ML19347D015
| ML19347D015 | |
| Person / Time | |
|---|---|
| Site: | Summer  |
| Issue date: | 03/06/1981 |
| From: | GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT, WOODWARD-CLYDE CONSULTANTS, INC. |
| To: | |
| Shared Package | |
| ML19347D007 | List: |
| References | |
| NUDOCS 8103100547 | |
| Download: ML19347D015 (95) | |
Text
{{#Wiki_filter:' a 'I o , I SUPPLEMENTAL INVESTIGATION l SERVICE WATER POND WEST EMBANKMENT VIRGIL C. SUMMER NUCLEAR STATION lI 1 i il 'I PREPARED FOR: SOUTH CAROLINA ELECTRIC & GAS CO. COLUMBIA, SOUTH CAROLINA 1 I I
.I PREPARED BY:
WOODWARE -CLYDE CONSULTANTS
' PLYMOUTH MEETING, PENNSYLVANIA and GILBERT ASSOCIATES, INC.
READING, PENNSYLVANIA I g 81031005Y3
I I I SUPPLEMENTAL INVESTIGATION SERVICE WATER POND WEST EMBANKMENT VIRGIL C. SUMMER NUCLEAR STATION g TAeLe 0, CONTENTS Page Number
1.0 INTRODUCTION
. . . . . . . .. . . . . . . . . . 1 2.0 CONSTRUCTION HISTORY . . . . . . . . . . . . . . 1 3.0 SUBSURFACE EXPLORATION 4 I
4.0 LABORATORY INVESTIGATION . . . . . . . . . . . . 8 5.0 SETTLEMENT ESTIMATES AND FIELD MONITORING . . . . 13 6.0 SURVEY OF SERVICE WATER LINES . . . . . . . . . . 15
7.0 CONCLUSION
S . . . . . . . . . . . . . . . . . . . 19 I I ATTACHMENTS TABLES FIGURES APPENDIX A: BORING LOGS APPENDIX B: LABORATORY TEST RESULTS I I I
I I LIST OF FIGURES
- 1. PLAN OF WEST EMBANKMENT
- 2. TYPICAL SECTION, WEST EMBANKMENT
- 3.
SUMMARY
OF COMPACTION STANDARDS
- 4. SUBSURFACE PROFILE, WEST EMBANKMENT CREST
- 5. SUBSURFACE PROFILE, SERVICE WATER INTAKE STRUCTURE
- 6.
SUMMARY
OF BACK PRESSURE CONSOLIDATION TESTS ON SELECT FILL
- 7.
SUMMARY
OF BACK PRESSURE CONSOLIDATION TESTS ON SAPROLITE
- 8.
SUMMARY
OF TRIAXIAL TESTS Oc1 SELECT FILL
- 9.
SUMMARY
OF TRIAXIAL TESTS ON SAPROLITE
- 10. MONITORING SYSTEM DURING AND AFTER POND FILLING
- 11. SERVICE WATER INTAKE STRUCTURE AND PUMPHOUSE MOVEMENT SINCE FEBRUARY, 1978
- 12. INSTALLATION DATA, 30-INCH SERVICE WATER PIPING
- 13. SURVEY PLOT FOR SERVICE WATER 30-INCH LINE 'A' - FEBRUARY, 1981 LIST OF TABLES
- 1.
SUMMARY
OF COMPACTION TEST DATA I 2.
SUMMARY
OF IABORATORY DENSITY TESTS ON BLOCK SAMPLES
- 3.
SUMMARY
OF PHYSICAL PROPERTY TESTS
- 4.
SUMMARY
OF CONSOLIDATION TESTS ON SELECT FILL
- 5.
SUMMARY
OF CONSOLIDATION TESTS ON SAPROLITE
- 6.
SUMMARY
OF SERVICE WATER INTAKE STRUCTURE AND PUMPHOUSE ! MOVEMENT SINCE FEBRUARY, 1978 ! 7. SURVEY RESULTS FOR SERVICE WATER LINE 'A' l ll
I I
1.0 INTRODUCTION
The investigation described herein was conducted to I provide additional documentation of the as-built condition of the West Embankment of the Service Water Pond at the Virgil C. Summer Nuclear Station. The additional data obtained supplements tne original investigations and construction control documentation presented in the Final Safety Analysis Report (FSAR), as well as testing, analysis and monitoring presented in three reports entitled
" Service Water Intake Structure, Settlement Effects and Related Work", submitted in December, 1977; June, 1978 (Report No. 2); and October, 1979 (Final Report).
The scope of the present investigation included addi-I tional test borings and laboratory testing in order to confirm the strength, stability and stratigraphy of the West Embankment and underlying foundation materials, as well as to evaluate the long-term compression characteristics of these materials. The results of this study are presented in '.he following sections, together with a brief summary of the construction history of the West Embankment and the results of monitoring of West Embankment structures. 2.0 CONSTRUCTION HISTORY I The West Embankment consists of an engineered fill forming the western side of the Service Water Pond and located to the east of the generating station. A plan view of the West Embankment is presented on Figure 1, which shows the contours of the foundation grade after stripping of unsuitable surficial materials, as well as the location of the Service Water Intake Structure and Pumphouse. A typical section view of the West Embankment is shown on Figure 2. I I
I I As shown on Figure 2, the West Embankment is a safety class fill which is separated from non-safety class general plant site fill by an imaginary plane which extends downward toward the I plant site with a slope of 45 degrees. The crest width of the West Embankment is 50 feet. Specification requirements for placement and compaction of the plant site fill were similar to those for the West Embankment fill. Within the boundaries of the West Embankment, in-place density tests were required for each 2000 c hic yards of fill and the maximum liquid limit and plasticity index allowed for the fill materiais were 70 percent and 25 percent, respectively. However, the West Embankment and adjacent plant site fill were constructed concurrently and are essentially comprised of the same I materials. The West Embankment and adjoining plant site fill foundation areas were as stripped of loose, soft, or otherwise unsuitable surficial materials between June 28 and August 13, 1973. The maximum thickness of materials removed was about 15 feet, occurring within the valley at the maximum section of the West Embankment. Compacted fill was then placed in the West Embankment and adjacent plant site area up to about elevation 390, this work being completed by September 30, 1973. Work was resumed on the West Embankment for a short duration in April and May of 1974, when fill was placed between about elevation 396 and 420 in the portion of the embankment near the south dam (Stations 0+00 to 5+00) . In October-November, 1975 and February-March, 1976, fill was placed from elevation 390 to 435 (finished grade) between Stations 0+00 and about 12+50. North of Station 12+50, the fill was raised from elevation 390 to finished grade between February and October , 1977, being constructed con-currently with the Service Water Pumphouse. I I I
I I During construction of the West Embankment, a total of 37 laboratory compaction tests were conducted in order to provide standards for controlling field compaction. These tests are summarized on Figure 3. This number of tests was required because I of the use of various borrow sources for the saprolite fill during the four-year construction period, as well as natural variations occurring with location and depth within each borrow source. To aid in the selection of the appropriate compaction standard for each in-place density test, the location within the borrow area from where the sample for the standard was obtained was correlated with the location from which the compacted fill was obtained. In addition, a jar sample of the material associated with each compaction standard was kept in the field so that Quality Control personnel could I readily correlate the visual appearance of the fill material with the compaction standard material. As shown in Table 1, generally only about 2 to 6 compaction standards were in use during any given month. As further shown in Table 1, the variability of the materials being placed during any particular period was generally small. Therefore, although it might appear from Figure 3 that the fill materials were very variable and difficult to control, when the length of the I construction period is taken into account the materials were actually quite uniform over significant periods of time, and thus compaction could be readily controlled. As described in FSAR Section 2.5.6.4.6, a block sample testing program was conducted during the period when fill was being placed in order to verify the as-built engineering properties of the compacted fill. These tests confirmed that the strength, compres-I sibility and permeability properties of the select fill were similar to or exceeded the values assumed for design. During this testing
'rogram it was noted that the unit weight (and hence, degree of
< compaction) of the block samples as measured in the laboratory was I I
I
-s-I lower than that measured by in-place density tests in the field.
