ML20094M193
| ML20094M193 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 06/11/1982 |
| From: | Hunt S BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML19258A087 | List:
|
| References | |
| CON-BX21-004, CON-BX21-4, FOIA-84-96 NUDOCS 8408150571 | |
| Download: ML20094M193 (50) | |
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075182 MIDIAND PLANI UNITS 1 AND 2
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BECHTEL JOB 7220
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.'l0612,a UELL 055-4 SUBSIDENCE REPORT l
' Prepared by Steven W. hat Reviewed by John E. Anderson June 11, 1982 INTRODUCTION On May 19, 1982, the installation of observation well 035-4 was stopped when soil subsidence west of the casing was noted. To obtain information for analysis of the cause and effects of the subsidence, an investigation was made by S.W. hat (a Bechtel geotechnical services engineer working with the Midland project civil / soils group). The information obtained was presented in " Trip Esport - Observation Well 035-4 Investigation,"
by Steven W. Bunt, dated June 11, 1982.
Tps report evaluates the information discussed in the Hunt trip report, concludes the most likely cause of the subsidence, and recommends remedial action for the well, surrounding fill, and future well installation.
ANALYSIS OF SUBSIDENCE Influence of soil Conditions r.
As discussed in the trip report, the nearest boring was DG-29 which was located about 7 feet from the well. The boring log indicated loose to dense sand from el 630' to 607' (ground surface to 23 feet) and sandy clay from el 607' to 603' or from 27 to 31 feet below the well 055-4 ground surface.
Based on the log of well 055-4, conditions staller to boring DG-29 were encountered. The log indicated sand from el 634' to 610' or from 0 to 24 feet deep and clayey sand between el 610' to 601' or from 24 to 33 feet deep. Both the well log and boring log indicated very loose to loose sand fill above the clayey fill layer (el 607' to about 614').
Both logs indicated sand fill below the clayey fill layer. Boring DG-29 indicated that the sand fill below al 603' was medium dense to dense.
The soil conditions described above provide useful information concerning how well 035-4 was installed and how the subsidence may have developed.
The loose to very loose sand above the clayey layer was in a condition very susceptible to disturbance by " quick" condition balling. It also was very susceptible to caving if voids developed.
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The clayey sand or sandy clay encountered in depths between 24 to 33 feet was more resistant to " quick" conditica bailing disturbance and caving.
The cisy acted as a cohesive binder, reducing the influence of water and increasing its ability to arch over any voids. In addition, because the s
well casing was driven from 24 to 33 feet prior to drilling and bailing, voids should not have formed during well installation through the clayey layer.
The sand fill below 33 feet was near the 12-inch drain pipe and was planned as Seismic Category I fill to be compacted to not less than is0I relative density, as determined by AgTM D 2049. The standard penetration test (SFT) blow counts indicated by boring DG-29 were 26 per foot at el 602' and 70 per foot at el 595'. The SFT valves indicated dense fill.
Another clue that the fill near the pipe rupture was dense is that pene-tration of the casing was not obtained after 2 hours2.314815e-5 days <br />5.555556e-4 hours <br />3.306878e-6 weeks <br />7.61e-7 months <br /> of spudding and driving with about 5,500 ft Ib of rated energy. If significant loose i
sand was present around the 12-inch pipe near the the rupture, the 12-inch pipe should have acticeably settled from the direct casing impact l
and the accompanying vibrations.
Dense sand below 33 feet should have been more resistant to disturbance by " quick" condition boiling than the loose sand above 24 feet. In addition, because the casing at this depth was advanced by driving and 1
because the geologists reported that very little bailing was performed i
below 33 feet, it is unlikely that a significant asount of material was sucked from below or outside the casing near the 12-inch pipe, thus creating voids.
Influence of Bailing As previously described in the Hunt trip report, a bailer using suction pressure was used to extract material from inside the 16-inch diameter casing. The procedure at other wells was to drive the casing and then excavate to the casing tip using the bailer. At observation well 035-4 the casing was advanced to an embedmont of 24 feet without the aid of i
driving. Instead, the casing was advanced under its own weight by operating the heiler near the tip of the casing. The bailer created a quick condition during suction, which allowed the casing to sink as the tip bearing material was removed. In spite of maintenance of a water level inside the casing of et least 5 feet and usually 10 to 15 feet above the groundwater table, bailer suction pressure when operated near the tip of the casing was probably enough to remove loose material from below and outside the casing.
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Because the tip of the bailer was operated at or above the casing tip sad because the water level in the casing was maintained a minissa of 5 feet above the water table, the boiling procedure described above est the requirements of Specificatios 7220-C-118(q).
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i 36 f 23 075182 As the casing was advanced to 24 feet it is likely that a larger volume of material was removed during bailing than was replaced by the volume of the easing. Thus, it is likely that voids were created between the ground surface and a depth of 24 feet. These voids did not surface during the overnight delay because the sand, especially closer to the surface, contained enough cohesion and strength to minimise caving.
Only af ter driving vibracions were introduced did the rate of caving j
accelerate and the caving propagate to the surface.
i At the 24-foot depth the casing stopped advancing by the " quick" condition bailing method. goveral bails were taken at this level while attempting to continue the casing advance. Reduced easing penetration per bail and the presence of clayey material in the bailer spoils led to the decision 4
to cease bailing and commence driving methods of casing advance.
Af ter the casing was driven to 33 feet, the encased soil was drilled (chopped) and removed to 33 feet by bailing. Casing driving was then.
-resumed until an obstruction was encountered at a depth of 34 feet.
4 After checking field drawings for the presence of utilities or pipes, chopping and driving were resumed to try to advance the casing through the obstruction. As reported, very little bailing with very little recovery was performed after the casing was driven to 34 feet.
I Just prior to demobilizing the rig, two final bails were taken from the casing. The depth to the soil surface inside the casing was reported to be 29.3 feet prior to beiltag. This 4.7 feet of material above the tip of the casing was material which settled out 'of suspension af ter drilling (chopping) and asterial which was not bailed af ter driving the casing to 34 feet. According to the geologists, several feet of accumulation i
of material settling out of suspension was common at other well locations.
Af ter taking the final twe bails, the depth to soil was measured as 30 feet, or 4 feet above the casing tip.
I In summary, after the casing was driven to 34 feet, sufficient bailing was not performed to clean the casing to 34 feet, thus adding credence to the concept that a significant void was not formed near the casing tip at 34 feet.
