ML20137J698
| ML20137J698 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 08/07/1975 |
| From: | GIBBS & HILL, INC. (SUBS. OF DRAVO CORP.) |
| To: | |
| Shared Package | |
| ML17198A292 | List:
|
| References | |
| FOIA-85-59 05209, 2323-SS-9, 5209, NUDOCS 8512030024 | |
| Download: ML20137J698 (49) | |
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g TEXAS UTILITIES SERVICES INC.
AGENT FOR TEXAS UTILITIES GENERATING COMPANY ACTING FOR DALLAS POWER S LIGHT COMPANY TEXAS ELECTRIC SERVICE COMPANY TEXAS POWER S LIGHT COMPANY THIS SPECIFICATION COVERS "T ' ^ R SAFETY RELATED EQUIPMENT THIS DOCUMENa ^NbCCiMANCHE PEAK STEAM ELECTRIC STATION BY THE FOLLOWING APPROVED UNITS NOS. 1 &2 DESIGN CHANGE (S):
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SPECIFICATION NO. 2323-SS-9
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Specification 2323-SS-9 Revision 2
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Specification 2323-SS-9 Revision 2 Page i CONCRETE TABLE OF CONTENTS PAGE SECTION TITLE 1
1.0 SCOPE 3
2.0 CONCRETE CLASSIFICAT g
2.1 CLASS A CONCRETE 3
2.2 CLASS B CONCRETE 3
2.3 CLASS C CONCRETE 3
2.4 CLASS D CONCRET. E 3
2.5 UTILIZATION OF OONCRETE CLASSES
.i 2.6 APPLICATION OF. SECTIONS 3
4 3.0 S'IANDARDS 4.0 MATERIALS FOR CONCRETE 5
f 4.1 CEMENT 5
l 4.2 ADMIXTURES 5
6 4.3 CONCRETE AGGREGATES 7
4.4 WATER 8
4.4.1 MIXING WATER 4.5 MANUFACTURER'S CERTIFIED TEST 8
REPORT FOR CONCRETE l
5.0 CONCRETE MIX DESIGN 9
5.1 DESIGN RESPONSIBILITY 9
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5.2 SLUMP 5.3 WATER REDUCING AGENT 9
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Specification 2323-SS-9 Revision 2 Page 11 PAGE SECTION TITLE 9
5.4 CONTENT 5.5 SPECIFIED PROPERTIES 10 5.6 CHEMICAL PROPERTIES 10 10 5.7 STRENGTH TESTS 5.8 HEAVYWEIGHT AGGREGATE CONCRETE
-11 1
5.9 SUBMITTAL OF TEST REPORTS FOR APPROVAL 11 2
6.0 MARKING AND IDENTIFICATION OF CONCRETE MATERIALS 12 6.1 CEMENT 12 6.2 AGGREGATE 12 6.3 ADMIXTURES 12 7.0 CONCRETE EXAMINATION AND TESTING 13 7.1 GENERAL 13 7.2 CONCRETE MATERIALS 13 7.2.1 CDiENT 13 7.2.2 AGGREGATES 14 7.2.3 MIXING WATER 15 7.2.4 FLY.L"d 15 7.2.5 ADMIXTURES 16 7.3 CONCRETE 16 8.0
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CONCRETE CONSTRUCTION 18 8.1 GENERAL 18 8.2 BATCHING, MIXING AND TRANSPORTING 18 I
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Specification'2323-SS-9 Revision 2 Page iii SECTION TITLE PAGE 8.2.1 STOCKPILING AND STORING 18 8.2.2 BATCHING 18 8.2.3 MIXING 19 8.2.4 CONVEYING 20 8.2.5 PLACING 20
- 8. 2. 6 CONSOLIDATION 21 8.3 CONSTRUCTION JOINTS 23 3
8.3.1 CONTAINMENT STRUCTURE 23 8.3.1.1 PROCEDURES 23 8.3.1.2 DRAWINGS 24 8.3.2 OTHER CONSTRUCTION JOINTS 24 8.4 FORMWORK 24 8.5 CURING 26 8.6 REPAIR OF SURFACE DEFECTS 26 8.7 TEMPORARY ACCESS CONSTRUCTION OPENING 26 8.8 EMBEDDED MATERIAL 27 8.9 FINISHING OF FORMED SURFACES 27 8.10 CONCRETE FLOORS 28 8.11 CONTRACTOR'S PROCEDURES 28 9.0 GROUTING 29 10.0 CLASS D HIGH DENSITY CONCRETE 31
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Specification 2323-SS-9 Revision 2 Page iv I
SECTION TITLE
' PAG E 10.2 SPECIAL REQUIREMENTS 31 10.2.1 DENSITY AND COMPOSITION OF AGGREGATES 31 10.2.2 GRADATION REQUIREMENTS FOR COARSE AGGREGATES 31 i
10.2.3 GRADATION REQUIREMENTS FOR FINE AGGREGATES 32 10.3 SHIPMENT 32 10.4 STORAGE 32 l
10.5 AGGREGATE PROPORTIONS 33 10.6 SLUMP 33 l
10.7 MIXER LOADING 33 10.8 VIBRATION 33 10.9 AIR ENTRAINMENT ADMIXTURES 33 10.10 FLY ASH 33 11.0 SHOTCRETE 34
11.1 DESCRIPTION
34 4
4 11.2 HEALTH HAZARD 34 11.3 MATERIALS 34 1
11.3.1 CEMENT AND MIXING WATER 34 11.3.2 AGGREGATE 35 f
11.3.3 ACCELERATOR 35 11.4 QUALITYCONTRbL 36 11.5 PRECONSTRUCTION TESTING AND REQUIREMENTS 36 f
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Specification 2323-SS-9 Revision 2 Page v SECTION TITLE PAGE 11.5.1 ACCELERATOR 36 11.5.2 DESIGN MIXES 37 11.5.3 FIEID TRIALS 37 11.5.4 REPORTS 38 11.6 EQUIPMENT REQUIREMENTS 38 11.7 PROFICIENCY OF WORKMEN 38 11.8 CONSTRUCTION DETAILS 38 11.8.1 SIRFACE PREPARATION 38 11.8.2 APPLICATION 38 11.8.3 REBOUND AND CONSTRUCTION JOINTS 39 11.8.4 PROTECTION 39 11.8.5 CONTROL OF WATER 39 11.8.6 FINISHING 39 11.8.7 TESTING DURING CONSTRUCTION 39 11.8.8 CLEANUP 40 12.0 QUALITY ASSURANCE 41
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 1 1.0 SCOPE This Specification covers the requirements for furnishing 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 principal structures and their appurtenances:
a.