This reduction in unit weight is attributed to the three-dimensional expansion of the block samples due to stress release after sampling and removal from the ground. The elastic nature of the mica particles within the saprolite-derived select fill makes this material especially susceptible to such expansion. The results of I the laboratory unit weight measurements, expressed as a percent of the maximum modified dry density (ASTM D 1557), are summarized in Table 2, together with associated moisture content tests. It can be seen that the average degree of compaction of the West Embankment was 88.3 percent when measured in the laboratory, as opposed to a minimum value of 90.0 percent which was, acceptable in the field as measured by in-place density tests. The average degree of compaction of the block samples from the West Embankment is greater than that measured for the North and South Dams, although the I average moisture content of 4.0 percent above optimum is slightly higher for the West Embankment. The range of acceptable compaction moisture content in the field was 1.0 percent below optimum to 6.0 percent above optimum, as determined by ASTM D 1557. I 3.0 SUBSURFACE EXPLORATION I In order to supplement existing documentation on the stratigraphy and properties of the West Embankment fill and the I underlying natural foundatior. materials, eight test borings were These borings are drilled in December. 1980 and January, 1981. numbered WE-14 through WE-21, and were located as shown on Figure 1. Logs of the borings are presented in Appendix A and suosurface profiles through the borings are shown on Figures 4 and 5. The borings were advanced using rotary drilling techniques and with water used as the drilling fluid, except in Boring WE-15 where a bentonite drilling fluid was used. I I I
I Disturbed samples of the subsurface materials were recovered from the borings at 5 feet intervals for visual identifi-cation by means of a 2-inch O.D. split-barrel sampler driven 18 inches by a 140-pound hammer falling 30 inches (the Standard Penetration Resistance test, ASTM D 1586). The number of blows I required to drive the sampler for the final 12 of the 18 inches is the "tandard Penetration Resistance (SPR), which is shown on the boring logs and profiles. Relatively undisturbed samples of the subsoils were recovered for laboratory analysis by means of a 3-inch O.D. thin-walled Shelby tube sampler (ASTM D 1587), either pushed into the soil by hydraulic pressure or in conjunction with a rotary operated Pitcher sampler. i As shown on the boring logs and subsurface profiles, the borings penetrated successively compacted select fill, saprolite and I decomposed rock. All borings were terminated at practical refusal and are therefore presumed to define the top of essentially intact I rock. The materials encountered in the borings are described in the following subsections. 3.1 COMPACTED SELECT FILL I The surficial materials encountered in the borings is a red-brown, non-plastic micaceous medium to fine sandy clayey silt, identified as compacted select fill. Based on visual observation, field pocket penetrometer readings and SPR values, the select fill I is generally rated as having a very stiff to hard consistency. In borings immediately adjacent to the Service Water Intake the Structure and Pumphouse, and above the foundation levels of these structures, the consistency is generally rated as firm to stiff. In these areas adjacent to the structures it was necessary to use lighter compaction equipment than in the mass fill areas below and farther away from the structures. SPR values in the mass fill areas were generally found to range f rom 16 to 40 blows per foot, with only I
I 10 percent of the values measured being in the range of 8 to 15 blows per foot. Immediately adjacent to the structures, SPR values were generally found to range from 8 to 22 blows per foot, with 15 percent in the range of 4 to 7 blows per foot. In the lower portion of the select fill, below elevation I 390, seams of material with similar texture and consistency as described above, but with gray, tan and brown color, were also encountered. These materials were placed during the 1973 construc-tion season. I In Boring WE-18, adjacent to the north side of the Service Water Pumphouse, dense Zone I filter sand was er. countered from elevation 385.5 to 382.0. This material was placed as a granular base course for construction of the Pumphouse foundation. I Also in Boring WE-18, a zone of medium dense to very dense granular backfill adjacent to the 36-inch diameter by-pass pipe (which provides the interconnection of the Service Water Pond with Monticello Reservoir) was encountered f rom elevation 425.2 to 412.0. The design invert elevation of this pipe is 415.0. Below the granular backfill, a relatively soft zone of select fill, about 18 inches in thickness, was encountered. This material was probably disturbed during excavation of the pipe trench. Because of the location and limited extent of this soft zone, it will have no influence on the stability of the West Embankment or performance of the Service Water Pumphouse. I The base of the select fill was encountered at eleva-tions ranging from 375.0 to 344.3. These elevations are consistent with the contours shown on Figure 1, which represent the West Embankment foundation surface after stripping of unsuitable sur-ficial soils. No evidence that any unsuitable soil was left in place was found in the borings. I I
I , The SPR values in the select fill were found to be less than those recorded in Borings WE-6 and WE-7, drilled in 1977. Those values ranged from 32 to 81 blows per foot. This reduction in SPR values is attributed to the relaxation with time of lateral stresses induced by compaction, the increase in soil moisture content due to filling of the Service Water Pond and the subsequent I rise in the groundwater level, and the reduction in effective stress due to the same cause. 3.2 SAPROLITE I Saprolite materials were encountered directly beneath the select fill. The saprolite is generally identified as a dark gray, green, gold and white micaceous soil, derived from in-place weathering of parent rock, with a non-plastic silty fine sand and fine sandy silt texture. Based on SPR values, the saprolite is rated as being in a medium dense to dense condition. The SPR values I were found to range from 19 to 82 blows per foot, and were most frequently in the range of 25 to 60 blows per foot. The thickness was found to range from about 11 to 35 feet. During the 1977 investigation, the SPR values in the saprolite were found to range from 54 to 130 blows per foot. The reduction in SPR value is again attributed to the reduction of I effective stress and saturation. I 3.3 DECOMPOSED ROCK Decomposed rock was encountered below the saprolite, consisting of dark gray, green, gold and white partially friable rock fragments with a generally silty coarse to fine sand and gravel texture. Consistent with SPR values ranging from 37 blows per foot to far in excess of 100 blows per foot, and with 90 percent of the SPR values greater than 50 blows per foot, the decomposed rock I I
I _g_ I generally is rated as being very dense. The thickness of decomposed rock was found to be quite variable, ranging from about 11 to 44 feet, and was found to be greatest within the deepest part of the former valley located just north of the Service Water Pumphouse and Intake Structure. I During the previous investigation in 1977, the SPR values in decomposed rock ranged from 67 to far in excess of 100 blows per foot, with 88 percent of the values greater than 100 blows per foot. Again, the present reduction of SPR values is attributed to reduction of effective stress and saturation. 4.0 LABORATORY INVESTIGATION Laboratory tests have been conducted on representative I samples of select fill and saprolite to document and verify the existing properties of these materials. The tests included physical properties, one-dimensional consolidation and triaxial compression (shear). The test results are presented in Appendix B and are summarized in the following subsections. Undrained creep tests are also being conducted on representative samples. However, since these tests are of lengthy duration, the results will be presented in a subsequent report. 4.1 PHYSICAL- PROPERTY TESTS Physical property tests were conducted to measure water content, Atterberg limits, specific gravity, grain size distribution and unit weight. The results are summarized in Table 3. The physical property tests indicate that the natural moisture content of the select fill samples tested ranged from 22.7 percent to 33.0 percent and averaged 27.3 percent. The average I I
I I degree of saturation was 94.9 percent. The optimum compaction I moisture contents for these samples, based on correlation of sample locations with compaction standards used during construction, ranges from 17.2 percent to 19.0 percent. Since the block sample tests indicated an average moisture content of 4 percentage points above optimum, the moisture content of the West Embankment has increased an average of about 5 co 6 percentage points due to filling of the Service Water Pond. As previously reported (FJAR Question 362.19), the average increase in moisture content below the groundwater level in borings WE-6 and WE-7 was also 6 percentage points, when compared to samples obtained from above the groundwater level. The increase in moisture content to about 9 or 10 percentage points above optimum is about the increase to be expected from analysis of the compaction I curves shown on Figure 3, assuming a degree of compaction of about 90 cercent. I
