ML20076K895
| ML20076K895 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 09/08/1983 |
| From: | Foster D GEORGIA POWER CO. |
| To: | Adensam E Office of Nuclear Reactor Regulation |
| References | |
| GN-255, NUDOCS 8309150304 | |
| Download: ML20076K895 (40) | |
Text
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occo..iPn w cmrcey 333 P odo r r1 App Avew cmg a ynn Tem o 404 b2r,7(26
.Ir O ' ('3 N PO31 C+! Ce POW 4W) i AN M Gmga m n2 h Georgia Power ;
] o. o.recter . uur ""t e4 e < em V.ce Pm et ami Garwal Mer;or Vcco Pm ect l
September 8, 1983 i Director of Nuclear Reactor Regulation Log: GN-255 Attention: Elinor G. Adensam, Chief File: X2BE02
, Licensing Branch No. 4 Division of Licensing U. S. Nuclear Regulatory Commission Washington, D.C. 20555 NRC DOCKET NUMBERS 50-424 AND 50-425 CONSTRUCTION PERMIT NUMBERS CPPR-108 AND CPPR-109 V0GTLE ELECTRIC GENERATING PLANT - UNITS 1 AND 2
, COMPACTION AROUND PIPES IN CATEGORY 1 BACKFILL
Dear Sir:
In response to the request made by M. Miller, L. Heller, J. Kane and D. Gupta of your staff during our August 30, 1983 telecon, we are hereby transmitting the following:
Attachment 1: Law Engineering Testing Company report dated August 5, 1983.
This report gives the latest test fill data and demonstrates that an average compaction of 95 percent of the maximum dry density determined in accordance with ASTM D 1557 can con-sistently be achieved.
Attachments 2 and 3: Comparison of maximum dry density for concrete sand as determined by ASTM D 1557 (modified Proctor) and ASTM D 2049 (relative density). These attachments consist of Law Engineering Testing Company Reports dated April 6, 1983 and t
June 3, 1983. This data demonstrates that ASTM D 1557 con-sistently gives maximum dry densities equivalent to or higher than those achieved by ASTM D 2049. ASTM D 1557 is therefore the appropriate test to use on this material. It has been our experience that ASTM D 1557 is also a more consistent and more reliable test than ASTM D 2049.
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! The material used in all these tests and proposed for use in the backfill is concrete sand produced in accordance with Bool 8309150304 830908 ift PDR ADOCK 05000424 A PDR
Director of Nuclear Reactor Regulation Attention: Elinor G. Adensam, Chief September 8, 1983 Page 2 ASTM C-33 and meeting the following gradation requirements:
US Sieve Sizes Percent Passing by Weight 3/8" 100 No. 4 95-100 No. 8 80-100 No. 16 50-85
- No. 30 25-60 No. 50 10-30 No. 100 2-15 Gradation curves for the concrete sand being used are also included in these attachments.
Attachment 4: Procedure for trench backfilling using vibrated concrete sand. This is the method used in the test fills and the method to be required by the specification. Also included are copies of ten photographs taken during construction of the test fills. The angle iron supports discussed in our telecon can be seen in these photographs. As was mentioned the angle iron frames improve access for welding and inspection of the pipes. The vibration technique for compaction soecified in the procedure is a cost effective means of obtaining the required compaction around the pipes while minimizing damage to their protective coatings.
If you have any questions or require further information, please contact us.
Yours truly, jlf g.u,??) l l% vo b
D. O. Foster DOF/ JAB /sw xc: R. A. Thomas
- 0. Batum l M. Malcom L. T. Cucwa H. H. Gregory, III J. A. Bailey M. A. Miller J. P. O'Reilly W. F. Sanders G. F. Trowbridge
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. m . a 6 - ,- - .= l August 5, 1983 Gaorgia Power Company
, Plant Alvin W. Vogtle P.O. Box 282 Wcynesboto, Georgia 30830 Attention: Mr. Winston Davis
Subject:
Report of Backfill Testing Pipe Trenches Near the Northeast Corner of the Turbine Building Plant Vogtle LETCo Job Humber 7429 Gentlemen:
Law Engineering Testing Company is pleased to present this report the of field density testing performed within trenches near This northeast corner of the Turbine building at Plant Vogtle.
report describes the testing procedures and the presents the data.
