ML19254D937
| ML19254D937 | |
| Person / Time | |
|---|---|
| Site: | Summer  |
| Issue date: | 10/31/1979 |
| From: | GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT |
| To: | |
| Shared Package | |
| ML19254D935 | List: |
| References | |
| NUDOCS 7910300343 | |
| Download: ML19254D937 (39) | |
Text
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FINAL REPORT SERVICE WATER INTAKE STRUCTURE SETTLEMENT EFFECTS AND RELATED WORK VIRGIL C. SUMMER NUCLEAR STATION OCTOBER 1979 PREPARED FOR:
SOUTH CAROLINA ELECTRIC & GAS CO.
COLUMBIA, SOUTH CAROLINA PREPARED BY:
GILBERT ASSOCIATES, INC.
READING, PENNSYLVANIA AND WOODWARD-CLYDE CONSULTANTS PLYMOUTH MEETING, PENNSYLVANIA 1237 160 t
7 0103 00 3 Y 3
TABLE OF CONTENTS M
l.0 PURPOSE AND SCOPE OF REPORT 1
2.0 BRIEF HISTORY 2
3.0 MONITORING METHODS 4
4.0 MONITORING DATA 5
4.1 SERVICE WATER PUMPHOUSE 5
4.2 SERVICE WATER INTAKE STRUCTURE 5
4.3 WEST EMBANKMENT PIEZ0 METRIC LEVELS 6
4.4 WEST EMBANKMENT CREST SETTLEMENT MONUMENTS 7
5.0 ANALYSIS AND INSPECTION OF STRUCTURES 8
5.1 SERVICE WATER PUMPHOUSE 8
5.2 SERVICE WATER INTAKE SThCC'1URE 8
5.2.1 STRUCTURAL EVALUATION 8
5.2.2 UNDERWATER INSPECTION 9
5.3 ELECTRICAL DUCT BANKS 10 5.4 SERVICE WATER PUMP DISCHARGE LINES 11 5.5 CIRCULATING WATER BY-PASS LINE 12
6.0 CONCLUSION
S 13 Tables Figures Appendix A - Underwater Divers Inspection Report 1237 161
LIST OF TABLES Page 1.
Summary of Service Water Pumphouse Settlement Readings 2
(Updated Table No. 3 of Report No. 2) 15 2.
Settlement Readings, Service Water Intake Structure Masts (Updated Table 10 of Report No. 2) 17 3.
West Embankment Piezameter Data 19 4.
West Embankment Settlement Data 20
}
1237 162
_ 11 _
LIST OF FIGURES 1.
Settlement Monitoring Data, Service Water Pump House (Updated Figure 9 of Report No. 2) i 2.
Settlement Monitoring Data of Survey Points, Service Water Pump House 3.
Survey Mast Monitoring Data, Service Water Intake Structure (Updated Figure 24 of Report "a. 2) 4.
Piezometer Location Plan and Profiles 5.
West Embankment Piezometer Data 6.
West Embankment Settlement Monument 7.
Load vs Deflection Curve, Servicised Closed Cell Plastic Foam Block
'2.47 163
~
i
- 111 -
1.0 PURPOSE AND SCOPE OF REPORT The purpose of this report is to describe events concerning the settlement of the West Embankment and its effect on the Service Water Pumphouse, the Intake Structure, and the incoming services to the Pumphouse after grouting of the Intake Structure cracks in January 1978 as described in Report No. 2.
This report mainly provides data which have been obtained between January 1978 and June 1979.
Settlement monitoring data of the Pumphouse and the Intake Structure which were presented in Report No. 2 are updated in this report.
The information presented in this report is listed as follows:
a.
Presentation of monitoring data on the settlement / rebound of the structures and West Embankment Fill surface.
b.
Piezometric readings indicating groundwater levels within the West Embankment.
c.
Discussion of the settlement effects on the structures and the incoming services.
d.
Description and conclusion of underwater inspection of the Intake Structure.
Service Water Intake Structure, Settlement Effects and Related Work, June 28, 1978.
1237 164 W
2.0 BRIEF HISTORY A descripton of the Service Water Pumphouse and the Service Water Intake Structure along with the sequence of various construction
[
events are presented in detail in Report No. 2.
Briefly, the Service Water Pumphouse and Service Water Intake Structure are located on the west side of the Service Water Pond.
The Pumphouse rests at Elevation 386 ft on approximately 30 feet of West Embankment fill materials as shown on Figures 1 and 2 of Report No.
2.
The Intake Structure, which provides the Pumphouse with access to the Service Water Pond, is founded at Elevation 367 ft.
and rests on 15 feet of fill at the west end and on natural soil at the east end.
2 A settlement monitoring program was started on January 13, 1977 for the Pumphouse and Intake Structure after the Pumphouse base slab was completed.
The settlement measurement made on August 15, 1977 indicated that settlement of the Pumphouse and Intake Structure exceeded the settlement estimate for that stage of construction.
Subsequently, on August 29, 1977 cracks were discovered in the Intake Structure.
The embankment fill was completed in October 1977 and preloading of the Pumphouse was carried out during the period October 20 through December 4, 1977.
The purpose of the preload was to accelerate the settlement so that no additional significant settlement would occur s
af ter the cracks were repaired.
~
Cracks in the Intake Structure having widths over 0.012 inch were grouted between December 15, 1977 and January 18, 1978 as described in Section 8.0 of Report No. 2.
