ML19241C048
| ML19241C048 | |
| Person / Time | |
|---|---|
| Site: | Harris  |
| Issue date: | 07/18/1979 |
| From: | CAROLINA POWER & LIGHT CO. |
| To: | |
| Shared Package | |
| ML18017A563 | List: |
| References | |
| ZAR-790718, NUDOCS 7907260467 | |
| Download: ML19241C048 (87) | |
Text
REPORT ON ROCK FILL TEST SECTIONS MAIN DAM SHEARON HARRIS NUCLEAR POWER PLANT CAROLINA POWER 6 LICHT COMPANY MAY, 1979
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TABLE OF CONTENTS I. Introduction II. Su= mary of Test Fill Construction III. Conclusions IV. Procedures A. Description of Test Fills B. Material Description C. Settlement Measurement D. It.-Place Density Determination E. Grain Size Distribution Test F. Permeability Test G. Large Scale Triaxial Test V. Discussion of Results A. Settlement E. Material Gradation C. In-Place Density D. Permeability Measurements E. Strength Testing F. Excavation of Test Fill CrossSection VI. Appendix A Figures and Laboratory Data VII. Append 12 3 Field Inspection Reports VIII. Appendix C Corps of Engineers Report IX. Appendix D Photographs of Construction
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I. Introduction Rockfill test sections VRMD 24-4-3 and VRMD 24-2-4 were constructed
- 1) to establish and evaluate placement and compaction procedures and
- 2) to evaluate engineering properties of materials to be placed in the rock shell portions of the main dam. Field construction was supervised by Carolina Power and Light and Ebasco Services personnel. Laboratory testing was performed by the Raleigh of fice of Law Engineering and Tes'ing Company with the exception cf Jarge diameter triaxial tests which were perf ormed by the Atlanta of fices of the Corps of Engineers.
II. Summary of Test Fill Construction Test sections of two gradation ranges were constructed; a) VRMD-24-4-3:
maximum a31ovable particle size of 22 inch greatest djmension and b)
VRMD 24-2-4; maximum allowable particle size of 22 inch average dimension.
For each test section, slightly to moderately weathered granitics of as excavated gradation were placed in lifts and worked by dozer to exclua, oversize and achieve a 24 inch lift thickness. Equipment used was similar to that which will be used during dam construction. Loose lifts were then compacted by 10 passes of a vibratory smooth drum roller with settlement readings surveyed after individual passes. Correlations made between compaction effort and measured settlement were related to visual observations of the condition of the lift surface. From this information, the optimum
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compactive effort to minimize post-construction settlement and prevent excessive surface breakage was determined to be 8 passes. Lifts for documentation of engineering properties of rockfill were then compacted by 8 passes of the specified roller. Before and after compaction gradations, inplace density and permeability, and large-scale triaxial strength tests were performed to ensure that methods and materials utilized in the test section(s) satisfied all aspects of design requirements. Test sections were then cut in half to observe dist-ibution of fines, interlock of large particles, and uniformity of compactien.
III. Conclusions Test Section VRMD-24-4-3 was constructed using a criteria for maximum allowable particle size of 22 inch length or maximum dimension. Because of the rectangular shape of granitic fragments obtained from the spillway cut, it was found that exclusion of rock of greater than 22 inch length (1) effectively required removal of the mcjority of desirable fragments greater than 10-12 inch average dimension, and (2) indirectly caused excessive and undesirable overworking of the lift surface. Test Section VRMD-24-4 s was therefore used cnly to aid in establishing placement technique and optimum amount of compactive effort.
Based on the above observations, Test Section VR3D 24-2-4 was constructed using a maximum allowable particle of 22 inch average dimension. A
representative after cor.paction gradation fror lift 2 of this test section indicates a D size f ppr xin tely 4 inches. In order to SO allow for sanple variance and to conservatively neasure rockfill strength, a parallel gradation curve with D f 3 inches was nodelled 50 for large dianeter triaxial strength tests. Data obtained from field and laboratory testing of Test Section VPSD 2-4 lif t 2 are as follous:
a, gradation ana ysis
- 1. before compaction Dnax = 18" D 50 = 6"
- 2. after cerpact'on Dnax = 18" D50 "
- b. inplace density
- 1. dry density - 139.9 pcf
- 2. moisture content - 3.9L
- c. settlement 8 passes of vibratory roll r procuced 3.5% settlerent
- d. permeability - constant head en inplace perneability test indicated a perreability (h) of 1.1 x 10 ~ cn/sec.
- e. effective strength parameters per large scale triaxial shear tests (E)
- 1. cohesion (c') = 0 psi
- 2. friction angle (O')= 40.5 degrees
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Note: Strength parameters represent a rochfill gradation with D5g 3 inches. A replacement gradation was tested at a density of 135 pef at 4.0% noisture.
Lecause of the pattern of weathering, fresher granitics of coarser gradation will be obtai _d as the excavation increases in depth. It is therefore believed that strength and perneability as acternined AO/ 1 /. fi 9/U lvV
by test section construction are conservative and will represent lower bounds for materials to be used in the main dam.
Based on our evaluation of these test sections, construction of main dam rockfill shells should be as outlined below:
Materials: Rockfill shall be well-graded durable fragments of grantics, as can be obtained from the spillway excavation. Deeply weathered zones shall be wasted so as to meet gradation requirements as specified below.
Placement: Rockfill shall be blasted by suitable means, loaded and end dumped by Euclid R-50 or equivalent haul cruck on the fill surface. The material shall be spread diagonally outward from the core by D-8 dozer to place oversize materials at the exterior of the dam shell and to achieve a nominal 24 inch loose lift.
Compaction: Rockfill shall be compacted by a smooth drum vibratory roller (Raygo Rascal 600A) using forward and backward travel for a total of 8 overlapping passes. Roller frequency shall be between 1400 to 1500 vpm and roller speed shall be less than < ,-qu?1 to 3.0 mph.
Inolace Testing: Tests to docum me density and gradation shall be performed as pe. * -- n and Light Test Procedure TP08. Requirements shall be s follevs:
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- a. inplace density: average dry density shall be 135 pcf. Absolute minimum dry density shall be 130 pef.
- b. inplace gradation: the rockfill shall be well graded with a minimum D50 size of 3 inches. Maximum size shall be of 22 inch average dimension (90% of lif t thickness) with a length to width ratio of less than or equal to 3:1.
IV. Procedures As in-place test fill sectior was constructed on site to simulate the actual hauling, dumping, spreading, and compaction processes of main dam rockfill construction. From this test fill, in-place properties such as gradation, density, permeability, and settlement due to rolling were determined.
A. Description of Test Fill - Test fill sections designated VRMD-24-4-3 and VRMD-24-2-4 were constructed during February and March 1979 in separate areas adjacent to the site of the main dam. The areas selected were free of excessive surface water and reasonably level. The areas were staked out, graded, and then proof rolled with a vibratory roller until no appreciable settlement was detected. The test fills were constructed in accordance with PPCD - SHNPP Technical Procedure TP-01.
The test sections were approximately 40 feet by 55 feet in plan dimension with 24 settlement points.
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Ramps were constructed with 5 horizontal to 1 vertical slopes. The sides of the test section were maintained at approximately 1.5 H to IV.
The material was end dumped, spread to approximately 24 inch loose thickness, and compacted with 10 passes of a Raygo Rascal 600-A roller.
The roller produces a dynamic force of 40,000 pounds for a vibration frequency between 1400 and 1500 VPM. The roller was operated at a maximum speed of 3 mph. Test fill Section VRMD-24-4-3 consisted of four lifts. Test Section VRMD-24-2-4 consisted of 2 lifts.