As discussed in the trip report, five to six tubs of loose saturated sand corresponding to a volume of about 2.8 to 3.4 cubic yards was
. removed during the entire bailing operation. In addition, another 0.1 cubic yard was removed by hand digging the initial 2.3 feet.
The volume displaced by the 16-inch outside diameter casing to 30 and 34-foot depths was 1.6 and 1.8 cubic yards. Assuming the soil prior to drilling to be at a relative density of 80%, and assuming the soil in the tubs to be at a relative density of 02, an increase in volume of sp to 15% was calculated. Increasing 1.8 cubic yards (volume of 34 feet of dense material displaced by casing) by 15% results in a volume of 2.1 cubic yards. Subtracting the volume of 4 feet of loose material in the 3
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bottom of the casing, the total estimated loose volume of material i
displaced by 1.he casing would be 1.9 cubic yards. This is 1.0 to 1.6 cubic yards less than the amount removed.
The estimated void size on y Ii/
May 19, 1982, was about 2 cubic yards. On May 25, 1982, af ter further /74 ) y /
collapsing, 1.0 cubic. yards of loose sand was placed to fill the sur-1 face depression. The excess material removed by the bailer agrees f
well with the size of the void.
g 7., o aT Influence of Drivinz i
The efforts to drive the casing through the obstruction at 34 feet have affected the development of the subsidence in two ways. First, the j
vibrations propagating from the well casing and the 12-inch drain pipe any have densified any loose aand which may have existed above and near the 12-inch drain line. Secondly, the vibrations from driving could have caused the ceiling of void cavities to collapse, accelerating the propagation of the sone of subsidence towards the ground surface.
Boring logs and soil profiles in the area of well 055-4 were pesented in the Hunt trip report. The nearest boring (DG-29) indicated a sone of 4
very loose sand from approximately el 613' to 607'.
Otherwise the boring indicated material with densities sufficiently large that densifi-cation due to driving vibrations would be unlikely. Other nearby borings (DG-30, DG-31. DG-13 DC-14, COE-10, and COE-10A) either indicated medium or dense sand fill or clayey fill. The loose sand indicated by boring DG-29 was above a layer of sandy clay and was within the depths where "guick" condition bailing was perfomed.
A combined influence of bailing and vibrations may have led to the development of voids. Assuming that the vibrations caused by driving mould increase the loose sand from an assumed 50% relative density to 75% relative density, a 50-cubic yard volume (e.g., a 15 x 15-foot area, 6 feet thick) would be required to obtain a 2-cubic yard decrease in volume. Because it is feasible that 50 cubic yards of very loose sand existed, some of the estimated 2-cubic yard void may have been due to loose sand densification resulting from the casing impact on the 12-inch drain pipe during driving and chopping.
I Influence of Pipe Rupture Sand flowing into the 12-inch drain pipe after rupture provides a third possible source for the development of a void. Prior to the rupture, the 12-inch line was apparently filled with green-dyed water under a head to el 614'.
Assuming a head of water in the casing at el 630' or about 30 feet above the drain pipe, a differential head of 16 feet would have resulted in an influx of water into the 12-inch drain line.
Because the valves connecting the 12-inch line to the Unit 2 circulating water lines were open for 6 to 8 hours9.259259e-5 days <br />0.00222 hours <br />1.322751e-5 weeks <br />3.044e-6 months <br /> af ter the rupture, the influx any have carried some sand into the 12-inch arain line depending on the size 1
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175182 bE' of the rupture. A differential head also existed between the ground-water table at el 619' and the water head in the 12-inch drain line.
brefore, both the head of water due to the 16-inch easing and the groundwater table could have resulted in an influx into the 12-inch
' drain line.
j Inspection of the Unit 2 circulating water lines and the end of the 4
12-inch drain pipe near the Unit I condenser water boxes indicated that 1.
little if any sand infiltrated into the 12-inch drain line. A small amount of sand (about 1/2 inch in the invert) was found in the Unit 2 circulating water lines. The sand was probably construction residue.
Each foot of 12-inch diameter drain pipe was calculated to have an inside volume of 0.027 cubic yards. h refore, 37 to 74 feet of 12-inch pipe would have had to be completely filled to account for 1 to 2 cubic yards of void. N Unit 2 valves were about 50 feet from the rupture.
If 1 to 2 cubic yards had infiltreted into the 12-inch drain pipe, significant sand should have been detected at the Unit 2 drain line valves.
In summary, the available information concerning the 12-inch drain pipe tends to indicate that the amount of sand, if any, that infiltrated into i
the pipe through the rupture was not large enough to explain the loss of 1 to 2 cubic yards of material.
" CONCLUSION Most Likely cause of Subsidence Based on the available information, the most likely cause of the loss of i
ground leading to subsidence was the " quick" condition bailing, which occurred during advance of the 16-inch diameter well casing from the groued surface to a depth of 24 feet. Previous experience during borings of over a dosen holes at another Michigan site provided evidence of the tendency of loose saturated sand to flow. The suction caused by raising a split spoon sampler inside a hollow stem auger filled with water 5 to 6 feet above the water table resulted in sand " blowing" 3 to 10 feet up g' /,w 4,
i into the suger. No artesian water pressures were present. The rising t, j l
split spoon caused suction and " quick" conditions to develop. N
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principle of the bailer operation was also suction as the plunger was ratsad to fill the bailer.
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_y..l.in' h presence of the clayey layer below 24 feet, the fact that below Qq; 24 feet the casing was driven and then cleaned, and the indication (from boring DG-29 and the lack of penetration during driving) that loose sand was not present at 34 feet all tend to discount the likelihood that the void and sone of subsidence extended to or below the tip'of the casing. N disturbed zone was probably confined to the upper 24 feet (above el 610').
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075182 t,.a.
The second nost likely cause of the loss of grou=d leadi:g to subsidence was densification of loose sand above el 610' due to driving vibrations.
This is the same loose sand suspected of contributing to the loss of ground by the " quick" condition balling. Both densification by vibrations
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and " quick" condition bailing may have contributed to the total loss of ground.
Influx of sand into the ruptured 12-inch drain pipe was not considered as a likely source of the loss of ground.
The information used to obtain the above conclusions was based in part on observations containing estimated quantities and was also based on some assumed soil conditions. As such, the conclusions although reasonable, are no more accurate than the information from which they were derived.
The pessittlity that other factors resulted in the subsidence still remains.
Extent of Zone'of Subsidence The' estimated extent and shape of the sone of subsidence were shown on Ebeet 1 of the attachment to the kunt trip report. The sons was estimated to be an inverted cone shape (common for subsidence) located west of, and extending 6 to 8 feet.from, the well casing. All voids should have collapsed as the subsidence propagated to the surface.