Monticello Reservoir was filled to
Elevation 425 ft during the period December 2, 1977 through February 9, 1978 and the Service Water Pond was filled to Elevation 425 f t during the period from February 23, through March 7,1978.
As shown in Figure 1, the Pumphouse settled an average of 12.5 inches and the Pumphouse end of the Intake Structure settled about 10 inches before the grouting of the cracks in the Intake Structure and the subsequent filling of the Service Water Pond. The settlement resulted due to the weight of 80 feet of West Embankment fill placed on the underlying saprolitic soils.
After grouting of the Intake Structure cracks, the Pumphouse and the Intake Structure experienced minimal additional setticment during the filling of the Service Water Pond, and an upward rebound movement following completion of the filling of the Pond.
These rebound movements range from 0.2 to less than 1.0 inch and are discussed in the section on Monitoring Data.
3.0 MONITORING METHODS Movements of the structures and the West Embankment fill along with the change of the grcundwater level are being monitored.
The different monitoring systems are listed as follows:
a.
The Pumphouse movement is monitored at the four corners of the pump room floor of the Pumphouse. The Pumphouse movement has been monitored since January 1977.
b.
The Intake Structure movement has been monitored since February 1978 by the use of three masts affixed on the roof of the structure and projecting above the Pond surface. Prior to that tit:, when the Intake Structure was not submerged by the Service Water Pond, movements were monitored at several points along the base slab as described in Report No. 2.
c.
The duct bank movement relative to the Pumphouse has been recorded since December 1978 by measuring the movement joint width above and below the duct bank: in the Pumphouse west wall.
d.
The groundwater level in the West Embankment fill is monitored in eight piezometers installed in August 1978.
The vertical movement of the West Embankment crest is monitored e.
et seven settlement monuments installed in September 1978.
12r/
167 4.0 MONITORING DATA 4.1 SERVICE WATER PUMPHOUSE As described in Report No. 2, the Service 6ter Pumphouse experienced an average a 0.19 inch of settlement during the filling of the Service Water Pond in February and March 1978.
After the filling was completed, the Pumphouse began to rebound, experiencing an average upward movement of 0.68 inch through July 18, 1979, resulting in a net upward movement of 0.49 inch.
The Pumphouse monitoring data is provided in Table 1, (Updated Table 3 of Report No. 2) and is shown in Figure 1 (Updated Figure 9 of Report No. 2) and Figure 2.
It is anticipated that the Pumphouse will continue to rebound until the groundwater level in the West Embankment stabilizes (see Section 4.3).
As described in Repart No. 2, it is anticipated that the total net rebound will not exceed about one inch from the elevation of the structure prior to the filling of the Service Water Pond.
4.2 SERVICE WATER INTAKE STRUCTURE During the filling of the Service Water Pond, the measured settlement of the Service Water Intake Structure because of the weight of water was:
East End (MM-1):
0.52 inch Middle (MM-2):
0.42 inch West End (MM-3):
0.22 inch.
After the filling was completed, the Intake Structure began to rebound, similar to the Pumphouse, experiencing the following upward movements through July 18, 1979:
1237 168 East End (MM-1):
0.57 inch Middle (MM-2):
0.97 inch West End (MM-3):
0.83 inch.
The resulting net upward movement is:
East End (MM-1):
0.05 inch Middle (MM-2):
0.55 inch West End (MM-3):
0.61 inch.
The Intake Structure monitoring data is provided in Table 2, (Updated Table 10 of Report No. 2) and is shown in Figure 3.
As with the Pumphouse, it is anticipated that the Intake Structure will continue to rebound until the groundwater level in the West Embankment stabilizes. As described in Report No. 2, it is expected that the net rebound will not exceed about two inches.
4.3 WEST EMBANKMENT PIEZ0 METRIC LEVELS Eight well point piezometers were installed in the West Embankment in August 1978, to monitor groundwater levels. The piezometers are
- .?.
located as shown on Figure 4.
The piezometer readings are tabulated in Table 3 and are shown on Figures 4 and 5.
The data indicate a gradual rise in groundwater level towards the level of the Service Water Pond and Monticello Reservoir. Initially, the data showed the groundwater level increasing in elevation with greater distance from the Service Water Pond, indicating that the fill is probably being saturated by a gradual rising of the groundwater from within the natural ground beneath the West Embankment fill in response to the filling of Monticello Reservoir and the Service Water Pond. This is also indicated at the two locations where piezometers are installed at two levels.
In both of these cases, the lower level piezometer shows a higher piezome'. t t 12fvel, indicating an upward gradient in
'2 )/
!69 ___........
the groundwater flow.
The more recent data also shows high groundwater levels near the Pond, indicating that saturation of the West Embankment directly from the Pond has also progressed to a noticeable degree.
4.4 WEST EMBANKMENT CREST SETTLEMENT MONUMENTS Seven crest settlement monuments were installed in the West Embankment in September 1978. Each monument is located adjacent to a piezometer with the same identification number.
The piezometer locations are shown on Figure 4.
The monuments consist of six-inch diameter concrete-filled steel pipe, embedded approximately six feet below the surface of the West Emban' ment fill in a 12-inch diameter concrete-filled hole, as shown in Figure 6.
A brass plate is attached to the top of each monument with a three-foot long rod embedded in the concrete within the pipe.
Data obtained from the monuments are presented in Table 4.
The data indicate that the embankment surface generally experienced up to 0.08 inch of settlement during the first six weeks after installation of the monuments. During this time, the Pumphouse was essentially stationary.
