ML20137J659
| ML20137J659 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 03/14/1975 |
| From: | GIBBS & HILL, INC. (SUBS. OF DRAVO CORP.) |
| To: | |
| Shared Package | |
| ML17198A292 | List:
|
| References | |
| FOIA-85-59 05209, 2323-SS-9, 5209, NUDOCS 8512030016 | |
| Download: ML20137J659 (79) | |
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{A TEXAS UTILITIES SERVICES INC AGENT FOR TEXAS UTILITIES GENERAT.ING COMPANY ACTING FOR DALLAS POWER & LIGHT COMPANY TEXAS ELECTRIC SERVICE COMPANY TEXAS POWER & LIGHT COMPANY THIS S?ECIRCATION COVERS NUCLEAR SMETY RELATJD EQU!PMENT COMANCHE PEAK STEAM ELECTRIC STATION UNITS NOS. 1&2 THis DOCUMENT IS AFFECTED THIS DOCUMENT IS Apr i BY THE FOLLOWING APPROVED BY JHE F0ll0 wing APPROf DESIGN CHANGE (Sh DESIGN CHANGE (S);
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PECIFICATION NO. 2323-SS REVISION NO. 1
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Specification 2323-SS-9 Revision 1 February 28, 1975 S
CONCRETE TABLE OF CONTENTS i
Section Title Page 1.0 SCOPE 1
20 CONCRETE CIASSIFICATION 3
2.1 CLASS A CONCRETE 3
2.2 CLASS B CONCRETE 3
2.3 CLASS C CONCRETE 3
2.4 CLASS D CONCRETE 3
0 2.5 UTILIZATION OF CONCRETE CLASSES 3
2.6 APPLICATION OF SECTIONS 3
3.O STANDARDS 4
4.0 MATERIALS FOR CONCRETE 5
4.1 CEMENT 5
4.2 ADMIXTURES 5
4.3 CONCRETE AGGREGATES 6
4.4 WATER 7
4.4.1 MIXING WATER 8
4.5 MANUFACTURER'S CERTIFIED TEST 8
REPORT FOR CONCRETE 5.0 CONCRETE MIX DESIGN 9
5.1 DESIGN RESPONSIBILITY 9
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5.2 SLUMP 9
5.3 WATER REDUCING AGENT 9
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Specification 2323-SS-9 Revision 1 February 28, 1975 Section Title Page
- 5. 4 CONTENT 9
5.5 SPECIFIED PROPERTIES 10 5.6 CHEMICAL PROPERTIES 10 5.7 STRENGTH TESTS 10 5.8 HEAVYWEIGHT AGGREGATE CONCRETE 11 5.9 SUBMITTAL OF TEST REPORTS FOR APPROVAL 11 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 i
7.1 GENERAL 13 l
- 7. 2 CONCRETE MATERIALS 13 7.2.1 CEMENT 13 l
7.2.2 AGGREGATES 14 i
i 7.2.3 MIXING WATER 15 7.2.4 FLY ASH 15 I
7.2.5 ADMIXTURES 16 7.3 CONCRETE 16 8.0 CONCRETE CONSTRUCTION 18 8.1 GENERAL 18 8.2 BATCHING, MIXING AND TRANSPORTING 18
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Specification 2323-SS-9 Revision 1 February 28, 1975 Pace 4
Section Title 8.2.1 STCCKPILING AND STORING 18 18 8.2.2 BATCHING 19 8.2.3 MIXING 20 8.2.4 CONVEYING 20
- 8. 2. 5 PLACING i
8.2.6 CONSOLIDATION 21
- 8. 3 CONSTRUCTION JOINTS 23 8.3.1 CONTAINMENT STRUCTURE 23 I
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 TEM"ORARY ACCESS CONSTRUCTION OPENING 26 8.8 EMBEDDED MATERIAL 26
- 8. 9 FINISHING OF FORMED SURFACES 27 8.10 CONCRETE FLOORS 27 8.11 CONTRACTOR'S PROCEDURES 28 9.0 GROUTING 29 10.0 CLASS.D HIGH DENSITY CONCRETE 31 10.1 AGGREGATES 31 j
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Specifi:ation 23 23-SS-9 Revision 1 Februarf 28, 1975 i
5 Section M
Page 10.2 SPECIAL REQUIREMENTS 31 1
10.2.1 DENSITY AND COMPOSITION OF AGGREGATES 31 10.2.2 GRADATION REQUIREMENTS FOR CCARSE AGGREGATES 31 10.2.3 GRADATION REQUIREMENTS FOR FINE AGGREGATES 32 10.3 SHIPMENT 32 10.4 STORAGE 32 10.5 AGGREGATE PROPORTIONS 33 10.6 SLUMP 33 10.7 MIXER LOADING 33 10.8 VIBRATION 33 10.9 AIR ENTRAINMENT ADMIXTURES 33 10'.10 FLY ASH 33 11.0 SHOTCRETE 34 i
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11.1 DESCRIPTION
34 11.2 HEALTH HAZARD 34 i
11.3 MATERIALS 34 Rev.1 11.3.1 CEMENT AND MIL.NG WATER 34 11.3.2 AGGREGATE 35 11.3.3 ACCELERATOR 35 11.4 QUALITY CONTROL 35
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11.5 PRECONSTRUCTION TESTING AND REQUIREMENTS 35 i
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Specification 2323-SS-9 Revision 1 February 28, 1975 Section Title Page 11.5.1 ACCELERATOR 35 t
11.5.2 DESIGN MIXES 36 11.5.3 FIELD TRIALS 36 11.5.4 REPORTS 37 11.6 EQDIPMENT REQUIREMENTS 37 11.7 PROFICIENCY OF WORKMEN 37 11.8 CONSTRUCTION DETAILS 37 11.8.1 SURFACE PREPARATION 37 Rev.1 11.8.2 APPLICATION 38 11.8.3 REBOUND AND CONSTRUCTION JOINTS 38 11.8.4 PROTECTION 38 11.8.5 CONTROL OF WATER 38 11.8.6 FINISHING 38 l'
11.8.7 TESTING DURING CONSTRUCTION 39 11.8.8 CLEANUP 39 12.0 QUALITY ASSURANCE 39 l
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Specification 2323-SS-9 Revision 1 February 28, 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 i.
Administration Building j.
Maintenance Building k.
Yard Structures 1.
Diesel Generator Building a.
Guardhouse Included in the scope of this specification are the 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.
Rev.1 The Contractor shall submit in advance to the Engineer, for
- approval, any deviation from this specification.
Such differences shall be clearly documented and shall include O'
recommendations for alternatives with a
description of all related merits and defects.
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 2 The term Architect / Engineer, as used in ACI 301-72 or other references in this specification, shall mean the
- Engineer, Rev.1 Gibbs & Hill, Inc.
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 3 2.0 CONCRETE CLASSIFICATION The following basic types of concrete will be required:
2.1 CLASS 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 minimum density of 145 pcf and a minimum compressive strength of 4000 psi at 28 days.
2.3 CLASS C CONCRETE concrete consicting of Type II Portland cement having a minimum density of 145 pcf and a minimum compressive strength of 2500 psi at 28 days.
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 Class 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 apply to all classes of concrete in this Specification.
Additional special requirements for Class D concrete are given in Section 10.0.
Requirements for shotcrete are given in Rev.
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 1 February 28, 1975 Page 4 l
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i 3.0 STANDARDS a.
Codes and Standards referenced in this specification are to be the latest edition at 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 i
Revision 1 February 28, 1975 Page 5 4.0 MATERIAI.S FOR CONCRETE 4.1 CEME"I 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 be of the Rev.1 otherwise approved by the Engineer, all cement shall 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.
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Water reducing admixture shall comply with ASTM C494, Standard Specification for Chemical Admixtures for concrete, Type D,
except that no chloride content shall be permitted.
Manufacturers' certificates as to analysis and composition of 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 AA=ivtures for
- Concrete, except that no chloride content Rev.1 shall be permitted.
In addition, such admixtures shall be used in accordance with the recommendations of - the cement manufacturer.
The air entraining admixture shall be added at the mixer by a method approved by the Engineer.
Sufficient admixture shall Rev.1 be used to produce an air content of three percent by volume the plus or minus one percent when tested in accordance with procedure given in ASTM C231, Standard Method of Test for Air content of Freshly Mixed Concrete by the Pressure Method.
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Fly ash may be added to the concrete batches as a replacement c.
for part of the cement subject to the approval of the 3
Engineer.
The Contractor shall provide documentation as to Rev/1 f
the uniformity af the fly ash and that it meets the i
requirements of ASTM C618, Standard Specification For Fly Ash And Raw Or Calcined Natural Pozzolans For Use In Portland
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 6 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.
Rev.1 d.
Retarding admixture shall comply with ASTM C494, Standard Specification for Chemical Admixtures for Concrete, Type B
except that no chloride content shall be permitted.
Manuf acturer's certificates as to analysis and composition of the product shall be furnished for assurance of uniformity and conformance to its specified properties.
4.3 CONCRETE AGGREGATES a.
Concrete aggregates shall comply with ASTM C33, Standard Specifications for concrete Aggregates, subject to the re-quirements stated herein, except aggregates for Class D
<Cg concrete which shall conform to Section 10.0 of this Specification.
b.
Aggregates shall consist of natural or manufactured sand,
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crushed stone, or gravel.
The particles shall be
- clean, i
- 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 l
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-l ments of ASTM C33, except that the Fineness Modulus shall be not less than 2.30 and not more than 3.10.
I aggregate shall be well graded and shall consist d.
The coarse 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 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 1 i
February 28, 1975 Page 7 t
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There shall be two variations of concrete depending on the gradation of coarse aggregates:
l-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
in ASTM C33.
All concrete placements where 3/4-inch maximum aggregate size will be required, shall be Class A concrete.
2.
For large masses of concrete such as foundations, thick walls 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, Rev.1
,O Class A concrete may be substituted for Class B concrete in
'k areas where placing of larger aggregate concrete is difficult.