B. Material - The material used was slightly to moderately weathered granites and granite gneisses obtained from blasting in the spillway excavation. All material came from between Sta 10+50 and 11+75, El 250-260, West of centerline (Photo 1 ). Maximum particle size allowed for test fill VRMD-24-4-3 was 22 inches length or maximum dimension (corresponding to 90% lift thickness). Maximum particle size allowed for test fill VRMD-24-2-4 was 22 inches average dimension.
C. Settlement Measurement - VRMD-24-4 Prior to placement of the first lift, initial readings were recorded for each of the 24 settlement points. A system of offset control was used to ensure proper relocation of settlement points after each lift placement. The rockfill material was then end dumped by Euclid R 50 trucks and spread in approximately 24 inch lifts by a dozer equivalent to that to be used on the dam (Photos 2 and 3). The method and operating time utilized by both types of equipment simulated anticipated field conditions.
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After spreading, each settlement point was marked with paint sprayed directly on the lift surface. Level readings were recorded for each of the points and averaged to determine the initial lift thickness. The vibratory roller then made one pass over the entire surface of the lift without vibration and level readings were taken and averaged to determine the initial lift height. The procedure was then repeated with vibration for a total of 10 passes with settlement readings taken after each pass (Photos 4 thru 6). The settlement points were repainted as necessary.
After completion of the first lift, settlement data was collected in the same manner for the second and third lifts. Th( final level readings recorded from a previous lift were used as the initial readings in determination of the thickness of the next lift. A plot of percent decrease in lift thickness versus number of passes was constructed from the data collected for each lift. An examination of the settlement plots for the first three lifts revealed that 8 passes of the roller produced an optimum amount of settlement per compaction effort. Therefore, the fourth lift was rolled with only 8 passes.
VRMD-24-2 Settlement measurements for Test Section VRMD-24-2-4 were performed as per the above description except that only the first lift was ccmpacted by 10 passes. After observation of settlement data and confirmation of the suitability of 8 passes, lift 2 was compacted with 8 passes in preparation for testing for documentation, khh i
D. In-Place Density Determination - After the final layer of the respective test fills were compacted and all settlement data was recorded, in-place density test (s) were performed. The following procedure was used to conduct the tests:
- 1. A wood frame measuring 8 feet x 8 feet x 6 inches high was placed over the test area and held in-place by stakes.
- 2. Level readings of all four corners of the frame were recorded from a nearby established bench mark.
- 3. One sheet of polyethylene was laid loosely over the frame to be in as close contact as possi'o le with the inside of the frame and the rock surface.
- 4. The depression in the slack membrane was filled with water via a calibrated barrel to within 3 or 4 inches vr the top of the frame (Photo 7).
- 5. The volume of water added and the distance from the top of the frame to the water surface was measured and recorded.
- 6. The water was removed without disturbing the frame or damaging the membrane.
- 7. The polyethylene sheet was removed and checked for leaks.
- 8. The material within the frame was then carefully excavated and placed into a truck and enveloped in plastic.
- 9. The hole was then hand-cleaned to remove all loose or sharp material in the sides and bottom.
- 10. The weight of the total sampled excavated was determined by weighing the truck full and empty.
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- 11. The polyethylene sheet was again placed loosely over the excavated hole and frame.
- 12. The hole was filled with water to the same level as in Step 4.
- 13. Level readings were again taken at all four corners of the frame to assure the frame had not moved.
- 14. The volume of water added was recorded.
- 15. Steps 6 and 7 were repeated.
E. Grain Size Distribution Test - Before'and after gradation analyses were performed on the rockfill used in the test fills.
Before compaction gradation samples were taken from the end dumped loose lift of the test fill prior to spreading. The after compaction gradation sample was obtained from the in-place density test.
Samples weighing approximately 3500 lbs. were taken directly to the testing laboratory, spread out on a concrete floor, and heated with space heaters to remove the moisture. The material was graded by hand using square wooden sieves of 6, 12, 18, and 24 inch sizes.
The sample was then reduced by quartering and graded down to the #8 sieve using a Gilson Sieve Shaker. A Ro-Tap Sieve Shaker was used to determine particle size down to the #200 sieve. The weights retained on each sieve were carefully measured and the Percent Passing Total was determined for each sieve ranging from 24" down to #200.
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F. Permeability Test - In-place permeability tests were performed on the test fills. A constant head method was used to determine the coefficient of permeability of the rockfill material. A brief discussion of the permeability test used is presented below:
- 1. In-place permeability tests were performed on the test fill in accordance with a modification of the Bureau of Reclamation, Department of ihe Interior, Field Permeability Test (Well Permeameter Method) Designati... E-19. The precedure used was as follows:
- a. An air track drilling rig drilled a hole in the top of the test fill to a 2.8 ft. depth.
- b. The sides of the well were scarified m.d all loose material was removed from the bottom of the well.
- c. The well was filled to the too with pea gravel of known density and a standpipe placed in the top of the hole.
- d. The volume and radius of the well were thea determined.
- 3. In order to provile a large enough reservoir of water to conduct each permeability test at anticipated flows, a pump truck was used instead of the calibrated 50 gallon barrel.
Flow rates were controlled by pump rate and by valve and were measured by using an in-line calibrated flow meter at the collar of the hole (Photo 8).
- f. Water was kept at a constant head in the well by maintaining the free water surface within the 3 1/2 inch casing a constant distance beneath a string baselinT.
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- g. Water was allowed to flow into the well for approximately one hour (or until a constant head could be maintained) to ensure saturation of the area adjacent to the well.
- h. Measurements were then made at 15 minute interrals to measure the quantity of water that flowed into the well.
This was continued for approximately 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br />. An average flow rate was then calculated.
- 1. All the data was compiled and the permeability of the test fill determined for a constant head, low water table condition per Designation E19.
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G. Large-Scale Triaxial Tests - Large diameter (15") triaxial strength testing was performed on material fror a rockfill sample representative of material used to construct test sec tion WL'D-24-2-4. Tests were cenducted by the U. S . Army Engineer Division Laboratory, South Atlantic, under the direction of Mr. Robert J. Stephenson. The complete laboratory report is included as Appendix C.
Testing included a controlled strain 15-inch diameter consolidateG undrained triaxial shear test with pore c ressure measurements (R test).
Tests were conducted at confining pressures ( 3) of 1, 2, and 4 tons per square foot (tsf). Test specimens were reconstituted with material f rom a rockfill sample taken from t est section VRMD-24-2-4. A "repla ce-ment gradation" containing minus 3-inch sizes was established f or the tests based on the gradation of the total rockfill sample. Test samples were prepared by reconstituting samples of this replacement gra da tion to densities comparable to that measured f rom the test section.
Individual samples were then saturated, consolidated to the applicable confining pressure, and axially loaded at a strain rate of approximately 0.1 percent per minute. Shear strength parameters were computed at 15 percent axial strain. Total and effective strengua envelopes were then plotted.
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V. Discussion of Results A. Settlement Settlement data were analysed using (a) rom settlement data and (b) smoothed data where settlement decreases are discarded. For test section VRMD-24-4-3 raw and smoothed cumulative sett ament data are shown in Figures 1 thru 3 for the first through third lifts respectively. Breaks in the average rate of settlement per pass were noted for each lift between passes 1-2, 3 thru 8, and 9-10 as shown in Figures 4 and 5. Correlation between visual field observation (field inspection reports are included in Appendix B) and settlement data showed the following relationship:
Passes 1-2: 0.80% settlement per pass at initial high rate; rocks are repositioned and knit into a moderately compacted mass at a high rate of settlement per pass.
Passes 3-8: 0.30% settlement per pass at constant rate; rocks are tightiv compacted, sharp corners are broken to form shards over 10-20% of the surface area.