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The degree of compaction for the select fill samples tested during the present investigation was found to range from 83.1 to 94.8 percent, and averaged 88.7 percent. Again, this is based on correlation of sample location with compaction standards used during construction. The average degree of compaction for block samples from the West Embankment was 88.3 percent. The reduction in degree I of compaction below the minimum specified for construction, 90 percent, is due to stress relief and disturbance during sampling of these nicaceous soils, as described previously in Section 2.0. 4.2 CONSOLIDATION TESTS A total of 13 one-dimensional consolidat W tests were conducted, six tests on relatively undisturbed samples of select fill, six tests on samples of saprolite, and one test on relatively I saprolitic decomposed rock. The test results are cummarized in Tables 4 and 5. I
I Three of the select fill tests, three of the saprolite tests and the one decomposed rock test were conducted with load increment durations of 24 hours, although the plots of time vs. deformation (Appendix B) show that primary consolidation was completed within 6 minutes for almost every load increment, and During the 1977 I usually within one minute per load increment. investigation, load increment durations were generally 15 or 60 minutes. The 24 hour load increment duration in the present investigation was found to increase the total compression in the samples tested by about 15 to 20 percent in the select fill and about 17 to 25 percent in the saprolite, when compared to compression at 15 minutes for the same samples. This additional deformation consisted of secondary compression. As shown in Tables 4 and 5, the load increment duration had no significant effect on the compression index, with the ave.: age values for select fill being 0.140 and 0.131 I for short and long durations, respectively, and the average values for saprolite being 0.143 and 0.139, respectively. The test results I also show that the estimated preconsolidation pressure interpreted from the test curves was increased for select fill and decreased for saprolite, using the longer load increments. The average ctrain at stress levels above the preconsolidation pressure (8 tons per square foot was selected in Tables 4 and 5 for purpose of example) was correspondingly decreased for select fill and increased for sapro-lite. Because of the test scatter a n t' natural soil variability, therefore, no trend is apparent between the load increment duration and the total strain when the samples are compared in total. The I longer increment duration did produce saprolite samples, as would be anticipated. larger strains for the However, the additional strain is composed of secondary compression which was not observed during settlement monitoring in the field and which is not normally included in consolidation tests for estimating the preconsolidation pressure. I I I
I Three tests on select fill materials and three tests on saprolite were conducted using load increment durations of one hour. . For these tests, each set of three samples were taken from the same Shelby tube in order to reduce sample variability as much as possible. One sample from each set was tested in the normal fashion without back pressure, while one sample per set was tested witn a back pressure equivalent to 30 feet of water (13.0 psi) and one I sample per set with a back pressure equivalent to 60 feet of water (26.0 psi). The test results are summarized on Figures 6 and 7, as well as Tables 4 and 5. The purpose of these tests, requested by NRC staff, was to determine if the increase in pore water pressure due to filling of the Service Water Pond would have a.._ influence on the consolidation parameters. As shown on Figures 6 and 7, the test results for back pressures of 0.0 psi and 13.0 psi were virtually identical for both For a back pressure of 26.0 psi, the I select fill and saprolite. compressibility of the select fill appears to be decreased, while that of the saprolite appears to be increased, leading to an I inconclusive result. However, analysis of the physical properties of the samples indicates that the water content of the saprolite sample tested with a 26.0 psi back pressure was significantly higher than for the other two samples, and the unit dry weight significant-ly lower. Thus, an increase in compressibility would be expected. For the select fill, the sample tested with a 26.0 psi back pressure appeared to be from a different construction lift, based on visual observation. In addition, the moisture content was lower and the unit weight higher. Thus, a lesser compressibility would be I expected. It is concluded, therefore, that back pressure has no significant influence on consolidation parameters, and any slight influence which might exist is masked by natural material varia-bility. I I I
I I 4.3 TRIAXIAL TESTS 1 A total of 12 consolidated-undrained (CIU) triaxial compression tests with pore pressure measurements were conducted on relatively undisturbed samples of select fill and saprolite. The test results are summarized on Figures 8 and 9. The tests on select fill indicate that the design parameters of a = 260 psf and 3 = 25.1 degrees (equivalent to c = 300 psf and i = 28 degrees) are slightly conservative. Tests were conducted on samples of both the firm to stiff fill adjacent to the Pumphouse and the very stiff to hard fill below the Pumphouse I foundation level. While the fill with the higher consistency indicated somewhat higher strength, the test results indicate that the strength of the lower consistency fill is also in accordance with design. Five of the six triaxial tests on saprolite samples indicate a very close agreement with the design envelope of E = 29.8 d ' g pes (i = 35 degrees). The average effective friction angle of these five samples is 35.2 degrees, ranging from 32.9 degrees to 38.0 degrees. A sixth sample failed prematurely, with a friction angle of only 26.7 degrees. It is believed that this sample contained a relic rock joint, foliation plane or other defect which caused the failure along a predisposed plane at a low level of strain. During initial design studies, in 1971-1972, of 5 tri,xial compresion tests on saprolite samples, one sample of that series also failed prematurely, with a friction angle of about 28 degrees, as shown on FSAR Figure 2.5-113, Sheet 2 of 3. This is a common occurrence when conducting tests on weathered rock material. I The triaxial tests on saprolite were conducted on samples with Standard Penetration Resistance values in the range of I 19 to 45 blows per foot, based on split-spoon samples taken I I
I I immediately below the undisturbed samples. Since this represents the lower end of the range of SPR values in the saprolite (19 to 82 blows per foot), the strength which wrs measured would represent a lower bound of the saprolite strength. 5.0 SETTLEMENT ESTIMATES AND FIELD MONITORING I As described in detail in previous reports, vertical movement cf the Service Water Intake Structure and Pumphouse have been monitored at several locations since the beginning of construc-tion of the Pumphouse. At the present time, the Pumphouse is monitored at four points, near the corners of the pump room. The Intake Structure is monitored by scales on three masts which protrude above the level of the Service Water Pond as shown on Figure 10. In addition, the groundwater level in the West I Embankment is monitored by seven piezometers. Prior to construction, it was estimated that the Pumphouse would experience a settlement of about 4 inches. It was estimated that the west end of the Intake Structure would experience less settlement, about 2 inches, and that the settlement at the east end would be neg ligible . It was also estimated that these structures would experience a net rebound about 1.5 to 2 inches following filling of the Service Water Pond. I From April through July, 1977, the amount of settlement monitored was of the same magnitude as previously estimated for the amount of construction completed at the corresponding dates. In August, 1977, a large, unexr.ected increase in settlement occurred, such that the total settlement of the Pumphouse and Intake Structure was about 6 inches and 5 inches, respectively, at that time. Construction work was then temporarily halted while two additional test borings were drilled (WE- 6 and WE- 7 ) , testing and analysis was I conducted, and field instrumentation was installed. Based on this I I
I I work, in October, 1977, it was est sted that the Pumphouse would experience a total settlement on the order of 12 to 14 inches and the west end of the Intake Structure about 10 to 12 inches. It was also estimated that net rebound of the Pumphouse and the west end of the Intake Structure due to filling of the Service Water Pond would be on the order of 1 inch. As described in detail in previous reports I (e . g . , Report No. 2, Jane 1978), the reason for the unexpected settlement was primarily that tne preconsolidation pressure of the saprolite had been over-estimated in the original settlement calculations. I Placement of West Embankment fill around the Pumphouse was resumed on October 10, 1977. Upon completion of the West Embankment fill and virtual completion of the Pumphouse structure in February, 1978, the average total settlement of the Pumphouse was I measured to be about 12.5 inches. The settlement of the Intake Structu a was about 11.1 inches at the west end, 2.8 inches at the middle and -0.6 inches at the east end. Because of the unexpected magnitude of settlement, cracks occurred in the Service Water Intake Structure. The cracks were repaired by injection grouting in December, 1977 and January, 1978. The movement of the Intake Structure and the Pumphouse since that time is shown on Figure 11 and summarized in Table 6. (Data I points in Figure 11 are plotted at three-month intervals in order to Prior to grouting, the area around smooth month-to-month scatter.) the Pumphouse was preloaded with an additional 5 feet of fill above finished grade in order to accelerate the settlement. In this manner, the settlement would be essentially complete before the repairs were made, except that due to filling of the pond. I During filling cf the Service Water Pond, the Pumphouse experienced an average of 0.19 inches of settlement in February and I March, 1978, due to the weight of the water. The Intake Structure i I