Gradation 467 shall not be furnished as one graded aggregate but shall be obtained by combining at least two separate gradation' sizes.
l f.
The potential reactivity of the aggregate shall be established by the methods described in the Appendix to ASTM C35.
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 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 thic.': ness greater than three; an elongated particle is defined as one having a ratio of 1ength to width greater than three.
Test for flat and Rev.1 elongated particles in coarse aggregate shall be performed l
for each 4,000 tons of the aggregate.
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4.4 WATER Water for washing aggregate, for mixing and for curing concrete shall be clean, fresh and free from deleterious amounts of acids, l
alkalis or organic ~ materials.
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Specification 2323-SS-9 Revision 1 February 28, 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 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 t10 minutes for initial setting time and 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> for final Rev.1 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 prpposed mixing water shall be within -10 percent of those obtained for distilled water.
4.5 NANUFACTURER'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 Manufacturer 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' analyses, physical
- tests, mechanical
- tests, examinations, an'd other tests, plus a statement giving the manner in which the material is identified, including specific marking.
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f Specification 2323-SS-9 Revision 1 February 28, 1975 Page 9 l
5.0 CONCRETE MIX DESIGN s
Proportions of ingredients for concrete shall be established on
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the basis of laboratory trial batches to provide:
I a.
Conformance with the concrete strength requirements, b.
Adequate workability and proper consistency to permit the j
concrete to be worked readily into the f orms and around re-inforcement, under the conditions of placement to be employed, without excessive segregation or bleeding.
c.
Resistance to freezing and thawing.
f 5.1 DESIGN RESPONSIBILITY The design of the mixes'shall be the Contractor's responribility; Rev.1 O
subj,ect to approval by the Engineer.
- 5. 2 SLUMP i
Slumps shall be held to an absolute minimum consistent with the i
conditions under which the concrete is placed.
The maximum i
allowable slump of the concrete at the point of placement shall be 4 inches, except as indicated in Section 8.2.Sf and 10.6 of
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this Specification.
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- 5. 3 WATER REDUCING AGENT f
i The mixes shall include an approved water reducing agent to l
reduce the shrinkage of concrete.
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5.4 CONTENT For the design of ' each mix, the Contractor shall establish the following:
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Water content j
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Cement content l
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Fine and coarse aggregate content
(/'S d.
Amount of water reducing admixture
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Specification 2323-SS-9 Revision 1 I
February 28, 1975 Page 10 1
f.
Air content g.
Fly ash content h.
Amount of retarding admixture 5.5 SPECIFIEC PROPERTIES The following concrete properties shall be determined by the contractor in accordance with the respective ' Specification:
i a.
Compressive strength ASTM C39 b.
Flexural strength ASTM C78 t
c.
Static modulus of elasticity ASTM C469
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d.
Poisson's ratio ASTM C469 e.
Density (specific gravity)
ASTM C642 7
f.
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 tests shall be made at normal room temperature.
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- 5. 6 CHEMICAL PROPERTIES The following total limit of chlorides in freshly mixed concrete l
is considered acceptable:
Chlorides as C1 500 ppm max.
- 5. 7 STRENGTH TESTS
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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 Rev.1 when both air content and slump are maximum permitted by this specification.
lO b.
Using_ the method of Recommended Practice for Evaluation of lv Compression Test Results of Field Concrete (ACI-214),
the amount by which the average strength must exceed f t may be Rev.1 7.
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Specification 2323-SS-9 Revision 1 February 28, 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 ft will not exceed Rev.1 1 in 100 and that the probable f requency of an average of three consecutive tests below f t will not exceed 1 in 100.
Rev.1 5.8 HEAVYWEIGHT AGGREGATE CONCRETE The proportions of heavyweight aggregate concrete shall be made in accordance with ACI-211.
5.9 SUEMITTAL OF TEST REPORTS FOR APPROVAL The Contractor shall submit to the Engineer the concrete Rev.1 materials and the concrete mix designs proposed for use with a
written request for approval.
This submittal shall include the aO' 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.
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 12 6.0 MARKING AND IDE'CIFICATION OF CONCRETE MATERIALS 6.1 CEMENT l
Conveyances of bulk cbment shall be sealed and tagged before leaving the place of mantifacture, 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-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.
The tags shall remain with the aggregate during productio'n, 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 1 i
February 28, 1975 Page 13 7.0 CONCRETE EXAMINATION & TESTING 7.1 GENERAL All ingredients entering into the production of concrete and the and resulting concrete so produced shall be subject to a regular 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, selected by the Contractor and approved by the Engineer, shall furnish all labor, Rev.1 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 (ASTN E329).
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Any inspection performed by others shall in no way relieve the contractor of.his responsibility for the quality of the component materials and final concrete product.
7.2 CONCRETE MATERIALS 7.2.1 CEMENT a.
Prior to starting work and during its progress, grab samples of cement shall be taken by the independent accredited testing laboratory mentioned in Section 7.1 of this or at the Batch Specification at the Manufacturer's plant Plant for testing.
b.
Samples taken from the Manuf acturer'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 Hydraulic Cement, ASTM C183.
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Specification 2323-SS-9 Revision 1 February 28, 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 more 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 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:
(O sj 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 Rev.1 Permeability Apparatus Autoclave Expansion of ASTM C151 Portland Cement 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 Rev.1 ASTM C150 for use of ASTM C204.
7.2.2 AGGREGATES 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 (3_sN--)
ASTM C117, Material Finer than No.
200
- Sieve, ASTM C87, l
Mortar Making Properties, ASTM C40, Organic Impurities, f
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Specification 2323-SS-9 I
Revision 1 February 28, 1975 Page 15 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 Engineers Rev.1 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 specification shall be performed prior to shipment of aggregate and its acceptance on site for usage in construction.
Subsequently, a
daily inspaction control O<
program shall be carried out during concrete production to ascertain consistency in potentially variabie characteristics such as water content, gradation and de'.eterious material.
In
- addition, ASTM C131, ASTM C289, and ASTM C88 shalJ be repeated for each 4000 tons of aggregate delivered to the site for construction.
7.2.3 MIXING WATER Quality Control Testing By Contractor Selected Testing Laboratory: Quality control testing shall be performed to ensure conformity to the requirements of Section 4.4 of this Specification.
One set of tests specified in Section 4.4 shall be performed prior to use of the water source for concrete production.
Subsequently, samples shall be tested monthly.
7.2.4 FLY ASH a.
Quality 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 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 N
ash furnished thereafter.
This data shall be verified for 7
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Gibbs & Hill, Inc.
Specification 2323-SS-9 Revision 1 February 28, 1975 Page 16 l
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.
I 7.2.5 ADMIXTURES 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 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 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 C 172.
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,
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the tests shall be performed once for every 50 cubic yards.
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Specification 2323-SS-9 Revision 1 February 28, 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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Spec iLication 2323-SS-9 Revision 1 February 28, 1975 Page 18 4
8.0 CONCRETE CONSTRUCTION 8.1 GENERAL i
Stockpiling,
- batching, and mixing shall be performed at a separate onsite facility specifically devoted to this project, or Rev.1 with the approval of the Engineer, at a nearby facility.
8.2 BATCHING, MIXING AND TRANSPORTING 8.2.1 STOCXPILING 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.
i b.
The aggregates shall be handled, transported, and stockpiled in a manner that assures that there is pra ctical 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 l
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 manner so as to prevent the introduction of moisture.
If the above materials are subjected 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.
i 8.2.2 BATCHING a.
The batch plant-shall be certified in accordance with the requirements of Check List for Certification of Ready Mixed i
concrete Production Facilities by the NationaliReady Mixed Concrete Association and a copy of the certification certificate shall be submitted to the Engineer foi review and Rev.1 approval prior to production of concrete for structures
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designated in Section 1.0 of this Specification.
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Specification 2323-SS-9 Revision 1 1
February 28, 1975 Page 19 b.
Batching of materials for concrete manufacture shall be in accordance with ACI 304, Recommended Practice for Measuring,
- Mixing, Transporting and Placing Concrete.
Only those materials from stockpiles or storage containers which have 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.
Batched materials shall be measured by weight when combined 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 Os be such that the proportions of materials stay within the ranges established in ASTM C94.
The 11 percent weighing and added water requirements specified in ASTM C94 may be modified to 12 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 conformance of 1 percent of the measurements of
- cement, total aggregates and water, and to i3 percent of admixtures.
8.2.3 MIXING Site mixed concrete shall be mixed in accordance with Section a.
7.2. 2 of ACI 301-7 2.
The optimum mixing ca pacity of all mixers shall be determined and concistently adhered to.
The time after the addition of water to the dry materials to placement shall not exceed 45 minutes unless longer periods are permitted by the Engineer, but in no case shall the time Rev.1 exceed 90 minutes.
b.
Ready-mixed concrete 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 of ACI 301-72.
d.
Tempering ar.d control of mixing water shall be in accordance with Section 7.5 of ACI 301-72.
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Specification 2323-SS-9 Revision 1 February 28, 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.
i 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 temperature of concrete as placed shall be 70 F instead of the 90 F maximum permitted by ACI 305.
j 8.2.4 CONVEYING Conveying of concrete shall be in accordance with Section 8.2 a.
1 of ACI 301-72.
b.
Performance of all conveying equipment (including pumping and chuting gear) shall be checked to ensure' that the methods 4'
used do not impose changes in concrete characteristics by moisture loss or segregation or by any other cause.
Concrete
.; i during conveyance shall not be permitted to come in contact with aluminum, as f or 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.
j c.
All excavations prepared for concrete construction sh'all be j
substantially free of water until all concrete work is complete.
The contractor shall m.ke provisions and furnish i
equipment, as required, for such dewatering.
l d.
Unless adequate protection is provided or approval by the Rev.1 Engineer is obtained, concrete shall r6.t be placed during rain.
Rainwater shall not be allowed to increase the water content nor to damage the finish surfaces.
1 e.
Retempered concrete or concrete which has been remixed af ter initial set shall not be utilized.
T f.
