ML18249A131
| ML18249A131 | |
| Person / Time | |
|---|---|
| Site: | Brunswick  |
| Issue date: | 08/13/2018 |
| From: | Duke Energy Progress |
| To: | Office of Nuclear Reactor Regulation |
| Shared Package | |
| ML18249A165 | List:
|
| References | |
| RA-18-0131 | |
| Download: ML18249A131 (5) | |
Text
UPDATED FSAR PERTINENT PORTIONS OF BSEP STRUCTURAL FILL QUALITY ASSURANCE SPECIFICATIONS APPENDIX 2C Revision:
26 Appendix:
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i of i TABLE OF CONTENTS 2C PERTINENT PORTIONS OF BSEP STRUCTURAL FILL QUALITY ASSURANCE SPECIFICATIONS [HISTORICAL].................................................................................................. 1 2C.0 CONSTRUCTION CONTROL............................................................................................................ 1 2C.1 QUANTITATIVE INSPECTION........................................................................................................... 1 2C.2 QUALITATIVE INSPECTION............................................................................................................. 1 2C.2.1 QUALITY OF MATERIAL........................................................................................................... 1 2C.2.2 REQUIRED DENSITIES............................................................................................................ 1 2C.2.2.1 Relative Density...................................................................................................... 1 2C.2.2.2 Proctor Densities.................................................................................................... 2 2C.2.3 IN SITU DRY UNIT WEIGHT..................................................................................................... 2 2C.2.4 ADDITIONAL TESTS................................................................................................................ 2 2C.2.4.1 Plate Load Test...................................................................................................... 2 2C.2.4.2 Standard Penetration Test..................................................................................... 3 2C.2.4.3 Grain-Size Analysis................................................................................................ 3 2C.2.4.4 Water Content Determination................................................................................. 3 2C.2.5 FREQUENCY OF SOIL TESTS................................................................................................... 3 2C.2.5.1 Maximum and Minimum Density Tests.................................................................. 3 2C.2.5.2 Modified Proctor Tests............................................................................................ 3 2C.2.5.3 In Situ Dry Density.................................................................................................. 3 2C.2.5.4 Standard Penetration Test and/or Plate Load Tests.............................................. 3 2C.2.5.5 Grain-Size Analysis................................................................................................ 3 2C.2.5.6 Water Content Determinations............................................................................... 4 2C.2.6 DOCUMENTATION OF INSPECTION OF STRUCTURAL FILL CONSTRUCTION.................................. 4 2C.2.7 ORGANIZATION AND STAFF..................................................................................................... 4 2C.2.8 FIELD LABORATORY AND OFFICE............................................................................................ 4 2C.3 REFERENCES............................................................................................................................... 4
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UPDATED FSAR PERTINENT PORTIONS OF BSEP STRUCTURAL FILL QUALITY ASSURANCE SPECIFICATIONS APPENDIX 2C Revision:
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1 of 4 2C PERTINENT PORTIONS OF BSEP STRUCTURAL FILL QUALITY ASSURANCE SPECIFICATIONS [HISTORICAL]
QUALITY ASSURANCE SPECIFICATIONS STRUCTURAL FILL BRUNSWICK STEAM ELECTRIC PLANT SOUTHPORT, NORTH CAROLINA 2C.0 CONSTRUCTION CONTROL 2C.1 QUANTITATIVE INSPECTION The following quantitative inspection program was performed:
- a. During excavation and during placement and compaction of material, a continuous visual examination and classification of the soil was made.
- b. During excavation, the soil was selectively stockpiled as either structural fill or spoil material.
- c. During placement of soil, the type of soil, gradation, water content, compaction procedure, equipment, and thickness of layer were monitored.
2C.2 QUALITATIVE INSPECTION 2C.2.1 QUALITY OF MATERIAL The material to be used in the structural fill will be borrowed from the site area including material from the intake and discharge canal excavation and from other nearby borrow areas as specified on EDCE Dwg. 68-118-C1 and EDCE Dwg. No. 68-118-E58 (attached). This material shall consist of fine to medium sands having less than 15 percent by weight passing the No. 200 sieve (designated as Class I)
(Reference 2C-1) and/or fine silty-to-clayey sand having a percentage of fines passing the No. 200 sieve in the range of 15 to 40 percent (designated as Class II) (Reference 2C-2).
2C.2.2 REQUIRED DENSITIES The structural fill foundation scheme, as shown in Drawing Nos. 9527-F-1025 and 9527-F-1026, shows the required minimum relative densities and/or modified proctor densities, depending on location with respect to the plant facilities.
2C.2.2.1 Relative Density Class I backfill will be controlled with a relative density criteria which is defined as:
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UPDATED FSAR PERTINENT PORTIONS OF BSEP STRUCTURAL FILL QUALITY ASSURANCE SPECIFICATIONS APPENDIX 2C Revision:
25 Appendix:
2C Page:
2 of 4
(
)
(
)
100 100 min max min max min max max x
x e
e e
e Dd
=
=
where:
d D
=
relative density in percent max e
=
void ratio of the granular soils in its loosest state (minimum dry density =
min
)
min e
=
void ratio of the granular soils in its densest state (maximum dry density =
max
)
e
=
void ratio of the soil in its natural state (natural dry density = )
This parameter is a measure of the density of the soil with respect to a minimum and maximum density as obtained in standardized tests. The minimum density will be measured by the method described in ASTM Designation D2049-69. The basic method for establishing the maximum density is by compacting the soil in molds of known volume such as a Modified Proctor Mold, a Standard Proctor Mold, or a one cubic-foot box. An alternate method will be used on selected samples to verify that the basic method gives adequate results for all soils used for the structural fill. This method involves the use of a vibratory table with independent amplitude and frequency control as described in Reference 2C-1. Where major discrepancies occur, the Modified Proctor Mold measurement will control.