Passes 9-10: 0.18% settlement per pass at decreasing rate; surface breakage only.
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Based on the above, the fourth lift of Te;t Section VIMD-24-4-3 was compacted with 8 passes of the vibratory roller using forward and backward travel. The number cf passes was chosen to minimize post-construction settlement and ,revent excessive surface breakage.
Settlement data and rates obtained from lift 4 are shown in Figure
- 6. These data show a relationship similar to data obtained f rom lifts 1-3.
Settlement data and settlement rates for the first .'.i f t of Test Section USD-24-2-4 are shown in Figures 7 and 8, respectively.
Since these data showed consistent settlement rates to that observed in Test Section VRMD-24-4-3, intermediate lifts were believed to be unnecessary and the second lift was compacted to E passes 3- documentary purposes. Settlement data for lift 2 are shown in Figure 9.
B. Material Gradation Before and after gradations for material placed in lift 4 of Test Sectice VRMD-24-4-3 are shown in Figure 10. AD of 24 inches and max D
50 f 6 inches were measured f rom a sample obtained prior to spreading the loose lift. After compaction gradations showed a D of 18 inches max and D varying between 1.5 and 2 inches.
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The differences in before and after gradat'.on were attributed tc three factors:
- a. variance in actual material gradation.
- b. removal of materials exceeding 22 inch length (or maximum dimension) from the loose lift prior to compaction, thereby creating an artificially fine sieve gradation.
Note that rock fragments available are generally nor cubic.
With increasing length in width ratios, the difference between maxinur di:oension and sieve size increases and is believed to be significant.
- c. removal of unacceptable sizes exceeding 22 inch length unavoidably requires removal of significant quantities of acceptable sizes.
- d. particle breakage upon compaction.
Since it was believed that the effects of excluding material cf 22 inch or greater dimension were apprecinble, Test Section VRMD-24-2-4 was constructed using a raximum size particle of 22 inch average dimension with a length to width ratio not exceeding 3 to 1. Test Section VRMD 24-4-3 was therefore used only to establish placement technique and required compactive effort.
Before and after gradations of material placi.d in lift 2 of Test Section VRMD-24-2-4 are shown in Figure 11 . AD aa: of 18 inches and a D 5 of 7 inches were measured from a sample obtained prior to spreading the 4'16 100
loose lift. After compaction gradations of a representative sample showed a D of 18 inches and a D50 of 4 inches. Differences in max before and after gradation are attributed to:
- a. variance in actual material gradation,
- b. removal of some acceptable sizes, as unacceptable sizes are rolled tr _ne sides of the test area by dozer, and
- c. particle breakage.
Based on visual observation of the compaction process, it is believed that particle bree'. age is minor and that before and after differences in gradation are cue primarily to items a and b. Based on observation of test fill construction, it is believed, that inplace after compaction gradations of D50 greater than 3 inches are obtainable on a production basis using a maximum size criteria of 22 inch average dimension.
C. In-Place Density In-place density measurements performed on test section VRMD-24-4-3 indicate densities as follows (see Appendix A for laboratory report):
Test 1 dry density 137.4 pef at moisture content of 2.37; Test 2 dry density 134.2 pcf at moisture content of 2.8,*.
Density measurements performed on Test Section VRMD-24-2-4 indicate a dry density of 139.9 pef at a moisture content of 3.9%. These results indicate that densities averaging 135 pcf or greater can be reached on a production basis using 8 passes of the roller.
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D. Permeability Measure =ent Inplace permeability measurements (Appendix A) indicate permeabilities
( K) = 8.1 x 10~ cm/sec for Test Section VRMD-24-4-3 and K = 1.1 x 10~
cm/sec for Test Sec tion WDD-24-2-4 E. S trength De te rminations A gradation with D equ 1 t 3 inches, parallel to that measured after 50 compaction in VRMD-24-2-4, was modelled for testing by the Corps of Engineers (Report included as Appendix C). Figure 12 is a p20t of the tested material replacement gradation in comparison to the inplace material gradation of D : inches and the constructed parallel curve 50 with D = 3 inches. For a test density of 135 pcf at 4% moisture, 50 the large scale triaxial tests indicate effective strength paraneters for this material and gradation as follows:
cohesion (C') - 0 psi friction engle (O ') - 40.5 degrees F. Examination of Test Fi.1 Cross Section After the test fills were completed, cuts were made through all lifts.
Observations made were as follows:
- 1. Test Sec tion VRMD-24-4--3 A transverse cut war made th ru all f our lif ts of Tes t Section NTSD-24-4-3.
Good bonding between lifts was observed (Photo 9). I;o layering or segregation of large particles was observed, fines are distributed throughout and are ut.if ormly compac ted . Because of the material gradation, however, not all large particles interlock and in portions of the cross sectien, well compacted fines separate the larger rock particien (Photo 10) .
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- 2. Test Sec tion VRMD-24-2-4 A longitudinal cut was Inade thru the two lifts of Test Section VRMD-24-2-4. As in Test Section VRMD-24-4-3, good bonding between each lift was observed. No layering or segregation of large particles can be seen (Photo 11) . Fines are uniformly distributed and compacted.
As in Test Sectior VRMD-24-4-3, small areas of the cross section have well compacted fines separating the larger rock particles (Photo 12).
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APPENDIX A
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DE:,: 1 Ti TrS :. :. T EAS- 1136 r. M:M. 24-4-3'S 33 ., e 3-12-79 3 753) .g , o ch a u; 24 If;CHES Ev Atwater Lever inickness n cn. a rc 4 fiumner Layers RAY-GO RASCAL Model 600 A Vibratory Type Compaction Equp. Misterial Description Rock fill DEf;SITY 24 Ft.
- 1. Volume of water for surf ace measurement In.
- 2. Top of water to top of frame fi .W . 2" , f4. E . 1 3/4" . S .W . 2 1/4", S.E. 2 5/8" 10274 lb.
- 3. Weight can (X fio. of times filled) 20680 lb.
- 4. Weicht can filled (total)
Sample weight (4-3) i 406 lb. 5. 0 lt. Weignt of sand mortar - before 0 ft."
- 7. Volume of sanc mortar bucket - before Density of sand mortar (6/7) 0 lb/Ft.~
E. Weight of sana mortar - after 0 lb. 9 0 10.
- 10. Weignt of sanc mortar i:, nole (6-9)
Volurre of sanc mortar in hold (10/5) 0 Ft.# li. Volur,e of w6ter for hole measurement Gal. 98 Ft. 12. 74 Ft.
- 13. Volume of hole (12 -l+11) 140.6 'b/f t.
14 Wet censity of material (5/13) 137.4 lb/ft.
- 15. Dry density of material (14/one i 21)
MOISTURE C0f4TEf4T 10.406 lo,
- 16. Weignt wet moisture sample 4 container 10.16E .4 lb.
- 17. Weignt dry noisture sample 4 container
._. Weignt water (16-17) [ fil237.6 lb. d w/ q,p g a (s. igg s . Weight container lb. 19. 10,168.4 lb.
- 20. Weight dry material (17-19)
, nnT aog 1 g (, 2.3 lb.
e, . . . - ~ . . .
C;.c aror. Harri s '.a ci ca r i t ,,er Pl a nt l'ain Car Rock Fill LETCO Job. fio. RAG-ll36 A LABORATORY TEST DATA S I EV E A!; AL Y', J S.