-Mass concrete
- pours, which are defined as pours involving
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 21 t
including the requirements that the maximum temperature of i
concrete deposited shall be 70 F.
The maximum allowable slump of the concrete shall be 3 inches.
Hot and cold weather requirements shall be in accordance with g.
Section 7.6, of ACI 301-72, except that " mass concrete" shall 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 J
or the use of sprinkling and shading concrete ingredients crushed ice to insure proper concrete placing temperatures.
Procedures 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 Rev.1 scheduled.
the design drawings or approved by the Except as noted on i.
Engineer, all beams, girders, brackets, and haunches shall be considered as part of the floor system and shall be cast l
monolithically.
j.
The contractor shall adhere strictly to requirements for concrete cover over steel reinforcement, protection of bars i
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 If this is the case, the Contractor shall submit his water.
procedures to the Engineer for appraval.
9 8.2.6 CONSOLIDATION 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 the* forms.
b.
Where conditions make consolidation difficult, or where reinforcement is congested, batches of mortar containing the Rev.1 proportions of cement and sand as used in the concrete
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same shall first be deposited in the forms to the depth specified.
sufficient water shall be added to the mortar to provide
s Gibbs & Hill, Inc.
j Specification 2323-SS-f Revision 1 l
February 28, 1975 Page 22 i
i necessary workability, but the water-cement ratio shall not exceed the water-cement ratio of the concrete design mix.
j Vibrators shall be used on all concrete placement operatiens, c.
j excepting floor
- finish, concrete placed in water and unimportant, minor, simple batches of concrete as defined by the Engineer.
Vibrat~ ors shall be amply powered and of sturdy Rev.1 4
l construction.
The vibrating element shall operate at not i
less than 8000 impulses per minute when immersed to full 4
working depth in the concrete.
The vibration shall be sufficiently intense to cause ready consolidation of the least plastic mix used and to affect visibly the concrete over a radius of at least 18 inches.
A sufficient number of vibrators shall be used to insure that all concrete placed is l
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
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ensure a consistent energy output level.
Internal vibrators j
shall be applied vertically when practicable.
They shall be l
moved about in the concrete systematically and shall be i
applied at points uniformly spaced not farther apart than the radius over which they are visibly ef fective.
When concrete is applied in successive layers, vibrators s hall penetrate i
completely through the upper layer and approximately four (4) j inches into ' the next lower plastic layer to insure thorough j
bonding.
Form vibrators, as approved by the Engineer, shall I Rev.1 be used only when it is impractical to use internal f
vibration.
They shall be applied *to the forms at uniformly spaced points sufficiently close together to insure thorough i
l compaction of the concrete and a good surface.
Special care shall be taken to avoid form vibrators remaining in one place for protracted periods while operating.
f concrete shall be vibrated until a sheen of mortar first l
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 takes place.
Vibrators shall not be used to cause concrete 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.
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On
- surfaces, the coarse aggregate shall be carefully worked back from the forms into the mass of the concrete with i
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 23
- 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 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 CONSTRUCTION JOINTS 843.1 CONTAINMENT STRUCTURE 8.3.1.1 PROCEDURES construction joints in the containment structure shall be made in accordance with one or a combination of the following procedures:
surfaces shall be jetted with air and water while
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a.
Horizontal 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 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> 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 jetting is not'sufficiently effective, surfaces shall be bush hammered or sand blasted.
e.
In starting a new concrete placement, the old concrete shall 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 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 lif t shall be thoroughly vibrated near the old surfaces.
l g.
Before concrete is placed against a fresh joint, all debris, Rev.1 water, and ice shall be removed from the space to be occupied a
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 24 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 DRAWINGS Prior to construction the Contractor shall prepare drawings showing the location of all proposed construction joints and for the containment structure walls and dome sequence of pours and shall submit these drawings to the Engineer for approval.
Rev.1 8.3.2 OTHER CONSTRUCTION JOINTS construction joints at locations other than the containment structure walls and dome shall be located in the field, except as shown on the
- drawings, subject to the Engineer's approval and shall be in accordance with section 6.1 of ACI 301-72.
Concrete shall be placed in one continuous pour between construction
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joints.
In joining fresh concrete to concrete which is already set at construction joints, the surf ace 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.
Immediately prior to placing of plastic cement-sand mortar, all forms shall be drawn tight against the concrete already in place, 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.
This mortar shall be placed in the forms immediately before placing the new concrete.
- 8. 4 FORMWORK All formwork including tolerances shall be in accordance with a.
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 i
surfaces shall be, as a minimum, equivalent to Douglas Fir j '
plywood faced Grade B.
The Contractor may elect to use steel forms whenever forms are required.
Forms to be used more than once shall be maintained in serviceable condition and 4
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Page 25 sh til be thoroughly cleaned prior to reuse.
Form coating Rev.1 material shall be approved by the Engineer.
d.
Ties for formwork for the containment structure concrete 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 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 301-72.
e.
Forms shall be removed in such a manner as to insure the complete safety of the structures.
In no case shall the supporting iorms 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 shall not be Rev.y e
used as side forms for pouring of structural concrete.
g.
Special attention shall be directed to the placing of concrete for the containment structure walls and dome.
Rate 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 imperative that the steel liner alignment be held within the tolerance specified in GSH Specification 2323-88-14.
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 uniformly around the entire circumference.
Each lift shall be c:mstructed in not more than 1.5 foot layers and shall be placed in a continuous operation with no interruption in excess of 70 percent of the time of initial set between the placing of continuous portions of concrete.
A minimum of three days shall elapse before successive concrete pours are placed.
If for reasons beyond control, a pour is interrupted 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 Rev.1
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- required, of temporary bracing to the liner, shall be submitted to the Engineer for approval.
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 26 8.5 CURING Curing of concrete shall be in conformance with Chapter 12 of a.
Materials and methods of curing shall be approved by the Engineer.
lRev.1 b.
Supplementary strength tests, in accordance with Section 7.3a of this Specification, shall be performed to assure that curing is satisfactory.
Wood forms left in place shall not be considered adequate for c.
moist curing the outside walls.
8.6 REPAIR OF SURFACE DEFECTS Repair of surface defects shall be in accordance with Chapter 9 of ACI 301-72.
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8.7 TEMPORARY ACCESS CONSTRUCTION OPENING a.
The Contractor shall provide a temporary construction access opening in the containment structure.
The location and size opening is indicated on the drawings.
After of the access 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 lRev.1 use for sealing the construction opening.
c.
Approval by the Engineer shall in no way relieve the Rev.1 contractor from complete responsibility for the quality and suitability of his work.
8.8 EMBEDDED MATERIAL a.
All anchors,
- bolts, dowels, fasteners,
- strips, sleeves, l
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 I
contractor.
Tack welding of embedded material to rein' forcing l ()
rods will not be permitted.
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Specification 2323-SS-9 l
Revision 1 February 28, 1975 l
Page 27 l
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 before the concrete is placed.
8.9 FINISBING OF FORNED 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 unless approved by the Rev*1~
Engineer.
coat shall not be applied to surfaces except where d.
A stucco 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 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 m.:.x.
Final troweling shall be done after the concrete is so hard that no mortar accumulates on the trowel and a ringing sound is produced'as the trowel is drawn over the surface.
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 O
Section 11.7.1 of ACI 301-72, unless otherwise shown on. the engineering drawings.
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Specification 2323-SS.9 Revision 1 February 28, 1975 Page 28 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.
Rev.1 8.11 CONTRACTORS' PROCEDURES The Contractor shall prepare and submit to the Engineer for Rev.1 review his proposed construction procedures, including delineation and scheduling of concrete placements, and methods of as the containment placing concrete in special locations, such structure and at other highly congested areas.
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 29 4
9.0 GROUTING 4
a.
Grout for use under base plates, bearing plates, loose i
lintels, equipment bases, anchor bolt pockets, and so
- forth, minimum 28 day compressive strength of 6000 shall attain a psi when tested in accordance with Section 9.01 of this Specification, shall be sufficiently plastic to fill all spaces, and shall have a
low shrinkage characteristic to maintain contact with load bearing surf aces.
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 tre requirements of Section 4.3 of this Specification, excep; that fine aggregate shall conform to the requirements of ASTM C404, Specification for Aggregates for Masonry Grout, O
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 pugnill-type horizontal mortar mixer approved by the Engineer shall be used in preparing trial Rev.1 l
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.
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 a commercial nonshrink grout may be utilized subject to approval by the Engineer.
ev.1 1.
The surface to be grouted shall be cleaned of loose sand, gravel and dust.
The surf ace shall be wetted thoroughly, but excess free moisture shall be removed before placing the (9
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Specification 2323-SS-9 Revision 1 February 28, 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. Rev.1 f) m.
When fly a.sh 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 placer.ent by the grouting method employed, dry pack or fluid grout.
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 31 10.0 CLASS D HIGH DENSITY CONCRETE
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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 OF AGGREGATES Processed aggregates shall have properties which conform to the following requirements:
Primary Composition
- Magnetic Fe O and related ores
~O Minimum percent Iron - 100 degrees C
- 50 Minimum value of specific gravity
- 4.50 Minimum percent absorption
- 2.0 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 1/2 50 to 75 3/8 20 to 55 O to 10 t
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 32 10.2.3 GRADATION REQUIREMENTS FOR FINE AGGREGATES Amounts passing a given sieve size - percent by weight.
Gradation Nominal Scuare Sieve Size Fine Accrecate Grout Sand Rev.1 3/8 100 No. 4 95 to 100 No. 8 80 to 100 No. 16 50 to 95 100 d)
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 f rom 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 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 s labs.
Aggregates which -are to be stockpiled for a period of more than two weeks shall be covered
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Specification 2323-SS-9' Revision 1 February 28, 1975 Page 33 10.5 AGGREGATE PROPORTIONS Aggregates shall consist of the following proportions by weight.
Fine aggregates 40 iS percent coarse aggregates 60 15 perce'nt 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 2-1/2 inches.
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.
10.8 VIBRATICN 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 AIR ENTRAINMENT ADMIXTURES r
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.
