by the time sheets to have been placing concrete, a notation not consistent with the fact that the batch plant was closed during the shift. The RRI then utilized the time sheets to develope a list of persons to be inter-b 4 viewed in connection with the incident with special concentration 1 i on the persons listed on the time sheet indicating " placing concrete 101-8805-013." The B&R personnel office records indicated that eight of the ten names included in this specific crew had been l terminated at various times since January 18; the records did not suggest that any action was being taken to get rid of possible confimatory personnel. i Late on April 17, 1979, two of the senior B&R construction manage-l ment personnel very informally asked the RRI how the investigation j of the allegations was coming along. The RRI responded that the on-site phase appeared to be complete and that NRC personnel would undertake the effort to locate and interview selected personnel innediately since it appeared that the allegation might be well 4 founded. They asked the RRI if they could check with their people down to the General Foreman level as to the incident the night of ' January 18. The RRI indicated that such an inquiry on their part i would probably not interfere with any future investigative action j by the NRC. i On April 18, 1979, the licensee's Product Assurance Supervisor j infomed the RRI that he had infonnation which indicated that the incident had occurred and that the craft General Foreman was the person responsible. 4 l On April 23, 1979, the RRI, accompanied by another NRC Inspector. interviewed the General Foreman and his innediate supervisor, the night shift B&R Building Department Superintendent. These men related that on the night of January 18 the weather seemed to worsen and got to the point where the rain was so heavy that the people could hardly see. The freshly placed concrete developed into a problem when the plastic cover could not take the rainfall water lead. Some of concrete began to sag back down the dome slope and one small area actually washed out and fell to the ground below. I These men related that they and their entire crew of up to about [ one hundred-fifty worked on into the night trying to save a very i bad situation. The sagged concrete was worked back into position iy and the crew protected it in any way they could to allow it to take a set. 6 I

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The General Foreman went to the batch plant, got it open and operated the plant himself to make enough material to patch the washed out area. He stated that he found the design mix data used for the concrete on the dome and calculated the necessary weight of ingredients to prepare a half a cubic yard of concrete. The required data was put into the control system for the back-up dry batch plant, dropped into a skiff, and carried over to the quarter yard concrete mixer at the site test laboratory. It was mixed in two batches and placed into a skiff and carried to the ~ dome where most of the half yard was used as a patch in the i ' washed out area. Both the General Foreman and his Superintendent were aware that there were no Quality Control personnel around to observe any of these actions since they had all gone home when the weather got really bad. Both men related to the RRI a picture of almost panic pmportions in which the presence or absence of Quality Control simply did not matter; they were going to save a concrete place-ment from what they considered a disasterous situation, regardless. They indicated that while the night shift Assistant Construction Project Manager was generally aware of the situation on the dome that night, he probably was unaware of the fact that Quality Control personnel were not there or of the batching of the concrete under the conditions indicated. h g In response to a question from the General Foreman as to "what O happens now" the RRI stated that the NRC had no choice but to Q issue a Notice of Violation to the licensee since it had become very clear that the licensee's Quality Assurance program had broken down for the entire evening of January 18, 1979, and that a substantial amount of concrete on the dome was of an unknown - quality. i b. Allegation 2. The RRI visited the paint shop sandblasting area