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I I er.trienced 0.52, 0.42 and 0.22 inches of settlement at the east end, middle and west end, respectively. (Since some rebound occurred after groutirg of the Intake structure cracks and prior to pond filling, the net settlement shown on Figure 11 and in Table 6, is somewhat less these amounts.) After filling of the Service Water Pond was completed in March, 1978, the Pumphouse and Intake Structure began to rebound, as expected. Through December, 1980, the net rebound of the Pumphouse has been 0.61 inches. The net rebound of the Intake Structure has been 0.10, 0.78 and 0.64 inches at the east end, middle and west end, respectively. The rate of rebound has been steadily decreasing from 1978 through 1980. Figure 11 also shows the average groundwater level in seven piezometers located within the West Embankment. The piezo-meters show a gradual rise in the groundwatar level in response to the filling of Monticello Reservoir and the Service Water Pond. The rebound of the Service Water Intake Structure and Pumphouse is caused by the bouyancy effects of the groundwater rise. It is anticipated that the groundwater will attain an equilibrium positivii between about elevation 420 and 423. Shortly after this has been attained, possibly during 1981, it is anticipated that rebound of the Pumphouse and Intake Structure will essentially cease. It is I possible that the secondary compression characteristics of the saprolite and compacted select fill could result in some very minor and relatively insignificant settlements after saturation of the embankment has been completed. I 6.0 SURVEY OF SERVICE WATER LINES I 6.1 PURPOSE I At the request of the NRC staff, a survey was made of the buried 30-inch diameter service water lines, to establish if I
I significant differential movement has occurred since placing the pipes, sufficient to cause concern. The service water piping is 0.375 inches nominal wall thickness, of carbon steel material SA-155, KC-60 Class 1 and is designated Saf ety Class 28. The section of pipe requested to be considered is a length of about 320 feet. This I section of the piping lies between the east end of the Auxiliary Boiler House and the west side of the Service Water Pumphouse, being between dresser couplings as shown on F' 1re 12. Sections of the pipe lines to the east and west of this 320-foot section have dresser couplings of sufficiently close spacing designed to accom-modate differential movement. 6.2 HISTORY When the accelerated settlement of ' b. e Pumphouse was I first observed in August, 1977, a " hold" was placed on all incoming service lines to the Pumphouse. This hold was to allow for the total settlement to take place before connecting incoming services to components in the structure. By August, 1977, none of the incoming services had yet been placed in close proximity to the Pumphouse, since the compacted fill at this stage had only been placed to elevation 420. A minimum distance of 50 feet from the Pumphouse was specified for temporarily terminating incoming services. In the case of the 30-inch service water lines, after the fill had reached elevation 435, a series of pipe sections were placed in a trench excavated into the fill along the 320 feet length of pipe. The I bottom of the trench was sloped to the east of field weld FW #14 to align with the settled elevation of the Pumphouse. The joints were welded on the dates shown on Figure 12. The final two joints to be welded, at FW #10 and #13, were delayed until March,1978, af ter all settlement in the region of the Pumphouse had ceased. At this time, the pipe sections between dresser couplings immediately adjacent to the Pumphouse were leveled and aligned to suit the settled elevation of the Pumphouse (about 13 inches lower than the originally i I
I specified datum). The service water lines were placed into operation during 1979 for start-up and test purposes. I 6.3 SURVEY PROCEDURE Several alternative procedures for obtaining the re-quired survey data were investigated, and the final method was selected for its minimum impact on current field construction and start-up and test requirements. It was decided to survey only line
'A' because small bore piping is buried over the top of Line 'B' making access for surveying difficult. The center line of Line 'A' is 3.5 feet from, and parallel to, Line 'B'; therefore, it was I considered that settlement conditions would not change significantly between the two pipe lines and survey results of line ' A' can also be used as representative of line 'B'.
A trench was excavated over the top of the 30 inch service line 'A' to expose the top surface of the pipe for all sections of the 320 feet of pipe not obstructed by the Flammable Storage Building, rail track and buried electrical duct bank (See I Figure 13). The elevation of the top of the pipe was surveyed during February, 1981, at a maximum of 5 foot intervals in the accessible sections between the obstructions. Care was taken to reinstate the corrosion protective wrapping where it was removed to make the survey readings on the metal surface of the pipe. The trench was opened in 40 feet lengths and the excavation vas progressively backfilled in accordance with existing field procedures as the survey progressed. I 6.4 SURVEY RESULTS I Figure 13. The survey results are shown on Table 7 and plotted on It should be noted that the survey plot has a vertical I
~
I I scale 40 times greater than the horizontal scale which exagoerates the slopes and curvature. The survey in general confirms the history of olacement I and welding sequence, showing the pipe sloped downwards east of field weld FW #14 to the Pumphouse. The overall level of the pipe west of FW #14 is a little lower than elevation 428.25 + 0.25 feet specified on the piping drawings. Nt detailed data is available on the elevational profile of the pipe as it existed immediately prior to backfilling of the open trench when the pipe was first placed. I 6.5 ANALYSIS I The survey for the section of the pipe between stations 1 through 25 shows curvature and slopes for which an analysis was made. This analysis was based on the conservative assumption that the pipeline was originally straight. It was also assumed that the pipe is a ur.iformly loaded beam which was deflected to the curvature of the survey plot entirely by settlement. This analysis indicated the location of the highest stress to be near station 18 and the magni ~tude of stress to be in the region of 20 ksi. I The analysis assumption that the pipe was originally straight and that all of the surveyed curvature was produced by I settlement resulted in a calculated stress much higher than actually exists in the pipe. Field welding and manufacturing tolerances would affect the original straightness of the pipe as described below: I a) A small change in angle at the weld joint made during For example, a change in angle of I construction. degree at the joint will produce a difrerential of 4.75 inches over a 45 feet length. I I
I i I b) The manufacturers requirement for pipc straightness is S 1/8 inch in 20 feet. For a 45 foot length of pipe this could result in the pipe being over 0.5 inches out of alignment from end to end. c) The out of roundness rant.facturing tolerance is +1%. For a 30-inch diameter, the pipe can b$ out of round by 0.3 inches. All of the above would have affected to some degree the profile of I the pipeline before it was originally buried. In addition, the accuracy of the survey was specified to be only within a tolerance of 1/8 inch. It is widely acknwoledged that it is inconceivable that a continuously supported and properly backfilled steel pipe could be subject to stresses anywhere approaching a failure unless there is a gross localized deformation or distortion of the soil. Since the pipe was welded and backfilled after the West Embankment and surrounding area settlement had ceased, there is no basis for localized gross distortion in the soil to have occurred. It i:as been demonstrated repeatedly that even where a steel pipeline crosses a seismic f ault that f ailure of the pressure boundary during a severe earthquake will not occur except at elbows or tees unprotected by flexible connections. Based on the foregoing analysis and comments, it is concluded that the service water lines will perform their safety related function adequately throughout the life of the plant. I
7.0 CONCLUSION
S Besed on the data presented in the previous sections of this report, the following conclusions have been determined. I I
I A. The West Embankment 1as constructed in accordance with the applicable drawings and specifications, including removal of unsuitable existing founda-tiori soils and compaction of select fill materi-als. I B. The present s '.,e a t strength properties of the compacted select fill and underlying saprolite I are in accordance with values used for design. C. As shown by back pressure consolidation tests, saturation of the select fill and saprolite resulting from filling of the Service Water Pond has no influence on the one-dimensional compres-sion parameters of these materials. D. Filling of the Service Water Pond has caused a I reduction of effective stress in the saprolite and the select fill below the pond level, causing swelling of these materials, and resulting in a rebound of the Service Water Intake Structure and Pumphouse. Because of this rebound, significant secondary compression, resulting in renewed set-tlement, is not expected. However, monitoring of the structures will continue for the life of the plant, and if settlement should occur it would be I observed. E. The net rebound of the Service Water Intake Structure and Pu_; Souse has been about 1/2 to 3/4 inch since grouting of the cracks in the Intake Structure. The rate of rebound is diminishing and is not expected to exceed about one inch. I I
1 il i i
; F. Based on evidence from the survey and the method ,
i Dy which the service water pipelines were welded l l and backfilled, it is concluded that differential l settlement which would cause concern has not i occurred. !I : l lI lI 's i lI il t 'I !I 'I im !