-~ -
S A?LE fiO: BEFORE TEST ICVR 24-4-3 LIEVE SIZE R d. STAN A D PE RCENT , BY t,EIGET, PASS _If(G 24" 100 18" 93 12" 85 6" 46 3" 32 2" 29 1" 25 1/2" 20 3/8" 18
#4 14
#10 10
#40 5
#200 2.9 TOTAL SAMPLE WEIGHT, lbs.: 4886.0
,4
6" l/2" US STANDARD SIEVE SIZ E 5 .k lf soo }" 12" p ,g- ( 3/4 , 3(s- 4 to 2o 40 go 100 roo i 1 i i i . 90
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- BOUL UJ GRAVEL SAND FINES !
DERS - COARSE FIN E COARSE MEDIUM FIN E SILT SIZ E S CLAY SIZ ES E
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BORING NO ULEVI)N DUPTUhAT WC LL PL P1 DESCRIPTION OR CL AS SIFICATI O N f I
- c. - ~ GRAIN SIZE DISTRIBUTION :
e ; C k RAW STOCKPILE SA!1PLE son moJtAG-1136 A
*E 11DVP.-24 3 BEFORE TEST c- l
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LAW ENGINEERING TESTING COMPANY , l
Snecron harris f uclear Po..'er Flar.: Main Lea Ro:L Fill LETCC Jc: I t. RAS-ll36 A LABORATORY TES DATA SIEVE AI. ALYSIS SAIIPLE fiO: AFTER TEST MDVR 24-4-3DA SIEVE SIZE U.S. STANDARD, PERCEf;T, BY WEIGHT, PASSIf4G 24" 100 18" 100 12" 90 6" 77 3" 61 2' 56 1 1/2" 51 1" 46 3/4" 43 1/2" 38 3/8" 35 74 27 710 10
#40 5.7
#200 30 TOTAL SAMPLE WEIGHT, lbs. 10168.4 5-, ;l e} n!
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X 8 0 I S B ( 0 I 6 0 Y A R 3 l G N L C T i I T S I cr S E A D R T G, __ _ E o N Z I _ - _ n R _ _ - _ I E
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-es., p51) r,c , g Canacy 24 liiCHES ' m f w.m Laver inickness 4 ~ I umber Layers RAY-GO RASCAL Model 600 A Vibratory Type Compaction Equp. Material Description Rockfill der;SITY 3 24 p t,
- 1. Volume of water for surf ace measurement fi.W. 2", fi.E. I 7/8", S.W. 3 1/8", S.E. 2 1/4" y n,
- 2. Top of water to top of frame
- lb.
- 3. Weight can ( A No. of times filled) 20,800 lb.
- 4. beight can filled (tntal) 10,760 lb.
- 5. Sample weight (4-3) )g, 0
f Weignt of sand mortar - before O Ft.0
- 7. Volume of sand mortar bucket - before ib/ft.
- 8. Density of sand mortar (6/7) 0 lb.
- 9. Weignt of sano mortar - af ter 0 lb.
- 10. beignt of sand mortar in hole (6-9) 0 F.u. 3
- 11. Volume of sand mortar in holc (10/5)
Gal. 102 Ft.
- 12. Volume of water for hole measurement __
78 Ft.
- 13. Volume of hole (12 -l+1-j 137.9 lb/Ft.
- 14. Wet density of material '5/13) 134.2 lb/Ft.
- 15. Dry density of mat rial (14/one < 21)
MOISTURE C0riTEriT 10.760 lb.
- 16. Weight wet moisture sample 4 container 10,471 lb.
- 17. Weight dry moisture sample 4 container 289 _lb.
u,. Weight water (16-17)
- lb.
- 19. Weight container 1 0,471 lb.
Weight dry material (17-19) 20.
?.8 4 f)6 }Qj lb. ~ " '- -+o _L_/20)
Snearon Harris touclecr Feuer Piant Main Dan Rock Fili LETCO Jct fic. RAG-ll36 A LABORATORY TEST DATA SIEVE AtiALYSIS S AMPLE NO: AFTER TEST MDVR 24-4-3DB SIEVE SIZE: U.S. STAf4DARD PERCEtiT, BY WEIGHT, PASSIfiG 24" 100 18" 100 12" 93 6" 76 3" 58 2" 48 1 1/2" 43 1" 37 3/4" 33 1/2" 29 3/8" 26 74 19 710 14
#40 8
#200 2.5 TOTAL SAMPLE WEIGHT , lbs. . 9848.5 Anf 4/U on>
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WELL PE RME A",E TE R TE S-DETERMINATION OF TEST WELL DIMENSION: Carolina Power & Light Company JOB NAME. SHNPP, Main Dam, Rock Fill, New Hill, N.C. JDB NO. _ESG-ll16A DATE :5 /16 /7c MADE BY: FRF TEST NO. 1 GROUND ELEVATION: Too LOCATION: Rock Fill Test Strio I.D. NO. MDVR 24-4-3PI OBSERVATION HOLE SOIL CLASSIFICATION STRATA DEPTH (ft.) FROM TO
~
~0 37" Rock Fill With Moderate Fines 1, N/A DEPTH (f t.) TO WATER TABLE:
WELL DIMENSIONS (DEPTHS FROM STRING BASELINE)
- 2. DEPTH (f t.) TO GROUND StlRFACE: 1.080
- 3. DEPTH (f t.) TO BOTTOM OF WELL: 3.917
- 4. DEPTH ( f t . ) TO TOP O F S AN 2; __ l.708
- 5. DEPTH (f t.) 0F SAND (3)-(4)- 2.209
- 6. DEPTH (f t.) TO WATER SURFACE IN WELL: 1.542
- 7. DEPTH (f t.) 0F WATER IN WELL h=(3)-(6): 2.375 DETERF. NATION OF WELL RADIUS S. DENS I TY (pcf) 0F STANDARD SAND: 102.2 gn nn
- 9. WEIGHT (lb.) 0F GRAVEL + CONTAINEPEQRF_EILL11E WELL:
- 10. WEIGHT (ib.) 0F 3 RAVEL + CONTAINEk AFTER FILLING WELL:
19.65
- 11. WElGHT (16.) 0F GRAVEL USED (9)-(10): 30.35
- 12. VOLUME (cu. f t.) 0F WELL (11)i(8) 0.297
- 13. RADI US (f t.) 0F WELL r= / (12) 0.207
\/ (5) r CALIBRATED TOOL ID: C-4353 (Homs Scales) 4 YD jf.
-fu rii'..A.;TEF Tis' RECDF.L Or T I ME A?;: VOL U".E ME AS t :,E -E t.Ti RAG-li35L JOE tJ .
SH'P , Mair. Dac., Rock Fill, hew Hill, N.C. R JOE tiAME. MADE By: 0 F._1_ TEST F40. M3VR-24 4-3fl DATE: _5/16/79 _ S H E E T -1 TEST LOCATION: Rock Fill Test StriD 181" _GRDutiD TEMP.:__ __Z2 C 3 DEPTH FROM STRING BASELit4E TO WATER LEVEL: l W AT ER
- WATER VOLUME g UBIC FEET) ' AC C'J M . TEMP.
TIME TOTAL (Tw) DRUM tJ0. l DRUM t10. ACCUM. ' DIFF. l DIFF. CLOCV' (MI N ') READ. DIFF. l READ. } o l ?no r 0 l 0 l 0 l I 4-6 l 70U r _ 2:45 PM l 2n 70r _ l 4.5 I 4.6 l __ I In 4 J 15 l 0 QOO 30 10.4 l 18 I 15,5 20.6 0 d:15 45 l15.5 l 5.1 I l l l ?0.9 ) 90Fr 0 3:30 l l I p1 1 r_ I 20.9 l 5.4 _
?A 1 3:45 I 60 l 5.2 r1 0c__
} on o 4: 00 75 26.1 l 10.o l 4o l __
l 35.5_ l 20.6 C 4 _15 30 l 4.6 l 90 60 r 4: 30 105 35.5 l 70 R 4.3 I 47.4 i 70 Fo r - 4:45 i 120 39.8 ' I U 43.4 3.6 I l 47.4 21.1 C _ 5:00 l 135 4.0 cr 47.4 I R1. 0 __l 90.A 5:15 l 150 I I l 51 . 0 3.6 l I _ - 5:30 165 0r l l l AV r, - l ?n A l l l l TEST TE iMINATED I l l i l I I I _ l I I 1 l } I I I l - 1 I I 5 l l l l
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len Fill :.;. MDVR 24-2-4L La ,e 4-2-79 __ 2C gy Canaa; / Harvarc Layer inictness 2 fiumber Layers Type Compaction Equp. Ray-Go Rascal Model 600 A Vibratory Material Description Rockfill __ DEf;51TY
- 1. Volume of water for surf ace measurement 5 barrels 30 Ft.