during the course of the final investigation to ascertain if this allegation could reasonably happen. The RRI interviewed a foreman of painters who is also in charge of the sandblasting activity and was told that three main categories of piping material routinely are sandblasted. These are: l (1) Completed carbon steel spool pieces which are blasted on i the outside prior to painting. The identity of these pieces is on an attached stainless steel band on which the identifying is encoded by stamping. Should the band come off, the spool piece identity can be re-established i by the pipe fabrication shop since each spool is unique and is fully described by isometric drawings. O io- --w y ,w- - -.. ,,g w. y_ pp._2_.-yp--..,,... - .wgg_-.,_gy-,..-,.yp,9, og--gg-,g q,9n,-%4 q,,-9.,-g. g.9y,.,,,-c.,_my-w r..,,,,,......,...,_,_.,

(2) Carbon steel cut lengths, but otherwise in an unfabricated O condition, are sent to sandblasting to have the inside cleaned prior to further fabrication. The outside, which usually carries the heat marking in paint is supposed to be untouched. (3) Bulk carbon steel pipe materials used for making equipment stands and supports is blasted and painted prior to fabrica-tion. The material is used for such items as instrument supports. The RRI found a number of examples of each of the above categories as well as steel shapes in the sandblast area. During the tour of the area, the RRI did not find any material that could not be identified except that in category three. The RRI interviewed one of the sandblasting personnel and came to the conclusion that the person might make an occasional mistake on category 2 material since he seemed confused when asked what he was going to do with a number of pieces ready for him to work on. It appeared that he might well blast the outside of a pipe when he should blast the inside. Subsequent discussions with the paint shop foreman and with a Brown and Root Quality Control inspector in the pipe fabrication shop revealed that all cut, but unfabricated material, is trans-ferred to the paint shop by memo which details the size, schedule and length of the cut section and the pipe spool isometric drawing involved. Should the outside of the pipe be inadvertently blasted, the piece can be reidentified relatively easy by measuring its size, 4 schedule and length. The isometric drawing used to make the cut length is annotated with the pipe heat number prior to the cutting operation and verified by QC. It appeared most unlikely to the RRI that two otherwise identical pieces but with different heat numbers would be inadvertently blasted within the same time period. The RRI concluded that the allegers remark that " workers are guessing on the identity of pipe" might be true, but that there i was an adequate cross-check system built into the quality assurance program to preclude untraceable pipe from being installed in the safety related systems. l I All of the steel shapes used in safety related supports for pipe and cable tray that have been examined by the RRI and other NRC inspectors have been sufficiently marked to establish their origin. These materials are also subject to a system of quality control 4 verifications at various stages of fabrication sufficient to make it very unlikely that any improperly identified or unidentified material is used and installed. 2 4 \\O ,11 l \\ h -,.*.:.A..--~,.,,--,-,A,,,,~,,-.--,..,A-,,--,.,,_,._,.',~,.mn.nn.,,,, _

O 1 c. Alleeatien 3: eased oe the interview with t8e aileser. ne fert8er action was taken to investigate the specifics of the allegation since the pipe in question was clearly not safety related and therefore not within the jurisdiction of the NRC inspection pro-gram. The more general concern that the pipe handling incident was a possible indicator of the general attitude of the craft personnel, particularly the riggers and pipefitters, appeared to the past nine months (since August 1978) g many plant tours over be unfounded. The RRI has observed durin that the material hand-ling activities of the craft personnel have been accomplished under well controlled conditions in so far as they relate to safety related equipment and materials. An allegation of possible cover-up of improper actions by the craft personnel in behalf of other craft personnel is almost impossible