Containment Structure, including the Reactor Building within the Containment Structure b.
Safeguards Building c.
Turbine Generator Foundation d.
Turbine Building e.
Auxiliary Building f.
Fuel Building g.
Intake Structure h.
Discharge Structure
-1.
Administration Building j.
Maintenance Building k.
Yard Structures l.
Diesel Generator Building m.
Guardhouse Included in the scope of this specification are the i
classifications of the concrete mixes, identification of proper concrete materials, mix design criteria, concrete examination and testing, concrete construction specifications, criteria for grout criteria for high density concrete, and criteria for shoterete.
The contractor shall submit in advance to the Engineer, for 1
- approval, any deviation from this specification.
Such differences shall be clearly documented and shall include
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recommendations for alternatives with
'a description of all related merits and defects.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 2 i
The term Architect / Engineer, as used in ACI 301-72 or other references in this specification, shall mean the Engineer Gibbs & Hill, Inc.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 3 2.0 CONCRETE CLASSIFICATION The following basic types of concrete will be required:
2.1 CIASS A CONCRETE Concrete consisting of Type II Portland Cement and 3/4 inch maxi-mum aggregate, having a minimum density of 145 pcf and a minimum compressive strength of 4000 psi at 28 days.
2.2 CLASS B CONCRETE concrete consisting of Type II Portland cement and 1 1/2 inch maximum size aggregate, having a sd.nimum density of 145 pcf and a minimum compressive strength of 4000 psi at 28 days.
2.3 CLASS C CONCRETE Concrete consisting of Type II Fortland cement having a minimum density of 145 pcf and a minimum compressive strength of 2500 psi at 28 days.
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2.4 CLASS D CONCRETE High density concrete consisting of Type II Portland cement having a minimum density of 225 pcf and a
minimum compressive strength of 4000 psi at 28 days.
2.5 UTILIZATION OF CONCRETE CLASSES Clasis A concrete shall be utilized in all structures, except when otherwise indicated in the specifications and on the engineering drawings.
2.6 APPLICATION OF SECTIONS The descriptions and requirements in Section 3.0 through 9.0 I
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 specification.
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Specification 2323-SS-9 Revision 2 August 7, 1975
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3.0 STANDARDS 3
a.
Codes and Standards referenced in this specification are to be the latest edition a.t the time of the purchase order, un-less otherwise noted.
b.
ACI 318, Building Code Requirements for Reinforced Concrete, and ACI
- 301, Specifications for Structural concrete for Buildings, are applicable only to the extent specifically referenced herein.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 5 l
l 4.0 MATERIALS FOR CONCRETE 4.1 CEMENT Portland cement shall comply with ASTM C150, Standard Specifi-cation for Portland Cement, and shall be Type II.
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 otherwise approved by the Engineer, all cement shall be of the j
same brand and manufactured at the same mill.
Manufacturer's certificates as to analysis and composition relative to both physical' and chemical properties of the cement shall be furnished for each shipment for assurance of continuing uniformity of properties and conformity to requirements.
4.2 ADMIXTURES a.
Water reducing-admixture ~ shall comply with ASTM C494, Standard Specification for Chemical Admixtures for
- Concrete, Type D.
Manufacturers' certificates as to analysis and lRev.2 composition.of the product shall be furnished for assurance 2
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 lRev.2 be used in accordance with the recommendations of the cement manufacturer.
The air entraining admixture shall be added at the mixer by a l
method approved by the Engineer.
Sufficient admixture shall be used to produce an air content of three percent by volume plus or minus one percent when tested in accordance with the l
procedure given in ASTM C231, Standard Method of Test for Air Content of Freshly Mixed Concrete by *:he Pressure Method.
i Fly ash may be added to the concrete-batches as a replacement c.
for part of the cement subject to the approval of the Engineer.
The Contractor shall provide documentation as to 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 l
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Specification 2323-SS-9 Revision 2 August 7, 1975 f
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f other constituents of the concrete and shall be established in accordance with Section 5.0 of this specification.
d.
Retarding admixture shall comply with ASTM C494, Standard Specification for Chemical Admixtures for Concrete, Type B.
lRev.2 l
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 Rev.2 shall not exceed the quality that would contribute 10 parts per million to the concrete mix.
I 4.3 CONCRETE AGGREGATES a.
Concrete aggregates shall comply with ASTM C33, Standard l
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, j
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 I
organic or other injurious materials occurring either free or 1
as a coating.
The aggregate, when incorporated in concret e, shall satisfactorily resist chemical or physical changes such as cracking,
- swelling, softening,
- leaching, or chemical alteration, and shall not contain contaminating substances i
which might contribute to deterioration or unsightly l
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. appearance of the concrete.
c.
The fine aggregate shall be graded according to the require-ments of ASTM C33, except that the Fineness Modulus shall be not less than 2.30 and not more than 3.10.
aggregate shall be well graded and shall consist d.
The coarse l
of gravel, crushed gravel, crushed rock, or crushed ' stone 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 Section 4.3e of this Specification, but in no case shall it be larger than 1/5 of the narrowest dimension of the finished
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wall or slab, nor larger than 3/4 of the minimum clear spacing between reinforcing steel and/or embedments.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 7 1
e.
There shall be two variations of concrete depending on the i
gradation of coarse aggregates:
1.
For relatively thin concrete members, such as walls, slabs and beams less than 10-inches thick, or larger members with clustered rebar, gradation ' of the' coarse aggregate shall conform to size number 67 (3/4-inch nominal size) of Table 2 1
in ASTM C33.
All concrete placements where 3/4-inch maximum aggregate size will be required, shall be Class A concrete.
For large masses of concrete such as foundations, thick walls 2.
and slabs, large beams and columns, and the containment structure walls, gradation of the coarse aggregate shall conform to size number 467 (1-1/2-inches nominal size) of Table 2 in ASTM C33.