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Specification 2323-SS-9 Revision 1 February 28, 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.
2 The prime purpose of the shotcrete coating is to protect rock surfaces exposed to the atmosphere against weathering and to prevent the slaking of exposed claystone seams.
a.
Shotcrece shall be applied by the wet-mix
- method, incorporating an approved accelerator f or quick set.
b.
The work shall include trial mixes, preconstruction field Rev.1 4(
tests, and testing during construction.
11.2 HEALTH HAZARD The Contractor is reminded that alkali hydroxides and other chemicals contained in shotcrete admixtures are moderately toxic and can cause skin and respiratory irritation unless adequate safety measures a re undertaken.
When applying shotcrete, 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.
i 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 1 Febrt2ry 28, 1975 Page.35 i
11.3.2 AGGREGATE I
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 ACCELERAIVE An approved accelerating admixture shall be used to develop quick 4
set and early strength.
The admixture shall conform to the requirements of ASTM C494, Chemical Admixtur'es for concrete, with
.the following additional requirements:
a.
It shall contain no water-soluble chlorides or materials corrosive to steel, nor encourage other detrimental effects t
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such as cracking and spalling.
b.
The admixture shall have. a five year minimum history of demonstrable satisfactory performance in a
similar application.
Rev.1 11.4 QUALITY CONTROL 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 adnixture shall be capable of developing the following:
Time of initial setting 3 minutes maximum Time for final setting 12 minutes maximum i
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 l
The time of setting shall be determined by the Contractor in accordance with ASTM C266, Time of Setting of Hydraulic Cement by Gilmore Needles, modified as follows:
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The ' accelerator shall be added to 50 grams of cement in the l
preparation of the pat, in the approximate percentage to be used,
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 36 in the actual shoterete application.
The minimum possible time interval shall be used to attain the proper mixing without disturbing the initial set of paste.
The compressive strength shall be determined in accordance with ASTM C109, Compressive Strength of Hydraulic Cement
- Mortar, except that the accelerator shall be added to the mortar in the approximate percentage expected to be used in the shotcrete mix design.
The accelerator shall not exceed 35 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 n
the ingredients comply with the Specification.
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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 /> Rev.1 3,000 psi at 28 days A sufficient number of trial mixes shall be made to arrive at an optirum mix proportion.
The amount of the accelerator shall be l 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 l 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 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.
l 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
verticil position for horizontal gunning to
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Specification 2323-SS-9 Revision 1 February 28, 1975 i
Page 37 simulate construction conditions.
Test panela s.". 11 de 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 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 T'est Specimens in the Field.
Specimens shall be obtained, prepared and tested in accordance with ASTM C42.
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.
Rev.1 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 WOREMEN The shotcrete application crew shall have the qualificatio.ns 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 Surfaces to be shotereted 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.
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11.8.2 APPLICATION Shotcreta shall be applied in accordance with the application requirements of Section 606, Gunning, of ACI 506, and as follows:
a.
Shotcret e shall not be applied to any a'rea 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.
Shoterete 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 JOINTS Rebound and Construction Joints shall be governed by the Rev.1 requirements of Section 607, Rebound and Section 608, l
Construction Joints, of ACI 506.
11.8.4 PROTECTION 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 l
be required.
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 39 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 2" 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 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 t
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 Rev.1 removed and replaced, to the satisfaction of the Engineer.
11.8.8 CLEANUP All rebound material lying within the limits of the minimum concrete line is to be removed.
In the disposal of rebound
- material, the ContractJr is reminded of the potential health hazard.
12.0 QUALITY ASSURANCE The Contractor shall establish and implement a Quality Assurance Program which rigidly conforms to the applicable rules and standards as imposed by the Atomic Energy Commission, 10CFR50, Appendix B ANSI N45.2-1971, ANSI N45. 2.9 (Draft 11, Rev. 0-January 17, 1973),
ANSI N45.2.10 (Draft dated 1973),
ANSI N45.2.11 (Draft 2, Rev. 2-May 1973), ANSI N452.12 (Draft 3, Rev. 0-May 2, 1973),
ANSI N45.2.13-AEC Extract (Draft dated May 31, 1973) and this specification.
The program shall include pertinent aspects of procurement, fabrication, site erection, O
inspection, testing, handling, shipping, storing and cleaning.
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Specification 2323-SS-9 Revision 1 February 28, 1975 Page 40 The Contractor shall submit all fabrication, installation and testing procedures to Tusi for review and approval prior to their use.
This right of review and approval 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.
Rev.1 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 estab'ish procedures to assure that all l
- s) inspection tools, instruments, gages and other metsuring and testing devices are in a calibration and control systea traceable to the National Bureau of Standards where such standa rds 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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i EP.0:::: E F.00T FIELD DESISil Ci!!!;3C llEQUEST I
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C. I!. GATCbELL - T1!515ITE RErr;E5EliTATIVE REVISIO:':
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Section 4.2 of Specific & tion 2323-SS-9 vill e revised to li=it the totcl water soluble chieride cont u" on to the
,1 concret'e mix by the r.drixtures to 10 parts
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This quantity is ceneidered to be insignifi not affect the quality of the concrete.
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1980-22 2300 MW 1NSTAL1,ATION PKILHOAD SPtlR FOR CONGTRUCTION CTORAGE ARPA 1
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DRP-0401 I
FILE'NO. 05204 Revh:w of your proposed railroad storage arca as out-
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linc.d in your letter (BRF-G401) dated March 7, 197S has bcen completed, and by copy of this letter, approv-al is given for the additional railroad spur west of the evapo,atica ponds.
In order to define the construction interface of this i
spar and the permanent plant railroad a detailed descrip-tion and sketch of your construction plans is needed in the naar future.
4 If you have any questions or comments, please contact this-office.
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CO:W:Cl:E PEAP. STEAM FLECTl:lC STATION I
(~j 1980-82 2300 im INSTALLAT10il
(.s BROWN & ROOT FIELD DESIGN C!!ANCE REQUEST (FDCR)
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C. H. GATCHELL - TUSI SITE REPRESENTATIVE SPEC./DL'G. I:0. :
GfdL2.323-SS-9 REVISION:
1 SPEC./DWG. TITLE:, _ cencret.e FDCR N0.: _0.qlj _ FOCR DATE: 4dO-15_ FDCil OP1GINATOR
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REASON FOR Cl!Al:GE:
Shotcreting is a more tino consuming process than placing concrete because of a.) machinery &
equipment involved, b.) the tiime involved in moving men and equipment about face of structures and c.) the time involved in the shotcrete shooting i
application alone.
PROPOSED CHANGE:
Per paragraph 8.2.3a, the Engineer is requested to permit the time after the addition of trater to the dry materials to be extended from 45 minutes to 90 minutes v; hen necessary for shotcrete only.
This request is not applicable to concrete.
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.Shoteroting eparations periedically result in standby time excocdin: the 45 minute critorin an st'ated in para. S.2.3c
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FDCR Uo. 0011 recuests an ex
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cars raph 8.2.3a are sn.plicable to shotcrete.
v coarra.:w: (!c) (m:.';.:n:;: authc.ri::ed ca proceed on the condition that
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.I TEXAS UTILITIES SEUVICES, Il!C.
l g~s C0i1AliCliE PLAK STEAi; ELECTRIC SlATION A~,)
1980-82 2300 MW li'STALLAT10!!
BROWil & R09T TIELD DESJC!l CliAi:GE REQUEST (FDCR)
T 0:
C. H. GATCHELL - TUSI SITE REPRESE!!1ATIVE SPEC./IC:7.. !!O. :
G-H 2323-55-9 REVISIO11:
1 SPEC./i;..{. TITLE :. Concrete FDCR !.'9..
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4-30-75 FOCR dRIC11:AT03 J. l'.
Johnson REAS0?i FOR CHAliGE:
Paragraph 8.5a which states that materials for curing shall be approved by Engineer.
PROPOSED CHWGE:
Request approval of following curing compounds for concrete:
- 1) Burke Res-X Clear Resin Dasc Compound rx
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- 2) Burke - Cure White Pigmented Compound h../
3)
W. R. Grace 2803-A Wax Resin White Pig','::nted Compound V01D 1
7 [,r CIW1;E APPR0'!ED BY:
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FDCR[ T'"ED Jt.O D.l! :'..oJ CCT,'DI'T2.10"[,f; ~~,.J..
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. ? - i c' a'
'L. J"a
- g..* t t a t
se Co.'er.';c cus,.... mh.d !^. ua far ~i with.: natural cppcarance, d,., I,,
,Lg -
T
. neo
. w.
he *', deiu ways, sii!r walle;, cuibt. c'vf gutters.
g' g,, g, ;,3 c.g C L~c.f.R '.F./. v"." ~:
Ouit.k-.: hn.: c'y. ;:inancen v ;.;!dhty during a;i; h.a!!on.
{
us
- ,mooth (rowel 300 350 Sq. f t. Per Go!.
Recommended Rotes c.f /y plicet.un.
rnem finLh 250300 Sra. f t. Per Go!.
So-k rini.h
_. 220 250 Sq. Ft. Pe r Gal.
. Cn'.:h. Fj.i-4.,
1.' 4 20,1574,,Et [cr.G:;l.
s Y
2-Po b:.:..te-s c.= $. a~..-
Srni:11y-d.
.r' et9pe:?rd if*i< n rapid;"* to Pard, clear film. Pctmits early s
- h ' ' " " * " *d ""' "' "" Y "* d I" '" """ ""
"" ~ ""
""6 Si". "h"'. :
~
Cl.E8"..i
!Mr turf c.-J. P ' *. ccivo p.ient or teuilient !;eer c.overin;t.
8 s
( e). :
\\.-
Recemr.iended Rotes cf /ep!icet e..-
5.mc ns C8~.r Wox Bose.
s.
Cor:n:) Cor.. v3. f : coatalnira chac ricmente of high reficctivity, reficcts gg*.,- f, r o-.
lac r concirAe L:nperatures. th.cd primarily en eng'nectint;
- ' ~ " * ' *
- the sun's r:;.