- 2. Top of water to top of frame NE 7/8" SE 1 5/8" SW 4" fiW 4 15/16' Jn.
- 3. Weight can (X No. of times filled) 10280 lb.
- 4. Weight can filled (total) 18420 lb.
- 5. Sample weignt (4-3) 8140 lb.
Weight of sand mortar - before 0 lb. 6.
/. Volume of sand mortar bucket - before 0 Ft.
E. Density of sand mortar (6/7) 0 lb/Ft.
- 9. Weight of sand mortar - after 0 l b.
- 10. Weight of sand mortar in hole (6-9) 0 lb.
- 11. Volume of sand mortar in hold (10/5) 0 Ft.
86
- 12. Volune of water for hole measurement Gal. F t. '
56
- 13. Volume of hole (12 -l+11) ft.
- 14. Wet density of material (5/13) 145.4 lb/Ft.
- 15. Dry density of material (14/one + 21) 139.E lb/Ft.
MOISTURE CONTENT
- 16. Weight wet moisture sample + container 8140 lb.
- 17. Weight dry mois t;re sample 4 container 7d33.5 lb.
'9. Weight water (16-17) 306.5 lb.
- 19. Weight container *
- lb.
- 20. Weight dry material (17-19) 7833.5 lb.
A 9 /, o Il 7 39 lb.
- 21. Moisture
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Snearon harris I,uclear Power Plant Main Darr r<ock Fill LETCO Joe Ivo. RAG-il36 A LABORATORY TEST DATA SIEVE A'J ALYSIS SAMPLE fiO. BEFORE TEST MDVR 24-2-4 SIEVE SIZE U.S. STA'4DARD PE RCEtiT , BY WEIGHT , PASSIf4G 24" 100 18" 100 12" 74 6" 43 3" 28 2" 22 1 1/2" 20 1" 17 3/4" 15 1/2" 13 3/8' 12
#4 9
#10 7
*40 4
#200 1.9 TOTAL SAMPLE WEIGHT, lbs. 4829
't/6 t, 0 20b
N Y O I N A S E T P M Z U O B I 1 0 S C 0 I 0 Y A R G N L C T I T S I S E D T, s E G _ - 'N Z I I R E S E S S ' E N y E # I _ - _ - - .,I h Z G N 1
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Snearon harris riuclear Power Plant Mair. Dan Rock Fill LETCC Jo; fic. RAG-ll36 A LABORATORY TEST DATA SIEVE Af1ALYSIS SAMPLE f40. (AFTEk TEST) MDVR 24-2-4D SIEVE SIZE U. S. STANDARD (Percent, By Weight, Passing) 24" 100 18" 100 12" 85 6" 59 3" 43 2" 39 1 1/2" 34 1" 30 3/4" 26 1/2" 22 3/8" 21
#4 18
#10 15
#40 9
#200 5.2 TOTAL SAMPLE WEIGHT, lbs.. 7833.5 496 210
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- . Y US STANDARD SIEVE SIZ E S h- 7" .t" (3/4"l3/a* 4 to 20 40 go too too
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l 1 I l 0 I i ! i ' K)O 10 IO OI ODI 0008 ORAIN SIZE IN WILLIMETERS I BOUL ORAVEL SAND FINES DERS COARSE FIN E COARSE MEDIUM FIN E SILT SIZ E S CLAY SIZ ES RORINO NO ELEY OR DEPTH 'N AT W C LL PL PI DE3CRIPTION OR CL AS SIFICATI O N GRAIN SIZE DISTRIBUTION MDVR 24-2-4D AFTER TEST ,,,, RAG-ll36
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WELL PEP.MEAMETEE TEST t'i.TE RMINAT ION OF TE ST WE LL DIMENS ION: Carolina Power & Light Company, SHNPP, JOB NAME: Main Dam, Rock Fill, New Hill, North Carolina '^ b - JOS NO. TEST NO.- 2 GROUND ELEVATION: Tbp DATE: 5-16-79 MADE BY. F.R. Foster LOCATION: Rock Fil' Test Strip I.D. NO. MDVR-24 4 PI OBSERVATION HOLE 50ll CLASSIFICATION STRATA DEPTH (ft.) FROM 10
'O 39" Rock Fill with Moderate Fines
, 1. DEPTH (ft.) TO WATER TABLE: WELL DIMENSIONS (DrPTHS FROM STRING BASELINE)
- 2. DEPTH (f t.) TO GROUND SURFACE: .250
- 3. DEPTH (f t.) TO BOTTOM OF WELL: 4.438
- 4. DEPTH (f t.) TO TOP OF SAND- I8833
- 5. DEPTH (f t.) 0F SAND (3)-(4): 2.604
- 6. DEPTH (f t.) TO WATER SURFACE IN WELL: 1.771
- 7. DEPTH (f t.) 0F WATER IN WELL h=(3)-(6) . 2.667 DETERMINATION OF WELL RADIUS
- 8. DENSITY (pcf) 0F STANDARD SAND: 102.2
- 9. WE I GHT (ib .) 0F GRAVEL + CONTAINER BEFORE FILLING WELL: 50.00
- 10. WE lGHT (I b.) 0F GRAVEL + CONTAINER AFTER FILLING WELL: 18.64
- 11. WE IGHT (16.) 0F GRAVEL USED (9)-(10): 31 .3 6 ___
- 12. VOLUME (cu. f t.) 0F WELL (11) ( 8) - 0.3068
- 13. RADIUS (f t.) 0F WELL r= / (12) 0.1 94
\/ (5) r Calibrated Tool ID: C-4353 (Homs Scales)
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-:. . . -i;If Tii' EE:0F.0 0F Tly.E ANE V0muME ME*5J:E ri t.TI JOE r;AME. {W , M i r. Dam , F,o:L Fill , ?;ew Hill , N. C . JOE Hn Ab-TEST NO. MDVE-24-2-4PIDATE: 5-16-79 MADE BY. F . F. . Foster TEST LOCATION: Rock Fill Test Strip Or I SHEET DEPTH FROM STRING BASELINE TO WATER LEVEL: l 77I ft- CROUND TEMP., 21.7 C TIME l WATER VOLUME (CUBI C FEET) WATER ACCUM- FLOW METEF. DRUM NO. TOTAL ACCUM. TEMP.