All concrete placements where 1-1/2-inches maximum size aggregate is required shall be Class B concrete.
Subject to approval by the Engineer,
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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
,l graded aggregate but shall be obtained by combining at least two separate gradation sizes.
i 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 determined by the U.S. Army Corps of Engineers particles as Specification CRD-C119, Method of Test for Flat and Elongated i
Particles in Coarse Aggregate.
A flat particle is defined as one having a ratio of width to thickness greater than three; an elongated pa rticle 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.
e 4.4 HATER for washing aggregate, for mixing and for curing concrete Water shall be clean, fresh and free from deleterious amounts of acids,
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alkalis or organic materials.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 8 4.4.1 MIXING WATER a.
Water 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 Total Solids."
The mixing water, including that contained as free water in aggregates, shall contain not more than 250 ppm of chlorides as C1, as determined by ASTM D512, Chloride Ion 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:
1.
Soundness in accordance with ASTM C151, Autoclave Expansion of Portland Cement.
The results obtained for the proposed mixing water shall not be increased by more than + 0.10 of O
those obtained for distilled water.
2.
Time of
- Setting, in accordance with ASTM C191, Time of Setting Bydraulic Cement by Vicat Needle.
The results obtained for the proposed mixing water shall be within t10 minutes for initial setting time and
- 1 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 MANUFACTURER'S CERTIFIED MATERIALS TEST REPORT FOR CONCRETE The Manuf acturer of materials for concrete shall certify that all requirements of this specification that are to be fulfilled by the Manuf actur er of materials have been met.
The Materials Manufacturer's Certified Materials Test Report for Concrete Materials shall include certified reports of the actual results of all chemical a nalyse s, physical
- tests, mechanical tests, examinations, and other tests, plus a statement giving the manner in which the material is identified, including specific marking.
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Specification 2323-SS-9 Revision 2 August 7.,
1975 Page 9 5.0 CONCRETE MIX DESIGN Proportions of ingredients for concrete shall be established on the basis of laboratory trial batches to provide:
I Conformance with the concrete strength requirements.
a.
f b.
Adequate workability and proper cons'istency to permit the concrete to be worked readily into the forms and around r e-1 inforcement, under the conditions of placement to be employed, without excessive segregation or bleeding.
I c.
Resistance to freezing and thawing.
5.1 DESIGN RESPONSIBILITY The design of the mixes shall be the contractor's responsibility; lO subject to approval by the. Engineer.
5.2 SLUMP l
Slumps shall. be held to an absolute minimum consistent with the conditions under which the concrete is placed.
The maximum l
allowable slump of the concrete at the point of placement shall be 4 inches, except as indicated in Section 8.2.5f and 10.6 of this Specification.
5.3 HATER REDUCING AGENT i
The mixes shall include an approved water reducing agent to i
reduce the shrinkage of concrete.
4 5.4 CONTENT For the design of each mix, the Contractor shall establish the fCllowing:
I a.
Water content l
b.
Cement content c.
Fine and coarse aggregate content d.
Amount of water reducing admixture e.
Slump l
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Specification 2323-SS-9 Revision 2 August 7, U)75 Page 10 8
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Air content l
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Fly ash content h.
Amount of retarding admixture 5.5 SPECIFIED PROPERTIES j
The following concrete properties shall. be determined by the i
contractor in accordance with the respective Specification:
a.
Compressive strength ASTM C39 b.
Flexural strength ASTM C78 c.-
Static modulus of elasticity ASTM C469 f
d.
Poisson's ratio ASTM C469 e.
Density (specific gravity)
ASTM C642 i
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Splitting tensile strength ASTM C496 Compressive strength shall be obtained at 3, 7, 28 and 90 days.
All other. tests shall be made at 28 days.
All testa shall be i
made at normal room temperature.
5.6 CHEMICAL PBOPERTIES The following total limit of chlorides in freshly mixed concrete is considered acceptable:
I Chlorides as C1 500 ppm max.
5.7 STRENGTH TESTS l
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 f t by at least 1200 psi when both air content and slump are maximum permitted by this specification.
b.
Using the method of Recommended Practice for Evaluation of Compression Test Results of Field Concrete (ACI-214),
the amount by which the average strength must exceed f s may be
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Specification 2323-SS-9 Revision 2 i
August 7, 1975 Page 11 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 f t will not exceed 1 in 100 and that the probable frequency of an average of three consecutive tests below f a will not exceed 1 in 100.
.i 5.8 HEAVYWEIGHT AGGREGATE CONCRETE The proportions of heavyweight aggregate concrete shall be made i_n accordance with ACI-211.
1 5.9 SUBMITTAL OF TEST REPORTS FOR APPROVAL The Contractor shall submit to the Engineer the concrete 4
use with a materials and the concrete mix designs proposed for written request for approval.
This submittal shall include the results of all testing performed to qualify the materials and to
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establish the mix designs.
No concrete shall be placed in the work until the Contractor has received such approval in writing.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 12 i
6.O MARKING AND IDENTIFICATION OF CONCRETE MATERIALS 6.1 CEMENT Conveyances of bulk cement shall be sealed and tagged before leaving the pla,ce of manufacture, showing lot number, controlling specification, date of manufacture, and type.
If bag cement is y
used, each bag shall be clearly marked with the same identi-fication as for bulk cement.
All tags and markings shall be maintained with the material at site storage.
6.2 AGGREGATE Each lot of aggregate shall be tagged to show size, gradation, source, and controlling specification.
'Ihe 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.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 13 7.0 CONCRETE EXAMINATION 6 TESTING 7.1 GENERAL All ingredients entering into the production of concrete and the
, resulting concrete so produced shall be subject to a regular and rigorous quality control program, involving sampling and testing to specified requirements.
All material used on the site shall be subjected to field inspection by the contractor.
An independent, accredited testing laboratory, s elected by the contractor and approved by the Engineer, shall furnish all 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 of the i
Specification.
All testing agencies shall meet the requirements of Recommended Practice for Inspection and Testing Agencies for Concrete and Steel as Used in Construction ( ASTM E329).
Any inspection performed by others shall in no way relieve the l
Contractor of his responsibility for the quality of the component i
materials and final concrete product.