It is possible that during this period the monuments were settling slightly due to
" seating,"
or that continuing compression of the upper portion of the fill above the groundwater level was greater than the simultaneous expansion of the soil below the groundwater level because of buoyancy effects. After that time the monuments generally show upward movement, with the net rebound through July 1979, ranging from 0.05 to 0.67 inch. During this time, the Pumphouse experienced about 0.15 inch of rebound.
Monument WE-8 indicated a settlement of 0.43 inch during the first five months of monitoring, followed by 0.25 inch of rebound during the next four months.
The initial settlement is atypical and was probably because of poor seating of the monument during installation.
It is believed that the monument is now seated and is correctly reflecting the rebound which is occurring. 1237 170
5.0 ANALYSIS AND INSPECTION OF STRUCTURES 5.1 SERVICE WATER PUMPHOUSE Since Report No. 2 was presented, survey monitoring of the Pumphouse has c>ntinued (refer to Section 4.0).
During this period, the rebound movement of the structure has been about 0.22 inch with little or no rotational effects, therefore, requiring no structural
]
evaluation.
No visual observations of the structure have been reported that warrant investigation or evaluation.
5.2 SERVICE WATER INTAKE STRUCTURE 5.2.1 Structural Evaluation Subsequent to Report No. 2, survey monitoring of the Intake Structure masts has continued (See Table 2 and Section 4.0).
From the time when the Intake Structure cracks were grouted in January 1978, the differential movement between the middle (Mast MM-2) and ends (Masts MM-1 and MM-3) has been calculated from Table 2.
The relative movement between the middle and ends of the tunnel has been consistent but very small. During the initial filling of the Pond, from February 23 to March 7, 1978, relative movement indicated a very small bending in the long direction of the tunnel inducing compression in the top and tension in the bottom of the structure.
This occurred during the period when the overall mast survey indicated that some initial downward settlement of the tunnel was taking place.
After completion of Pond filling operations, the relative movement between the middle and ends of the tunnel indicated a reversal of bending with a gradual increase of tension in the top, and compression in the bottom. During this period, the mast survey indicated an overall rebound of the tunnel. Although for both these bending effects, the calculated stresses were small, it was apparent that the bending effects during the. rebound period 1237 171
were greater than during the downward settlement period during Pond filling.
These results are consistent with the predictions in Report No. 2 that change in stress conditions would be small following grouting of the tunnel cracks. It is predicted that until the groundwater levei in the arcs of the Pumphouse and Intake Structure stabilizes and all rebound has virtually ceased (see discussion in Section 4.0 of this report), some suiall change in stress will continue to occur. Confirmation that stress changes in the tunnel from January 1978 until June 1979 had no significant structural effect is supported by the underwater inspection made in June 1979 and presented in Section 5.2.2 of this report.
5.2.2 UNDERWATER INSPECTION A detailed underwater inspection of the Intake Structure throughout its length on all four internal surfaces was made during the period from June 7 through June 13, 1979. A very fine film of deposits was removed from the surface of the walls, roof, and floor before final inspection. The diver was provided with prequalified gauge wires of 0.014, 0.031, and 0.048 inch diameter with which to measure the width of any crack found. The diver's inspection report is attached as Appendix A and identifies four hairline cracks. All of the four cracks discovered were hairline and significantly less in width than the smallest gauge of 0.014 inch.
It is not possible to determine for certain whether these are cracks existing from the time of grouting which were considered too small for groucing within the parameters described in Report No. 2, or whether they are cracks of a more recent origin.
If the latter case is true, the location of the cracks is consistent with the differential movement evaluation described in Section 5.2.1 of this report which indicated some small additional tension stress from bending in the longitudinal direction of the structure.
The strain in the longitudinal rebar bridging these hairline cracks will not add significant additional strain to that calculated in Report No. 2 for the eracking that occurred 1237 172 _......
before grouting in January 1978.
The results of this inspection support the calculation results which indicated that the intake structure movement had very little stress effects.
The diver reported no unusual observations.
5.3 ELECTRICAL DUCT BANKS Details of the electrical duct banks at the west wall of the Pumphouse are shown on Figures 19 and 20 of Report No. 2.
These reinforced concrete duct banks penetrate the wall and are surrounded by a Servicised Closed Cell Plastic foam filler (See Figure 19 of Report No. 2), which is a flexible movement joint.
Downward movement of the duct banks relative to the Pumphouse has been taking place since their construction was completed in June 1978.
The movement observations were made since December 1978 by surveying on a regular basis the thickness of the flexible joint above and beneath the duct banks at the inside face of the Pumphouse west wall.
The accumulative total maximum relative movement downward is recorded as 0.841 inch in June 1979 and no appreciable movement had occurred since March 1979.
Compressibility tests were conducted on the Servicised Closed Cell Plastic foam to determine the flexibility of the joint foam after its compression from duct settlement.
Tests were conducted on samples having the same thickness as that placed around the duct bank in the wall openings. These tests showed that the spring 5
modulus of the compressed filler was 0.19 x 10 lb/cu ft, which is much sof ter than the modulus of subgrade re. action of west embankment soil surrounding the duct banks (lower bound value of 1.5 x 10 lb/cu ft).
It was concluded from these tests that an additional one inch of relative downward movement of the duct banks would be necessary 1237 173. _ _ _ _..
s
before substantial stiffening of the foam filler would approach the soil stiffness.