- g
N i,l 4 !I !I t r I l l l I I I I I TABLES I I I I I I il I lE
- n.~-------m-s-m,-~---nmm~ m - w m
W M M M M M M M M M M M m m m m ae m TABLE 1
SUMMARY
OF COMPACTION TEST DATA Range of Ra11ge of Month Compactic. Standard No. Maximum Density Optimum Moisture Content (pcf) (%) August, 1973 A, 1, 3, 7, 9, 10, 11 106.4 - 110.4 15.0 - 18.6 September, 1973 2, 3, 4, 6, 9, 11 107.3 - 110.4 15.0 - 18.6 April-May, 1974 28, 29 108.6 - 109.9 14.1 - 18.5 October-November, 1975 67, 68, 69 100.6 - 101.0 23.8 - 25.5 February-March, 1975 67, 68, 69 100.6 - 101.0 23.8 - 25.5 February, 1977 91, 102, 104 104.2 - 104.4 22.1 - 22.4 April, 1977 96, 104, 178 100.5 - 105.7 20.0 - 24.5 May, 1977 178, 193 105.5 - 105.7 19.5 - 20.0 June, 1977 193, 200, 201 105.5 - 107.7 17.0 - 20.0 July, 1977 74, 201 106.6 19.0 August, 1977 237, 257, 265 108.3 - 108.7 17.7 - 18.0 September, 1977 91, 92, 262, 265, 279 104.2 - 110.8 15.8 - 22.1 October, 1977 67, 72, 85, 92, 178, 265 100.7 - 108.3 18.0 - 23.8 282, 283, 284, 289, 293 Note: Ranges exclude standards used only once (Nos. 1, 2, 4, 6, 74, 85, 102, 282).
m W W W W W W W W W W W m W W W mm W TABLE 2
SUMMARY
OF LABORATORY DENSITY TESTS ON BLOCK SAMPLES Average Degree of Average Moisture No. of Total No. Compaction Content Deviation Structure Block Samples of Tests (%) from Optimum (%) West Embankmen. 8 35 88.3 +4.0 North Dam 13 48 88.1 +2.6 South Dam 6 22 85.4 +2.3 East Dam 1 4 91.5 +3.0 All Structures 28 109 87.7 +3.0 4 a9 J 3 i
I I i TABLE 3 i
SUMMARY
OF PHYSICAL PROPERTY TESTS I Property No. of Tests Maximum Mininum Averaca SELECT FILL: I Water Content (\) 12 33.0 22.7 27.3 Liquid Limit (%) 12 NP NP NP Plasticity Index !%) 12 NP NP NP Specific Gravity 12 2.76 2.64 2.69 I Unit Dry Weight (pcf) Degree of CompactionI ^I 12 12 102.3 94.8 88.6 83.1 94.9 88.7 (%) Fines Content (%) 12 78.1 47.2 61.4 Degree of Saturation (%) 12 100.0 89.1 94.9 I SAPROLITE: I Water Content (%) 13 IDI 42.6 15.0 29.0 Liquid Limit (c) (%) 13(b) 47 NP --- Plasticity Index (c) (%) 13(b) 16 NP --- Specific Gravity 13(b) 2.93 2.67 2.81 Unit Dry Weight (pcf) 13(b) 116.6 80.0 95.7 Fines Content (%) 12 55.9 9.5 41.1 Degree of Saturation (%) 13 II 100.0 78.5 94.2 I I (a) Degree of compaction based on correla: ion of sample location with compaction standards used during construction (b) Includes one sample of saprolitic decc mposed rock (c) All Atterberg limit tests in saprolite except one were non-plastic I I .
m m M M- M M M M M M M M M M M M M e e TABLE 4
SUMMARY
OF CONSOLIDATION TESTS ON SELECT FILL Preconsoli- Strain Boring Depth Unit Dry Water Racompreggion dation at 8 Compresggon No. (ft) Weight (pcfL Content (%) Index Index Pressure (tsf) TSF (%1 1977 Tests (a) WE-6 16 84.6 22.4 0.205 0.017 3.21 11.93 WE-6 56 93.3 27.6 0.128 0.007 6.01 8.22 WE-6 56 86.4 29.8 0.152 0.006 3.51 5.15 WE-7 56 100.1 24.5 0.073 0.012 7.21 2.37 Average --- 91.1 26.1 0.140 0.011 5.01 6.92 1051 Tests WE-14 64 98.9 24.7 0.106 0.010 6.01 3.56 WE-18 38 101.1 24.9 0.090 0.010 6.21 2.79 WE-18 79 99.0 23.3 0.196 0.016 7.21 6.41 Average --- 99.7 24.3 0.131 0.012 6.51 4.25 1981 Tests (c) WE-19 58 89.8 28.8 0.146 0.021 7.21 4.79 WE-19 (d) 58 97.1 24.8 0.126 0.020 5.71 4.90 WE-19I *I 59 100.8 22.8 0.104 0.014 7.21 3.54 Average --- 95.9 25.4 0.125 0.018 6.71 4.41 NOTES: (a) Load increment duration 15 to 60 minutes (b) Load increment duration 24 hours (c) Load increment duration 60 minutes (d) Back pressure of 13 psi (e) Back pressure of 26 psi (f) Unit strain basis
M M M M. M M M M M M M M M M M M M M TABLE 5
SUMMARY
OF CONSOLIDATION TESTS ON SAPROLITE Preconsoli- Strain Boring Depth Unit Dry Water Compresg on Recompreggion dation at 8 No. (ft.) Weight (pcf) Content (%) Index Index Pressure (tsf) TSP (%) 1977 Tests (a) WE-6 71 110.0 21.0 0.091 0.004 7.21 3.55 WE-6 71 94.4 31.4 0.140 0.008 4.51 7.10 WE-6 86 102.1 25.4 0.122 0.004 6.51 6.13 WE-6 86 93.1 30.1 0.218 0.009 10.01 4.80 Average --- 99.9 27.0 0.143 0.006 7.11 5.40 1981 Tests IDI WE-16 85 116.6 15.9 0.069 0.003 5.01 3.57 WE-18 93 80.0 42.6 0.240 0.018 4.7I 11.82 WE-18 113 103.9 25.2 0.127 0.008 5.61 8.12 WE-20 68 88.7 34.0 0.118 0.013 2.71 8.31 Average --- 97.3 29.2 0.139 0.011 4.51 7.96 1981 Testc II WE-18 104 104.4 23.6 0.165 0.008 12.01 4.51 WE-18 Idl 104 103.9 25.0 0.184 0.012 14.0I 4.50 WE-18I *) 104 95.8 29.5 0.178 0.009 10.51 5.82 Average --- 101.4 26.0 0.176 0.010 12.21 4.94 NOTES: (a) Load increment duration 15 to 60 minutes (b) Load increment duration 24 hours (c) Load increment duration 60 minutes (d) Back pressure of 13 psi (e) Back pressure of 26 psi (f) Unit strain basis
- I TABLE 6
SUMMARY
OF SERVICE WATER INTAKE STRUCTURE AND PUMPHOUSE MOVEMENT SINCE FEBRUARY, 1978 III Net Movement, Inches ( } Intake Structure Dat_e, Pumphouse MM-1 MM-2 MM-3 lI February, 1978 0.00 0.00 0.00 0.00 March, 1978 0.13 0.35 0.31 0.24 I June, 1978 -0.31 -0.02 -0.19 -0.26 December, 1978 -0.32 -0.13 -0.43 -0.37 December, 1979 -0.56 -0.19 -0.67 -0.55 December, 1980 -0.61 -0.10 -0.78 -0.64 I I I I I (1) Shortly after grouting of cracks I (2) Negative values indicate net rebound, positive values indicate net settlement I I
I TABLE 7 SURVEY RESULTS FOR SERVICE WATER LINE 'A' I Distance East of Coupling Elevation at Top Station Field Weld At E. 1,905,095.5 (Feet) of Pipe (Feet) 1 1.0 427.778 2 5.0 427.807 I 3 4 5 10.0 15.0 20.0 427.839 427.867 427.894 F.W. #16 24.3 427.901 I 6 7 25.0 30.0 4?7.905 427.903 427.911 8 35.0 I 9 10 11 40.0 45.0 50.0 427.919 427.902 427.888 g 12 55.0 60.0 427.881 427.878 s 13 427.878 14 65.0 g F.W. #15 69.3 427.882 5 70.0 427.897 ~5 16 75.0 427.938 17 80.0 427.981 . 18 85.0 428.032 19 90.0 428.041 20 95.0 428.044 'g 21 100.0 428.036 428.019