to either confim or completely refute. d. Allegation 4: No further investigation was made into the charge that third class welders are being used to perform safety related piping system welds on the basis that the welders are all qualified under a program prescribed by the ASME Boiler and Pressure Vessel Code Section IX, " Welding and Brazing Qualification." The applica-tion of the Section IX program has been reviewed a number of times by the RRI and other NRC inspectors since it was implemented at i CPSES. The implementation has been found to be consistent with the requirements. These requirements, however, do not address O themselves to the experience or inexperience of the person seeking qualification as a welder, but rather to whether he can accomplish a weld in one or more of the Code prescribed positions that will pass the test criteria imposed by the Code. The teminology " third class," as it applies to the labor force, relates primarily to the pay category in which a person is hired and previous experience is a factor in this detemination. J 1 0 -u-l .-......,...j. --_._-_.._..h, .--...,...-__.-_,m.-,- .,._-.__.,_.~C..'._ ..,.._m..

untTao statas mucL An nscutatomy consuission FORM NRC 766 ggspECTION ai ENFORCEMENT - STATISTICAL DATA FE BRU ARY 1974 tMC 0535! F ACILITY hAME Comanche Peak. Unit 1 INSPECTORgS3 3GTavine PRiNCiPatINS M Q 1 p '@3 w i n-i, n e nn - 79 LICENSEE vf NOORTpyp f!tiliting {, o " CO. M g37h -- REVIEWER WACrouman TRANS-DOCKET huuaER (A) REPORT NO. DAT ES INQitNVEST/artSP R EGION FROM CONDUCTING ACTION 7 7' ACTIVITY TYPE I015101010141c151 icilo te b 12 tr 191 i T AE e;ieg is a M M D o Y v OR LICENSE NO. (8Y PRODUCT). 1719 N N I TO Og- 2 14 2s so IIIIIIIIIIIIII coilo 141213 P I 91 me M M D D Y Y INSeECTION PE asORMED Ov - 1 O REGIONAL OFFICE STAFF 2 RESIDENT INSPECTOR 32 F 3 O PERFORMANCE APPRAISAL TEAM Typt Os ACTsviTY CONOUCTED (CwECK ONE box ONLY) 313a INSPECTION OTHER C 05 D MANAGEMENT AUDIT 09 0 MATL ACCT. 13 D IMPORT 14 D r ' IRY C2 C SAFETY C6 O M AN AGEMENT VBSIT 10 0 PLANT SEC. I 15 VESTIGATION 03OINCIDENT 07 O $*ECIAL 11 O INVENT. VERIF. l, invasy,atso cugesc 04 D ENFORCEMENT 08 O VENDOR 12 C SHIPMENT / EXPORT g eLocasi g[tN$e!CTION On INVESTtGATION wa nNING-ANNOUNCED 2 0 UNANNOUNCED SP E C TION San E T ; 1 AY SHIFT 2 O OFF-SHIFT 3 0 WEEKEND /HOLID AY INSeECTIONoNVESTeGATION NOTIFIC ATION (CMECE ONE sox ONLvl J 37 1 059< REGIONat 08FICE LETTER 3 O REFERRED TO MOS FOR ACTION 4 O REGION LETTER & HOS FOR ACTION sNSeECliONMVESTIGATsON FINDINGS (CMECK ONE sox ONLvp K 3e 1OCLEAm 2 NCOMPLIANCE 3 O DEVIATION 4 O NONCOMPLIANCE Si DEvlATION L lENFORCEMENT CONFE@CE MELD: 1039 M NUM8ER OF NONCOMPLlANCE ITEMS BN LETTER TO LICENSEE: Nots; cuaNor Must et svens:TTso yj on ?se sentwevna ParviousLY 4 4 cstso rTEu op moncons*Lianca N NUMBER OF CEvaATION ITEMS IN LETTER TO LICENSEE: 00 E '.'eTo'd*'"" " 44 45 0 NUMSER OF LICENSEE EVENTS l l l 46 INSPECTION FEE 1 O NON ROUTINE / VENDOR (No Feel 2 O ROUTINE fNo feel 3 O ROUTINE (Fee) 4 O ROUTINE (Pee Res.asd> 0 47 CONTENTS 2.7900 INFORMATION D V YES REGIONAL OFFICE LETTER OR REPORT TR ANSMITTAL DATE FOR INSPECTsON OR INVESTIGATION $91 Om LETTER BSSUED TO LICENSEE REPOR7 SENT TO HOS FOR ACTION IMMEDIATE ACTION LETTER g 4e $? fd 59 60 DaTE es la Lfi/ Wl?lfl i IiIIII IIIIII I M M D D Y Y M M D D Y Y MM D D Y Y SUBJECT OF INVESTsGAT40N ICHECK ONE BOK ONLYle667 TYPE A 10 CFR 20 4C3 TYPEB 10 CFR 20 405 MISC Ot D INT E RN AL OVE REXPOSURE 06 0 11 D INT. OVEREXPOSURE IS O CRITICALITY 21C E OUIP. F AILUR E C2 O EXTE RNAL OVEREXPOSURE 07 D 12 D EXT. OVEREXPOSURE 16 D LOSS / THEFT 22 fLLEGATION/ A COMPLAINT 03 D RELE ASE TO UNREST. AREA 05 0 13 D EXCISS RAD. LEVELS 17 D MUF De O LOSS OF F ACILITY 09 D 14 D EXCESS CONC. LEVELS 18 O TR ANSPORT ATION 23D PUBLic BNTEREST 05 0 PROPERTY DAM AGE 10 0 19 O CONTAM/ LEAKING 240 SA80TAGE SOURCE 250 A8 NORMAL OCCUR. 20 D ENVIRONMENTAL EVENT 280 OTHER MEADQUART E R$ ENTRIES MOS ACTION ON INSP/ INVEST REFERRED BY REGION: y es me Le s.,c a 70 - 75 NOTE: BLOCKS K TO N MUST SE U DATE HQS ENFORCEMENT LETTER, NOTICE. ORDER ISSUED: l l l l l l l k VERIFIED BY BE: HOS 0 Y Y 76 ' ( VrMENEVER ENTRIES ARE MADE IN BLOCKS T.O ANOV V CivlL PE N ALTY ISSUED: 77 to l IIIl AlTS - Cf DATE 786 ENTERED INTO COMPUTER FILE IMO/YR): y y y y REFERENCE-n-.. ~, - ~ - -, - - - - - -. - - -.