The density tests were performed by our engineering technician, Peter Stork on July 26,~1983. The backfill
- material consist of a light gray fine to coarse sand which is also used at the Plant Vogtle site in concrete production. Six density tests were performed at two locations, at varying depths, by excavating The field density. tests were performed by challow test pits.
l procedures outlined by ASTM D 1556-64 (1974) " Density of Soil in Place by the Sand-Cone Method". Soil moisture content was determined in the field by rapid drying procedures utilizing a frying pan and a gas burner. Moisture content samples were obtained and returned to the laboratory where field moisture A bulk content determination were checked by ASTM D 2216-80.
cample of the fill material was also obtained and returned to the laboratory for modified Proctor Compaction testing by ASTM D 1557-78.
number 5, During the field density testing one density test, l
indicated a percentage of compaction of less than 95 % of the modified Proctor maximum. The area surround!6g this test was After caturated and recompacted using concrete vibrators.
vibration, density test number 6 was performed as a retest in the same area as densiy test number 5.
l The r esults of the field density tests along with field and laboratory moisture content test results are shown on Table 1.
The results of the modified Proctor compaction test is presented in the Appendix on the Compaction Test Sheet and on Table 2 in
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Gcorgia Power Company August 5,1983 -
Pago Two conjunction with modified Proctor compaction tests performed Vogtle ,
during the pipe backfill test program Previous performed at Plant modified Proctor
' ween June 30 and July.15, 1983.
- paction tests performed on the concrete sands between The testingApril
..d June 3, 1983 are also shown on Table 2.1.
indicates that the modified Proctor maximum density and optimum moisture content for the concreteTherefore, sand used an as pipe modified average backfill varies over a very limited range.
proctor maximum density of 113.8 pounds per cubic The foot was noar the northeast corner of the Turbine building. '
compaction was measured to vary between 95.1 and 98.8 percent of the modified Proctor maximum with an average of 96.5 percent compaction.
Thank you for the opportunity of . working 'with you on this project. If you have any questions regarding this report or if we can be of additional service to you, please contact us.
Very truly yours, LAW ENGINEERING TESTING COMPANY William Allen Lancaster Civil Engineer s
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TABLE 1 F'IELD DENSITY TESTS Tist Number 1 2 3 4 5 6 (Retest of 5)
Wst Weight of Soil 115.4 112.5 114.6 115.0 112.4 122.1 Por Cubic Foot Percent Moisture-Field 5.76 3.84 3.52 5.76 6.61 9.41 Porcent Moisture - 5.5 4.0 3.5 5.9 6.6 8.6 Lnboratory Dry Weight (Laboratory 109.4 108.2 110.7 108.6 105.4 112.4 Moisture) Per Cubic Foot Porcent Compaction 96.1 95.1 97.3 95.4 92.6 98.8 Notes:
Tests 1, 2 and 3 located 16' south and 25' east of northeast Turbine building corner. "
Tests 4, 5 and 6 located 24' south and 20 ' east of northeast Turbine building corner.
Percent compaction based on average proctor of 113.8 for concrete batch plant sand backfill.
Density testing performed 7/26/83 by '
Peter Stork.
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- TABLE 2 LABORATORY PROCTOR TESTING PERFORMED JUNE 30 - JULY 15,1983 Optimum -
Mod. Proctor Moisture Max. Density Content Sample PCF %
Test Trench 113.7 15.1 1
Test Trench 113.3 15.2 2
Test Trench 113.2 16.3 3
Stock Pile 113.4 14.9 Average 113.4 15.4 Test Trench 113.5 14.3 4
Test Trench 114.4 14.4 5
Average of .
Six Tests 113.6 15.1 Pipe Trench Backfill 115.1 14.2 Northeast Corner of Turbine Building Average 113.8 15.0 1.*T. *.7i'.;;.7.
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1 TABLE 2.1 LABORATORY PROCTOR TESTS PERFORMED APRIL 2 - MAY 3, 1983
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Mod. Proctor Optimum Sample Max. Density Moisture Date 1 113.6 14.5 4/ 2/ 83 o 1 114.7 13.0 4/20/ 83 2 115.9 12.1 1 112.4 13.5 6/3/83 2 110.2 17.7 3 111.6 17 .2 4 113.4 16.6 5 113.6 15.9 111.0 17.5 6
Average 9 Tests 112.9 .
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- AT N'T . GEORGIA 30324 April 6, 1983 Georgia Power Company Plant Alvin W. Vogtle P. O. Box 282 Waynesboro, Georgia 30830 Attention: Mr. Bob Scott
Subject:
Report of Laboratory Testing Plant Alvin W. Vogtle Job Number 7429 Gentlemen:
Law Engineering Testing Company has completed the requested testing of a sample of sand submitted from Plant Vogtle. The sand sample was delivered to our laboratory on March 16, 1983. In the laboratory, the following tests were performed:
A - Specific Gravity of Soils, D-854-58 B - Particle-Size Analysis of Soil, D-422-63 C - Moisture-Density Relations of Soils anc} Soil-Aggregate Mixtures using 5.5 lb. rammer and 12 inch drop, D-698-78 D - Moisture-Density Relations of Soils and Soil-Aggregate Mixtures using 10 lb. rammer and 18 inch drop, D-1557-78 E - Relative Density of Cohesionless Soils, D-2049-69 The results of the tests are shown on the attached Table 1 and the accompanying grain size and compaction test sheets. This data was transmitted to Mr. Scott by Telex on March 17, 1983.