1 7.2 CONCRETE MATERIALS 7.2.1 CEMENT 4
a.
Prior to starting work and during its progress, grab samples l
of cement shall be taken by the independent accredited l
testing laboratory mentioned in Section 7.1 of this Specification at the Manufacturer's plant or at the Batch i
Plant for testing.
l b.
Samples taken from the Manufacturer's plant shall be from j
silos reserved for storing cement for this project.
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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 i
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 Hydraulic
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Cement, ASTM C183.
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Specification 23 23-SS-9 Revision 2 August 7, 1975 Page 14 e.
Sampling and testing of cement shall be performed 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 than four months, or in storage elsewhere more than two more use in construction.
months, prior to shipment to site for Quality assurance testing shall be one set of tests for each 6000 bbis. of cement used.
g.
Cement shall be investigated by the independent, accredited testing laboratory called for in Section 7.1 of this Speci-fication in accordance with the requirements of the latest editions of the following ASTM Specifications:
ASTM Specifications:
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ASTM C109 Compressive Strength of Hydraulic Cement Mortars ASTM C114 Chemical Analysis of Hydraulic cement ASTM C115 or Fineness of Portland Cement ASTM C204 by Turbidimeter or by Air Permeability Apparatus ASTM C151 Autoclave Expansion of Portland Cement I
ASTM C186 Heat of Hydration of Hydraulic Cement ASTM C191 Time of Setting 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 AGGREGATES a.
In addition to t esting required by the aggregate pro-ducer/ supplier, quality assurance testing in accordance with i
ASTM C131, Los Angeles
200
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l' Specification 2323-SS-9 i
Revision 2 August 7, 1975 Page 15
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ASTM C289, Potential Reactivity, ASTM C136, Sieve Analysis, i
- C127, Specific Gravity and Absorption of Coarse Aggregate, ASTM C128 Specific Gravity i
i 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 Engineers j
Specification CRD-C119, Method of Test for Flat and Elongated Particles in Coarse Aggregate.
The test for fineness modulus l
shall be in accordance with Section 4.3 of this l
Specification.
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b.
The set of tests specified in Section 7.2. 2a above and the j
aggregate shape test required in Section 4.3g of this Specification shall be performed prior to shipment of j
aggregate and its acceptance on site for usage in j-i construction.
Subsequently, a
daily inspection control program shall ba carried out during concrete production to ascertain consistency in potentially variable characteristics I
such as water content, gradation and deleterious material.
l In addition, ASTM C131, ASTM C289, and ASTM C88 shall be repeated for each 4000 tons of aggregate delivered to the site for construction.
[
7.2.3 MIXING WATER l
Quality control Testing By contractor Selected Testing 1
l Laboratory: Quality control testing shall be performed to ensure conformity to the requirements of 'Section 4.4 of this i
1 I
Specification.
One set of tests specified in Section 4.4 shall l
be performed prior to use of the water source fcr concrete production.
Subsequently, samples shall be tested monthly.
l 7.2.4 FI,Y ASH I
a.
Quality control testing shall be performed to ascertain con-formance with the requirements of ASTM C618.
i sh.ipment of fly ash and its acceptance on site for b.
Prior to usage in construction, a complete set of tests shall be performed to determine conformance with ASTM C618.
The on the frequency of subsequent testing shall be established 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 above for each 200 tons of fly ash furnished thereafter.
This data shall be verified for
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 16 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 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.
7.2.5 ADMIXTURES i
In addition to any testing required by the manufacturer, testing shall be conducted to ensure conformity to Section 4.2 of this i
i specification.
7.3 CONCRETE i
j a.
Strength tests of the concrete shall be conducted during i
construction in accordance with Section 16.3.4 of ACI 301-7 2, except that, one additional specimen shall be tested at 7 days.
In addition, strength tests of specimens cured under field conditions, in accordance with ASTM C31, are required to check the adequacy of curing and protection of concrete in 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 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-cured cylinder strengths need not exceed the specified strength by more than 500 psi, even though the 85 percent j
criterion is not met.
b.
Slump of the concrete sample shall be determined for each strength test and whenever consistency of concrete appears to
- vary, using 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 concre'te by the Pressure Method, ASTM C231.
When the temperature oft.the concrete varies from the temperature of the previous test by more than 5 degrees,
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the tests shall be performed once for every 50 cubic yards.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 17 d.
Temperature of the concrete sample shall be determined for each strength test, and shall be measured at the location of the concrete discharge.
e.
Evaluation of test results shall be in accordance with 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.
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A Specification 2323-SS-9 Revision 2 August 7, 1975 Page 18 i
8.0 CONCRETE CONSTRUCTION 8.1 GENERAL l
Stockpiling,
- batching, and mixing shc11 be performed at a
f separate onsite facility specifically devoted to this project, or i
with the approval of the Engineer, at a nearby facility.
8.2 BATCHING, MIXING AND TRANSPORTING i
l 8.2.1 STOCKPILING AND STORING a.
General storage shall be performed in a manner providing i
access for inspection at all times.
Storage facilities shall
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be furnished by the Contractor.
1 b.
The aggregates shall be handled, transported, and stockpiled in a manner that assures that there is practical minimum i
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 l
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 a sanner so as 'to prevent the introduction j
of moisture..
If the above materials are subjected to moisture after acceptance testing, they shall be resampled i
and tested before use in accordance with the requirements of Section 7.0 of this specification.
8.2.2 BATCHING l
l a.
The batch plant shall I be certified in accordance with the i
requirements of Check I.ist for Certification of Ready Mixed I
Concrete Production Facilities by the National Ready Mixed
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Concrete Association and a copy of the certification i
i certificate shall be submitted to the Engineer for review and
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approval prior to production of concrete for structures
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designated in Section 1.0 of this Specification.
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b.
Batching of materials for concrete manufacture shall be in j
accordance with ACI 304, Recommended Practice for Measuring, I
- Mixing, Transporting and Placing Concrete.
Only those I
materials from stockpiles or storage containers which have 2
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 be rescreened if necessary to maintain
.the above distribution.
i Batched materials shall be measured by weight when combined I
solids and liquids are measured.
Liquids shall be measured 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 added mixing water as differentiated from total mixing water requirements.
The measurement accuracy and precision shall
. O be such that the proportions of materials stay within the j
ranges established in ASTM C94.
