ML19322A765
| ML19322A765 | |
| Person / Time | |
|---|---|
| Site: | Oconee  |
| Issue date: | 12/01/1966 |
| From: | DUKE POWER CO. |
| To: | |
| References | |
| NUDOCS 7911210787 | |
| Download: ML19322A765 (20) | |
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__. _ _ _ _ _ _ _ _ _ _ _ _ _ _ APPENDIX 2D y j IA, LAW ENGINEERING TESTING COMPANY%g h ' N sox :seis - srArion 4 NPL(STERS AVENUE N ATLANTA;GKORGIA 30324 September 29, 1966 Duke Power Company General Offices 422 South Church Street P. O. Box 2178 Charlotte, North Carolina 28201 A t ten tion : L. C. Dall, Principal Civil Engineer Subj ec t: Field Permeability Tests (Well Permeameter Method) Oconee Nuclear Station Site Oconee County, South Carolina Job Number 5071 Gentlemen:
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As requested, Law Engineering Testing Company has made field permeability tests using the well permeameter method at four locations selected by Bechtel Corporation at the site of the proposed Oconee Nuclear Station. This report describes the procedure used for these tests and presents the results obtained. TEST PROCEDURE The tes ts were run according to the Bureau of Reclamation's Field Permeability Tests, Designation E-19. The immediate vicinity of each of the following exploratory borings were selected as the locations for the wells: NA-4, NA-llA, NA-13, and NA-15. Two eight-inch diameter holes were drilled at each location, to the refusal of the auger used. The NA-4 test wells were drilled with a 27-inch auger. Generally, the test wells were within a 20-foot Og dis tance of the exploratory borings. The logs for all auger borings are attached. Refer to Appendix 2A, Figure 2A-2, for location of all wells. 2D-1 t l
Duke Power Company September 29, 1966 lh In general, it was found that a 10-inch hole resulted with the use of the 8-inch power auger due to wobbling. The 27-inch power auger holes were measured to be 30-inches in diameter. Wells were prepared with care in order to cause as little dis-turbance to the surrounding soil as possible. No water was encountered in any of the wells. After th rells were excavated, the sides and bottoms were lightly cleaned where necessary, and the loose soil was removed from the bottom. After cleaning, all wells were backfilled with 3/8 inch to Number 4 size crushed stone and covered with plastic sheets until the time of testing. The equipment used.for these per-meability tests is shown in Figure I. Each 50-gallon drum was calibrated in increments of 1/16 of an inch change in water level which corresponds to 0.0142 cubic feet of water. For each test the permeability equipment was set up as shown in Figure I. The crushed stone was removed to a depth of about 1 foot in the well from the ground surface and the Roberts' Type valve float bob was adjusted so that a water level would be maintained constant at about 6-inch depth. All depths from the ground surface were measured from a baseline string stretched across the hole at ground level. The drum was filled up with water and the test started. The water for the tests was pumped from a creek approximately 200 feet west of State Road 45. At the time of testing, the water in the drums was observed to be light brown in color but otherwise free of visible sediments or impurities. Water and ground temperatures were taken and recorded at varied time intervals . Readings of water level (to the nearest 1/16th inch) and time (to the nearest minute) were taken through-out each test. Plots of cumulative water volume versus time were prepared during each test. In general, the dry soil at the start of the test absorbed water at a comparatively high rate, but as the soil below the test became saturated, the rate decreased to a point where it was practically constant. When this occurred, as evidenced by the plotted points on the curve falling on practically a straight line for several hours, the test was discontinued. The slope of the straight line gave the rate of flow to be used in computations of coefficient of permeability, k. The curves for all tests are shown in Figures 2D-1 through 2D-5. O
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262 2D-2
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4 Duke Power Company September 29, 1966
O RESULTS
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Table I gives the permeability values obtained for the five tests. The formalae used in the calculations of the k values are shown in Figure II. The Tu values were determined frcm the nearby exploratory borings that have piezameter casings. In calculating the flow values, Q, the initial straight line position of the curves were used in accordance with the recommendation of the Bureau of Reclamation.W
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Well No. NA-4W1 did not meet the minimum radius to depth l ratio of 10 due to shallow refusal level. Therefore, the results of this well should be viewed critically. Well No. NA-15W1 could not be filled with the valve opening of 1 inch available with the equipment. A curve was drawr and the permeability calculated for this well for information purposes. The water level was assumed to be at the top of the well to compute the permeability value for NA-15W1. Further testing of the well NA-15W1 was carried out by manually filling the hole by means of a five gallon can to keep a constant head. The head was kept constant on the well for varying time intervals to determine the flow value. The two values of k
) obtained for this well are shown in Table I. A new test was run j at the same location on the alternate well NA15-W2 which gave a slightly lower k value.
i The values for the coefficient of permeability obtained j from these tests correspond to the values found in the laboratory. 1 The soil in the area has a Unified Calssification of SM; however,
! it behaves like MH because of the mica content. The permeability values given in Table I are approximately e ual to the values given by the Federal Housing Administration ) for the above Unified Classification soil types.
Should you have any questions regarding this report, please i do not hesitate to contact us. Very truly yours, j l LAW ENGINEERING TESTING COMPANY S&my ~ gresy,au sanver g a h a gineer special Consultati Department j Charles S. Hedg s, Manager . Special Consultation Department i
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cc: "Bechtel Corporation m3 . 263
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REFERENCES (1) United States Department of the Interior Bureau of Reclamation, " Earth Manual" First Edition-Revised, Denver, Colorado, 1963, p.560 (2) Federal Housing Administration, " Engineering Soil Classification for Residential Developments", Washington, D. C., August 1959, p.33. O A O I 264
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O O O TABLE I
WELL h r h Tu Q T WT k NO. (ft) (ft) r (ft) (ft / min) (*C) Condition (f t/ min) NA -4W2 3.83 2.50 1.53* 0.0175 23.5 Low 3.9 x 10
-5 27.0
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NA -11 AW2 14. 0 0.833 16.8 31.0 0.133 20.5 High 3.3 x 10 I -4~ ' y NA-13W1 6.17 0.833 7.42+ 27.0 0.0275 20.0 Low 2.0 x 10
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v. NA-15W1 14.0 0.833 16.8 30.3 0.240 20.5 High 6.1 x 10~
-4 NA-15W2 12.25 0.833
- 14.7 30.5 0.190 21.0 High 5.1 x 10
' , a 10, not acceptable - ,
Yh<10,possiblyacceptabi -4
== For manual incremental test, k=7.4 x 10 f t/ min
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