If you have any questions concerning this data or if we can be of further assistance to you, please contact us.
Very truly yours, LAW ENGINEERIJ STING COMPANY k
11am lenLancastb Civil Engineer WAL:jbo
TABLE 1 Plant Vogtle Job Number 7429 A. Specific Gravity = 2.68 B. Particle-Size Analysis - See Attached Grain Size Sheet C. Moisture-Density Relations using 5.5 lb. rammer and 12 inch drop (standard Proctor)
Maximum Density = 105.9 pcf Optimum Moisture Content = 15.8%
Note: Sample could not be brought to higher moisture content D. Moisture-Density Relations using 10 lb. rammer and 18 inch drop (modified Proctor)
Maximum Density = 113.6 pcf Optimum Moisture Content = 14.5 Note: Sample could not be brought to higher moisture content E. Relative Density Wet Method Maximum Density -
Maximum Density = 107.0 pcf ,-6 minimum = 0.5637 Dry Method Maximum Density Maximum Density = 112.7 pcf, e minimum = 0.4846 Minimum Density Minimum Density = 92.9 pcf , at maximum = 0.8010 l
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- AT N'TA. GEORGI A 30324 (404)873-4761 June 3, 1983 Georgia Power Company Plant Alvin W. Vogtle P.O. Box 282 Waynesboro, Georgia 30830 Attention: hir. Bob Scott
Subject:
Report of Inboratory Testing Plant Alvin W. Vogtle Job Number 7429 Gentleman:
Law Engineering Testing Cor:pany has completed the requested testing of sanples of sand subnitted from Plant Vogtle. 'Ihe sand sanples were delivered to our laboratory on May 12, 1983. In the laboratory, the following tests were perforr:E,3:
A - Specific Gravity of Soils, D-854-58 B - Particle-Size Analysis of Soil, Ib422-63 l C - Moisture-Density Relations of Soils and Soil-Aggregate hiixtures using 10 lb, ranmer and 18 inch drop, D1557-78 D - Relative Density of Cohesionless Soils, D-2049-69
'Ihe results of the tests are shown on the attached Table 1 and the
- accccpanying grain size, co
- :paction and relative density test sheets.
l This data was previously transmit,ted to Mr. Scott by telephone.
If you have any questions concerning this data or if we can be of further assistance to you, please contact us.
Very truly yours, IX ENGIh'EERING TF5" ~W l
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4 Table 1 Plant Alvin Vogtle Job No. 7429 tbdified hbdified Proctor Proctor Maximum Optimum Density Density Sample Sp. Gr. Density hbisture (liin) e(Max) (Max) e(Min)
Bag 1 2.64 112.4 13.5 M.1 0.751 110.1(wet) 0.497(wet) 110.3(dry) 0.494(dry)
Bag 2 2.64 110.2 17.7 92.6 0.780 106.6(wet) 0.546(wet) 109.3(dry) 0.508(dry)
Bag 3 2.64 111.6 17.2 93.5 0.763 107.7(wet) 0.530(wet) 112.3(dry) 0.468(dry)
Bag 4 2.64 113.4 16.6 92.9 0.774 108.0(wet) 0.526(wet) 110.9(dry) 0.486(dry)
Bag 5 2.64 113.6 15.9 93.2 0.768 108.7(wet) 0.516(wet) 111.0(dry) 0.485(dry)
Bag 6 2.63 111.0 17.5- -
93.7 0.752 109.6(wet) 0.498(wet) 111.4(dry) 0.474(dry)
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RELATIVE DENSITY TEST .