The disturbed material should remain stable in its present condition unless influenced by vibrations or dewatering which could caus's densi-fication and settlement within the sone of subsidence.
RECOMMINDATIONS Remedial Action Remedial action should be considered as a result of the aborted installation of well 035-4 and the rupture of the 12-inch diameter drain line. The we_Il needs to be relocated as required by the permanent dewatering system design and specification 7220-C-118(Q). The 12-inch drain should be repa1Ipd or_.the,, circulating water pipe drainage system
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yinally, the effects,of..t.e sone of subsidence on adjacent h
Tevised.
piping and structures should be evaluated further.
Relocation of observation well 035-4 appears to be a probles because of interference restrictions, the locations of other wells, and the extent of the sand area that the well was intended to monitor. If the well cannot be relocated 25 feet from the abandoned location, then installa-l tion of the well should be delayed until any remedial action for well 035-4 and the sone of subsidence has been completed.
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i05123 15101 The 12-inch drain line could be repaired or replaced. To repair the rupture, an excavation pit to 34 feet would probably be required. If the line is replaced, the existing line should be grouted and then sealed at the Unit I and Unit 2 circulating water line drainage valve pits. Replacement of the 12-inch drain pipe could be made within the surhine building.
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Rased on the conclusions of this report, evaluations could be made to determine the offects of the disturbed none on piping and structures and to recommend remedial action. Remedial action alternatives include:
1)
Grovt and abandon the well casing without recompacting the disturbed sone 2)
Grout and abandon well casing af ter replacement and recompaction of the upper 10 feet of sand within the disturbed sona l
3)
Grout and abandon well casing was after replacement and recompaction
_e of the sand through the disturbed zone to a 24 foot depth. w' bv c
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' If the available information is considered insufficient to make evalu-ations and recossendations, then a subsurface investigation will be required to determine the extent and strength of meterial in the some of subsidence. One mondestructive and very informative method of investigation would be the use of Dutch or static cone penetrometer probes.
i Three probe pattern alternatives that could be used to defina the vertical and horizontal extent of the sone of disturbance are shown on Sheets 2, 3, and 4 of th.e attachment to this report. Static cone penetrometer probes provide a continuous indication of resistance with depth. Static cone probes have been performed previously at nearby locations in the diesel generator building. A plot of Dutch cone penetrometer probe DCF-1 is shown I,
on Sheet'S of the attachment. Its location was also shown on Sheet 12 of the Runt trip report.
Dutch cone resistance pressures would be used as a relative measure of resistance to distinguish disturbed soil in the sone of subsidence from material outside the sone. Interpretations would be based on the results of many probes located both outside and in the suspected none of disturbance.
Use of standard penetration test (SFT) borings would not be practical on r
close spacing and would tend to be a more destructive method of testing.
Mowever, borings with SFTs allow samples to be taken and emanised.
whereas Dutch cone probes provide only a qualitative inference of soil type. Some SFT borings and Dutch cone probes could be combined to obtain a more informative subsurface investigation than either would provide alone.
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s 075182 1 n :: i e 2 4o av.
Future Well Installation With Cable Tool The procedure for advancing the well casing by bailing to create " quick" conditions was apparently unique to observation well 055-4. The other wells were advanced by driving the casing, then extracting the inner soil with the bailer. The installation of future wells should require that casing be advanced by driving only and not by bailing to create quick conditions. In addition, the bottom of the bailer should be advanced no closer than I foot to the bottom of the casing. By keeping i foot of soil in the bottom and by keeping the head of water in the casing at least 5 feet above the water table, the problem of sand blowing or being sucked into the casing should be eliminated. The recommenJed changes should be made to Specification 7220-C-114(Q).
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OTECHNICAL SERVICES ANN AheOR OFFICE
.F TRIP PROJECT JOB NUMBER DATEIS) OF TRIP
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REPORT xidland 7220-101 xa7 25, 1,s2 TRAVELER (3) NAME AND PoslTION l
Steven W. Bunt - Bechtel Ann Arbor Senior Soils Ensineer TRIP TOSURPOSE Observation Well 085 4 Investigation PERSONS CONTACTED Sechtel D *
Paul Goguen Ralph Gorden Gary Cole Dobie John nark Johnson Jerry Nubacher Jav Steele Allen Fiksdal Jim Walker RESULTS (USE ADDITIONAL PAGE IF NECESSARY)
See Attached Report ll 4
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FOLLOWUP ACTION NEEDED (IDENTIFY ANY SPECIFIC COMMITMENTS)
Analyses, conclusions, and recossendations for action are included in a separate report by S.W. Hunt dated 6-11-82.
I PREPARED SY (NAMEl
$1GNATURE LOCATION DATE k [, pQ Stcv:n W. Wust 3A2 6-11-82 l
4 DISTRIBUTION S.S. Afift w/a R.S. Fallgree w/o J.E. Anderson w/a W.R. Ferris w/a L. N. Certis w/a W.C. Paris, Jr. w/a
- 3. Dhar w/a N.W. Svanberg w/a
.,__,,_ __. _.__ _ F11_e_i_ 7220-1500_ _
/
106123 CT5182 TRIP REPORT-0BSERVATION VELL OSS 4 INVESTIGATION Reported by Steven V. Runt June 11, 1982 f
INTRODUCTION ISSE*
This trip report discusses the observations and information obtained by the suthor during a site visit on Tuesday, May 25, 1982. The purpose of the site visit was to obtain as much information as possible concerning the events that proceeded and followed an aborted installation of Observation Well 035-4 and resulting ground subsidence. Analysis of the information, conclusions, and recommendations for remedial action and future well construction are outside of the scope of this report.
The information presented herein was based on: 1) discussions with Bechtel on-site geologists, 2) discussions with Bechtel Construction Engineers, 3) discus-
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sions with the dewatering subcontractor's driller, 4) Field Engineer's Reports,
- 5) well and bo-ing legs, 6) design drawings, and 7) the writers observations.
References to specific sources of information are contained in the discussions.
Backaround Observation Well 035-4 was part of the permanent devatoring systes planned to prevent liquefaction of loose soil fill. Sheet 1 of the attachment shows that well 035-4 was located between the Turbine Building and the northeast corner of the Diesel Generator Building.
The need for permanent devatoring was determined from subsurface investigations between 1978 and 1980 which indicated some sones of loose sandy fill below Category I facilities. Based on discussions with the NRC it was decided to install a permanent devatoring system around most of the power block area.