Since the filler stiffness is less than the soil stiffness, no concentrated reaction on the duct banks occurs at the Pumphouse wall ent y.
No further significant relative settlement of the duct banks in the future is anticipated.
It is concluded that the original duct banks design assumptions will remain valid and the duct banks will remain well within their ultimate strength capacity when subjected to the design surcharge loads for the embankment.
5.4 SERVICE WATER PUMP DISCHARGE LINES The two 30-inch discharge lines were laid and backfilled in April 1978.
The details of the system as it enters the pumphouse is described in Section 9.2 of Report No. 2.
The actual connections of the lines to the pumps were made in October 1978, at which time some misalignment between the pump and the 30-inch lines was found. To correct this misalignment it was necessary to re-excavate around the 30-inch lines close to the Pumphouse south wall. The re-backfill operation was carefully supervised for good compaction and alignnent. The non-conformance findings and remedial disposition are documented in accordance with standing quality control procedures.
Differential movement of the West Embankment soil and the Pumphouse since October 1978 can be obtained by comparing embankment monument movements at WE-12, WE-12A, and WE-13 (See Table 4 and Figure 3) with Pumphouse movement for survey points
'B' and
'C' (See Figure 1).
The maximum differential that can be estimated from this comparison is around 0.4 inch of embankment movement upward relative to the Pumphouse.
Some further small differential is expecte1 in the upward direction until the groundwater level stabilizes in the immediate area. The dresser couplings provided in the 30-inch lines adjacent to the Pumphouse wall, as described in Report No. 2, have a capacity for a 6 inch differential and, therefore, are more than adequate to absorb any anticipated differential movement.
1237 174
I 5.5 CIRCULATING WATER BY-PASS LINE The 36-inch by-pass line (designated non-nuclear safety class) between the Pumphouse and Monticello Reservoir was connected in February 1978 and its details are described in Section 9.2 of Report no. 2.
Because the 36-inch line is cast directly into the northwest corner of the Pumphouse, movement of the pipe at entry into the wall is monitored using survey point 'D' (See Figure 1) on the Pumphouse itself. Survey data of point
'D' since February 197.8 indicate a net upward movement of the pipe and structure of around 0.6 inch, z
including about 0.17 inch since September 1978. Comparing this with I
the monument data readings in the West Embankment on the north side of the Pumphouse (see Table 4 and Figure 3), there appears to have been very little differential movement between the embankment fill and the pipe entry into the structure since September 1978.
The
}
dresser couplings provided in the by pass line close to the 2
Pumphouse will allow a total of 6 inches differential which will adequately absorb the differential movement. After the groundwater level has essentially stabilued, relative movement will cease to be measurable.
I 1
1 I
1 g
1257 175
J 6.0 CONCLJSIONS a.
Prior to filling the Service Water Pond, it was expected that the net movement of the Service Water Pumphouse due to the filling would not be more than about one inch upward or downward. Following the filling of the Service Water Pond, the Pumphouse movement was downward (actual average downward movement was 0.19 inch) followed by an upward movement which is gradually tapering off; the average upward movement from March to August 197 as about 0.53 inch and the average upward movement from August 1978 to July 1979 was about 0.15 inch.
b.
Prior to filling the Service Water Pond, it was expected that the net movement of the Service Water Intake Structure due to the filling would not exceed two inches up or down. Following the filling of the Service Water Pond, the Intake Structure movement was downward (downward movement was between 0.22 to 0.52 inch) followed by an upward movement which is gradually taperinF off; the actual upward movement was between 0.47 and 0.67 ine-
- rom March to August 1978 and between 0.10 to 0.30 inch from August 1978 to July 1979.
c.
It is anticipated that the groundwater level in the West Embankment will continue to rise, at a gradually decreasing
- rate, for the next 6 to 12 months, or perhaps longer.
Additional increases after that time will be very small, with the groundwater level probably stabilizing near the lower level J
of the daily fluctuations in the Service Water Pond and Monticello Reservoir.
I d.
It is anticipated th it rebound of the structures will continue for several more months, at a gradually decreasing rate, until the groundwater level in the West Embankment has essentially stabilized.
I 1237 176 _ _ __........
I The electrical duct banks, 30-inch discharge lines, and 36-inch e.
circulating water by pass line have experienced less than one inch differential movement with respect to the Pumphouse.
These movements are easily accommodated either by the flexible foam movement joint in the Pumphouse wall around the electrical duct banks oc by the flexible connections used in the discharge lines and in the circulating water by pass line.
~
f.
Underwater investigati,on of the Intake Structure does not indicate any crack which would add any significant additional strain in the longitudinal reinforcement or that would require 2
grouting within parameters described in Report 2.
g.
Applicant shall monitor the Service Water Pumphouse and Intake Structure for settlement twice a year during the operating life of the Plant, unless a lesser frequency can be shown to be adequate.
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1237 177. _ _....
m TABLES W
T 1237 178
TABLE 1 (SilEET 1 0F 3)
SUMMARY
OF SERVICE WATER PUMPil0USE SETTLEME"I READINGS (UPDATED TABLE 3 0F REPORT NO. 2)
APPROXIMATE MEASURED SETTLEMENT (inches)
DATE FILL CONCRETE A
B C
D ELEVATION ELEVATION 6/07/78 435 459 11.988 11.352 12.336 13.128 6/14/78 435 459 12.036 11.412 12.408 13.188 6/21/78 435 459 12.000 11.304 12.324 13.104 6/28/78 435 459 12.024 11.412 12.444 13.164 7/05/78 435 459 11.976 11.424 12.408 13.104 7/12/78 435 459 11.964 11.340 12.360 13.092 2.