The 11 percent weighing and added water requirements specified in ASIM C94 may be modified 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 i
digital-printout records shall be capable of verifying conformance of *1 percent of the measurements of
- cement, i
total aggregates and water, and to 3 percent of admixtures.
4 8.2.3 MIXING 4
a.
Site mixed concrete shall be mixed in accordance with Section 7.2.2 of ACI 301-72.
The optimum mixing capacity of all mixers shall be determined and consistently adhered to.
The time after the addition of water to the dry materials to placement shall not exceed 45 minutes unless longer periods j
are permitted by the Engineer, but in no case shall the time exceed 90 minutes.
f b.
Ready-mixed concret e shall be mixed and delivered in accordance with section 7.1 of ACI 301-72.
c.
Control of admixtures shall be in accordance with Section 7.3 l
of ACI 301-72.
i d.
Tempering and control of mixing water shall be in accordance with Section 7. 5 of ACI 301-72.
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Specifi:ation 2323-SS-9 Revision 2 August 1975 Page 20 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.
l-f.
Hot weather mixing shall be in accordance with Section 7.6.2 of ACI 301-72, except that for "ma ss concrete" pours as defined in Section 8.2.Sf of this Specification, the maximum temperature of concrete as placed shall be 70 F instead of the 90 F maximum permitted by ACI 305, 8.2.4 CONVEYING Conveying of concrete shall be in accordan'ce with section 8.2 a.
of ACI 301-72.
b.
Performance of all conveying equipment.(including pumping and chuting gear) shall be checked to ensure that the methods (O
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used do not impose changes in concrete characteristics by moisture 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 a.
Preparation for placing shall be in accordance with Section 8.1 of ACI 301-72.
b.
Depositing shall be in accordance with section 8.3 of ACI 301-72.
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.
d.
Unless adequate protection is provided or approval by the Engineer is obtained, concrete shall not be placed during rain.
Rainwater shall not be allowed to increase the water content nor to damage the finish surf aces.
i e.
Retempered concrete or concrete which has been remixed after initial set shall not be utilized.
f.
Mass concrete
- pours, which are defined as pours involving
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concrete sections 2 feet-6 inches or more in the lea st dimension, shall conform to Chapter 14 of ACI 301-72,
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 21 including the requirements that the maximum temperature of concrete deposited shall be 70 F.
The maximum allowable slump of the concrete shall be 3 inches.
j g.
Hot and cold weather requirements shall be in accordance with Section 7.6, of ACI 301-72, except that " mass concrete" shall I
conform to the requirements of Section 8.2.Sf of this Specification.
The Contractor shall utilize suitable cooling means such as retarder and/or construction procedures such as sprinkling and shading concrete ingredients or the use of i
crushed ice to insure proper concrete placing temperatures.
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Procedures used-to cool the temperature of the concrete shall 4
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 scheduled.
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1.
Except as noted on the design drawings or approved by the Engineer, all beams, girders, brackets, and haunches shall be 1
considered as part of the floor system and shall be cast monolithically.
j.
The Contractor shall adhere strictly to requirements for i
concrete cover over steel reinforcement, protection of bars for bonding with future extensions, - column ties, splices, laps, spacer 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.
8.2.6 CONSOLIDATION
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a.
All concrete shall be consolidated by suitable means during placement, and shall be thoroughly worked around the reinforcement and embedded fixtures and into the corners of l
the forms.
b.
Where conditions make consolidation difficult, or where reinforcement is congested, batches of scrtar containing the same proportions of cement and sand as used in the concrete shall first be dep,osited in the, forms to the depth specified.
Sufficient water shall be added to the mortar to provide
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j Specification 2323-ss-9 Revision 2
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necessary workability, but the watervcement ratio shall not i
exceed the water-coment ratio of the concrete design mix.
c.
Vibrators shall be used on all concrete placement operations, excepting floor finish, concrete placed in water and l
unimportant, minor, simple batches of concrete as defined by the Engineer.
Vibrators shall be amply powered and of sturdy construction.
The vibrating element shall operate at not j
less than 8000 impulses per minute when immersed to full working depth in the concrete.
The vibration shall be j
sufficiently intense to cause ready consolidation of the least plastic mix used and to affect visibly the concrete i
j over a radius of at least 18 inches.
A sufficient number of t
vibrators shall be used to insure that all concrete placed is thoroughly compacted.
spare parts and at least one spare vibrator shall be kept on hand for emergency use.
Vibrators shall be checked periodically during the construction to l
ensure a consistent energy output level.
Internal vibrators shall.be applied vertically when practicable.
They shall be moved about in the concrete systematically and shall be applied at points uniformly spaced not farther apart than the j
radius over which they are visibly affective.
When concrete' is applied in successive layers, vibrators shall penetrate 3
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completely through the upper layer.and approximately four (M l
inches into the next lower plastic' layer to lnsure thorough I
bonding.
7 bra vibrators, as approved by the Engineer, shall I
be used only when it 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 shall be taken to avoid f orm vibrators remaining in one place for protracted periods while operating.
Concrete shall be vibrated until a sheen of mortar first appears on the surface and no longer.
Vibration shall not be continued to such an extent that pools of grout are formed or that settlement and concentration of the coarse aggregate Vibrators shall not be used to cause concrete takes place..
to flow over distances greater 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.
on surfaces, the coarse aggregate shall be carefully worked back fror the forms into the mass of the concrete with I
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i Specification 2323-SS-9 I
Revision 2 August 7, 1975 j
Page 23 1
- spades, stone forks, or other suitable tools, sufficient to j
bring a surface of mortar against the form.
Special care shall be taken to avoid overworking, thus drawing an excess 4
of mortar to the formed surfaces.
Care shall be taken to 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.
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8.3 CONSTRUCTION JOINTS 8.3.1 CONTAINMENT STRUCTURE 1
8.3.1.1 PROCEDURES
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Construction joints in the containment structure shall be
. made in accordance with one or a combination of the following j
procedures:
a.
Borizontal surfaces shall be jetted with air and water while the concrete is green (approximately 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br /> old) so as to expose the aggregate.
1 1
b.
Side forms shall be stripped off at age 12 to 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> and i
similarly jetted.
I c.