Conceptual well design and general well location was provided to the Midland Project Civil / Soils Group by Bechtel Geologists. Precise well locations were determined by the techtel Civil / Soils Group after review of the design and field drawings. Both permanent dewatering wells and observation wells were planned.
The observation wells were intended to serve as part of the permanent ground water monitoring system and also as contingency pumping wells.
The initial function of the permanent dewetering and observation wells was to drawdown the water table to levels required for construction of underpinning piers at the Auniliary Building and Service Water Fusp Structure. Completion of the wells is required prior to licensing of the plant.
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The installation of all permanent dewatering well systes elements has been non-itored continuously by Bechtel Geologist /Hydrogeologists at the site and has i
also been monitored by Bechtel Q.C. personnel. Procedures for the well installation were according to Technical Specification 7220-C-118 (Q) and
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Drawings: C-2016. C-2017, C-2018, and C-2019.
i During construction of Observation Well 055-4, located between the Diesel Gen-erator Building and the Turbine Building (See Sheets 1, 2,12, and 13 of attachment), the well casing hit an obstruction at a depth of 34 f t. which was later determined to be a 12-inch drain pipe for the circulating water pipelines.
In order to try to advance the casing past the obstruction, drilling efforts including chopping and casing driving were continued. During driving, a cavity or sone of subsidence estimated to be 2 c.y. in volume appeared just west of the well casing. shortly af ter the subsidence appeared, construction was stopped.
Investigations were initiated to determine the cause of the subsidence and to 1
I, deternise the extent of effected area and pipes.
I CHRONOLOCT OF EVENTS Bydro-testina of Condensor Vater Boxes About six months ago (December 1981), the Unit #2 condensor water boxes and related piping were filled with water for hydro-testing. The hydro-testing was accom-plished by pumping water through upper openings in the condenser' water boxes.
Green dye was added so that leaks could be distinguished from condensation. In order to confine water to the condene:r box area, valves were closed prior to j
Valve locations and designations are shown on the Piping and Instrument filling.
Diagram Drawings (Nos. N-446A and N-4465). In order to isolate the water from the
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Surface Water Pump Structure and the cooling pond, valves 035, 037, 032, and 091 j
wre closed. Yalves 031, 092, 040, and 041 located on the circulating water discharge line drain system were not closed. As shown on the above drawings, on Drawing No. C-51 (Q) and on Sheet 2 of the attachment, a 12-inch drain pipe connects the Unit 2 and Unit I circulating water pipe drainage system. During the Unit 2 condenser water box hydro-tests, the Unit i valves 033, 067, 084, and 081 were closed isolating the Unit 1 condenser water boxes. The drain line was open through the circulating water piping drain pump (0F-130) to valves 076 and 201 which were closed. The water level during the condenser water box hydro-tests was reported to be at the top of the boxes or about el 634 feet.
About 3 months ago (March 1981), the Unit 2 condenser water boxes were emptied by pumping from the top of the boxes. The green-dyed veter was lowered to about i
el 614 feet as shown on the sketch on sheet 3 of the attachment which was within the vertical section of the 96 inch diameter circulating water lines. During the pumping, the above-referenced valves were not opened or closed. The water 1evel in the Unit 2 circulating water lines rossined the same until af ter May 20, 1982.
About one month ago (May 6,' 1982) filling began at the Unit #1 condenser unter boxes and circulating water pipes. Related valves were checked prior to filling but were found to be closed. As in Unit 2, the filling was accomplished by pumping water through openings in the top. No green dye was added during the Unit I hydro-testing because condensation water was not a probles. Tilling to
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.S mx about elevation 630 feet was coupleted on May 7.
However, due to nunerous leaks in the condenser water box connections, the water was lowered to about elevation 620 feet by pumping be:k through the top. The punping was completed the same day (May 7). Since that time, the Unit 1 condenser box water level. status has i
mot changed. Unit 1 valves 033, 067, 034, 081, 077, 079, 068, 034 have remained closed to date.
4 4
It was concluded from the above that the 12-inch diameter drain line was filled with green-dyed water and was connected to a head of water at about al 614 f t when the line was ruptured on May 19, 1982.
i Loestion of Well 035-4 The coordinates and location for Observation Well 035-4 are shown on Drawings 4
C-2016 (Q) and C-2017 (Q). The location of well 035-4 is also shown on Sheets l
1, 2, 12, and 13 of the attachment. surveying of the well location was performed l
by Bechtel on-site surveying crews. On May 17, 1982 Geologist Mark Johnson requested that Chuck Wilson of the surveying group reconfirm the surveyed location of the well. During the morning of May 18, 1982, reconfirmation of the well location was t eceived. The reconfirmation included a review of a field " Charley j
Print" drawing showing the as-built locations of piping at the site.
Installation of Well to 34-foot Depth i
During the morning of May 18, 1982, a cable tool rig (22-W) was mobilised at i
Observation Well 035-4 site. A copy of the field draft of the geologist's well los for 035-4 is shown on Sheets 4 and 5 of the attachment. About 11:30 AM, a starter hole for the well was hand dug to a depth of 2.3 feet. The digging spoils of about 0.1 cubic yards were spread over the adjacent ground surface. Next a 12.5 foot long section of 16.0 inch 0.D. X 0.375 inch well steel pipe fitted with a 17 inch 0.D. driving shoe at the tip was placed in the starter hole. A sketch showing the driving shoe is shown on Sheet 6 of the attachment. After i
setting the casing the geologist reported that it sank 1 - 2 feet below the bottoo of the hand dus hole hold under its own weight. Next, water was pumped inside the casing and bailing was begun. Bailing was performed by lowering a bailing tool to the soil surface in the bottom of the casing, applying suction and extracting the tool. A sketch of the bailing tool and a description of its operation is shown on Sheet 6 of the attachment. Water levels in the casing during bailing were maintained at least 5 f t. and usually to 15 f t. above the ground water table at el 619 ft. The bailing operation is usually performed watil the bottom of the bailer reaches the tip of the casing. Location of the bailer with respect to the casing was determined by observation of reference marka on the bailer cable.
Af ter extra'eting the bailer from the casing, it was upended and dumped into a 3.5 ft. by 3.5 ft. by 1.7 fL. tub for later removal and disposal. The di-mensions of the tub provided a maximum volume of 20.4 cubic it. or 3/4 cubic yard. The geologists reported that 4 to 6 tubs were filled to an average of about 3/4 full before removal and dumping. The Rayser driller indicated that 5 to 6 tubs 3/4th's full of material were removed and dumped. The tubs contained loose saturated drill cuttings and some ponded water. The volume of 5 to 6 tubs of material was calculated to be 2.8 to 3.4 cubic yards.