7/19/78 435 459 11.976 11.364 12.336 13.044 V'
7/26/78 435 459 12.048 11.412 12.396 13.104 8/02/73 435 459 12.048 11.388 12.372 13.080 8/09/78 435 459 11.916 11.316 12.312 13.008 8/16/78 435 459 11.976 11.376 12.372 13.068 8/23/78 435 459 11.964 11.256 12.240 13.056 8/28/78 435 459 11.964 11.376 12.360 13.068 8/30/78 435 459 11.940 11.376 12.324 13.032 8/31/78 435 459 11.916 11.328 12.300 13.020 9/05/78 435 459 11.988 11.364 12.360 13.092 9/07/78 435 459 12.000 11.340 12.336 13.068 9/11/78 435 459 11.880 11.268 12.288 12.996 9/14/78 435 459 11.940 11.304 12.288 13.056
((]
9/i8/78 435 459 11.928 11.328 12.300 13.020 9/19/78 435 459 11.916 11.316 12.312 13.008 q,s, 9/21/78 435 459 11.940 11.340 12.312 13.056 s,
9/27/78 435 459 11.964 11.304 12.276 13.068 10/04/78 435 459 11.976 11.376 12.360 13.080 sa 10/11/78 435 459 11.952 11.376 12.360 13.080 m
TABLE 1 (SilEET 2 0F 3)
SUMMARY
OF SERVICE WATER PUMP!l00SE SETTLEMENT READINGS (UFDATED TAllLE 3 0F REPORT NO. 2)
APPROXIMATE MEASURED SETTLEMENT (inches)
DATE FILL CONCRETE A
B C
D ELLVATION ELEVATION 10/18/78 435 459 11.964 11.376 12.336 1 3.014 10/25/78 435 459 11.952 11.352 12.348 13.068 11/01/78 435 459 11,928 11.292 12.276 13.056 11/08/78 435 459 11.892 11.340 12.324 13.080 11/15/78 435 459 11.916 11.304 12.324 13.128 11/22/78 435 459 11.892 11.328 12.324 13.008 11/29/78 435 459 11.892 11.304 12.312 13.032 12/06/78 435 459 11.976 11.364 12.384 13.176 12/13/78 435 459 11.940 11.424 12.432 13.068
,g 12/20/78 435 459 11.940 11.376 12.396 13.092 12/27/78 (1) 435 459 01/03/79 435 459 11.856 11.400 12.396 13.068 01/10/79 435 459 11.940 11.436 12.432 13.068 01/17/79 435 459 11.868 11.388 12.384 13.044 01/24/19 435 459 11.964 11.388 12.384 13.128 01/31/79 435 459 11.916 11.376 12.376 13.128 02/08/79 435 459 11.868 11.376 12.396 13.116 02/14/79 435 4 59 11.940 11.460 12.408 13 116 02/21/79 435 4 59 11.928 11.412 12.420 13[080 02/28//v 435 4 59 11.928 11.412 12.384 13.080 03/06/79 435 4 59 12.000 11.460 12.468 13.152 03/14/79 435 4 59 11.940 11.376 12.372 13.092 rv 03/21/79 435 4 59 11.904 11.352 12.335 13.080 u
03/27/79 435 4 59 11.964 11.388 12.372 13.116 y
04/04/79 435 4 59 11.856 11.280 12.300 13.020 04/11/79 435 459 11.868 11.244 12.240 13.020 O
NOTE:
(1) Settlement points removed by construction activities between 12/20/78 and 12/27/78. New points installed on 12/28/78.
Cununulative settlement af ter that date is added to settlement on 12/20/78.
TABLE 1 (Sl!EET 3 0F 3)
SUMMARY
OF SERVICE WATER PUMPil0VSE SETTLEMENT READINGS (UPDATED TABLE 3 0F REPORT NO. 2)
APPR0XIMATE MEASURED SETTLEMEhT (inches)
DATE FILL CONCRETE A
B C
D ELEVATION ELEVATION 04/18/79 435 459 11.820 11.196 12.116 12.984 04/25/79 435 459 11.844 11.268 12.2L8 12.996 05/02/79 435 459 11.760 11.160 12.144 12.912 05/09/79 435 459 11.880 11.328 12.300 13.056 05/16/79 435 459 11.796 11.208 12.204 12.936 05/23/79 435 459 11.820 11.268 12.288 12.984 05/ 30/ 79 435 459 11.784 11.184 12.180 12.924 06/05/79 435 4 59 11.736 11.136 12.168 12.888 06/13/79 435 459 11.808 11.208 12.228 12.960 06/20/79 435 459 11.760 11.124 12.120 12.900 0
06/27/79 435 459 11.736 11.172 12.180 12.900 07/04/79 435 459 11.748 11.160 12.180 12.900 07/11/79 435 459 11.772 11.184 12.180 12.924 07/18/79 435 459 11.736 11.160 12.180 12.876 u
N
TABLE 2 SHEET 1 0F 2 SETTLEMENT READINGS SERVICE WATER INTAKE STRUCTURE MASTS (UPDATED TABLE 10 0F REPORT N0. 2)