UNITED ITATES NUCLE AR RECULATony ConautssioN Q","j",C 7,66 INSPECTION 5 ENFORCEMENT -STATISTICAL DATA y g78 WC c535: F ACit:Tv NAdsom8 nCne Fea k. Uni t d' iNSPECTORis, %71aV;or pMINCIPAL INS'EC OT ~ LICENSEE / VENDOR Texas Utilities Gen. Co. /R M"" REviE.E g,.,,ee, u, TRANS. DOCNET NUMSER (A) REPORT No. DATES sNQ/ INVEST /tNSP REGION ACT&ON FROM CONDUCTING TYPE M 28 ACTIVITY l nl ;l nI nI nl 4l al f;l Cil014l012 l7 b l 1 AE ' 'o E 15 18 M M D D Y Y 33 OR LICENSE NO. (BY PRODUCTI I719 ll Il l TO M 2 14 rs 3o C IIl l l l l l l l ll l l Dilol4121317 b I M M DD Y Y INSPECTION PE nsomuf D ev-32 1 C REG 3ONAL OFF8CE STAFF 2 RESIDENT SNSPECTOR F 3 O PERFORMANCE APPRAISALTEAM TYPE 08 ACTivtTV CONOUCTED (CMECK ONE 80x ONLY1 3} 34 INSPECTION OTHER C 05 O MANAGEMENT AUDIT 00 0 MATL ACCT. 13 O IMPORT l 14 OUIRY 02O SAFETY 06 O MAN AGEMENT VISIT 10 0 PLANT SEC. ANVESTIGATION 03 0 INCtDENT 07 O SPECIAL 11 O INVENT. VERIF. sit eNvEsT. A&a0 CecGCE D4 O ENFORCEMENT 08 O VENDOR 12 O SHIPMENT / EXPORT l stocks) INS *ECTION OR INVESTIG ATiON WARNING-ANNOUNCED 20 UNANNOUNCED H 35 / E C T *0N Sau s T - DAY SHIFT 2COFF. SHIFT 3 O WEE KEND/ HOLIDAY INSPECTION'sNvf STICATsON NOTIFIC ATeON (CMECK ONE box ONLYi O 59' EGIONAL 08FICE LETTEa 3 0 REFE R Rf D TO MOS FOR ACTION 4 0 REGION LETTER & HOS FOR ACT80N 'N5pf CTsONo#vESTsGATION FINDINGS fCHECK ONE S3x ONLv6 K 3E [ CLEAR 7 af0NCOMPLIANCE 3 O DEvtATION 4 C NONCOMPLIANCE & DEVtATM)N b r L/EN804 CEMENT CONp=MENCE MELD: 1039 nW NUMBE R OF NONCOMPLI ANCE ITEMS IN LETTER TO LICENSEE: es0TE: CMANot MUs? et SueurTTED v ON 100 0swtNEvf n PatylousLY CfTED f71u 08 8somoDuptsassCE N NUMBER OF DEVIATION ITEMS IN LETTER TO LICENSEE: is oppicaALLv ceLaTro PRou TwaAscomo. 44 45 0 NUMBER OF LICENSEE EVENTS 46 INSPECTION FEE 1 O NON. ROUTINE / VENDOR (No Feel 2 O ROUTINE fNo Feel 3 0 ROUTINE (Feet 4 O ROUTINE (Fee Resumme) Q 47 CONTENTS 2.7900 INFORM ATION O T YES REGIONAL OFFICE LETTER OR REPORTTR ANSMITTAL DATE FOR INSPECTION OR INVESTIGATION Set 04 LETTER ISSUED TO LICENSEE REPORT SENT TO HOS FOR ACTION IMMEDIATE ACTH)N LETTER g as 53 54 59 90 DATE e5 la trl/ Wl MI I IIIIII IIIIII I M M D D Y Y M M D D Y Y MM D D Y Y SUEJECT OF INVESTIGATION ICHECK ONE SOX ONLY)GH7 TYPE A 10 CFR 20 403 TYPES 10 CFR 20 405 MISC. Ot O INTERN AL OVEREXPOSURE 06 0 11 DINT. OVEREXPOSURE IS O CRITICALITY 21 EOUIP. F AILURE 02 0 EXTE RNAL OVE REXPOSURE 07 0 12 0 EXT. OVE REXPOSURE ISO LOSS /rHEFT 22 LLEGATIOlu 5 03 O RELEASE TO UNREST. AREA 00 0 13 0 EXCESS R AD. LEVELS 17 0 MUF COMPLAINT 04 O LOSS OF F ACILITY 09 0 140EXCESSCONC LEVELS IS O TRANSPORTATION 23O PUSLIC INTEREST 05 O PROPERTY DAMAGE 10 0 19 O CONTAM/ LEAL (ING 34O SADOTAGE SOURCE 250 ASNORMALOCCUR. 20 0 ENVIRONMENTAL EVENT 360 OTHER MEADOuARTE RS E NTRIES y NOS ACTION ON INSP/ INVEST REFERRED BY REGION: esse Reeswee La hr Casse III l 70 ?S U DATE HOS ENFORCEMENT LETTER. NOTICE. ORDER ISSUED: l l l l l l l NOTE: S f( N SE M M D D Y Y WHENEVER ENTRIES ARE ( MADE IN SLOCKS T,U V CIVIL PEN ALTY ISSUED: AND V p 1IIII al 5,,,,c,. g o DATE r EuTERED iNTO COMPUTER FitE iMonRe: M M y y e