DATE Yd (max)(wet) 11n. 3_ e (min) .497 JOB NAME Pt_ AN T VOGTt_ - Yd (max)(dry) 110.3 e (min) .494 JOB NUMBER 7429 Yd (min) 94.1 e (max) .751 BORING NUMBER PUA e Yd SAMPLE NUMBER 1 Dd DEPTH (FT.) ufa MOLD SIZE SP ecific Gravity 2.64 METHOD-MINIMUM DENSITY 94.1 (FUNNEL OR SCOOP)
METHOD-MAXIMUM DENSITY (DRY OR WET) 130 130 120 120 110 g s 110 s f s '
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RELATIVE DENSITY TEST DATE Yd (max)(wet)106.6 e (min) .546 JOB NAME . PLANT VOGTLE Yd (max)(dry)109.3 e (min) .508 JOB NUMBER 7429 yd (min) 92.6 e (max) .780 BORING NUMBER N/A Yd e SAMPLE NLHBER 2 Dd DEPTH (FT.) N/A MOLD SIZE SP ecific Gravity 2.64 METHOD-MINIMUM DENSITY 92.6 (FUNNEL OR SCOOP),
METHOD-MAXIMUM DENSITY (DRY OR 'n'ET) 130 130 120 120 110 110 s
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DATE- Ya (max)(wet) 107.7 e (min) .s30 JOB NAME PLANT VOGTLE Yd (max)(dry) i12.3 e (min) ,4sn JOB MUMBER 7429 Yd (min) 93.5 e (max) .763 BORING NUMBER N/A Yd e SAMPLE NUMBER 3 pd DEPTH (FT.) N/A SP ecific Gravity 2.64 MOLD SIZE METHOD-MINIMUM DENSITY 93.5 (FUNNEL OR SCOOP)
METHOD-MAXIMUM DENSITY (DRY OR WET) 130 130 120 120 110 - ' 110
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DEPTH (FT.) WA SP ecific Gravity 2.64 MOLD SIZE METHOD-MINIMUM DENSITY 92.9 (FUNNEL OR SCOOP)
METHOD-MAXIMUM DENSITY (DRY OR k'ET) 130 130 120 120
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JOB NUMBER 7429 Yd (min) 93.2 e (max) 0.768 BORING NUMBER N/A Yd C SAMPLE NUMBER 5 Da _
DEPTH (FT.) N/A S P ecific Gravity 2.64 MOLD SIZE METHOD-MINLUM DENSITY 93.2 (FUNNEL OR SCOOP)
METHOD-MAXIMUM DENSITY (DRY OR WET) 130 130 120 120
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- JOB NAME PLAtfr VOGTLE Yd (max)(dry) 111.4 e (min) 474 JOB NUMBER 7429 Yd (min) 93.7 e (max) .752 BORING NUhBER N/A Yd e SAMPLE NLHBER 6 Dd DEPTH (FT.) N/A SP ecific Gravity 2.63 MOLD SIZE METHOD-MINIMUM DENSITY (FUNNEL OR SCOOP)
METHOD-MAXIMUM DENSITY 93.7 (DRY OR WET) 130 130 120 120
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e ATTACHMENT 4
- 1. The sand shall be placed in the trench in loose lifts not exceeding 12 inches. The surface of the sand placed shall be reasonably level prior to moisture conditioning and compaction. This may be achieved by means of rakes and/or shovels. -
- 2. After placement, the sand shall be simultaneously saturated and internally vibrated to achieve densification.
- 3. Saturation shall be achieved by providing removable barriers such as sand bags, forms, or any other acceptable material at both ends of the trench so as to prevent rapid drainage of water. Water pressure shall be controlled during saturation to reduce displacement of sand particles and disturbance in compacted areas. Sand bags, forms, etc. shall be removed subsequent to completion of the section for which they were used.
- 4. The sand shall be internally vibrated using concrete vibrators.
The vibrating frequency;of the. vibrator in sand shall be in the range of 7,000-11',000 cycles per minute. The vibrator shall penetrate to the full depth of the loose lift. Vibration of the fill shall commence after the moisture is at a state such that the vibrator will move the material to achieve densification.
- 5. Vibration shall be done uniformly along the entire surface of the loose lift. Vibration shall be performed by simultaneously working two or more. vibrators on each side of the piping, resulting in a team of four men moving uniformly along the length of the bank of pipes from one end to the other. Less than four vibrators shall be used only in areas where restricted working conditions prevent the use of four cr more vibrators.
Care shall be taken that all areas are vibrated and that vibration takes place beneath and between pipes wherever possible and without damage to the pipes and their coatings.
Each 150 square feet of surface area shall be vibrated a minimum of 10 minutes. A longer period of vibration may be required if visual observation shows that inadequate compaction has been achieved.
- 6. After the first lift of fill has been placed and compacted, successive lifts of fill shall be placed and compacted in a similar manner.
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- 7. No testing shall be performed until the backfilled trench has drained of all standing water. To aid drainage, removable perforated pipes wrapped in Mirafi 140 filter cloth or equivalent may be used. These pipes shall be capped on the trench side of the pipe so as to prevent flow of sand backfill.
The diameter and number of perforated pipe will depend on the length of trench to be backfilled. Perforated pipes shall be removed subsequent to completion of the section for which they were used.
- 8. Sand cone density tests shall be performed in accordance with ASTM D 1556. At least one test for every foot of elevation shall be made for each 200 linear feet, but not more than 2,000 square feet of trench backfilled. Sand cone density tests may be performed using a 6 inch sand cone.
The use of a nuclear device will not be permitted.
- 9. Concrete sand shall be compacted to an average of 95 percent of the maximum dry density with not more than 10 percent of the tests between 95 and 93 percent and no test below 93 per-cent in Category 1 backfill areas around both Category 1 and Category 2 piping.
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