CLOCK FLOL (MIN-) READ. DIFF. READ. DIFF. DIFF. (Tw) 10:45AM 0 0 0 I 11:00 WATER C ONNE CTI Ol. BROKE-RESTART TE5f i 19.4 C ll :10 1 0 0 0 l l l 0 I 11.15 5 2.9 2.9 l l 2.9 19.4'C 11 :30 l 20 10.4 7.5 l l l 10.4 19.7 C 11:45 35 16.4 6.0 16.4 20.C C 12:00PM 50 23.3 l 6.9 l 23.3 20.0'C 12:15 65 30.8 7.5 30.8 20.6 C 12:30 80 37.2 6.4 37.2 20.6'C 12:45 95 43.4 6.2 43.4 21.l'C 1:00 110 49.1 5.7 < 49.1 21.1 C l l l TEST TER",INATED 0 AVG: 20.3 C i l l l l l l l l l l l I l l l l l
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APPENDIX B
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(-)y- c - _ CAROLINA POWER 6 LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT FIELD INSPECTION REPORT
)
Date ? -f 6 '74 S p e c . No . f'/G E 9 /: cu $ VWWc s Location A/ 6/.-2. W ." i f. r. : /7 Inspector D 5 (Ao%, Elevation 22$~ l-1 Shiit D.% Weather C ( e,w?_ LC/tken
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h T b v i'. - Z #i -d - 6 COMMENT
'[M t n NE t c< t. 6 6 P - e ' .' C 4 to h /- o ~- 3 e c . ,_ & <- c- . r-
]L 5 '~F s L u IM% IhO (~ hh ch tu . - * * . Yn3 FM PA :': "r n t T) c r IN .% e ' hrv t_ QL ne ks.r. .')t k < % iv % vn- %O *O ' d . T Th ta , L. :s A w
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r , TW M..e z 72 7m' 79 '40i-
$ r .> lJ /_h = r.- r..c 'Th: (c<c a'.' ' 2:at W m e' &>cf 7?,e ic .il!. , '?b/ ut ii,e i.:- t a ., rci e c < - p t .- in) nh. 70 e, t C. e- YHt if /
c't i t t mie% i_ J & ( c . c .2 -0 i >. P ^ nca i ~- Ca : c= 2a . ~-
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s , f?it : ~ i. '_. _ i-C e c6 . x. i . i
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& 77: .r.~ v &c ~Si UC s' S-? v , 6 e nc ~ (h e 7. . 7m l$ s%Illb is l' * * ? 'e f C*Tl L 45 f' t ' ~). 4 & ? A % /? L* *) /D r ? t& L L . S Y< l*~
'> % n nJ 5-7'e E /~ c 1:c a* 7 AceCKDhe 7t 77 C r /2rG .nnia - 3
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]J l lr.9n nt 'r'.nce. n :ll s{
lUUR Ua nwh #m 1 11,/. - , , f INSPECTOR / - hU b ., _J >. 4/0 [ilU I 5 Q A REVIEW _ /////2 8 ,- t'- , C
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CAROLINA POWER 6 LIGHT COMPANY SHEARON HARRIS !alCLEAR POWER PLANT FIELD INSPECTION REPORT Date $ ' l b '" ?l Spec. No. [rft -S.u-c a W h f~ Inspector ,/) 6 N A,4 N Location 4, C 4 6 4 's i / c - <, c,7
/
Elevation 326 f7 Shift 7)A Weather 0Li s O my [h /4.6 fu ou rc 4 - 3 C0mr W <t -, r L .-- t,m e N..n> f2 t, u u
/
[ 2 4/ ".-7 e. .wc- c 1 Th c i -- ,-< 2c u ,_ . . . , m n 'x L: , ne ~ w o 3 rin s <?i- Jh />LM di bcC is @c/ TM:= 'X Reym LM T Y '7 LJ Lnta & ckct sc. t- b 2> <~ -%:crJ cW * * "?rW c'^ lC A bs o~rs ,~ ~ ~ .. , c_ _ _.- , P. - ... >
/t F7t ,c_ 8-,m a f A_' ( 'TL4 E - M ON *M 4C 6k & f *^ fP b~' +f ' 6 C C M (!
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_/, _ ! . [ &( (f tb D _/ / Or~ (* C n W ' A, c?O
/)H C L ' f * ** i L h i strc , h%
h {Ev)$ $ '2 L:1 / N / W r.?r d L fi A.' A f\ i .f. L' b .'s' L 2 *** ({t_ 9 it L 1) /R/ L sf k ( s 4;fffs 1 k-I / / ~ f.- o c. Q wr 72 % 1 /bi& W7 & 'Y L r lU A '? ( OLs'l"YS $ ~}} lL' ' L Y$f $- A l
- f. f f'h*t n GOGil ORDnn:!y!4 ni l'QdB t,;st.itm aua U" INFPEC"OR c 3e -
ua' n~ ',, Q A REVIEW -M6/ /2- _ v/f //
/ - 3
p .. t c; / CAROLINA POWER 6 LIGHT COMPM,T SHEAROS HARRIS NUCLEAR POWER PLANT FIELD INSPECTION REPORT Date _. N- 5 V Spec. No. 0l[ S S'~t* G A ! 7~P - C o Location N 4-0 2 4 C 4
- f ? (c4 E77
/ / / /
Inspector D $ b-aa m Elevation 886 h Shift D4 1 ( Weather 6U~.e-1
- th.LD It (D s 'C - 2 4 - 4 .3 CO.?EhI f> . 3 - t.; c .m-ru t M, u r m s .h cw-2 40 (c~~,T h m ~ < c h b- Aa
?'ym o Ti b & i+ c r a . D r+w Pn . s c a- A C c% d l, C 7a.. ..% s. b b c .- /u M I' il ri [ H e.7 a.' , C ( %O f i't (1- s . -c. .
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F U Uli tj;U njjWi[
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.- ,q r,o INSPECTOR , kJ d
'D U e i REvrtW .<ue-iz[s 6/// y
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4 s' - L r CAROLINA F0WER 6 LIGHT COMPAhT SHEARON HARRIS NUCLEAR POWER PLANT FIELD INSPECIION REFORT Date 0 - [ ~ 9 Sh Spec. No . [42- 7H'- t M 4d 7? c i Location /sle6d V( 0 J U 2e t-O'i cf/ Inspector 3.#./d+c s n+,
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Elevation 22 6 f r Shift [)4-+1 Weather / W TC4'i /h / t 6 g4 -a1 , q CO.@ENT p y .jz M 56 ,m C. W io M E C i t. T k AC c.v mr/r3 6 4ht- .2, N/ gj v r lnGr k: ^
, hoh b u e.7 As .f { N % L:Ut- 'THt* ?>A- xDe.yp,rsa e,= T a:
i ib6C CwItds A N d (/ A rb ec , Nd 4 /'R A O.N 6 I THr m 47ena s t.. ,m 7ut ( b-L ~ D C 2 v+t
& l_' & To *2 5 lNt r IA AN U*.sLT) M. SCwb L-t & #5 $. t',t_tu n~ n 6,1 (C C v l d'/ t1( P.< e Wo -tr P> t" va e ,h t 9i - c; l' 7"HE e,rT.. ~714 r s
-/ _ t s- f WF u P2 c' L2erc(cm P c es c, , n e .c .2 e -i (bcAv h* w M I
&R(cesow:~ t' c t r:%2C .
$ [~ $~1 '! h' ll lc II'> (' := t m 2 c4
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( k* - INS PECTOR M, )d_.-.VN
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Q A REV1E'v _ - H,M , .,<> 4 -0g<hf,/f)f
9 - I I a4fl L _/& .- CAROLINA POWER 6 LIGHT COMPM.T SHEARON HARRIS NULLEAR PObTh PLANT FIELD INSPECTION REPORT Date b ~ S ~ 7'i Spec. No. OE pu la dh I' (
- Location (( (/ 62. <.tc 3 E 2 c c <, c: ^/
Inspector D 5 CAuaw
> L Elevation 2- A. Shift DA
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Weather /h t (_ rs d % , s ., 2 I Ili D v ~<_. - 7 4 3 COMMENT N k c .A 'l
- ct ,h / . >>v Ic 4 cd l Dise-' 77- $Tsh17 /^- (- TFt a \
\ t h o s Ti c ic .2c s c 9 tC. npt 'i2.c t e t - m ', m A 00 t-,,nc-t m ,nm z .m ,r=, P t .c TP-ct . 7ht: ik i t m %0eed ,w d i . h .2 m ..