\\ FO;u s 766S' OCTOSER 1977 IMC0535) UNITED STAft3 NUCLEAR REGULATORY COMutSEION INSPECTION & ENFORCEMENT-STATISTICAL DATA SUPPLEMENT v GENER AL INSTRUCTIONS: 8 LOCK A MUST BE CHECKED TO SHOW TYPE OF INFORMATION CONTAINED ON THE FORM. ONE FORM l$ TO BE COMPLETED FOR EACH (A) ITEM OF NONCOMPLIANCE CITED. (8) ITEM OF NONCOMPLIANCE NOT CITED. AND, (C) DEVIATION CITED IN ENFORCEMENT CORRESPONDENCE 50 t.45 OR UCENSE NUMBER REPORT NUMBER 74 II DOCKET NUMBER A-TYPE 08 FINDINGS 8-S*ECIF tc N/C CODE ,qqcy,ogag (CHECK ONE BOX ONLY) OR DEVIATION CAUSE PROCEDURE SEVt mlTY AREA 3 7 9 10 11 12 A X NONCOMPLIANCE lE lB Ic l l l P C 2 T g 1 2 8 LICENSEE IDENTIFIED ITEMS C-MODULE NUMBER 13 is C O DEvlATION 101919 b b 1418 I E-CONSEOUE NCES D-HOW ITEM 'OE NTis tED (CHECK ONE BOX ONLY) (CHECK ONE 80X ONLY) L 0 LICENSEE A E cAuSE Oa CONSTITUTED ^CTUALOCCuaaENCE b INSPECTOR 21 P H AD POTENTIAL TO RESULT IN ACTUAL OCCURRENCE 20 I O OTHER N DID NOT H AVE POTENTIAL TO RESULT IN ACTUAL OCCURRENCE F -EXEMPT INFORMATION G-ADDITION AL UNITS (ENTER *'M" IN FIRST BOX FOLLOWED 8Y OTHER 23 26 22 5 CHECK BOX IF EXEMPT INFORMATION is lNCLUDED IN TEXT SELOW. PER to CFR 2.790 H-NONCOM *LIANCE REPETfTIVE OCCURRENCE 7 (IF FIRST OCCURRENCE ENTER ~1** I I* TEXT (ENTER UP TO 2400 CHARACTERS FOR EACH ITEM. IF THE TEXT OF THE NONCOMPLIANCE OR DEVIATION EXCEEDS THl3 NUMBER. IT WILL BE NECESSARY TO PARAPHRASE) 1 50 I til Failure to Imolement the Quality Assurance Program For Civil c2 Construction cs) 10 CFR 50, Appendix B, Criterion II requires that a quality assurance ..) program be established and implemented for the construction of the structures important to safety of the nuclear plant. The Texas (5' Utilities Generating Company Comanche Peak Steam Electric Station is i Quality Assurance Plan affirms the intention to fulfill this require-1 ment. The CPSES " Civil Inspection Manual" provides a body of inspection and testing procedures required to implement the Quality <si Assurance Plan. Contrary to the above: n03 On January 18, 1979, personnel of the civil construction labor force placed an undetemined amount of concrete of an unknown n2> quality on the dome of the Unit 1 containment without the n33 knowledge of your Quality Assurance organization and without benefit of required inspections and testing of the concrete. "*) 10 (48) & l E l N l D l &l NOTE: DATA ENTRY CLERK-THE LAST LINE ENTERED MUST CONTAIN THl5 INFORM ATiON. 1 6 IOVER) l

9;; <u O 1"ves'io^ Tion a'a" IE Investigation Report No. 50-445/79-11 ; 50-446/79-11 Licensee: Texas Utilities Generating Company Location: Glen Rose, Texas Facility: Comanche Peak, Units 1 & 2 Type of Licensee: W, PWR,1150 We Type of Investigation: Allegation Dates of Investigation: April 2-3 and April 13-23, 1979 Dates of Previous Investigation: April 6-Investigators: R. G. Taylor, D. P. Tomlinson, and A. B. Beach SCOPE OF INVESTIGATION 099014B - investigate four allegations by former Brown & Root rigger. O d -- 9'//7/19 (x e < ' - y/ty/r7 eactor Inspector Date Approved Date i l l l l -}}