WH iI.~-pig'.T. NO O
prejec.ts sw::..s at.ecays, et, pet: runceys anc c:::ts iince, mars for the Cseps cf 5.or:. :ers, uurw: c: melemation rne stoic hi.,hway ecp:rtmente.
COI.1PO'.'W, q
- l ; Avaittble in '.* ' e :me. Pccin [M;.a raid Chlorin?:cd Rubber Date.
~f/
f,meath Tro+<e!
. 275 300 Sq. Ft. Per Col.
Reco r.m.-eded Rotes of Applice::<.*:
egh Finish
... 200 250 Sq. Ft. Per Gol.
-=-
... : r --
....z..
-- ~
l.otecost g' n.
bla:k (Um. L': ci on concrtir. v;here ec ct i: not obb:c'ionc!?:0 - re:'i :: coni.retc :. ructurcr. to b3 b ck fif:cd. iwo courto' s.
m.,-
. C,.,. *w., O ris., 7..r..
c.! % nn,i..a,t o be coveree inter wit'. esennit or
(, D U,,,,s i
v v r.:.
s na
('
vinyi a:.bcit w 1"..'t.n. r-Ct.ru D'ack is a damp-preafer nr.d a pr; nur ior w :ctp.c 3:::. : m. :.-io::.
5 nnoth Trowr I..
2S0 300 Sq. Ft. Per Gol.
Recommended Rc*cs of / pplicatiw
- {cuch Fini
- h
..... 175 225 Se,. Ft. Per Gal.
Waterproofir ;
100 Sq. f t.1 cr Gal.
SPECi'~. CATION CR'sT.T-l ghloria. l W..to.
Chlon.n.
. lubb <.9 ni t
.. tr CurPc fa:ra.57 ne Curing Corg0um':
7...
P.:s.T Fiem.
C!:ck nu:sScr White-AGENCY AND SPEC. !40.
j Cr. :r Curc Wax Deco I Cure clear Pigsa.
1 X
X X
X X
Air Po;1 tton Centrel D:::ncis - Ru!c f.G..... '
.X j
T
\\*
X X
ASTra C-339 53Typ 1 X
X
.AST!?C."C..5G Typc ?....
X 8
.ASTfaC.?OMO Ty; e 4 i
AASHO D, :,. i.1 14*47 T)pc 1 X
X*
i AASHO Des. !4140 57 Tfro 2 X
AASIIC Des. th1 D-Ts7 Ty;>c 4 X.
~- U.S. Army Cerps of D*nu. CRO-C-r.'I;.7n i
- X X
X...
X
.U.S. Na.y B. Y. & D %. 4 Ye and et', Y.1 j
,0.S. f?a.y D. Y. A D ::.13 Yd j
X X
X ti.S r.::rres of P. r!s r't. ;n. S.'N. 'ereps.
X X.
far Curira.; Coner" e - Ju'ic ic1*M n
t
- StaM I:r
- Dc; r, g rit-
- X
- -?c Ti.C "'r.r'S T re e X
Q l.feder il i
-l l
X Tu: r.*! F. c. TT.C ** M Tyr ? ::
l
..i...
+
.s........e.........%4..,
s w...e...,..
M-t-
~
- -~
,.gc.,...s.,., C,)
,,....i ;.
g.
se oe s..
.s.
4
+
%..i.' a $ I:..
...h.ib / b u i..'l ! '.'...
2 g','
, /.,[,....
\\
~.
. 1 :. i. t
,o.o
- , g,,j ; -y, y g [i
=
s-(
r.
, ei n. e. e~ s.,e s
.;e i;,:
n o c.,..., s i '
!'u o
.1 4y *i-r, I,
- , m.;.o,
- o t
. y-
. e,. j g,
, - ti p. ;.
h4
-O gO; 0llt 's t. '.: {y
- l.. ;. Y 0 ',L.YlL)
.1.
t
.t
,.i...
a
(
o i
1 p
e,.y
....c..,-.
f s.
O. a.a. s s.
g d
3 e.. e:., i.,.
s I...
.L g.y
,%,=,*
i f f. -% q 9.v.,*..=, g s..-.'..,.,.......
4, w'. \\, a n
.m k e t: U J
g v i,, r..-n 2. s's.. s o !.st1f..
e..w I;.;.
s.-
]
f j
6..-.
- s. w a w,. s 1..
,./,
. ;.. e. r. 7.-
..s.
, ' ' ~
n
.s.3 g.......
I t,,.i'./ E,
).T.... & 8 ".*. ". i... *.. i. 4 1.#
- r - -.c r
. ' P-.
- v b'"6"i Y, 1",
. ~.,.,,,,3 e < r..o.'.p:,!..,- 7 m1..' "..:
v...-.
r e.,s,.~..r.
.,..a
- 0. r1n,.u. u..
.. u.
i i
s o.
l
[.
a
. m... m:,
s.
-..,.g, g
~ ~ ~ '
I-2
... n.u a.t-t
. - * * + -
~~
1 *. -
.r - :......- :.. i..-
r.s r
s r.
... '. c,.g.
I 7'~
^#--.~.....-
Servicised/Itom curint emnpounds are scientifically-
-"-~~~' ~~
~. -
termelatea li:guid for spray a,.;stication to fresh, con.
erete' autfaces. On apphesta.i.. the comp.umd ymekly o.
forms a vapos. tight ti!m or membrane which seals in Q.
4
- k)-
% per cent er raare of the mohture ia the concrete kr M
i l
k/
three er more days. Thb anures full, adequate cure...
. d %.
I higher qu:ility cota; rete... at miaimum cost in mate-
.M. \\
i rials, time and labor. Thr ou hoat the eu,rina period.the
.r - >. Y,.. w. s. m. a s. v...
t membrane adheres tyhtly ns seah.ng e.ficiency umm.
C o. -f..t r:r.u.:.-".
r c
n a...
p.: ired by wind and w hether.
i liqually practical and ceonomical for the large j
Servicised eerin,e sempounds :ue assilable in a cholee or small contractor. on larre or > mall jobs.
of c! car and wi;i:e-pigmented formulations meeting a Servicised curing compoundrean he qplied J
wide range of job requirements and specifications.
- as ly with staadard spray equipment. Small.,// y hand. operated umts are adequate for small j
suca applicathm., while power sprays are ree.
s i
t Ci.D.R CO:."."CU! IDS form a tiansparent men,hrane ommended for mass eoncrete,
~
w;hich seah in moisture and controh eure wnhout Scryieised curing compounds spray freelv.
~
synificantly changing the netural color of the con-easilv. without clogging. No specist skill *ir
~
crete. The et, ear compounds are manufactures. with training is needed to apply them. One simpie war.. wn-resq or resm ha;.e3 using pure., carefully.
,,ppi;e.nion e..ntr.ds eure or, ant >i/e surface -
area. from maa concrete te a f.sv square feet.
proporuunsd incredients. I n;se formulatwns nor-saal!y meisJe a lupiave & e. a temporary tint,wh.eh ig enah!cs the apolieator to el.eek coveraae voually.
.The t. ht-e,h.ar m,t. vapor.so h.ng membrane.is un:.
<ars soon after applicatio'n; does not I
The dvc di..ar;On white, ur !b. ht-colored concrete, a forn!. cononuous. free from pmhofes. Thanks,ta a Stain co.n.cre.te.
- h d t there s no sIseem! e!.formma n
itu "hahl,,t notropie mete ienspots or rumiff. even l
te>t ::pp eat:oa may be as.s. >a!..c.
t problem w..
or vertical sus pn.es. 'T he w hite-nipreented comp..unds j-i.
SE.W:0C0 r';;!T:I.P'0:.77CD CO,".POU* IDS ei.mtain suspenu,iids which r L e the derrce of deu pn. duce a membras.e will. ! cat.retteeting a. v.i:1 as ting ihus mmmoe,ing packiny... ine I gments.
,?
d s.
ni muist.nc-se:.h:" ;m.perties. lktketivity N the mem.
'. l '
bram: hath co ; rete se: face tem;viatea *ont 1.Pl?
.' O!.C h:!cw air tenoperature, uea ia inse.de, di:cet san!.;ht.
One galls.n.,! Servicised curin:. e..mpound w!!! prioide
?,.
.ier vi-ised Si:e.pinmer.ted vs.rieg um;wn.h are proper curmg 6e 2nti to M 9:u.ne feet of coneMe.
widely u.ed s.here air temr : cite:c eseceds NI'le. P e.
dependim* oa imid. smoothi:m awl atmospl. erie enn-
,. t' ' ~ ^
!!ectiv: white color aho rises positive u.aal wairol diuons. (*inerare capacity of the e preducts c.cccc.s of applie.-t!.....rni!.ir,nity.
Specilications, dae to outst.inslig film paiioenuty.
v i-f *.'.!*...; *. J "'. ; l'.f.MT.1/ ( P. % /N' CU!;if *. '~ll 8"G f:ht a f.N dP./ Cfi:*P.!M.T.T ::f 0D' ;!rn..'. TCM.!!!CT, i.
P C: ;T r. r..** l L.~! U". M...!* T.Y:C:w :... *: 4 A:A 11 ;..Wtr s f : 4;.;;.1 DTD ;0!.
r;*.Unt.;
a s
..:/.t ;t.':u..n 4 !.: ;.;';!. t *.,;;;U*.if.
......a.s.. ao.
- 1. ;
___--.___________._________________,w_
... c.4
..,n
- h* :.'.. ' u. '.
yg,7n m;.g;.4 gn
,.m,.
3..
Cor:.l.!j '. lith
/O l'iodat Fw:crI:orr:.c-De:aipiiari These 5;n c ncahns*
(
Coln* 2.sril 50 D & C Gen. i.it purpm.e c nup tund. Itapi.l.