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As a result of the bailing operation the initial 12.5 foot section of casing sank under its own weight and a
- quick" condition created at the tip while the bailer is sucking material. Af ter the casing sank to an embedaent of about 10 feet, bailing was stopped in order to place and weld an additional 12.7 feet of 16 inch pipe onto the casing. Af ter welding, the bailing operation' was ressmed antil the casing stopped advancing at a depth of about 24 feet. In order to try I
to advance the casing beyond 24 feet without driving, the driller indicated that several balls were taken at or near this depth. The geologist's log of bailing spoils at 24 f t. indicated that clayey sand fill was encountered explaining the arrest of progress and leading to the decision to begin driving.
Prior to installing the equipment to drive the casing below the 24 foot embedeent, another section of pipe (12.3 feet long) was welded to the casing. The total casing length at this time was 37.5 feet.
Af ter welding, the casing the cable tool equipment was placed inside the casing and set up for driving.
A sketch showing the cable tool equipment is shown on sheet 7 of the attachment. In order to convert the cable tool free the drilling l
mode to the driving mode, a clanped driving ran was attached at the approximate location shown on the drill stem on sheet 7 of the attachment. During driving, the driving ran, drill stem, and bit assembly were raised 35 inches and allowed to freefall striking the drive head..An approximate rated energy of this driving system was 5500 f t.-lb.
By applying sucessive impacts or blows on the drive head, the casing was driven to a depth of 33 feet. Driving was stopped at this depth because the rate of advanca of the casing had diminished and the driller had elected to suspend driving and commence drilling of the encased soil.
In order to drill, the cleaped driving ran was removed and the cable tool stes with a drilling (chopping) bit were inserted into the casing. The bit was advanced to a depth of 33 feet loosening and disturbing the material inside the casing by rhythmically lifting and dropping the bit onto the encased soil.
Water was added as required during drilling (chopping).
Af ter removing the drilling tool from the casing, the bailing operation was resumed cleaning the hole to a depth of approximately 33 feet. Water was con-stantly added during bailing to maintain a level at least 5 feet about the ground water depth (15 ft). Then the drilling tool was reset into the c esing, the clamped driving ran was attached, and driving was resumed. The casing I
advanced only one additional foot corresponding to a casing embedeent of 34 feet before meeting d '.ving refusal on an obstruction. The obstruction was encountered at about 5:15 p.m. on May 18, 1982. The geologist instructed the drillers to stop work until they were cleared to proceed. The shif t ended for the day at about 5:30 p.m. with no additional work on well 055-4.
Drillina/Drivinz After Striking Obstruction i
The next day (May 19,1982) at about 7:15 a.m. the geologist informed Chuck Wilson of surveying than an the obstruction at 34 feet was encountered in Well l
055-4 Chuck Wilson referred to his drawings and indicated that there were no known obstructions at that location and elevation. He then indicated that i
drilling could proceed.
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075182 At about 7:30 a.m. the driving operation resmed in an attenyt to penetrate what was oelieved to be a and met or similar obstruction. For the next two hourc (mtil 9:30 a.m.) driving and drilling continued without progress. The driller and geologist both estimated that about half the time was spent driving and the ether half drilling (chopping). some bailing was also performed in order tc attempt clean the hole but very little material was reportedly removed.
At about 9:30 a.m. the geologist, Mark Johnson, stopped the drilling operation l
and requested direction frem the senior geologist. Allen Fiksdal. Fiksdal i
informed Bill Paris (geology supervisor in Ann Arbor) of the lack of progress.
Be also stated that oose wood was noted floating inside the casing which may have been part of the obstruction. A decision was made to continue drilling since similar conditions had been observed at other holes where obstructions were encountered.
r Events After Subsidence Appeared l*
At about 10:15 a.m. driving reemed. Af ter shout 10 minutes driving was stopped when subsidence was noted tamediately west. of the easing. The approminate loca-l tion of the area of subsidence is shown on Sheets 2 and 3 of the attachment.
l lamediately af ter development of the subsidence, Chuck Wilson and Jim Betts of Rechtel Construction were informed and at about 11:30 a.m. they examined the hole. At about 11:45 a.m. Dave Miller, a Sechtel on-site geotechnical engineer, and Don Sibbeld of Consmers Power Company were informed and brought to the well site. Initially a decision was made to crib over the hole and remove the rig.
,At about 12:10 p.m. Jin Meisenheimer of Conseners Power Company arrived at the
.I site and joined the discussiosa. At about 12:30 Paul Goguen of Bechtel Construction 4
j also arrived at the site.
I j
Between 12:30 p.m. and 1:00 p.m. cribbing asterials arrived and were placed I
accross the hole and under the cable tool rig jacks. About this time pictures
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of the void were taken and a rod was pushed into the subsidence sone as a probe.
The dimensions of the void were measured and used to determine an estimated void volume of about 2 cubic yards (see sheet 3 of attachment). The probe penetrated D,
into the ground about 20 feet deep at a shallow angle without encountering 1
enough resistance to stop it.
I About 1:12 p.m. Clan Murray of Consumers Power Company informed $1bbald and the rest of the group that the obetruction was a 12-inch drain pipe. At about 1:30 p.m. krray indicated that R. Landsman of the NRC had been informed.
At about 1:45 p.m. gibbald asked that two more balls of material be removed from the easing so that less material would cover the 12-inch line in case it was decided to do some probing. Frier to bailing, the depth below ground surface to soil inside' the casing was measured as 29.3 f t.
After taking the final two balls of saterial, the water level in the casing was restored to about 4 feet below the ground surface. The final 2 balls removed mostly water and very 4
little soil. Af ter batling, the depth to soil inside the casing was found to be 30 f t below the ground surface.
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1 At about 1:55 p.m. the driller was told to demobilize the cable tool rig. The 16-inch casing was cut at the ground surface ramtving about 31/2 feet of the length. After the rig was removed, the area was covered with plywood timber and roped off.
I Events After Itig Demobilised 4
Af ter the rig was demobilized, the status of valves between the 12-inch drain pipe and tne circulating water lines were checked. The unit 1 condenser water 2
box area valves were found to be closed. In the Unit 2 condenser water box area, valves 031, 041, 040, and 092 were found to be open and were closed isolating the 12-inch diameter drain pipe to perform a pressure test. After the system was isolated, an air supply and a pressure gauge were attached to an instrument line in the Unit i valve pit. The pressure gauge indicated a water pressure of approximately 10 psi. The pressure gauge was located at approximately el 599 ft.