If a longer period (up to a few days) has elapsed between j
completion of concrete placement and preparation of its i
- surface, then a
sufficiently
- powerful, high-pressure hydraulic jet shall be used as required to loosen laitance l
and mortar.
d.
If jetting is not sufficiently effective, surfaces shall be l
bush hammered or sand blasted.
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e.
In starting a new concrete placement, the old concrete shall i
have been kept thoroughly wet for the preceding 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />.
In all cases the new concrete should be preceded by about 1/2 i
inch of soft mortar of the same proportions as that in the concrete.
When accessible this should be scrubbed into the l
surface of the joint with wire brooms.
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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 l' -. -. - - _,
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l Specification 2323-SS-9 l
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by the concrete.
The joint preparation shall include removal of all laitance and other unsound material from the hardened concrete surface.
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8.3.1.2 DRAWINGS Prior to construction the Contractor shall prepare drawings showing the location of all proposed construction joints and sequence of pours for the containment structure walls and dome i
and shall submit these drawings to the Engineer for approval.
f 8.3.2 OTHER CONSTRUCTION JOINTS Construction joints.at locations other than the containment j
structure walls and dome shall be located in the field, except as shown on-the drawings, subject to the Engineer's approval and i
shall be in accordance with Section 6.1 of ACI 301-72.
Concrete j(
shall. be placed in one continuous pour between construction joints.
In joining fresh concrete to concrete which is already i
set at construction joints, the surface of the concrete already in place shall be free from loose material,
- laitance, dirt and foreign matter, washed and scrubbed clean with stiff brooms or wire brushes as may be necessary, and thoroughly drenched with water until saturated, but with no free water on the surface, and shall be so maintained until the new concrete is
- placed, i
Immediately prior to placing of plastic cement-sand mortar, all i
l forms shall be drawn tight against the concrete already in place, l
and the existing concrete surface shall be covered with approximately 2 inches of plastic cement-sand mortar mixed in the same proportions of cement and sand as used for the concrete.
j This mortar shall be placed in the forms immediately before placing the new concrete.
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8.4 FORMWORK 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 shall be 3/4-inch x 3/4-inch.
c.
The contact surface of all wooden forms for exposed concrete surfaces shall be, as a minimum, equivalent to Douglass Fir plywood faced Grade B.
The contractor may elect to use steel (O
forms whenever forms are required.
Forms to be used more than once shall be maintained in serviceable condition and l
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j Specification 2323-SS-9 Pevision 2 August 7, 1975 Page 25 i
I shall be thoroughly cleaned prior to reuse.
Form coating material shall be approved by the Engineer.
d.
Ties for formwork for the containment structure concrete 4
i shall be snap ties or coil ties of such type so as to leave no metal within 1-1/2 inches of the surface.
Securing forms with wire will not be permitted.
The contractor shall submit j
to the
- Engineer, for
- approval, a
proposed method for fastening form ties to the containment steel liner.
Other ties shall be in conformance with Section 4.2.8 of ACI 3 01-72.
e.
Forms shall be removed in such a manner as to insure the complete safety of the structures.
In no case shall the supporting forms or shoring be removed until the members have acquired sufficient strength to safely support their weight and any superimposed loads.
f.
Except as approved by the Engineer earth cuts sha u not be used as side forms for pouring of structural concrete.
l g.
Special attention shall be directed to the placing of concrete for the containment structure walls and dome.
Rate l
of lift and. scheduling of concrete placements shall be coordinated with the erection of the steel plate containment j
liner which shall serve as the inner surface formwork.
It is i
imperative that the steel liner alignment be held within the i
tolerance specified in GSH Specification 2323-SS-14.
The
[
liner shall be adequately braced to hold its alignment within these tolerances until after the wall concrete has been poured and taken its permanent set.
Concrete lifts shall be limited to a height not more than 6 feet and shall be placed i
uniformly around the entire circumference.
Each lift shall l
be constructed in not more than 1.5 foot layers and shall be l
placed in a continuous operation with no interruption in j
excess of 70 percent of the time of initial set between the placing of continuous portions of concrete.
A minimum of l
three days shall elapse before successive concrete pours are placed.
If for reasons beyond control, a pour is interrupted
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l and it is 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 otherwise approved by the Engineer.
The welding, if
- required, of temporary bracing to the
- liner, shall be submitted to the Engineer. for approval.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 26 8.5 CURING Curing of concrete shall be in conformance with Chapter 12 of j
a.
ACI 301-72, except, that sections whose least dimension is Rev.2 greater than 2'-6" 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 l
of this specification, shall be pe rf ormed to assure that curing is satisfactory.
c.
Wood forms left in place shall not be considered adequate for moist curing the outside walls.
8.6 REPAIR OF SURFACE DEFECTS k( )
Repair of surface defects shall be in accordance with Chapter 9 of ACI 301-72.
8.7 TEMPORARY 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 submit to the Engineer for approval the method he proposes to use for sealing the construction opening.
c.
Approval by the Engineer shall in no way relieve the contractor from complete responsibility for the quality and suitability of his work.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 27 8.8 EMBEDDED MATERIAL 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.
All Contractors whose work is related to the concrete or work c.
which must be supported by it, shall be given ample notice.
and opportunity to introduce and furnish embedded items f-()
before the concrete is placed.
8.9 FINISHING OF FORMED SURFACES a.
Finishing of formed surfaces shall be in accordance with Chapter 10 of ACI 301-72.
b.
All exposed surfaces shall be finished as indicated on the finish schedule.
c.
The use of acid will not be permitted unlesslrapproved by the Engineer.
d.
A stucco coat shall not be applied to surfaces except where specifically indicated.
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 af ter achieving initial s et 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
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surface to absorb or stiffen the mix.
Final troweling shall l s be done after the concrete is so hard that no mortar l
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 28 accumulates on the trowel and a ringing sound is produced as the trowel is drawn over the surf ace.
8.10 CONCRETE FLOORS a.
Unless otherwise noted on the drawings, the surf aces of all 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 applied unless approved by the Engineer.
i 6.11 CONTRACTORS' PROCEDURES 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 p' acing concrete in special locations, such as the containment structure and at other highly congested areas.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 29 i
9.0 GROUTING a.
Grout for use under base pla tes,
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 Specification, shall be sufficiently plastic to fill all 4
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 ccnform 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.
t 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 Engineer shall be used in preparing trial mixes and in construction.