J 4 . h 7_ ul t. ts _ - is <>ct- t act c t- 0 Pe.-.- Tc 7" M / / /> N e , _ I-m cod I ( BOG l - rl '? D L' L 'W kA&/ L 22 C ff N% ( i r-T A m ihe .1 47 (. ,_ . I t Dr 5 briLIlt M1 t> W Cl.a. L,m te.. Pr ? IL < Pu it-D L tanOn ,. c r ? PA %cR PE4 lh R > f to ? rc T1 k . .Ah J \ Q> TM r -O foa m Tw
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Tk - J n %. a w t w. e e e.wc w . eu nec Lun.. imu r no ;. .-,.:.-
$FTW 7- P r <, w s - 'Th i '>J. w cc 'M . r+nsc .% a }c. < m A,a > ,s-0.f u l v n $ n1r 1 nc c c rs a. w tG D e n . o ., wM c bf.s.. .J 3*-P T>iw.c' - A P> r-e n v, ~i o c.- r>cc- rv c m e =+<c <-k c ,a r e it t o.:c- r u n e- <. Am a m. +0 v.m r .un c wrw LO.4% Os~$ % .L. C) l's - Ic TM.ses - fu ,:'Dna f sm< rw in~ u- TW k'.e ,W im o4 e s. nt . .-o be r Tn c
$ue'i ric F y pn, z , ,rs t
MC'rk 6 *N . c' DKler sc a pl OtJN iN h th CSTtr1 F. ~ E s Ic < Tu Tv c C T% t >w d cu oF P> t o ~ . m :x sn':..ca .sh . D f*d G M O*erannna Yil n
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[4 -j (-) [ L_ U INS PECTOR
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[h-[ek Q A REVI E . &#fM [ 6' 7[ f .]
&g<L C' F CAROLINA POWER 6 LIGHT COMPANY SHEARON HARRIS NUCLEAR POWET. PLANT FIELD INSPECTION REFORT Date b~ '
Spec. No. Crh #Al f 14 4 9 fi W-o l Location O2 ,407; , F 7, r r6, CW '} inspector h '4 (A w% Elevation 226 ~ H, Shift DA \ Weather b t'D CO.M NT IWDL M l s%L%tN's } r1 e 6L L' ins l* P M b AJir16 6 > c-12a rca D Rvw C *'s O M i tJ T [s PJ Ja L ui d,h t d
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TtrC 60J N h%p ( s) L i ~T C c4 d, Tid C tb b l s W Le R ~3 l's u<uT w uJ c,2 V THf P s2K Cm n ( ':-
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+r. - . _ _ .
04 .g s .3 k _h k d $ h 4 54 5 59t' L t 1NsPECT0a h24 bf$ 2- ---- 496 221 o ^ tv rw- see AM, 6,}/>Mr . -
$ itt c' \ c.~ i= f CAROLINA POWER 6 LIGHT COMPAhT SHEARON HARRIS NUCLEAR POWER PLANT FIELD INSPECTION REPORT Date .h - [5 - 7/-f Spec. 50. Ofn2OMC O N
~
b TT-ta l % ' Location _ hh2.,4D ?> ' E 2 Cod v.T"7 Inspector -6 I4 u -% D -t
) I Elevation 7 R. Shift Om
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Weather fidtM t'ArG T COMMENT i C 0 i W Li & M' ' - 1. i Pi". b C) ( M.J L-1', . C TtQ dd 1 i 01 -
"DMC A L od cp tw an,b s ._. rr 2 e iv 4-6 clan cs / fm .
~ W L G I. N F7T /I C t-4 La A 6 ( r.,,,D t e fC D FrW O T kE AbcTr. 98m9 th2CH $ N 7tm L e- O,u 9 T)w: TM , h WEG/i L's cceniev wm r>vz m wr wc c r = un n ~..a.u .a . N m gg gO g b!b0N A O 0* 1
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INSPECTOR .
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m 222 a A Rzv1EW ,, ,a fe 7 g
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fck C $ C 1~ CAROLINA POWER 6 LIGHT COMPALT SHEAR 05 HARRIS NUCLEAR POWER PLAN! FIELD INSPECTION REPORT Date $f f~ l Spec. No. (d.d'* *d'<M k 0 fil'-C t N G42 403 Location '
' ? />F/, O'J 7 Inspector [. 6 bNA d y /
f Elevation __ MY Er~ Shift [4-<f Weather COMMENT F, e ,,,ren as.c o we. n ,= u < . . e e,. - ,4 m r r3 mm o,c s I Re 0< riceo DT W)T 01 : t b AND A P[c' I t m r ~ H, b .'Od[ Chrid L JGL
'T)%2 5'. bI H Co w iHE k g# [.%<, LU t ev7 L'i#,i n n c,s wa, m ~w m ,m,nm e , . w s w ,,, w . @ 'E h TM w rs lo t,2 ( /2 J u (MrN/ R Ai A-t h tyT ,eu iG' a w th' d - Ge'em',1 <> E Fri , tw D adL TL-c tu 'Wt n6. N' Pas erev, T2 D-\ E~
6t Ot S , M: \/ I bdM7cn . cp TMt'- 2 hirst, bec r, l'ut >cc-(%ksvrc to mi Gte Swcv L4 & s>7on //- t%mirw i;r a 0 cN,-Ot't-ctF/) /c 10, W 77Wtt, c' A ' /W DA,w, / W /?LF2 't'-1t'G f D f6c',n-77 c. 4 /f' t Sut rip .4 G t't h c'- f , o W cm m a n n- on m ~ u,o o, an , nc o, ,c ,c, ,,, >.s (/ c i? li M*. C'F 777 7 ,L t--77tt-n . cx ; pgw T', . Y'U/ On" C:*K ' /D W7 (@ 7/' -J 7?fx 7 77/77 0%'O cit, Z7c,7 ' D1ewM1, '
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5 INS PECTOR [# VD >M 4,6 223 Q A REVIEK d-
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CAROLINA POWER 6 LIGHT COMPALT SHEARON HARRIS NUCLEAR POWER PLANT FIELD INSPECTION REPORT cate 3- / 2 *7'i Spee. No. dnr.~ -c e-cu 4h (re c.i) Location ul + /7 4 U e //,r></ va7'/ Inspector N. e- [h %-/
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Elevation M6 F7- Shift Na2-</ - Weather [1/Cd COSMEh7
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b*"$ $j t' lhe [(/ h hk [L /lH'W 1 ' C PF (,.ix'tPc'c c w/
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M Ci </t%! /v'ff & M. '1 M - SA Ot r 'I l .Mst/A * $f SidI& D MW<. fud6 t/A.'in /Tir~)/ T'& M7'/t & /h' rib /t%wx *N/tsb ne- r x." M h i1 /I O W ,S$, W 't's /1 h 721Ed-x V-c Oc* %' nw.s -1' -r ch n 7t.x 7. W >'/r><f b'// is I)t 4- 7T 4 Da' of 7 ?' " 'W A'nm e f 7"' <"' t d '# 7?/f'
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'27/f A7l'cW /<!M (Al t-d'tb i) t?7: ?tP/7k St ?$/f A//c pf~
f n>4 INSPECTOR l/ w.4 'b j j Q A REVIEW J fo[ h/
f c; i= CAROLINA POWER 6 LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PL/ST FIELD INSPECTION REPORT Date b~ Spec. No. t'p2 .H/-{a @ f~rAcih
~
Locath. hl(o(D Z /&.5/ [l 2ovfoJ7
/ r i Inspector hr8 Caao f i Elevation 2?fT fr Shift 34 c,y Weather COMMENT t~d4*Me9AJ'/ L tR e f 4 ' ( M t-( C c' b D >J 2 *I-E f e .f N r-- / _5- b @'O 1 TD r>
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twtface ntwiuec~a ef 24 h* Ronr 77w nac l'c t voic' . V E //5 tiitn oco frrr rewo, e oe 7wc seer
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U.S. A:lMY ENGIN:I:ER lIViS"0N LA30RA"0:1Y SOUTH ATLAN"IC w wl-l li - 11 6w w I I Hlr.