The pressure calculated from the water at el 614 f t. which was present in the Unit 2 circulating water lines corresponds to about 7 psi. The i
pressure at el 599 f t. which would have been due to the outside groundwater el 619 f t (which has recorded at piesometer COE-10) corresponds to a pressure of I
about 9 psi. The pressure at el 599 f t. due to estimated water elevation in the casing at el 630 feet corresponds to about 14 psi. Accuracy of the pressure gauge was considered to be not better than several psi. The fact that the
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presure reading was higher than the pre-existing static head and in the range of l
pressure expected by the ground water table and casing head, was an indication that' the pipe was ruptured with some inward flow.
At 5:05 p.m. on m y 19, 1982, an air pressure was applied to the line which resulted in an increase of pressure at the gauge of 3 1/2 psi. As a result of I
l the air pressure, bubbles were noted rising inside the 035-4 casing. At 5:07 p.m. the pressure was removed from the systes. The air pressure test confirmed that the 12-inch line had been damaged at the 035-4 location. Field documentation of the valve closing and of the air pressure test was presented on a Field 1
Engineer's Report Form, dated by 19, 1982. Copies are shown on sheets 3 and 9 of the attachment.
On m y 20, 1982, it was discovered that the water inside the casing for 035-4 had become green and was at el 630 f t.
since the water which was in the 12-inch l
line when it was ruptured contained green dye it was suspected that the air test pushed some of the green water out of the 12 inch line and into the casing l
l causing the casing water to become green. It is likely that the reason the water level remained at about el 630 f t. in the casing rather than drop to the ground water elevation at about el 619 f t. is due to the silty and clayey material which settled into the bottom of the casing.
In order to help determine whether sand had infiltrated into the 12-inch drain line and into the Unit 2 circulating water lines, pumps were installed into the vertical section of the circulating water lines through the condenser water l
boxes. Between m y 20 and b y 23, 1982, the water in the four Unit 2 circula-l ting water pipes was drained to a level of about el 602.5 f t. about 6-9 inches above in the pipe invert. On by 23, field engineers entered all four pipes and l
found: 1) no gravel or coarse sand, 2) approximately 1/4 to 1/2 inch of slightly l
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075iB2 sandy silt on the invert points of the pipes, acc 1) traces of slightly sandy silt in the exposed portions of the 12 inch drains. Field docunentation of the Unit 2 circulating water lines observations is included on a Field Engineers Report Tora dated May 24, 1982 and is shown on Sheets 10 and 11 of the attach-ment.
On May 25, 1982, Steve Hunt (the author of this report and a geotechnical engineer I
working with the Civil / Soils project group) visited the jobsite to obtain as such information as possible concerning Well 055-4 and the effected drain lines.
During the site visit the writer had discussions with the following Bechtel con-struction personnel: Paul Goguen. Dobie John, Jay Steele, Gary Cole, and Ralph Cordon. The writer also had discussions with Rechtel Ceologists Mark Johnson and Allen Tiksdal. Later by telephone, the writer talked to drillers from Raymer (the well drilling subcontractor) Jerry Nubacher and Jim Walker. The information obtained from the above discussions was the basis for this trip report.
In addition to the site discussions the writer observed the 035-4 Well site. At the time of the observation, the soil had collapsed to the ground surface leaving a depression of about 15 sq. feet in area and 2 feet deep. Subsequently, the depression was filled with 39 -5 gal buckets of loose sand corresponding to about 1 cu. yard of fill. Also while at the well site, a weighted string was lowered into the casing to determine the depth to soil inside of tre casing, The writer determined that soil was 29 feet 11 inches below the top of the casing and that the upper 2-3 inches of the material was sof t like suck. The sof t material was probably silt and clay which settled out of th's water af ter drilling. The casing volume to 30 f t. below ground surf ace was computed to be 1.6 cubic yards.
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075182 AD.*_YF ? OF S*JI5!DINCI Influence of Bailint As previously described, a bailer using suction pressure was used to extract asterial from inside of the 16-inch diameter casing, ne normal procedure was to drive the casing and then excavate to the casing tip using the bailer.
Bowever, for Observation Well 035-4 the casing was advanced to an embedaent of 24 feet without driving. Instead the casing was advanced by operating the bailer near the tip of the casing, creating a quick condition during suction and niloring the casing to sink as the tip bearing material was removed. In spite of asintenance of a water level inside the casing of at least 5 feet above the i
groundwater table, bailer suction pressure when operated near the tip of the essing was likely sufficient to remove material from below and outside of the easing. As the easing was advanced to 24 feet it is likely that a larger volume of material was removed during bailing than was replaced by the volume of the casing.
M NDITIOWS r
I ne soil at the site of well 035-4 consisted of sand and clay fill to at least the bottom of the well at 34 ft. (elevation 600 ft.).
A description of the soil from the bailer spoils of the well is shown on Sheets 4 and 5 of the attach-ment. In addition, other borings and wells have been performed in the area.
Sheet 12 of the attachment shows a plan of boring locations in the Diesel Cen-erator Building area. Sheet 13 shows the loc,ation of soil profiles DD' and EE' which are shown on Sheets 14 and 15, respectively. Detailed logs of borings ')G-l 13, DC-14, DC-29, DC-30, DC-31, COE 10, and COE 10A are included on Sheets 16-26 of the attachment.
ne nearest (6-7 f t.) boring to Well 085-4 was DC-29. D e detailed log of DC-29 is shown on Sheet 19 of the attachment. n e log indicates medium dense to dense l
f sand fill from 0 to about 17 f t. and very loose sand fill from about 17 to 23 ft. Between 23 and 27 f t. stiff sandy clay fill was indicated. Below 27 ft.,
median dense to dense clean sand fill was indicated.
De very loose sand encountered in borf ag DC-29 from about 17 to 23 f t. (eleva-tion 613 to 607 f t.) was below the water table (elevation 619 f t.).
D e sand was in a state making it very susceptible to the "guick" conditions created by the bailer. During bailing, a considerable amount of loose sand was probably removed from outside the casing within the loose sand zone.