Elevation Settlement (inches)
Date of Service Mast No. 1 Mast No. 2 Mast No. 3 Water rond 6/07/78 424.1
-0.02
-0.19
-0.29 6/14/78 423.8 0.01
-0.17
-0.24 6/ 21/78 422.6
-0.08
-0.25
-0.28 6/28/78 422.4 0.00
-0.17
-0.24 7/05/78 424.6
-0.05
-0.20
-0.30 7/12/78 422.6
-0.08
-0.24
-0.34 7/19/78 423.0
-0.01
-0.25
-0.31 7/26/78 422.4 0.01
-0.25
-0.28 8/02/78 422.6 0.01
-0.23
-0.28 8/09/78 422.7
-0.10
-0.34
-0.38 8/16/78 421.9
-0.08
-0.31
-0.37 8/23/78 421.0
-0.08
-0.35
-0.34 8/28/78 422.8
-0.05
-0.31
-0.31 8/30/78 422.8
-0.08
-0.37
-0.35 8/31/78 422.2
-0.12
-0.36
-0.35 9/05/78 4 21.9
-0.06
-0.32
.-0.30 9/07/78 421.7
-0.06
-0.32
-0.30 2
9/11/78 421.6
-0.12
-0.40
-0.38 9/14/78 421.4
-0.10
-0.38
-0.34 9/18/78 421.2
-0.12
-0.38
-0.37 9/19/78 421.1
-0.07
-0.35
-0. 37 9/21/78 4 21.0
-0.11
-0.37
-0.32 9/27/78 420.9
-0.07
-0.35
-0.31 10/04/78 420.9
-0.08
-0.37
-0.34 10/11/78 420.9
-0.05
-0.37
-0.35 10/18/78 420.6
-0.12
-0.38
-0.32 10/25/78 420.5
-0.10
-0.38
-0.37 11/01/78 420.7
-0.06
- 0. 38
-0.36 11/08/78 421.7
-0.15
-0.44
-0.41 11/15/78 420.2
-0.17
-0.46
-0.40 g
11/22/78 420.2
-0.11
-0.42
-0.42 i
11/29/78 419.2
-0.14
-0.46
-0.43 12/06/78 420.9
-0.12
- 0. 41
-0.35 12/13/78 419.1
-0.12
-0.43
-0.35 12/20/78 420.2
-0.10
- 0. 41
-0.37 12/27/78 420.1
-0.19
-0.48
-0.41 01/03/79 420.2
-0.22
-0.50
-0.47 01/10/79 420.2
-0.12
-0.44
-0:37 01/17/79 420.2
-0.19
-0.56
-0.46 01/24/79 420.6
-0.10
-0.46
-0.41 01/31/79 420.6
-0.12
-0.43
-0.40 1237 i82,
I TABLE 2 SHEET 2 0F 2 SETTLEMENT READINGS SERVICE WATER INTAKE STRUCTURE MASTS (UPDATED TABLE 10 0F REPORT NO. 2)
Eleva tion Settlement (inches)
Date of Service Mast No. 1 Mast No. 2 Mast No. 3 Water Pond 02/08/79 420.7
-0.20
-0.49
-0.43 02/14/79 421.4
-0.18
-0.47
-0.41 g
02/ 21/ 79 422.9
-0.13
-0.52
-0.40 3
02/28/79 424.8
-0.17
-0.47
-0.41 03/06/79 424.6
-0.07
-0.35
-0.30 03/14/79 424.8
-0.11
-0.44
-0.41 03/ 21/ 79 424.6
-0.11
-0.44
-0.40 03/27/79 424.1
-0.08
-0.44
-0.35 04/04/79 425.2
-0.16
-0.50
-0.41 1
04/11/79 424.9
-0.16
-0.50
-0.44 04/18/79 424.9
-0.20
-0.54
-0.48 04/25/79 424.8
-0.16
-0.52
-0.46 05/02/79 424.9
-0.13
-0.54
-0.53 I
05/09/79 423.2
-0.16
-0.49
-0.41 05/16/79 423.4
-0.18
-0.58
-0.49 05/23/79 422.6
-0.17
-0.55
-0.50 I
05/30/ 79 423.8
-0.13
-0.56
-0.50 06/05/79 422.6
-0.18
-0.62
-0.53 06/13/79 423.6
-0.22
-0.60
-0.50 06/20/79 423.1
-0.23
-0.65
-0.54 B
06/27/79 423.6
-0.22
-0.65
-0.55 07/04/79 422.5
-0.20
-0.64
-0.56 07/11/79 423.8
-0.20
-0.62
-0.50 07/18/79 421.6
-0.22
-0.66
-0.59 I
I I
NOTE: Elevation of Service Water Pond is given only at time of elevation measurements on masts. Water level can fluctuate from elevation 418.0 to 425.0 I
1237 183 I
TABLE 3 WEST EMBANKMENT PIEZOMETER DATA PIEZCMETER NUMBER NE-8 WE-9 WE-9A WE-10 WE-ll WE-12 WE-12A WE-13 TIP ELEVATION:
377.3 371.3 383.1 406.6 411.4 375.2 385.1 402.3 DATE ELEVATION OF WATER LEVEL 8/17/78 Dry 405.9 403.3 398.8 Dry 8/18/78 378.6 405.9 403.0 408.0 412.8 408.8 386.4 Dry 8/21/78 381.4 407.6 402.5 414.3 418.7 409.2 386.5 Dry 8/23/78 383.7 406.6 402.4 413.8 418.8 409.6 387.2 Dry 8/25/78 385.8 406.8 402.4 414.6 419.1 409.7 387.7 Dry 8/28/78 386.8 407.0 402.2 414.4 419.0 409.9 389.5 Dry 8/30/78 386.9 407.1 402.2 414.4 419.0 410.0 388.8 Dry 9/01/78 387.2 406.9 402.1 414.9 418.7 410.0 389.0 Dry 9/06/78 288.0 407.0 402.0 415.1 418.7 410.1 389.8 Dry 9/08/78 388.4 407.0 402.0 415.3 418.8 410.5 390.1 Dry 9/14/78 389.0 406.7 401.7 414.6 418.4 410.4 390.6 Dry 