Mixing water shall conform to the requirements of Section 4.4 e.
of this Specification.
f.
Admixtures shall conform to the requirements of Section 4.2 of this Specification.
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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.
l h.
For usage under hearing plates a commercial nonshrink grout may be utilized, subject to approval by the Engineer.
i.
The surface tofbe-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.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 30 j.
Grout shall be applied in
- place, thoroughly tamped, and adjusted to proper elevation and true level and-surface.
Where grout is applied under previously shimmed and leveled base plates, care must be taken that it thoroughly fills all voids and is in full contact with the entire underside area of the base plates.
k.
The grout shall be provided with sufficient water during curing to complete the hydration of cement.
Burlap kept 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.
1.
The compressive strength of the grout shall be established by 2-inch cubes, molded, cured and tested in accordance with ASTM C109, Compressive Strength of Hydraulic Cement Mortars.
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m.
When fly ash is used, the quantity shall be such that the strength, workability and durability are met, and it shall meet the requirements of Section 4.2c of this Specification.
n.
The water content shall be the minimum necessary for the proper placement by the grouting method employed, dry pack or fluid grout.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 31 10.0 CLASS C HIGH DENSITY CONCRETE 10.1 AGGREGATES Aggregates shall conform to the requirement of ASTM C637, Standard Specification for Aggregates For Radiation-Shielding Concrete.
10.2 SPECIAL REQUIREMENTS 10.2.1 DENSITY AND COMPOSITION CF AGGREGATES Processed aggregates shall have properties which conform to the folicwing requirements:
Primary Composition
- Magnetic Fe O lRev.2 a 4 and related ores Minimum percent Iron - 100 degrees C
- 50 Minimum value of specific gravity
- 4.50 Maximum percent absorption
- 2.0 lRev.2 10.2.2 GRADATION REQUIREMENTS FOR COARSE AGGREGATES Amounts passing a given sieve size - percent by weight.
Nominal Square Sieve Size Gradation 1
100 3/4 90 to 100 i
e;.1/2 50 to 75 b/8 20 to 55 i
No. 4 0 to 10 No. 8 0
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Specification 2323-SS-9 Fevision 2 August 7, 1975 Page 32 10.2.3 GRADATION REQUIREMENTS FCR FINE AGGREGATES Amounts passing a given sieve size - percent by weight.
Gradation Nominal Square Sieve Size Fine Accrecate Grout Sa nd 3/8 100 No. 4 95 to 100 No. 8 80 to 100 No. 16 50 to 95 100 No. 30 25 to 60 75 to 95 No. 50 10 to 30 45 to 65 No. 100 2 to 10 20 to 40 No. 200 0 to 5 0 to 10 Fineness Modulus 2.3 to 3.1 1.00 to 10 Fineness Modulus shall not vary'more than 0.2 from that of the approved sample.
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 l
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
- sacks, 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.
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i 10.5 AGGREGATE PROPORTIC NS I
Aggregates shall consist of the following proportions by weight.
Fine aggregates l 40 iS percent Coarse aggregates 60 iS percent 10.6 SLUMP Slumps shall be held to art absolute minimum with the conditions under'which the concrete is placed.
The maximum allowable slump of the concrete shall be not more than 2-1/2 inches.
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3 10.7 MIXER LOADING Loads -shall be reduced tc approximately two thirds of the normal mixing volume used for Class A and Class B concretes.
10.8 VIBRATION i-Special care shall be exercised to avoid over vibration causing sinking of coarse aggregates.
As a rule of thumb, two thirds of t
vibration time for class A concrete shall be used for class D vibrating.
AIR ENTRAINMENT ADMIXTURES 10.9 l
Air entrainment admixtures shall not be used for class D
concrete.
4 10.10 FLY ASH Fly ash shall not be used for Class D concrete.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 34 11.0 SHOTCRETE
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 prime purpose of the shotcrete coating is to protect rock surfaces exposed to the atmosphe re against weathering and to prevent the slaking of exposed claystone ser.us.
a.
Shoterete shall be applied by the wet-mix
- method, incorporating an approved acc elerator f or quick set.
b.
The work shall include trial mixes, preconstruction field (O
tests, and testing during construction.
11.2 HEALTH HAZARD The Contractor is reminded that alkali hydroxides and other chemicals contained in shoterete admixtures are moderately toxic and can cause skin and respiratory irritation unless adequate safety measures are undertaken.
When applying shotcr et e, 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 shall 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 material.
11.3 MATERIALS 11.3.1 CEMENT AND MIXING WATER Cement and Mixing Water shall conform to the requirements of Section 4.0 of this Specification.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 35 11.3.2 AGGREGATE aggregate shall conform to the requirements of Fine and coarse Section 202, Aggregate, of ACI 506, Recommended Practice for Shotcreting.
Coarse aggregate shall be uncrushed gravel, graded 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 The water soluble chloride content of the admixture shall not exceed the quantity that would contribute ten parts per million 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.
'he admixture shall-have a.five year minimum history of demonstrable satisfactory pe'rformance in a
similar Rev.2 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 3.
Delete all of Section 14 4.
Delete paragraph 15.1 and substitute the following; "Three or more test specimens for each type of test a nd age of test specified in Table 2 shall be made for each condition of concrete to be compared".
5.
Delete paragraphs 15. 2.1, 15.2.2 and 15.2.3
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 36 i
6.
Delete paragraph 15.2.4 and substitute; " Test specimens 3 in.x 3 in x 11 in. shall be c_u_t 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, Rev.2 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 I
14 days.
11.4 QUALITY CONTROL I
_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 11.5.1 ACCELERATOR The accelerating admixture shall be capable of developing the following:
Time of initial setting 3 minutes maximum Time for final setting 12 minutes maximum Compressive strength in 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> 400 psi minimum i
The time of setting shall be determined by the Contractor in accordance with ASTM C266, Time of Setting of Hydraulic Cement by l
Gilmore Needles, modified as follows:
i The accelerator shall be added to 50 grams of cement in the preparation of the pat, in the approximate percentage to be used in the actual shotcrete application.