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l i , LARGE SCALE TRIAXIAL SHEAR AND GRADATION TESTS ON ROCK TEST FILL MATERIAL SHEARON HARRIS NUCLEAR POWER PLANT CAROLINA POWER AND LIGHT COMPANY 12 JULY 1979 CORPS OF ENGINEERS MARIETTA. GEORGI A REQUISITION NO. WORK ORDER NO. H-ll291 1366 4 t 23
SADEN-FL 13 July 1979 PREFACE Ey letter dated 26 July 1978, the Carolina Power and Light Company (CP&L), Raleigh, North Carolina, requested the U. S. Army Engineer Division Laboratory, South Atlantic, perform laboratory tests on material from a rock test fill at the Shearon Harris Nuclear Power Plant main dam site. The sample was delivered to the Laboratory in April 1979 and the work was accomplished under he provisions of ER 1140-1-210. The tests conducted were. one 15-in. diameter, consolidated, undrained triaxial shear (R) test and an after-test gradation analysis. The work was performed under the general direction of Mr. Robert J. Stephenson, P. E., Director, South Atlantic Division Laboratory. The tests were supervised by Mr, Coy A. Colwell, Supervisory Civil Engineering Technician. Messrs. Colwell and Stephenson analyzed the data and prepared this report. i
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SADEU-FL 13 July 1979 r L CONVERSION FACTORS BRITISH TO FETRIC UNITS OF FEASUREFENT British units of measurement used in this report can be converted to metric units as follows: liultiply By To Obtain inches 2.54 centimeters pounds 0.45336 kilograms cubic feet 0.028317 cubic meters pounds per sauare inch 703.1 kilograms per sauare (psi) inch tons per square foot 0.9765 kilograms per square centimeter centimeters per second 1.969 feet per minute ii
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13 July 1979 SADEN-FL i LARGE SCALE TRIAX1AL SHEAR AND GRADATION TESTS on RCCK TEST FILL MATERIAL SHEARON HARRIS NUCLEAR POWER PLANT CAROLINA POWER AUD LIGHT COMPANY
- 1. OBJECT:
The object of this test program was to determine the triaxial shear (R-test' and the after-test gradation of a rockfill sample. The test specimens were recon tituted using material in a test sample obtained from a rock test fill at the Carolina Power and Light Company (CP&L) Shearon Harris Nuclear Power Plant main dam site.
- 2.
REFERENCES:
- a. Previous report: "Large Scale Triaxial Shear and Permeability Tests, Shearon Harris Nuclear Power Plant, Carolina Power and Light Company," Requisition No. H-02022, Corps of Enrineers, South Atlantic Division Laboratory, Marietta, Georgia, April 1975.
S ') 6 234
SADEN-FL 13 July 1979
- b. Engineering Manual 1110-2-1906, Labn-ory Soils Testing, Department of the Army, Office of the Chief of Engineers, 30 Nov 1970.
- 3. SPECIAL EQUIPMENT:
The controlled-s. rain triaxial apparatus and the gradation equipmenc were the same used in the previous test program and described in paragraph 3 of reference 2a.
- 4. DESCRIPTION OF SAMPLE:
The test sample was provided by CP&L already separated on various sieves ranging from minus 3-in. :o minus No. 4 sieve sizes. The material, which was shipped sealed in 55-gallon metal drums, was received 17 April 1979. According to CP&L's letter dated 9 May 1979, the test sample had been obtained from a rock test fill at the Shearon Harris Nuclear Power Plant main dam site. The same letter contained the field gradation data to usa as tha basis for computing the replacement gradation for el e test specimens, Based on the field gradation, the sample classified as a tan, poorly graded, silty gravel (GP-GM) with about 50 percent cobble sizes up to 12-in. maximum size. 2 ,.vt [jJ
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13 July 1979 L SADEN-FL
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- 5. SCOPE OF TESTS:
j The rockfill material was recombined at the replace- i ment gradation for each of the three 15-in. diameter ( triaxial specimens whicu were then tested in consolidated undrained triaxial shear with pore pressure measurements (R-tests). In the CP&L letter of 9 May, it was requested that the specimens be compacted to 338 pcf dry denr.ity at After the first specimen was 4 percent moisture content. ft., tested at a confining pressure (03 ) of 2.0 tons /sq. Messrs. alex Fuller (CP&L) and Mike Pavone (Ebasco) telephoned instructions to reduce the specimen density to 135 pcf in the other two specimens. After the triaxial tests, a gradation analysis was performed on the specimen tested at the highest confining pressure.
- 6. TEST PROCEDURES:
The test procedures were the same as those used in the previous test program and described in paragraph 6b of reference 2a. Only the specimen densities and moisture contents were changed to comply with the current request and instructions from CP&L representatives. 3 r "l ! t'
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SADEN-FL 13 July 1979
- 7. TEST RESUL'_J:
The results of all the tests are shown on the attached standard forms as listed below. Attachment Test No. Gradation Curves, ENG Form 2087 1 Triaxial Compression Test Report, 2 ENG Form 2089
- 8. DISCUSSION OF TEST RESULTS:
- a. Gradation Curves. The sample furnished for this test program was not well graded like the 1975 sample. It contained more gravel sizes and less sand sizes. The percentage of fines (minus No. 200 sieve sizes) was about the same in both samples. As a result, there was less sand available to " cushion" the gravel size particles in the specimens prepared for these tests. That probably caused more apparent degredation in these tests than occurred in the sample tested earlier.
- b. Triaxial Shear.
(1) The shear strength paraaeters were arbitrarily 4 e9 h
SADEN-FL 13 July 1979 computed at 15 percent axial strain. As noted above, the No. 2 test specimen was prepared at a higlier density than the others, so it was not surprisink that the strength circles did not generate a " good" total strength envelopc Hence, no total strength envelope is shown on the report sheet. The induced pore pressures, however, caused the strength circles to shift and line up very well tangent to an effective strength envelope with an angle of internal friction (O') of 40.5 degrees. This compares favorably with the O' of 40.0 degrees obtained in the previous test program. (2) The negative inducec pore pressures indicate the specimens tested under the lower confining pressures dilated. The specimens tested in the previous program did not exhibit this characteristic. This change in behavior between the two samples, however, is consistent with the higher percentage of gravel sizes in the current sample.
- c. Photocranhs. Photographs were ma'de as the tests progressed. Unfortunately, the entire roll of film was bad and no pictures are available. For all practical 5
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9 SADEN-FL 13 July 1979 > purposes, however, the photographs in the previous report are also typical for these tests.
- 9. CONCLUSIONS:
- a. This material exhibits some sensitivity to changes in gradation and density The manimum deviator stresses, (O'l-d3 ) max measured in these tests were consistently higher than those obtained in the previous sample which was more well graded. The one specimen tested at a higher density was also relatively stronger than the others, but more data would be required to confirm this apparent phenomena.
- b. Notwithstanding the differences in the measured deviator stresses, the effective shear strength parameters for this material under K-test conditions are essentially constant for the range of gradations and densities tested on this sample and the sample tested in 1975.
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