Below the loose sand zone (elevation 607 to 610 ft.) both boring DC-29 and the 035-4 Well Log indicated a layer'of sandy elay or clayey sand. DC-29 indicated 4 f t. of sandy elay and CBS-4 Well Log indicated 9 f t. of clayey sand. His clayey layer would have been more resistant to disturbance and removal by " quick" condition bailing and therefore probably stopped the advance of the bailer at 24 ft. Between 24 f t. and 33 f t. the casing was first advanced by driving and then cleaned by bailing. Toids should not have been formed during easing instal-lation between 24 ft. to 33 ft. (elevation 610 to 601 ft.).
Below 33 ft. sand was indicated on the well log. However vaids below 33 f L. in the sand are not as likely since the easing was advanced % driving rather than by " quick" condition bailing. D erefore no voids evf have been created by casing instal-lation from 24 f t. to 34 f t.
i O6123 075l82 TRIP RIPORT - CBSERVATION WELL 085-4 INVESTIGATION Reported by Steven W. Runt Attachments e
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I,I n.g.ll i-.I g s
g g
[: (!i [t.
li i
I I
n 1
g l
II N j
sa.
Sa<
g 36-40* 311ty G oyv. grey, hara, l
law plastacity, noist (CL) ss is le 38 13 14 24 594.0 4g Bottom of hele at 40 feet 4>
M
=
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=
=
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=
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W
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J. s c
O75I82
- 'E N C0RIn,u. L0G l..
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s 1uo,0m,1,7 112-in 11
.G-14 Diesel Generator Building 5 5065 E298
.sc.
.=.is..
m.
p/19/73 9/20/78 Ravmond Internettonal CME-45 l'
30.5' u.
e.15-828.0 1 set Recorded na e o..
140 lb / 3C inches A. 5..tarshall POstTsATIOst rI I I lg ;
l.
sun's j
i i [
-n 8
l
- ~
g e
,, i I-s s
s I
l
' g,L [
l; I
I I
a a
sas.O O
m.
in.
cenerate to s'
- 1. menlee with ll 0-21.5' Man-made fill 4' suger to 11'.
57 1
sandy Clay, gray, brown, scft, low t%en 5* tricone a
s.f 24 1B plasticity,sioist, occasional tit' and revert.
~
gravel (CL) (Fill) 57 l
2 stiff at d'
- 2. no signifi.
B.f 38 18 cant water loss 5
observed.
BT.
3 soft
- 3. sole grouted 4
s.5 24 1B full depth.
=
57 4
stiff g,g 24 19 57
=
lf 24 15 lea stiff
~
55 13 3
5 2
2 2
6 soft I
q.
l 815.0 13"
? *13-14' slightly silty send, brown.
l Es le ' 14 18 5
8 10 g4.l l (edlun dense, nonplastic, wet m
ggg,g I
sF-SM) (Fill) 15 is is
,,gg s7 e
P 'It 0
ss le 10 21 4
9 12
- o stiff ss le 9
27 7
10 17 L
U stiff 20 ss is le 22 e
le 12 U
stiff 406.5 21.*
'!;p 21.5-20.5' Clean sane, brown, very a
Jg:/;j dense, no,nplastic, wet occasional 12 0
100+
30 TO g.,,
gravel (8 )
t i c!
=
M ss le le 100 21 40 80 25"
. >.,4, I
e l$
- M 9"liIlM SS 18 al 74 at 29 45 20.
597.5 30. ",
Bottom of hele at 30.5 feet e
J Bla s.". 7 *.".*.* 7 *...* T.'.*,.*.J.
Dieee1 Cenerator 0eilding
'# "pG-14 2A-210-133 pevistor. 18 2/79
-.-...~...--
0... -0iz-1
- ?
C75Ie7 S a t-c 2 c.
,.2 BORING LOG 8CD'AliD POWER FIArt "222-101 1
- e. 1 30-29 Sissel Generator Building YE40 E310
F ""
= =
- = - '
N==*===
4 c4 10/10/71 10/11/74 Raymond Internettonal Acker Ace 4
3s.S.
..m sn.
e
- e. s *.
e e.
10 634.0 630.0 13, S e /6;t e. S '
- a. ma. no es 140 lb. / 30 inches 2./30' A. 5. t rshall g
PtJesTRAteens 8
r I
I.
=
1 i j j i l
9 1:,:1g j
. -- - =
g
. l
[ w{
ll I
l l
- ""m-630.0 0
35 le 14 12 5 '
6 6
0-27' e n-made fill a
- 1. Drilled with 1 0-23' Clean saad, brown, mediun 4* trieone hit 1
dense, nonplastic, noist. little and severt 2
grawl (SP) (Ti m Bs le le 16 7
0 0
- 2. w.t.,1 et it' 1
3 I'*
- i'"i ti" S.
ca'nt water loss Es at 6
24 4
11 13 3
anserved ss le 13 22 11 15 17 4
some gravel 10 '
~
' ~
Is 18 16 64 11 30 34 5
"* ** '88"1 a
55 le 12 03 27 37 54 15 8
.I s
1 Es le 12 5
7 3
2
.~i 7
a0 ;(
- l 607.0 23,
BS 10 12 10 7
6 4
g 23-27' very sandy Clay, grey, l
stiff, low plasticity, wet (CI,)
i 25 (Pill) sand, clean in tip of
.i l
sasyle 0
.l
,i j
603.0 27 21-35' sand, brown, siedium dense, ss le la 26 7
17 13 clean 9
menplastic, moist (SP) (yg11) 30l 55 18 10 70 15 24 46 S95.0 35 Bottaa of hele I
a. m........a s.. "..'m Diesel Generator tvilding
.29 Oc
---Qstenis-2A.210 149
i u o I,c a-4 C7.5I82 s ur er 2.o o r z e
~~~
~~
BORING LOG 3C**.ApfD P0hmR FIM 7220-101 1 ** 1 M-3 0
=
Diesel semerator Building 8 5150 W341 90*
m.
a.
=..
u.
.....,4 4
12/10/7e 12//0/71 Anymond International.
CBE-45
[ga g ige
.wve.
s =.
.w 3
835.0 1act heterded
=
w.
a -.
140 lb. / 30 inches A. S. Marshall g
PEmETRAtaget O I I
1 1
I u
4.s :t -
I 9
- =
g
= _
?.
t t
3 l
8 7.
q t
j
[
,[-
t I
I a.
a sis.O an.
an.
0-3' Sandy Clay' gray, stiff, low
- 1. Drilled with plastietty, asset (CL) (Fill) ester and tricone bit.
a 632.0 3-
- 2. No signifi-3-11' Clean to slightJy silty sand.
cant water loss
=
brown, media dense, aonplastice observed.
a 5
" I'* # 'I'* " IIA 11I 5
- 3. Saokfilled 58 18 18 20 13 15 13 1
with bentonite a
~
slurry.