A.\\Sito \\114x *a we i 1
sh ut'.". forna unii.nin I.:n free inun AS! ?.I C3tn T>l e i SLl;VI' IN s i '.'..a.1;esis. I.a e Cimag Cc.:ap..anJ pn.ha & *.
llich wi.Js. resin lov funnula. Forun A ASilO f.1113 T)re 1 rn;p,w
'!ar Nu. which son hut notenall>'
Asl M C30 A Ty;c f
$1.It\\ lCiv.N)i: '$u lt e
hn mearan.c sif c..nmie. Sapernir Can puif 1:nsneers Cl 11C30c.r.s, Curis Ce::rroar.u u.u..ac retention pr..pestu neco.u-(re;;w.anec w.oveJ)
- s. nJ J tbr concrete p.aing a:id bridge strw:.; es.
All.r:wia foruiula.1:cco:unvnded for AAstgo ug4g gype 3 CODU 2fD24
- tes.~a nac estetic,e nn.1 interi.u o.nyt.:te raunC ASTM C309 l > p: I an.iu.a mmn.creial scd indestnal in.
mi;adous.
liOl;MCUPI
'tu D.t C Gen.:ral purpose all.rnin wrin:; com.
A,*.SliO M14K Type !
kc4a !! se puuad.
ANTM C309 Type I n.,.....rv. i.,._.. O m,..... r.
s..-
.a s
s.
Formu!ated To
.. I :...:
. Comp!y '.7ith Ps:luct Forr.ter Mom:ntre g Dc:cription These Sp:cifi:r.tiar.s*
f ~"%
Statalard curit; compoun.l. Produen A AS!!O M I4F T> pe 2
\\
}
CODF. 2S03 4 So w
- 14htly s.ofier surface Mm.
ASTM C309 Typ 2 V
t.h Meda Wt4 !'.; mea:ed 1
CODF. 2NO3-l' 45 W Fast. drying sill.re in is: curing com.
AASlio M 148 Tyre 2 Al:-linin pouevj with superict rnoitture reten.
ASTM C309 Type 2 Wh.te-Pstranted tion anJ hard surface f.im.
Corps of Es.;tacers CRD.C300 65
'Specifi.ation and testing proce.fures are ofkn modified by the v rintaindividual testinc. agencies.
To be cer:ain nf a praecti current status, ask your W. R. Ot.r.:e !. Co. technical repre entative.
y,.l.;.,n.v...s g Cic*r or c.t.ito.p;pr.::::cd Servicixd curing co:-1; cunds shou!d not be used on ccr. crete where :ccondary tbr.ri.!: or surft:ca trc;tr.icnt is ta 50 zop!!cd. In f.uch cases use Horn Cic7r S::al or Dekole, special.
p::rpose cor.1pci:nt which combine it.rdening.,cding cction with curo contro!.
F
( -
.., w :==:-*
-[-"-1 V)
(
ne. ::. r.,
! * '.' ".2 :/. n. ;.v.-
6.
i.....t.....
.-..,.....t.l,.,l,..,,..........,....,
v.....
e.
.s..
,<>,,e...
.. : r :; e r..
.,...a i.
i,.m.'., e *. :....,.. I e u. e. : ;
?.'.;
. ~.,
...n.~.....
..., 1... :.... i s :..
...aa.
.w
.. r..
.., u
.-...,...m.,.e m.
.r.
.@g-4;
..,L*:p
.._. c
. r.:. <.ac.
- u.,.r.......u n..,...:..
..,,n.e.....
.q.<..r.....,...u.
~
-,mi-v.; '. v ::.ru i- :# m v.::n a r.
.i..
v.a a at: n. A se. s
- ..w. u..
ca, c..:.
1 e..s
h, 1
. f f-
$fl[kh.
i
- V
'a MEMO
",.. a :s.
.s s-
- ', t'}.-.i.
i*
Gibtm S Hiii_. !nc.
^
m.p-.
Non.ur.,. on sicsins. cou:mucic as fc}HF-ll2 May 16, 1975 i+
'?
C. H. Catchell Du.
.7# T-JOB No 3-
. ' ' ll 1
..s.y.
TUSI - Jobsite P ECE!V.Erv QI' i
nr MAY 2 81975 t
y l
n' J. J. Moorhead
.. p i
is;
'fECEiVE..)'
, (
N Ftr
.d G&H - Jebsite
- p
}
-Q.
l COMANCHE PEAK STEAM ELECTRIC STATION
- (. ),1.- -
,[i '-
1980-82 2300 MW INSTALLATION SPECIFICATION 2323-SS-9 l
. P.
n.* '.
i
il.I.'.
' 3 [.;.,4, f.'
CONCRETE s
I CURING COMPOUNDS
.l.:
l REF. FDCR-0018 74*
- ~ -
l e# Y'f'... ' This letter will serve as limited approval of the curing compounds
,,,$,. 4
. proposed.in FDCR No. 0018 with the f ollouing restrictions.
- :; d-l
- 7. *,.s Application of these compounds shall be restricted to concrete sur-
- faces which will not receive additional concrete or cubsequent special u.-
f'.:,. -
There is no coatings, as stipulated ~in ACI-301, Chapter 12.2.1.7.
evidence that the proposed compounds are compatible uith concrete
- a Q-or other material which is to be bondad to it.
, :~s
%~,';[
Ccasequently, these ecmpounds are not approved for curing of con-e.g
.,., crate floors, ref erenced in paragraph 8.10(b) of specification i
.2323-SS-9.
.c.,
]!, In addition, please be advised that submittals for engineering
. approvals of this sort do not require Field Design Change Request.,
p,'j,
,. A cover letter with supporting information is adequate.
. ;,,;0fys
- t.:
. ;.
- g J:--P^Moofhead
'J' '. < c' '
l'.
Resident Engineer.
'DIST.
pg7j IS d
. %.q, U'.
,r.f
..'*yJJH/ ben -
BOUIN' f.- -
l[
Dann
'hy:T s
j. :.
'M l**
' cc:
R. W. Caudie 6L, 6A
'J CHILDP.Es
' --L---
N'*:i -
- R. E. Hersperger IL, lA
~
~
'M
,5 -
N R. V. Weber IL 1A M CI,Iqcq(
hdD.'.*;.'iG&HField2L,^2A, BUSSOLInr
/
H. C..Dodd IL, lA L_
,,l ' )* l.F : :,....,, -
KOT0;tSKI -
/(
1
- . 3.s I.._ __,
E l
1-gff 7.. _,
- c. r.uo no,
e
3 1
~
TEXAS UTILITIES SEPVICES, I::C.
COMAi:CI:E PEAK STE/01 ELECTRIC STATION-s, 1930-82 2300 tiU IllSTALLATION
(()
BROWil & I:00T FIELD DESIGil Cl!A!!GE REQUEST (FDCI)
TO:
C. H. GliTCllELL - TUSI SITE REPRESEllTATIVE S NC./C3. NO. :
G-H 2323-SS-9 REVISION:
1 SPEC./[:n. TITLE:
Concroic
~ CR DAIE:
4-;10-7 5 FDCR OliTGit!ATOR J. M. Johnsen FDCR f;0.:
0019 FD REASON FOR CIMI:'iE:
Paragraph 8.4c which states that form coating material shall be approved by Engineer.
PROPOSED CHA!!GE:
Request approval of following form coating material:
- 1) EF-COAT Release Agent
/m k._)
FDCr., M?.r0[V.g I'Y : / /[~
CHAfiGE Al' PROVED BY:
(
l ' ~,'d., J. ',
- S
, :c RESP 0MSIBLE E!!CR.
,s DATE:
/
)
b!.l.!.wJiCT L.J.1.W:
f_;/7 7j_/
d DALE:
TUSI:
DATE:
I i
7.c " ~?.h
+
.v
-4
.1
/
- ... r ( *..
\\.
...**i...
s
...t
/. T '.,='.~;......
'u.
r.*......u.
./..,
_t,,,, -r
. i
..s s,
i
.. ~..
.\\
ll
%~
9 h C..
.; S.
...a r% O
'~.*e...
,u,
(
- ,u,.."...,
- g.,...,,,4 s.
s.....-..
.s,..w......
.... I n.,..,
s... s,. '.
..n..A..
.g.
s.
s.,.
.s.
es.
c
... y... -.,,.
.r. c.' C r. 7. *g.'6..'......
" **: ~ *
.*..s*.+.o*.*.~.'..t.
- * * * " '.? $.
? *,..
.t...
-.. - ; w.,.i..'..
s.~.
EF.CGAT c.u :m o I)a:,itWe bmrier to wh::h concre:a
,.,1.t...,,......:.a... n..
cannst cdhere.
opi:. red. Ccn:r ta cus,e. up.es:v::tc..d.asting evi.a il over.
U.C. CAT wil1 not c.
is e.irain:. tea..
.s.... n... v.......,....... N, ?.'
r.n.s..
.a..
~
> ;J!ct or. l r.pccted u:e of U-COAT v.cr..;.:: sis F.!y.
wood, rc::cc.:: chipping cnd cr:acks. Pic.onis plywood
.......u.. :...
, rcra bi.cerair.9 pw.aorurt y spc.n )y.
..r..-..
s.
.. f..,.
EF.COr.T con.ains ca!usive A135. a pos:tive rust in.
I.ibiror. A ligh: coct ca :sc! forms upon 2:::pp!r.g, wi!!
., s
.t..,..;
- r........
a>.2v:n: sus fcr wecil.s or ract.:h.
4.
s m
,i.ACOAY c:r.irv,;:J fonr.c:c. cr. ccnn.: staia concr-tc.
...o..h,,~..,......2:...r.... t.s..
cfv fu ever, w..!e concsch.
. s.
.,.y...,,..
U COAT is cGective wh.:n c;p!!ed at a rete o.' 1500 s,cer:re icer p: gol,sa.
.s..
U. COAT is nen.irri: stir.g to hurnon skin, he s a f.mh pcir.' ci cvd: I'0 ciegree,. '//.!! ne,t so'un con: rete.
', f,f CJ ~r VJ US *.!
Use of EF. COAT efirainnras cr..f c.:;e,:! to scne biast cen.
c.c:e bdore p'e.:c.in;;, c:c.