- 3 22 105.0 23 110.0 427.997
- F.W. #14 114.4 427.976 24 115.0 427.978 25 120.0 427.964 26 170.0 427.836 27 175.0 427.840 II 28 F.W. #12 178.4 180.0 427.844 427.837 29 185.0 427.821 _g 427.820 3 F.W. 011 185.4 30 190.0 427.808 31 195.0 427.800 3 200.0 427.799 ig 32 33 205.0 427.800 34 210.0 427.801 ~ 34A 272.5 427.548 35 295.0 427.352 300.0 427.304 36 305.0 427.245 '3 37 310.0 427.166 g 38 315.0 427.091 39 320.0 427.022 40 Dresser Coupling 321.4 No Data ll
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- I
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OF BACK PRESSURE CONSOLIDATION TESTS ON SELECT FILL FIGURE 6
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i i4 l, l STRAIN vs. PRESSURE I i I I I L Boring No. WE - 18 D O- i
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=-r=;=z= - {. r c7"T' F' ' =. . r: =-r = -. __.. r_._.,-_ _ _ __. __ p _.-_...- _ = = = =.n- _ _r21
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- - - - - - - ~ -
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'I !I i !I I lI lI lI l A P PE NDIX l-A > !I e lI i f s 4 is !I i k I
A-1 I Sheet 1 of 2 I DATE 12/15-17/80
- 1. O G of BO RI N G N o. wE-14 SURFACE ELEV. 422.9 x
LOCATION E 1,905.479 472,688
=
od 9 E 8 ve 5: - x - c gg 3f ~- .g
- a. 4 6
23 D E S C RI P T IO N y u I 3. a 0* E
$ $~, d a
TO
>v 25 53 ~$
-- 6 - w -
I . Water I 10-406.7 [ 18 20-I$ N ST 18 s 3h 9 lo " [l ST Stiff red-brown micaceous medium to fine sandy clayey silt (Compacted _l 14 Select Fill) Ie : o 40 ! 20 I - ST 50-~l8
. ST 366.9
. 22 I
6
,- Very stiff gray, tan and red-brown micaceous medium to fine sandy clayey 24.7 NP NP
- I ~
-1 23 g
33 silt (Compacted Select Fill) 70 - I -
-l ST
-1 39 347.1 80]l 26 D2nse to very dense dark gray, green and gold micaceous silty fine sand PIT and fine sandy silt I -l
_l 34 (saprolite ) 9L'I. 42
~ ~
- Cor.tinued on meet 2 l l l Surface Date 127.5 feet Water Deorn COMPLETI ON D E PTH S AMPL!R: : c. c. srtti S Aarf t SAWt t' 1
L- . . _ _ - - ... -
I A-2 Sheet 2 of 2 l DATE 12/15-17/80 LOG of BORING No. wE-14 SURFACE ELEV. 422.9 x LOC ATION E 1,905,474 472,6ss I , w w g a W ow
-v U 7-x I
8 m - Z c
$ UN
=
g2 <;; D E 5 C RI P T I O N y g3 3=. m =$ e ) I ~ gg a a 2 g u 4 C 93 j3 :w f 3v .. s - 90ht-
,3 -l 23 Same as above ( Saprolite )
~
l 82 _l 35 312 9
~l 28 110 -
Ig
-l 131 3 -
Very dense dark gray and white, with
,l 147 green and gold intrusions, micaceous IsC 0 120 -
.l 86 silty fine sand with rock fragments l (Decomposed Rock )
100
*I 9 3
^
130-on -
~
295.4 0 Refusal at 127.5 feet i *
- See Su::ntary of Laboratory Test I 140-'
Results, Appendix B
** Sampling resistance not valid at 44.5 to 46.0 feet due to sedimen*. in I
~
boring
= 91elby Tube sample ST I "
]
FI T = Pitcher sample I 1 I _ 1 1 1 J l 4 COM PLETI ON DEPTH 127.5 f t Water Death m dace Date S A M P L E R:. :" c. :. sput. sAa re t si, pt ra i D ..-. - . - . _
l l E A-3 Sheet 1 of 2 l DATE 12/18-19/80 LOG of BORING No. SURFACE ELEV. 422.9 WE-15 N 472,713 LOCATION E 1,905,514 0 w w 20
=z C g yg 1
- = = c - .
=
. t ~
D E S CRI P T IO N y w = 5f G: .g g s $<3 I C g 0-a
*g u
C
< 5 cs 42 3v C;
=*
EC C "-
)
i I i
~
I 1 -
~
Water I g 2C -
- c N
N - 30-I~U ~ 389.2 4 Il !l E - 40- ST 2 2 - 6 Firm to stiff red-brown micaceous fine sandy clayey silt _! 7 (Compacted Select Fill) 50- . ST I - 9 366.9
)
I 60-16 ST 23 very stiff red-crown micaceors fine sandy clayey silt l _ (Compacted Seleet Fill) 70- ST y I - 34 Medium-de se 'are n and red-b n xec Cine 348.3
.l8 sana si t,t roc fr ents ect F 344.3
- Sapr lite an omcactec )
I 80 - ST
- 46 Very dense gray, green, black and white micaceous fine sandy silt with seams of silty medium to fine sand (Saprolite )
I - _; 77 90- I
. Continued on meet 2 I 8" Date 107.0 feet water Depth COMPLETION D E PTH S AMPLER: 2" c.3 5Puf- tAnne t sAustan 3 . --
1 A-4 l
' Sheet 2 of 2 L O G of BORI NG N O. WE-15 N 472,713 12/18-19/80 SURFACE ELEV. 422.9 LOC ATION E 1,905,514 D AT E 2
I 30 . C e 9 E e ve
$ E<z - am c -
- s 23 6 m D E S C RI P T IO N <
, yg 5~ G-. "g 5
5 55= r 5o
>v 93 23 0-o 1 , 9 M3 Same as above (Saprolite) 327.6 I .
_[100 2" V ery dense gray, green, black and white 100-41 micaceous fine sandy silt and silty fine a 25 sand with rock fragments (Decomposed Rock ) 0,,
,100 ~
315.9 I
~
. 2" 110 -
Refusal at 107.0 feet N . 120- Sr - Shelby Tube sample , I_ N
~
- g. k.
3 e _i I . 1
~
I . I .. . E . I t 1 I 1 I 1 107.0 feet Weter Depth Surface og, ___ COMPLETICN D E PT H S AMPLER: :' o.:. sput sanatt swetta i
; s.1
....,__..m, _,. .
A-5 Sheet 1 of 2 L O G of BO RI N G N o. WE-16 N 472,669 12/17-19/80 SURFACE ELEV. 434.6 LOC ATION E 1,903,327 DATE I 30 d 2 O 9 E. e ve 55 hg Ed "g [ $ $5 D E S C RI P T IO N fd $f joQ 91 IS o-$ I i o 5 55, o mm m. I -l16 1JlST I .
-l 28 29 2
ll
$ Very stiff red-brown micaceous fine n
I sandy and medium to fine sandy clayey ST cilt a 3
~
3"' (Compacted Select Fill)
-1 21 o o -
o Z ~ ST k 26 I .
-l 10 50 -]; ST I .
i 23 378.6 1 ST Very stiff gray, tan 2. ;ed-brown 6
,, 19 micaceous fine sandy clayey silt with seams of silty fine sand I h 25 368.6 (Comcacted Select Fill) 1:
stiff to very stiff red-brown micaceous 70 -
~l ST I 1 i 12 21 fine sandy clayey silt (Compacted Select Fill) 358.6 1
I 80 - ST PIT PIT Dense to very dense gray, green and white micaceous silty decomposed rock, friable 3 53 to silty coarse to fine sand and gravel
- PIT size rock fragments ( Ehprolite/ Decomposed NP NP I -
PIT Rock ) ~ 90 - 74 q Continued on Eheet 2 Not Determined Date Water Depth COMPLEilON D E PTH 149.3 feet S AMPLER: :" 0.3 spli? laRREL S u PLla
~
N - - ._
j A-6 Sheet 2 of 2 472,669 L O G of BO RI N G N O. WE-16 N SURFACE ELEV. 434.6 LOC ATION E 1,905,3 27 DATE 12/17-19/80 om -.