9/21/78 390.0 406.8 401.7 415.6 418.3 410.6 391.2 Dry 9/28/78 391.9 407.3 402.1 416.0 418.3 410.7 391.8 Dry 10/06/78 392.2 407.5 402.2 413.9 418.2 414.4 392.5 Dry 10/12/78 393.0 407.5 402.1 416.3 418.1 411.1 392.9 Dry 10/19/78 394.0 407.6 402.0 416.4 418.0 411.2 393.3 Dry 10/26/78 390.0 407.8 402.3 416.0 417.9 411.0 393.6 Dry 11/06/78 396.2 407.9 402.5 416.5 417.6 411.3 394.5 Dry 12/05/78 399.2 408.7 402.6 416.9 417.1 412.1 396.3 Dry 1/05/79 402.0 408.2 402.2 417.3 417.0 411.7 397.5 Dry 1/30/79 404.6 409.6 403.2 417.5 418.5 412.9 399.5 404.0 3/07/79 407.0 411.1 404.6 418.2 418.7 415.1 401.9 Dry 4/04/79 408.0 411.6 405.0 417.7 419.0 415.0 402.5 Drv 5/01/79 410.8 412.1 406.3 418.1 419.4 416.8 404.8 DrIf 6/02/79 411.7 412.0 406.9 417.9 419.5 415.7 406.3 Drv 7/02/79 413.3 413.0 409.1 418.3 420.0 417.8 407.7 Dry 1237 184
TABLE 4 WEST E21BANKMENT SETTLEMENT MONUMENT DATA DATE MEASURED SETTLEMENT (inches) (1)
WE-8 WE-9 WE-10 WE-ll WE-12 WE-12A WE-13 9/27/78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11/01/78 0.28 0.02
-0.04 0.07 0.08 0.07 0.0?
11/08/78 0.22 0.06 0.02 0.07 0.07 0.07 0.04 12/06/78 0.28 0.02
-0.01 0.04
-0.06
-0.10
-0.05 1/03/79 0.29 0.02
-0.05 0.00
-0.19
-0.30
-0.13 1/30/79 0.36
-0.04
-0.02 0.0"
-0.19
-0.22
-0.07 3/06/79 0.43
-0.04 0.02 0.08
-0.25
-0.22
-0.23 4/04/79 0.30
-0.19
-0.12 0.00
-0.41
-0.36
-0.48 5/02/79 0.24 1.02(2) -0.19
-0.04
-0.54
-0.49
-0.61 6/05/79 0.19 1.02
-0.20
-0.02
-0.61
-0.60
-0.61 7/04/79 0.18 1.04
-0.19
-0.05
-0.67
-0.66
-0.62 R
1237 185 NOTE:
(1)
Negative readings signify heave as opposed to settlement (2)
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BRASS PLATE CONNECTED TO 1/2"x 3' ROD i6"! l a ,3 J .I b,' ,g ~ WEST EMB ANK MENT t?. ? Fl L L -? .' O. "6 3. 4 ,.h q . b- _ _4 (
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UNCONFINED COMPRESSION TEST Project Virgil C. Fummer Nuclear Station Soring No. N/A 3,,,ie no, N/A oeptn N/A F t. Oescriation Servicise Closed Cell Foam Blocks 6.1" x 6.2" x 2.3" Moisture Content N/A % ory Density N/A ocf Liquid Lisit N/A % P1astie Limit N/A 5 i l Ii l l I I I I I l I i i I l l l l n N I I I I I I I O I I I I I p I I I I I I I I I I I I I 2.00 l I I I M ej l I I i I Tl I : I d,A I I I I I i ! ! I I I l l /'l l I I i i l l I /~. l i l I I E* I I lf l 1 1 I l1 I I a I I I I I/~ l i I I I I I I I 5 I i l I l/i ! I I I I I I I l l ! I i I i i l i 1/! I I I i i l l I I I i l i l I ! i I I IdI I I I I I I I I I II I I I ' I 2 ll 21.00 Ifl l I I I i l l l 1 I I I I I I I i i ! l i $ 0. 84 - ' L Lgl I l l l I I I l l l l I i I ! ! 3 I I fI I I I I i i I I I I i l l l l l l l h I I /I I I II I I ! I I I I I I I I I I ! I l l C I II I I I I I I I I I I I I I I I I I I I I I O.50 I[l i ! I I I l I I l l l ' I I I I l I l /l i i l i I I I i l l l 1 l l 1 iI I I _1/ I i i l l I I I I I I I l I i i /, I I I I Il l I I l l l l l l l I I /' I I I I I I I I I I I II I I I II I I I 0.00 O 500 1000 1500 2000 2500 LOAD - POUNDS LOAD VS. DEFLECTION CURVE o 0. 841 inches recorded maximum a.ccumulative SERVICISE CLOSED CELL " squeeze up" as of June 1979 PLASTIC FOAM BLOCKS }23[ lh)
_ADPENDIX A 1237 194