U.CCA ccre.pN. wi*h the ru;Mremen;s.! Ccrps of
(
...,..,. w...,..
. u.
In;i n<:crs.p;c:f.cenion CE 20-: :. cnon 3 02-i*. 2T. COAT i
.s..,
e
- s. uce c. es.ro:.-r.v. n non.sicinim) and I. :. r. no rcisi.
..L.
cus 8f. (v~...... -, M,, A.TI. C4..d g.
M.
.i *:t> J.N-t.
D.
//.:1r.e:. :
"n
.:331 N.12.1.:!h 5..
51f, 26' 11.:i Tcri V/.yn, ir.ci.:.n-2 301 Coving..n ::c:al 7,9/.:32 1547 f/.,.. chen. 1 6 uiuy
- i. a fer.: rot avx.m 201, U S..!203
/.f:enm, G.mg.
15 55 H:r. i.. P-- d G.1j? !3 5 ?.T i *- :P.5, 'i.;, c s 19iS Y.'cr 02:~.4...i03 5: at 2).1f 7.:d.6'.75
' eec-:. Ced as.-
32 W ; cst Ch sid. /.vehoe 209, 2M,.c47.1 r
I.
(\\8
. :.e,.;.. '!.
..:r gr: n 7M Yl. ta..<4 - 5 r.e'. f.en:
204 d5;f.'.:W4 f
Gm : t.:r.m. G. c-;>
O f ed.i Po.id 4 !b;;.7/.6' r/
..a.
s.,.
.;. t - A
- r...,. s
- s..,...,.
~
i -
iA; D, M - 14 $T. :.4.iO* *, n..!-
WildL,1:'"'.'. 'iO314 r.
. s,..% 4.... -r.
- 4...r.
.w
,. -,.n,,...,,...,.,,.,.,.s,,,..f.,,.,...s.
,e
.c.....4 v
- -~
- 7. ~.
s.,
i :.w::.. t u cc s::,.ii.. m.;
(,
ta t.. ves.n p
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C. l!. tS t rt:.11
>tay 20, 1975 t
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'4-Sp clii.atIva 2323-SS ')
Coat (etc Forn Coc.Li.n;; Material File No. 05209 1:e'erence 1 - FDC1' h*o. 0219 liefe; unce ? - 1:W-0750
- ini.s 1ctrer. rill con::titute approval of "Darke Release" and "EF-Cont" es fo::a tv.atin'; ual,.:ria ls, it IG:iu-3 untlcratc.0d that both products c:ect
- .*au rce:uirca. cats at ; cragraph !.4 c,f /,01-301.
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'- J. -J. Moorhead Resident Engineer JJM:D.'sF: t e ec:
R.
h'. Caudic 6L R. E. !!ersper;;er IL R. V. tieb. r 11,
- 11. C. 0..d.; 11.
R. V. Fleck JT.
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l TEXAS UTILITIES SERVICES, INC.
r; C0FR!CHE PEAK STEA!4 ELECTRIC STATION fJ 1930-02 2300 141 I!!STALLATI0f!
s BROWN & ROOT FIELD DESIGN C1'Af;GE REQUEST (FDCR)
T0:
C. H. GATCHELL - TUSI SITE REPRESEllTATIVE SPEC./D'.!G. NO. :
2323-SS-9 (G&H)
REVISION:
I l
i SPEC./9WG. TITLE:
Concrete FDCR I:0.:
non FDCR DATE: 4/?2/75 FOCR ORIGINATUR J. M. Joiinson REASON FOR CilANGE: Request for use of patching material.
PROPOSED CHANGE:
Per G&H spec. 2323-SS-9, Rev. 1 paragraph 8.6 (which refers to CH. 9 of ACI 301-72) permission is requested to use Weld-Crete, manufactured by Larsen Products Corporation, as a proprietary compound for the patching of defects in concrete surfaces, including tie holes.
J Attached please find specifications and test reports
&)
on Held-Crete and VBR-0403 uhich states that Weld-Crete l
is acceptable in nuclear work.
l VOID i;
/1 3
CHANGE APPROVED GP:
FDCT.4PP. ROVED DY:,/f 46C. v' b4e RESP 0:!SIBLE Elr>R.
/(. jei e..f / '/'
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fj KP. CE W i3 Q CI"EfIGY.. /
DATE:
DATE:
1 '2/ '/9 TUSI:
l DATE:
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TEXAS UTILITIES SERVICES INC.
OFFICE MEMOR ANDUM H. C. Dodd May 30, 1975 o
Tu Glen Rose. Texas
['-
sg,;cet Comanche Peak Steam Electric Station 191!f0 821300~hr1~nTrall.icion Concrete Specification 2323-SS-S Repair of Surface Defcets Ref. FDCR-0026 GHF-ll3 File No. 09410, 05209 The attached letter (C11F-ll3) will serve as response to FDCR-0026.
As noted, approval request of this nature should be handled by a cover letter in lieu of a Field Design Change Request.
./
.AN'T /S tu t C. H' atchell Res nt Manager CHG:MPJ1:te Attachment JO3 NO. 39 f105 cc:
R. W. Caudie 6L ECEiVEF%
('
('
b.s u0 C'f JUil 0 21975 il li L; ECE1VEN DIST.
DATE DODD Pc: Int CIIII.02ES
/
!!cCLU.70Ci:
EUSSOLI !I
/
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Gi!F-ll3 Mav 19, 1975 To C.
H.
Gatchell Du.
'r.x.MIElilES SERV.CES TUSI - Job titkESES CC];ST. GFFICE A,
prm J.
J. Moorhocd cru
.inheien A.
Comanche Peak Steam Electric Station 1980-82.2300 MW Installation Specification.2323-SS-9 Concrete Repair of Surface Defects Ref. FDCR-0026 This letter will constitute limited approval of Weld-Crete as a proprietary compcund tor the repair of surface defects, contingent on the resolutior, of the following items.
Prior to use of this material the contractor shall confirm 4
hg that it is compatibla wit.h the proposed form coating compounds and/or curing compounds.
Additionally, trial patches shall be made to assure uniform color consistency with the adjacent concrete.
Note that approval requests of this sort should be handled by a cover letter in lieu of a Field Design Change Request.
2ss.A/
J FJ -Moorhead
..Resid.ent _ Engineer E U :) ) - C.0.*] };f.,'. _____
R. E. liersperger IL
' J. J. :.'.O C ", c.,'n )"3,,,y, JJM:DAF:te
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TEXAS UT1LITIES SERVICES, It!C.
COMAfiCHE PEAK STEAM ELECTRIC STATION (J
1980-82 2300 MW INSTALLATION
(
BROWN & ROOT FIELD DESIGN CHANGE REQUEST (FDCR)
T0:
C. H. GATCHELL - TUSI SITE REPRESENTATIVE SPEC./DWG. NO.:
G.H 2323-SS-9 REVISION:
1 SPEC./DWG. TITLE: kncrete FDCR NO.-
0037 FDCR DATE:
5-1-75 FDCR ORIGINATOR J. M. Johnson REAS0M FOR CHANGE: Compliance to Section 5.9 which states that only approved concrete shall be placed unless approved by Engineer.
PROPOSED CHANGE:
In answer to TUF-419, attached is R. W. Hunt Report l
HCP #68 which verifies that the compressive strength of the 7-day core sample taken from the potable water storage tank foundation is 2868 psi. Since test report is favorable, approval is requested to complete place-ment of concrete in tank foundation with unapproved (3)
Class A, 4000 psi concrete.
VOID CHANGE APPROVED BY:
F)JR APPROVED <BY:
e9772cdeb /MC1//.uv,/
f.
RESPONSICLE ENGR.
M-j
$&R K0 JECT ERGi!.aErt DATE:
- g DATE: 70w f,
/oK TUSI:
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DATE:
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9
^
REQUEST NO.
TEXAS UTILITIES GEERATING CCITANY DISI.
. DJ.C '
COSAi;CllE PEAK SIEAM ELECTRIC STATION
~ ~ ~
l FIELD PROBLE}!/ ACTION lu: QUEST DCDD v.
DC::12:
I CI!!LD*_j, l </y ;
APPLIC.*. ELE SPEC./DRAUING/DOCUlINT:
Spec. 2323-SS-9
- cetI: '.c.
IiUSOLI::1 1 /.o REVISION
- 1 JOB NO. 351195
- cm;r.
ISSUE DATE:
ECEIVE I
fi MAY - 61975 g I_
t
,/_7 SAFETY RE'EED
- ' \\
il,Ml l
ECEIVE fil/'-
} _/_
STATEi' NT OF PROBLEM.OR QUESTION:
(attach reference, inquary, n 1.
E available)
Contractor reonests aooroval to complete Dotable water storage tank foundations usina Class "A" concrete for which mi:: design has not yet been approved.
(See R-00h7, attached.)
N Y
/
Request e
2, f.
Prep'd [ M,d5' L.
Requested by:
BER 5-1-75 Orcenization Date By M1;;niture Date 2.
ENGINEERING REPLY:
(attsch confirming telecons, letters, etc.)
RESPONSE: Miv desian has been submitted for aooroval (reft BRO-0 0_0_8 )
anel agnears accentable except for resolution of'three exceptions _to moecification reouirements noted in GHF-104.
Contractor (is) ($ocxxx) nuthorized to proceed providing that action is taken to orevent recurrence of deficiencies noted on initial poIii, and thpt all requirernents of scecification SS-9 reg.arding mix Te'~~
sign approval.are ultimately satisfied.
f
. Y/
( Ly_
5_5_y5 TUSI Resident Mans 3cr Date D,istribution/
TUSI, Dallas (6)'
Ef.R. liouston,(2)
TUSI, - Fit 1.1 (2)
G:.11,1:ce York (2)
- "--uAe#.M%._"4. den.T Mm4M-s*%
- $ =m8 9f a t.da9 m
_"*'W'*>.#4
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' $4lp.= Myr 9
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E2OR.s."?.* W.1:EJWJ CO*!!*.*J4'J. ICw.ct:n cess u..ia.
i.unuis f,~I m<=r r.u No-3777-6 (v
13-C-9927 Dato:
S-J - 7.C eau o.o u Brown & Root. Inc.