- I 0 zY -- 5_ : 8 vg
_ - =m o -
. c m< D E S C RI P T I O N < w g
-f G-. $g 3 s 20 ,
$ O 03 j3 $
$ j u O-I e q$ $ 3, 90 -
m -. m JPIT Same as above (Saprolite/ Decomposed Rock) I jPIT
'l 48 PIT 334.6 100 ]E I
44 g Dense dark gray and green micaceous silty
.g fine sand with seams of white silty I . coarse to fine sand 110 j 59 ( .%prolite ) 323.4
-l 134 IcaN:s .
120 -.l 67 Very dense dark gray, white and green Io s
-l 63 micaceous silty fine sand
~o o (Decomposed Rock) 130
~
Q . 100 I
. 5" 140 I I ~l 85 1
I 150 g 100 3" Refusal at 149.3 feet
~
285.3 I "
* = See Summary of Laboratory Test Results, Appendix B 160 - Sielby Tube sample I
Sr =
", PIT = Pitcher sample I -
J j J I d COMPLETION D E PTH 149 3 f "t Wcter Depth Not Determined Date f S AMPLER: 2" c.c. satit aarte t sAmpt et
A-7 meet f2 LOG of BORING NO. wr-17 N 472,731 I DATE 1/5-7/81 SURFACE ELEV. 435.0 LOC ATION F 1WM 20 I e
$ 35 9 E e ve
[ $ $O
< <3 D E 5 C RI P T IO N f w
hf
<O
$ =~ 5 :~ gj O2 <1 .:: m c
"g I 3v CC U3 $$
E I -l30 l 10)339 I .
-l 29 I 20 -
ST 29 Very stiff to hard red-brown micaceous fine sandy clayey silt g -l 34 (Compacted Select Fill)
- n -
N . N ST 30 - 27 I.o"
- ll
-l24 o o lOa .
l ST
**~
x 5 T27 50JST I .,E 25
-l 19 379.0
'_ Very stiff red-brown and yellow-brown fine I 60 -
.i ST 25 sandy clayey silt (Compacted Select Fill) 375.0 i
1 31 1 Dense to very dense dark gray, green and SI g ld micacecus silty fine sand and fine f 70 - sandy silt ST (Saprolite) 39 l I 0 353.7 80
~
Very dense gray, green, gold, and black g - 135 micaceous silty fine sand with seam of white silty coarse to fine sand g "* u 100 (Decomposed rock ) 90- 3" Cont}nued on 91eet 2
~~~
103.8 feet Woter Depth Not Determined Det e
~
COMPLETICN D E PTH j S AMPLER: r' o.s. spui sarnet simetra
A-8 91eet 2 of 2 L O G of BO RI N G N o. wz-17 s 472,731 1/5-7/81 SURFACE ELEV. 435.0 LOC ATION E 1,905,271 , DATE 20 : I C e 8 vBR c- $( .2 g E ce u = g; 3~ 3:. "g g 2 e5 g D E S C RI P T IO N 3 u < 43 a < 6 og <1 -m
* "y C 3v 30 f3 Of E90 g
\
I ~l 84 83 Sune as above (Decomposed Rock ) 100
~
331.2
. 100 __
,' 3" Re#usal at 103.8 feet 110 -
SI = 91elby Tube sample m - 120 - IU5 , O 1 I:3 J I : I : J I . I - 1 1 I I I COM P L, Eit ON DEPTH 103.8 feet T' O.1 sPtt! nagg t sustat Wcter Depth Not DM a ~inad pote S A M P '. E R : 1
n_o Sheet 1 of 2 L OG of BORI NG N o. wE-18 x 472,6c1 DATE 12/11-13/80 SURFACE ELEV. 435.0 LOC ATION E 1.905.389 ob I
- e w O O vt og w tz I' D E S C RI P T lO N h h~ Ed yg c < <G w <o O2 42 ;*
* "g C 3v 22 EC 0%
7 Asphalt Pavement I Stif f red-brown micaceous fine sandy I -g10 lgI clayey silt (Compacted Select Fill) , 425.2 10 1 I 1 E33 120
"*di"" d*"S* * "*"Y d*""* d^#k 9"^Y ""d white silty medium to fine sand with stiff g
red-brown micaceous fine sandy clayey silt
-l ,.
5 20 from 13.5 to 14.5 feet 412.0
..l10 (Backfill of 36" by-pass pipe )
Ig x
-15
--~\
!bft red-brown micaceous fine sandy
\ clayev silt /
[' " *" g ) 31.5 *
^ 30.9 E N ST 30]313 30.0 Io *
~11
-jl 3 stiff red-brown micaceous medium to
$ 1l fine sandy clayey silt
" 40 (Compacted & lect Fill) 12 I f' ST 385.5 50 I q
-l'21 j
21 Dense Zone I Filter Sand 382.0 60 l Very stif f to hard red-brown micaceous
-l medium to fine sandy clayey silt .g -l 25 (Compacted Select Fill) 5 -
33.0 30.6 70 22.7 40
-l 28 355.0 23.3 # #
S 80 - 38 Medium dense to dense dark gray, green and ST gold micaceous silty fine sand and fine
'I f41 sandy silt 42.6 39d W W
- 00 d Continued on sheet 2 I20 f*** Do'e #
152.4 feet Water Depth COMPLETION DEPTH 5 AMPLER: :' c.:. $PUT SAPIf L $AMPkII 5
q l A-10 Sleet 2 of 2 L O G of BO RI N G N o. wE_18 x 472,601 12/11-13/80 SURFACE ELEV. 435.0 LOC ATION E 1,905,388 DATE Y
, om ,
Y $ 5Y Y Y uY
=
E
< <=
D E S C RI P T IO N f $f
<o
$6 Ed $$
os 33 :$ gs e ag $. 3: v .. m. o-19 jST 42.6 NP NP
- I -5 37
- ST Same as above ( Saprolite )
100 - 58 I q J ST 23.6 25.0 29.5 NP NP *
}'27 I -
110 - 115 ST 326.0 4lST 25.2 NP NP y 56 N
* ] 54 120 -l I *.a -
1 155
$ 3 }lIl" Dense to very dense dark gray, green, gold and white interbedded zones of silty
% o, 30 J 155 coarse to fine sand with rock fragments, silty fine sand and fine sandy silt I -l
~
69 (Decomposed Rock ) 140 I 1
~
90 I 150-l J 64 100/2" - 282.6 t I l Refusal at 152.4 feet 160- See summary of Laboratory ' Test Results, , g
- g [ Appendix B l SP = 91elby Tube sample
'I _1 k
~~~
152.4 feet w et,, o ,,3 Not Determined Def e CO PL ETi ON D E PTH S AMPL ER: r' c.c. saut sarte t suetta
A-11
.91eet 1 of 2 s 472,518 L OG of BORI NG N o. ws-19 12/15-16/80 SURFACE ELEV. 434.9 ;.OC ATION p 1,905,462 DATE Z
8Y I C m 9 2 8 vit
% _H. 3 hg Ed "g
[ $ $(5 D E 5 C RI P T IO N fe hf
;v O 93 53 :s e 5 55 O-I w -s ss a y 0
I ?ST ! 10 I i ts 10 1 20 ]ST 13 Stiff to very stiff red-brown micaceous medium to fine sandy clayey silt, with 9 occasional seams of tan color
- ST (Compacted Select Fill) o 30 _"
I rs -l 10 o o 1
- o 7. 1 lST 16
,; l I
~ -
11
- 387.9
~
ST 50.- j28 lI l 1 28 Very stiff to hard red-brown micaceous
,28.8 24.8 NP NP
- ST 60 - medium to fine sandy clayey silt, with 22.8 23 seams of gray, tan and brown, especially
*j20 below 70 feet lS (Compacted Select Fill) 70
! 34 r .