I I 3.\\L'..!CNS OREDGING CORPORATION MARINE CONTRACTC39 AND ENQlNCERS SusMARINE PtPE LINE3 AND CABLT.S Snip SALVAGE OPERATIONS. DivaNo. PIEns. Docks AND BRicoEs FACILITIES AVAILABLE AT CUR TERMINAL 3 FOR VESSELS OF ALL TCNN AGE CHERRY HILL LANE ON SHIPYARD RIVER nd TELEPHCNE A. C. 803 P. O. BOX 42. IIP 234c2 7 2 3013 dune l?,13.,,ir* CHARLESTON. SCUTH CA. .!N A I I DTIERS RE_00RT -r-i.v. co,.u c a au r 3T -r.e'. n. - o 2. a.:. - r 2. t.c.. d. u,. s. June 7,- 13th,lg79 As the divers were T.ailn3 their.4uv ay o ' the service uater intake tunnel they found at S ta ; ion y-e i' -G ', F. section 3 feet up from A mection, a 3/k; hole. f.13 0 e. : I station Y-47'-6 F. section, 5 feet u? frma i..sec+, ion anothec 3/h' hole. These holas are plugzeu.zith.tooden the job site that ;hese holea plugs. 'de were told i were uced to force grout into a crack found before I floodini;. In the service water pump house at elevation 200 a: 3 I the corner of the wier vall where it joins tha.4cuth .11, there. ac a hairline crack less than.015". This craak rtn all the way around and terminated at the cornar of the north wall and uier. tall at the top, elavation~400. No *,e : This crack 13 on the south, cant ana ncrth ::- 112 only and is a horizontal crac?. I ... s.......'.. v. e Ba'oert i. 2n.try, 11;ter L ver s e. L.,0,., ,,r L..,, ', on.,O,n.s, m. _ v,,i.. . a c u..:.a .u v I I I 1237 195 I I
W W W W W W W W W W W W W W W W W W W TABLE A-1 VIRGIL C. SIllMER NUCLEAR STATION SERVICE WATER INTAKE TUNNEL UNDERWATER INSPECTION Width of Crack Crack Less 0.015" Identification Observation Station Distance Than to Number Path Identification From Station None 0.015" 0.080" Remarks 1 A Y / .. hairline crack that starts B Y / at the corner of Station (D) C Y -50'-6" / and (C) and runs down vertically D Y / 4'-0" and ends. E Y / F i / 2 A Z / A hatriine crack that starts B Z / a t S ta tion "Z" -15 '-0", S '-0" C Z / up from (A) and ends 3'-0" D Z / down from (D) at Station "Z" i E Z -17'-0" / -17'-0". F Z -15'-0" / 3 A X / A hairline crack that starts B X / 4'-0" down from (D) at Station C X / "X" +32'-0" and ends 3'-6" D X / from (D) at Station "X" ^ E X +32'-0" / +31'-8". N F X / u N 4 a X / A hairline crack that starts B X +55'-0" / at (C) - (D) Station "X" C X +55'-0" / +55 '-0" and ends 3'-6" above w D X / (A) Sta t ion "X" +55 '-0". E X / F X / Survey began Ju.ie 7 and ended June 15, 1979.
E L G H KA SCL L Y N A AI O R RR I L T G N TE }} U O AN o-I TN S T SUNK A TIOR T i S R T A ECM A KE E AP N L TS O C NNI = C B ) UII T N N RA O R EC ( I R ETO TS E TAL AH '2 D VT A M A W RA M WRN EP U EO S SEDI T j ~ .CINA B = E O 't CVUT F F s R S LI E GS R I V SH T AP s ~ ) N + O I ( TA "Z V R E ~ N SBO O I T A A TS f B ~ ) I I' ( .t D l L J '2 l ~ 6 )+ ( "X N = O E I T S N A Tg O U I T S O CT UN H RI P TO SJ M NO U C P v N r
M M M M M M M M M M M M M M M A HAlikLINE CDACK THAT STARTS AT A HAIRLINE CRACK THAT STARTS AT THE STATION "Z"-15'-O",5'-O" UP FROM ( A) CORNER C-D 8 RUNS VERTICAL DOWN AND ENDS 3'-O" DOWN FROM (D) AT 4'-O" AT STA. "Y"- 50*-O". STATION "Z"-17'-0". .s .m,. _.r (D) (D) (E) s\\ (C) i N A ( F) (B) (A) (A) .s.. _r o. r -
- ,..e:
s.o n s,:. 25 20 15 10 -"Z"+ 55 50 45 - Y"+ s. ....w.;>,- (D) (D) (C) 1 (E) \\ (B) [ Ng(F) (A) (A) ., 2.:...:.. w :...,..... rv - X"t 45 50 55 60 - X"+ 25 30 35 40 A HAIRLINE CRACK THAT STARTS AT THE A HAIRLINE CRACK THAT STARTS 4'-O" CORNER C - D AT STA."X"+ 55'-O" AND DOWN FROM (D) AT STA."X"+ 3 - W ENDS 3'-6" ABOVE (A) AT STA."X" ENDS 3,',-6" FROM ( D) AT STA.'3'X,9" AND T' + 55 '- O". + 31 *- 8. VIRGIL C. SUMMER NUCLEAR STATION SERVICE WATER INTAKE TUNNEL UNDERWATER INSPECTION CRACK LOCATIONS}}