P.O. Box 1001 Glen Rose, Texas 76043
Subject:
T'exas Utilitics Services, Inc.
Re: B & R/TUSI retention time for the attached documente Comanche Peak Stcho F.lectric Station e.ee77me years af ter plant 1980-1982 Units 1 & 2 begins operation.
, Job No. 35-1195 B & R Subcontract No. 35-1195-0225 -
.. Hunt. Project No. 513 4
.;..Centlemen:
Please. acknowledge, receipt of the following item by signing and returning a copy of this letter.
$('l S V ' ~' (' en4 M cS $ r e n 7 t~ s 7 - o st
> '/h 0 cc CLASS Oracn e rG Fat! 1:e n u is.e-r-re e w.s w a v i eo r ie,
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ROBERT W. HUNT C0d1PAUY
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Rec. py /. 7&f.bBrownpRoot,'Inc.
4 676~#
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< g l
m Form HCP-9 Nhy e
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a 3-3927 Date:
t/-3 0- 96~
rAct
'T To:
Brown & Root, Inc.
RE:
Texas Utilitics Services, Inc.
k' P.O.
Box 1001 Commanche Peak Steam Elcetric Station Glen Rose, Texas 76043 1980-1982 Units 1 & 2 Job No. 35-1195 B & R Subcontract No. 35-1195-0225 Hunt Proj ec t No. 513 Centlemen:
We repcrt results of Concrete Core Compression Tests. ASTM C-42, (Hunt E1072).
Tests of Concrete Cores, ASTM C-42, (Hunt E1072)
~
I.D.
No.
d).T. it J l t
Date Sampled 4 -33 Date Received 4-32 Date Tested
'l-d o Age at Test 7
D iatn e t e r (in.)= d 1
- 3. (M S
~
Area (sc. in.)
L ')
Height (in.)= 1 S. W1,7 1/d Ratio
.2.00 Max. Load (1bs.)
/(33/f c Strength (PSI) 2 % (,M Corr. Factor
/.00 Corrected St eneth:
3363 Required Steenntn:
4'y,9-19 day Location:
fdn.tode> ha:W L ene Tit c:+h n 4.uar%n 3,6 00 1
o i i
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Respectfully submitted, ROBERT W.
HUNT COMPANY l-- ?
s
^
J/5/54 f v
, Form HCP-E1072 9
I ROBCRT W.
H U NT CO M P A N Y.
4
~*
TEXAS UTILITICS SERVICES, It:C.
COMANCHE PEAK STEAM ELECTRIC STATION 1980-82 2300 MN INSTALLATION
(']
BROUN & ROOT FIELD DESIGN CHAf'GE REQUEST (FDCR)
T0:
C. H. GATCHELL - TUSI SITE REPRESENTATIVE SPEC./ m. f:0.:
G&H 2323-SS-9 REVISION:
1 SPEC./D:3. TITLE:
Concrete FDCR f;0.:
0033 FDCR DATE:
5/5/75 FDCR 0.31Gil:ATOR J. M. Johnson REASOff FOR CHANGE:
R.11. Hunt is conducting ASTM C227 and C342 tests for aggregate which take 6 months and 12 months respectively to run.
PROPOSED CHAT!GE:
Request temporary waiver for referenced tests until I
results are obtained on 7-14-7S and 3-31-76 respectively.
t o
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CHANGE APPROVED BY:
FDCR, f onffVED)/
Nic[jIf4
/ddXx 4
RESPONSIBLE EliGR.
DATE:
rw B&R PR'0 JECT Ei.GiliEER
()
DATE:
f T-75 TUSI:
DATE:
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- i I.sTM-C33 r.guires arigregate renetivity tenta per 1.G?!:-C227 y'
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Fequest tc:.porary waiver of th2se LCEtn pending receipt of 7: cst recults.
(Sec :' DOR-0030, copy r,
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On th: hncis of tect results: obtnined to 4:cte (ASn'.-C2S9 and j
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The reactivity pr.vertiet: of proposed
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Although the r001:lto of the tes u per
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i te r.ts.
The results of pcriodio In'asurc= cats chcIl be trann-citted prc=ptiv. to the engineer.
I It i- - undcratccd by nCI and the contractor that should tho test result-a bc 0.dverse,c0rrective netier., including the r.c=cval cf concrete, cay be rce.: ired.
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TEXAS UTICITIES SERVICES, IiC.
COMAf;CHE PLAK STEAi1 ELECTRIC STATION
<~3 (y
1980-02 2300 !1W INSTALLATI0!!
s CROWN & ROOT FIELD DESIGN CHANGE REQUEST (FDCR)
TO:
C. H. GATCHELL - TUSI SITE REPRESENTATIVE SPEC./C5. NO.:
G&H 2323-SS-9 REVIS10!!:
1 SPEC./C3. TITLE:
Concrete l
FDCR NO.:
003o FDCR DAIE:
5/5/75 FDCR ORIGit:ATOR J. M. Johnson REASON FOR CHANGE:
A communications problem on the answer to the TUSI/G&H Field Deviation Request No. I resultea in an oversight on the Flexural Strength Test,
~
ASTM C78. This omission was not discovered until the Class B concrete approval checklist was developed.
PROPOSED CHANGE:
Request temporary waiver for referenced test until results are obtained on 5/23/75.
\\f01D-CIIANGE APPROVED BY:
FDCR APPRO,VE BYf 8diff?/
d 7, [/d;w RESPONSIBLE ENGR.
j i
B&R Pr'.0JEC'T i.Gl;;LER DATE:
1 DATE:
J. 6 TUSI:
i DATE:
4.m Q.:9
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I acc.uest temporar.v. waiv'tr of ficxural ::trent.eth t.ect f.cr class B i
concreto.
This is a require =ont of parogr..ph 5.5 (b).
D i
Sec F00P.-0039, copy.attcched.
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Tc:st rc= ult.c will he availabic on 5-23-75..T!:e 'cnly concretc echeduled prior to thic date is the contain=ent aud n:st which uill be clasc A. concrete.,
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They shall.ba provided ac coon as.
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C0::A.Cl!E PEAK STEAM ELECTRIC STATION 1980-32 2300 MN INSTALLATI0!l 7
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['d BROWil a ROOT FIELD DESIG'! CHA!!r,E REQUEST (FDCR)
TO:
C. H. GATCHELL - TUSI SITE REPRESENTATIVE SPEC./Dri. f:0. :
G&H 2323-SS-9 REVISION:
1 SPEC./D:3. TITLE:
Concrete FDCR N0.:
0042 FDCR DATE:
5-5-75 FDCR OR!Glf!AiOR J. f4. Johnson REASC:! FOR CifAl'GE:
Petrographic e,xaminations, ASTM C295, for aggregate were conducted cnd no dolomite was fcund. ASTH C536, specifically conducted on dolomitic rock, states in the l
Scope, paragraph l'.2, that the C586 tcst is intended as l
a research screening method rather than for specification enforcement, and it is intended to supplement data l
from field service records, petrographic examinations, and I
tests of aggregate in concrete.
l PROPOSED CHAT:GE:
2 ASTM C586, has not been conducted and request that this test be waived.
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' ICHAf'GE APPROVED BY:
FD"n f.fy;0VES,6 b,.,4.[ $ f dId.? - '.d. i' Mc e.
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- RESP 0:45IBLE ENGD..
I LGR PROJECi U.'il:EER DATE:
! fl DATE:
f-9 -J 7 TUSI:
v' DATE:
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C-29S c.m1 A5m-C-550.. Request waiver of AS12'.-C-H 6.
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The Tor.t for Potr_ntial Alkali Reactivity of Carbon sto Doche for cor. crete Aggregates, AST!i-c Sn5 in to -be perfor:.cd un required I
by 7sn:-c 33.
Ec. favor, con: rote placacents r.sy be r.tde Guring this tunt, dich s-ill tche up to a year to ccs:plete.
the conduct nt It it. understo;4. by TUSI and the contract.or that should the coat rceults be adverse corrective artica, including the recovel of
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. a Eddi JSI-DR-2 37 REQUEST NO.
TEXAS UTILITIES GENERATING C0:IPANY
{~}
COMASCHE PEAK STEtJI ELECTRIC STATION l.j N
FIELD PROELEN/ ACTION REQUEST 2323-SS-9 APPLICAELE SPEC.EMM."IXI*DCCXXyg 1
ISSUE DATE 3/19/75 REVISION:
Partially SAFETY RELATT.D 1.
STATDIENT OF,PROSLEM.OR QUESTION:
(Attach reference, inquiry, if availabic.)
B&R asked for interpretation of necessary preparation of construc-tion joints in non-structural concrete such as protective slabs and h[h5%
backfill areas.
Wf @ IM E a
w aaw Rcquested by:
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.B/_2.1/_7 5 Prepared pC h4.[__ -
p /;1 / ic; Organization Date By Ud
' Datic 2.
ENGINEERING REPLY:
(Attach confirming letters, etc.)
All loose material. dirt and foreign ma + + o* mn n +- bn vomnvna by air or water blastino as necessary.
T +- in n n t-nac nc mary + n re-move all laitance except that whi ch in innnonpa an a vnnn14 nf *bo cleanino coeration.
The application of mortar to the orecared joint referenced in Specification Paragraoh 8.3.2 is not recuired for non-structural con-crete pours.
UE RECOEIEND THAT CONTRACTOR (IS) QIEXXTJ) AUTHORIZED TO PROCEED as noted above.
M.
TITLE Resident Engineer DATE 8/21/75 (Design-Engineer Representative) 3.
RECOMENDATION
/ APPROVED
/! TOT PbVED
/
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DATE
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TUSI dsident Manager
/
Distribution: TUSI (Dallas) (6)
B&R Houston) (2) - G&H (New York (2)
TUSI (Field) (2)
B&R (Field) (2)
G&H (Field) (2)
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N@ /'
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