2C.2.2.2 Proctor Densities Modified Proctor tests will be performed on Class II backfill samples taken during density testing. These Modified Proctor tests will be conducted in accordance with ASTM Designation D1557-70 Method A.
2C.2.3 IN SITU DRY UNIT WEIGHT The in situ dry unit weight of the structural fill will be determined by the following two methods:
- a. Water balloon
- b. Sand Cone The Washington Densometer will be used in the water balloon method with procedures as outlined in Reference 2C-2.
The apparatus and procedure used in the sand cone method will conform to ASTM Designation D1556-64. Periodic correlations will be made between these two devices to ensure consistent test results. The majority of the density determinations, however, will be made with a Washington Densometer.
2C.2.4 ADDITIONAL TESTS 2C.2.4.1 Plate Load Test Plate Load Tests may be used to supplement data obtained from the direct dry density measurements.
The Plate Load Test will be performed in accordance with ASTM Designation D1196-64.
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UPDATED FSAR PERTINENT PORTIONS OF BSEP STRUCTURAL FILL QUALITY ASSURANCE SPECIFICATIONS APPENDIX 2C Revision:
25 Appendix:
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3 of 4 2C.2.4.2 Standard Penetration Test The Standard Penetration Test will be used to supplement relative density data from the direct dry density measurements. The tests will be performed in accordance with ASTM Designation D1586-67 during critical stages of the backfill and when the backfill is completed.
2C.2.4.3 Grain-Size Analysis Grain-size determination for the structural fill will be made by sieving and/or hydrometer analyses.
Sieving will establish the grain-size distribution for the greater than No. 200 sieve size fraction. A hydrometer analysis will establish the grain-size distribution for the fraction passing the No. 200 sieve.
2C.2.4.4 Water Content Determination Water content determination will be made by oven drying soil at approximately 110 degrees centigrade in accordance with ASTM Designation D2216-66. However, for rapid moisture determination, drying by alcohol burning techniques will be used.
2C.2.5 FREQUENCY OF SOIL TESTS 2C.2.5.1 Maximum and Minimum Density Tests Maximum and minimum density tests will be conducted with every in situ density test on Class I soils unless the backfill materials are uniform. A soil sample will be taken during the density testing and used in the laboratory for maximum-minimum density testing.
2C.2.5.2 Modified Proctor Tests Modified Proctor Tests will be conducted with every in situ dry density on Class II soils and as often as necessary to assure that the water content of the Class I soil is not affecting the degree of compaction.
2C.2.5.3 In Situ Dry Density During the initial stages of the construction, the structural fill dry density determinations will be made for every 1,000 cubic yards of fill. After the contractor and the earthwork inspector have acquired familiarity with the soil and the procedures, less frequent testing will be necessary. However, the maximum amount of fill to be placed without a dry density determination will be 5,000 cubic yards. At least one in situ dry density test will be made each day backfill is placed.
2C.2.5.4 Standard Penetration Test and/or Plate Load Tests Standard Penetration Tests and/or Plate Load Tests will be conducted as required to assure that adequate control of the structural fill is being maintained.
2C.2.5.5 Grain-Size Analysis Grain-size analyses will be conducted with every in situ dry density test and/or with every change in material. One grain-size analysis will be conducted for every 5,000 cubic yards of fill placed or each day backfill is placed.
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UPDATED FSAR PERTINENT PORTIONS OF BSEP STRUCTURAL FILL QUALITY ASSURANCE SPECIFICATIONS APPENDIX 2C Revision:
25 Appendix:
2C Page:
4 of 4 2C.2.5.6 Water Content Determinations Water contents will be determined for every dry density test, and as required in the field to maintain proper control.
2C.2.6 DOCUMENTATION OF INSPECTION OF STRUCTURAL FILL CONSTRUCTION Inspection and testing records will be kept on a daily basis in the form of daily reports, sketches, and photographs where required. These reports will be submitted to the Brown and Root Quality Assurance Engineer immediately as they are completed. At the completion of the structural fill, a final report will be submitted which will contain a complete history of the construction including complete descriptions of all methods used for testing and the test results.
2C.2.7 ORGANIZATION AND STAFF The Earthwork Inspector (E. D'Appolonia Consulting Engineers, Inc.) represents CP&L (now known as Duke Energy Progress, Inc.) and is responsible for the quality control and documentation of all earthwork.
The Earthwork Inspector's field engineers will work with the quality assurance team from Brown and Root and will be directly responsible to the Vice President and Manager of Engineering of E. D'Appolonia Consulting Engineers, Inc.
The Earthwork Inspector will be represented at the site during each construction shift by an experienced soils engineer assisted by required graduate engineers and engineering technicians. He will have the authority to alter compaction procedures during operations to assure that the desired end product is as specified in the design scheme.
2C.2.8 FIELD LABORATORY AND OFFICE A field laboratory will be installed at the site where all laboratory tests will be conducted. The equipment necessary for all previously mentioned tests will be available.
A field office will be installed at the site. The office will be equipped for immediate reproduction of field and laboratory test results and report preparation.
2C.3 REFERENCES 2C-1 "Test Fill Program Results, and Backfill Recommendations for Class I Backfill, Brunswick Steam Electric Plant, Southport, North Carolina," E. D'Appolonia Consulting Engineers, Inc., 1970.
2C-2 "Test Fill Program Results, and Backfill Recommendations for Class II Backfill, Brunswick Steam Electric Plant, Southport, North Carolina," E. D'Appolonia Consulting Engineers, Inc., 1970.
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