The minimum possible time I
interval shall be used to attain the proper mixing without disturbing the initial set of paste.
O The compressive strength shall he determined in accordance with ASTM C109, Compressive Strength of Hydraulic Cement
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 37 i
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 3%
of the cement content.
11.5.2 DESIGN MIXES At least > 90 days before the in-place application of shotcrete, the Contractor shall develop trial mixes by laboratory tests.
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.
Minimum compressive strengths shall be:
400 psi at 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> O
3,000 psi at 28 days A
sufficient number of trial mixes shall be made to arrive at an optimum mix 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 MIALS At least 60 days before the in-place application of shotcrete and after completion of the laboratory tests and their approval, the contractor shall perform field trials using the selected mix or mixes, to demonstrate the capability of equipment, workmanship and materials, under field conditions.
Field trial shall conform 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 i
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 material to fall free.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 38 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 mere compression test specimens for each tect age shall be taken from each test panel for compression Rev.2 testing at 8 h_ours, 7 days and 28 days.
All field trial work and testing is to be done in the presence of the Engineer.
11.5.4 REPORTS The Engineer shall be furnished copies of all mix proportions and test results.
11.6 EQUIPMENT REQUIREMENTS Equipment for batching,
- mixing, delivery, and placement shall conform to Section 402, Wet Mix Process, of ACI 506.
11.7 PROFICIENCY OF WORKMEN The shotcrete application crew shall have the qualifications for performing the
- duties, all as outlin ed 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 loose 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 reqdirements of Section 606, Gunning, of ACI 506, and as follows:
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a.
Shotcrete shall not be applied to any area until the installed rock bolts have been pull tested where required.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 39 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 shotcrete shall project within the minimum concrete line.
11.8.3 REBOUND AND CONSTRUCTION JCINTS Rebound and construction Joints shall be governed by the requirements of Section 607, Rebound and Section 608, Construction Joints, of ACI 506.
11.8.4 PROTECTION 3
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A too rapid drying of the shotcrete coating shall be avoided.
Use of a liquid membrane forming compound will not be permitted.
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 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 TESTINGDURIhlGCONSTRUCTION The contractor shall obtain test specimens from the completed shoterete
- 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 shotcrete and rcck.
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.
l Specimens shall be cured in the field under the same conditions as the shoterete, in accordance with the applicable requirements u
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 40 of ASTM C31.
Specimens shall be obtained, prepared and tested in accordance with ASTM 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 than 3,000 psi.
Copies of all test results shall be furnished to the Engineer.
Holes left by the removal of test specimens are to be plugged with shotcrete material.
Drummy or unsound shotcrete shall be removed and replaced, to the satisfaction of the Engineer.
11.8.8 CLEANUP i
All rebound material lying within the limits of the minimum concrete line is to be removed.
In the disposal of rebound
- material, the contractor is reminded of the potential health l
hazard.
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Specification 2323-SS-9 Revision 2 August 7, 1975 Page 41 l
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12.0 QUALITY ASSURANCE The Contractor shall establish and implement a Quality Assurance Program which rigidly conforms to the applicable rules and l
standards as imposed by the Atomic Energy Commission, '10CFR50, l
i Appendix B ANSI N45.2-1971, ANSI N45.2.9 (Draf t 11, 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, Rav. 0-May 2, 1973),
ANSI N45. 2.13-AEC Extract (Draft dated May 31, 1973) and this specification.
The program shall include
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pertinent aspects of procurement, fabrication, site erection, inspection, testing, handling, shipping, storing and cleaning.
5 The Contractor shall submit all fabrication, installation and testing procedures to Tusi for review and comment prior to their Rev.2 une.
This right of review and comment shall also extend to any l
changes made to the contractor's quality assurance program and j
procedures during the course of work.
1 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 cuch as regulatory agencies.
These provisions also apply to the 3
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 mn-jor 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 standarf.s; exist.
When inspection and testing equipment is found to be out of calibration, all. items inspected, tested or measured with that equipment since the latest valid calibration shall be considered unacceptable.
Resolution of these cases shall be determined on a case basis.
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TCH-1000
.!C.3 MO. 351.195 September 4, 1975 i
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DOCUMENT STATUS
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REF: CTN-4510 a! /
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Dear Mr. Hersperger:
We hcve reviewed the following documents and have assigned the= the following status:
Source 8
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Title S tatus:
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CTN-45).
2323-SS-8 3-j Installation of Euried Pipe 1
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Status No. Defi=1 tion:.
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Approved 2.
Approved Except As Noted on Attached 3.
Not Approved - Correct And Resubmit Per Attached Co==ents 4.
For Infor=acion Only If you have any questions or coc:ments, please contact this office.
very truly yours, f
Robert W. Caudie g
Project Manager-Nuclear Plants
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DIRECT DIAL EXTEN$1QN
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dhC760-4450 August 20, 1975 GTN-4510 DIST.
D.VC,I Texas Utilities Generating Company
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2001 Bryan Tower Dallas, Texas 75201-103L'i OUI 7.I:3
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Attention:
M. Robert W. Caudle,
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Project Manager - Nuclear Plants 823N0
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Gentlemen:
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TEXAS UTILITIES GENERATING COMPANY I-~~~
COMANCHE PEAK STEAM ELECTRIC STATI6N !--
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...a_/ lI 9-I 1980 2300 MN INSTALIATION
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~ 05208 SPECIFICATION NO. '2323-SS-8 05211 SPECIFICATION NO. 2323-SS-ll Transmitted herewith are six (6) copies each of the following specifications issued for construction subject to your approval.
Suecification No.
. Revision Title 2323-S3-8 3
' Installation of Buried Pipe 2323-SS-ll 2
Cadweld Connectors for Reinforcing Steel very truly yours, GIBBS & HILL, Inc.
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R. E. Hersperger REH-REcG : stm Project Manager 1 Original + 5 Copies - 6A cc:
C. E. Gatchell (TUSI, Site) - 2L L. A. Ashley (S;2, Hour on) - lL, 2A H. C. Dodd (B&R, Site)
- 2L J. J. Moorhead (G &H, Site)
- lL, lA 353 S E v > 'eT *= Av' *.c f NEW YORM. N. Y 1030' CA B
- E. GIF 85 HILL. NEW VQRK f
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