~l30 1
I
~
ST 353.7 80 - 56
. Medium dense to dense green, gray, brown 1 28 and white silty fine sand and fine sandy silt with zones of rock fragments ST ( mprolite) -
90 53 Continued on Sleet 2 y
" " ~
105.8 feet /eter Depth Not Dete minad Date COMPLETION D E PTH S AMPLER: r' o.:. setzt aAnar t 54mptit
i A-12 91eet 2 of 2 u 472,318 L O G of BO RI N G N o. wt-19 12/13-16/80 SURFACE ELEV. 434.9 LOC ATION E 1,905,462 DATE se = ". t ! 1 I 3
- n. 55-2 6
20 D E S C RI P T IO N 9 aw w E g c e 36 3:
~
ve 42 m o e
< <G w t *o o
g * *g C l< o3v, ;s 2C O
~
Same as above ( Smrolite ) 34 1.3
. s ST I 83
}
Very dense green and gray partially friabl' a i
~
PIT rock with seams of fine sandy silt 100_ I ~
,1 97 ll (Decomposed Rock )
329.1 I _ I 110-
~
l 4 Refusal at 105.8 feet
= Shelby Tube sample ST N PIT = Pitcher sample o 120 -
5 .
- o o . *See Sumary of Laboratory
'O . E3 . Test Results, Appendix B.
_Eg -
- 0 - .
.g .
g . b I - I I-
-I _
I
-~
we g ,, , o,p,3 Not Determined Dog, COM P L ETt ON D E PTH 105.8 feet S AMPLER: 2" 0.0 sat 1T S AR RE L SAMPL!' V h . - - - _ _ __ _
A-13 Sheet 1 of 2 L OG of BORI NG N O. WE-20 N 472,387 12/8-10/80 SURFACE ELEV. 435.6 LOC ATION E 1.905,559, DATE f l
- 8 m ,o wv - .
w w ::: z o 3 g vg
,< - x w c - . m
. c u D E S C RI P T I O N <
*E 56 G~ e*
3 s g3 > w < O Os <s to
. m < <- 3v 0C C2 Od
, g *
*g C
- g ~l 15 5
ST
' 7 E
3 1
}l 20 Very stiff red-brown micaceous medium to fine sandy clayey silt
- ST
- ' 20.-
32 (Compacted Select Fill) i E ca ~131 l5:"4 c c- ST
! u 30 ]320 N _ 26 o - '
I 40 - 1
-l19 389.1 IST 50128 very stiff red-brown and tan micaceous
.i 1 medium to fine sandy clayey silt
~l 26 (Compacted Select Fill )
- I
~
ST 60 374.1 26 ig -l 39 Dense dark gray, green and white
- 3 micaceous medium to fine sandy silt
-i 34.0 47 31
- ST 70 - 45 ( Saprolite ) 363.0 q
1 48 1 ST Dense to very dense green, black, white and gold alternating zones of silty
+ 80 -
k medium to fine sand with rock fragments, micaceous silty fine sand, and partially
} 41 .g friable rocx iW -
PIT (Decomposed Rock ) -- 90 - 52 Continued on Sheet 2
~
112 . ~1 feet Water Deptn Not Determined _oare COMPLETION D E PTH L gm S AMPLER: :' O.:. s ulf BARttL 5AMPtte ,
A-14 Sheet 2 of 2 L OG of BORI NG No. uz-20 x 472,3s7 ; SURF ACE ELEV. . 435.6 LOC ATION E 1.905.559 l DATE 12/8-10/80 14 owv I w e 2 . E 55 e m5. u -
=*,.1 2 ". 5, e G-
- 30 D E S C RI P T IO N E
2
< <G 3 26 53 43 53
* *g C 3v 3; E2 Od E
I .I 39 113 he as he (Decomposed Mck ) 100-l I -
-l 100 5"
]
110 322.9 k 10 -- 1 2- . I :=r m . Refusal at 112.7 feet n o 120] !o I5 o
]
- See a:= mary of Laboratory Test Results, Appendix B 2
- O..
& = me ny M e sample o 130 l0 -- . PIT = Pitcher sample I
140-150 - I 1 . I : a ' g i I - COMPL ETI ON D E PTH 112.7 feet b # werer Depth Not DetemMned Det e
~~
e . 4
A-15 meet 1 of 2 WE-21 N 472,453 . L O G of BO RI N G N o SURFACE ELEV. 435.1 LOC ATION E 1.005. 513 DATE 1/7-8/81 e l e=M E 5 E~ e us
=
h h* D E S C RI P T I O N f $$ hi Ed es 4s to
$e 3u6
=
C < <- C C; EC O% g m eg
~
l 23 1 ST 10- 10 Stiff to very stiff red-brown micaceous j gi medium to fine sandy claye" silt 1
~ .(Compacted Select Fil?
ST 20-- 18 11 121 Iw l N ST 30- 12 Io 7
~l 22 L
8
= 40 2 26
-l 16 1
8 50 )g 34 382.6 1 - 1 19 Very stiff red-brown, gray-brown and gray I 60-j 7 8 micaceous medium to fine sandy clayey (Compacted Select Fill) 368.5 2 23.5 ST NP NP 70 - I - ST 27 ST Medium dense to dense green, black and brown micaceous medium to fine sandy silt and silty medium to fine sand with 20.2 29.4 NP NP
- ST I 80-g seams of gravel size partially friable rock fragments 27.2
.' ST ( Saprolite )
32 348.1 I- - J : S1me as Below (Decomposed Rock) 9d 55 d Continued on Sleet 2
~~~
112.7 feet Weter Depth Not Datami nad D e t e COMPLETION D E PTH S AMPL ER: r* c c. 5PLtY sanna t sametta
t I . A-16 Sleet 2 of 2 L OG of BORI NG No. ut-21 u 472,433 1/7-8/81 SURFACE ELEV. 435.1 LOC ATION E 1.905.513 DATE SU Z - 0 w m
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u g g D E S C RI P T I O N < w g -f G2. =g s < <G = 4 o 02 41 C *" 0 3v C2 O I w 90\ a
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68 l Dense to very dense gray, black, brown, gold and green rock, friable to silty 100-l 63 coarse to fine sand with gravel size non-friable rock fragnents 37 l (Decomposed Rock) 110 10,$
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322.4 (& U . o 120 -'
- See Summary of Laboratory Test Results, I3 .
Appendix B
- ST = Shelby Tube sample
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I 112.7 feet Wcter Depth Not Determined Dete COMPLETION D E PTH S AMPLER: T' O.: sPtti tar AEL 5A*PLEt 5 ._. - _ _ _ _ . _
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'I I APPENDIX I = I I LI I-I I 'I I .-_______ _____ _________
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- Y i i P P P P P P P 2 R M M P P P P P P N N N N N I l N N N N N N O L t N N M1 T
R A G R t 9 R T I P P P P P P P P P N P N P N P N P N 7 E M I N N N N N N N N O I I A L B 9 0 A L F I A e Ny R t I U T fA TNe I f, g 7 4 0 5 5 1 9 0 0 0 9 4 0 3 6 0 7 2 2 3 3 2 6 2 4 1 9 3 6 2 4 3 A WO 1 3 3 3 2 3 3 H 2 O C 5 Y E R 8 5 1 A 1 M M E U S N O E I T A C t f l l l 0 l l l l l l l l 5 5 l l l l l l i l i i i e e e i i A L i e i F i F F F F F F F t t i t 1 F t i C i t l l 1 t t l t t t t t c t c c O o O o c c c c c e r r r c e r e e e e e e e l p p p p l l l l l l l e e a a a l e a e e e e e e S S S S S S S S S S S S S 5 0 0 s 5 0 0 0 0 e 0 0 5 e 4 7 0 0 0 8 9 9 s f 3 4 7 - - 6 8 - - 0 e. H - - - 0 0 5 0 v, l 0 5 0 3 C P 8 8 I 4 8 8 8 7 8 9 ss D 3 3 6 e 6 8 2 l e e 3 7 9 e r G H 8 1 0 2 5 e 44 6 1 2 2 2 Nd a ti 1 8 - -
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