=
10" BS 1B 14 15 6
7 8
3
~
524.0 11
.e 11-46.S* Sandy Clay, gr:y. hard, Iow plasticity, acast (CL) (Fill) y
=
15=
3 58 le 14
' 33 4
13 20 618.5 L4.l~
3.ttaa of moi..t 1s.5 f..t 2e.
e:'."."'.'".J.~".T.'4" os..e1 sen.r. tor 3=tading
~E30
~~
la.21 15.
a.n.i In 2/79
1
?..
106123
...g C75182 sweru orza B0 RING LOG
Di m, = =,:
me-In 11
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=
Di.sel no,. tor.mi m.,
. 5..
n.i
.=
12/11/71 12/11/71 Raymond Internettonal Acker Ace 3 1/4-19.**
I e
. =
4 430.i mot ancorded r_.
=.
maa 140 lb. / 30 inenes A. 5. trohe11 PgaerTRAftest l
l.
Eb888 l
l l
l
-- =
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- =
t
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~~
830.5 0
in.
in.
0-2.5' Clean to slightly silty
- 1. Drilled with Sand. brown, medium dense, non-wa te r.
Bs as le 14 4
7 7
.1 plastic, asist (SP,$P-SM) (Fill) 639.8
- 1. 5 -
2.5-4' concrete
- 2. No signifi-cant water loss
$26.5 4 '.
ebserved during 4-14' sandy claw. brown, Tray.
drilling.
3 stiff, low plasticity, moist (CI.)
2 (Fill)
Bs le 12 11 7
5 5
10
/**
k.
616.5 14.a 14-10' Clean to slightly silty 15-sand. brown, dense, nonplastic, Bs is le 37 9
17 20
- ** '"" I'*"I I
- IIIIII 812.5 18 gg 3,,3 7,,,y c,,,,,,,,,,,,,,
Bs at le 11 23 6
5 4
8tiffe 1** Plasticsty, moist (CI.)
411.0 L9." -
i(Fill) 20*
Sottom of hole at 19.5 feet
=,
4 4
25" 4
4 4
30*
4 4
m
..w v...,
Diesel Generator Be11 dint DC-31 2A-213-151 aevis1on as 2/79
"" 2 2-c( h WOODWARD-CLYDE CONSULTANTS
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.illing equipment
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Company ar ao DR"A SP' l
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l Midland Project: Po Box 1963, Midland, MI 48640 e (517) 6314650 g[
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CL t.lLEH g March 4, 1983
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Mr. W. D. Shafer, Chief Midland Project Section US Nuclear Regulatory Commission Region III 799 Roosevelt Road Glen Ellyn, IL 60137 MIDLAND PROJECT GWO 7020 NON Q MATERIALS FOR UNDERPINNING File: 0485.16 UFI:
42*05*22*04 Serial:
CSC-6593 This is to confirm a conversation on site between Glenn Murray of CPCo-SMO and Ron Gardner of Region III on 3/3/83. The purpose of the conversation was to obtain concurrance on the purchase of "non-Q" materials for the un-derpinning instrumentation for the Service Water Pump Structure (C-194).
The following will be purchased "non-Q":
- 1) Structural shapes for instrument covers
- 2) Plexiglass for covers
- 3) Fasteners for covers
- 4) Expanded metal for covers
- 5) EMT/ Rigid raceway materials
- 6) Instrument covers for extensometers
- 7) Gasket material for covers
- 8) Dead and live end anchors for extensometers
- 9) Support brackets for instruments
- 10) PVC pipe for telltales
- 11) Centralizer material for telltales The above items will be purchased "non-Q".
However, CPCo will invoke Quality Assurance Program Requirement upon receipt and installation.
7 D. B. Miller Site Manager DBM/GMM/dmh o^07 l' O N y
1 0
m r TELEPHONE CALL Midland Project GWO 7020 Route-
~ By Bob Wheeler, Glenn Murray Of CPCo Const.
To Dr. Ross Landsman Of NRC Region III 2:30 Date 3/4/
19 83 yg Subj ect Sloce Layback and Turbine Wall Spalling File 0485.16 UFI:
42*05*22*04 Serial: CSC-6602 We called Dr. Landsman to discuss the final disposition of the slope layback. The late'st revision of the drawings C-1420 and C-1421 as built the existing condition side the.only_ work remaining to be done is to place temporary cribbing on the east of the layback adjacent to the Turbine Building on the Unit II side.
Dr. Landsman concurred that this work could be performed under the existing approved work authorization.
We also informed Dr. Landsman of the concrete spalling which has occured on the north wall of the Unit II demineralization room in the Turbine Building. We told him it appeared to happen approximately 1 year ago when Mergantime was installing the first waler for the east access shaft. They apparently drilled too deep when l
drilling the hole for one of the rock bolts causing the spalling.
The - spalling came to our attention on late Thursday af ternoon af ter some of the spalling fell off.
l l.
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"to 17 G83
l-o % ders l:
February 15, 1983 MENDRANDUK FOR:
R. F. Warnick, Director, Office of Special Cases TIDtp:
W. D. Shafer, Chief, Midland Section FROM:
R. B. Landsman, Reactor Inspector Hidland Section
SUBJECT:
LICENSEE PERPORMANCE ON PIERS 12E and 12W RIII on December 9, 1982, authorized CPCo to initiate work activiti pertaining to the drift, excavation and installation of Piers 12E and es 12W.- Subsequent to that authorization the licensee began work on December 13, 1982.
have had only anough time to perform five inspections to dete L
acceptability of the licensee's work in regards to these piers including e
resovul of fill concrete, abaf t excavation and bracing, bell excavation and bracing, and reinforcing details and proposed concreting activities have been subsequently corrected or are in the proces c
corrected by the licensee. They are:
a)
That the craftworir==n were not receiving the required amount of specialized remedial soils underpinning training.
have the details worked out to date.has agreed to expand the scope The licensee b)
That the licensee wanted to use a super plasticizer as an additive to the concrete mix in lieu of good concreting practices consolidation by vibration.
, i.e.,
The licensee after what I consider to be excessive discussions' finally agreed to vibrate all underpinning concrete in accordance with good engineering practice.
c)
That the third party independent assessment team is not reviewing the design documents for technical adequacy.
\\/
They are only doing implementation review to assure that the design documents are being followed.
From discussions with Stone sad Webstar personnel, it was determined that this important parameter was not includad in their contract.
this in the contract documents.The licensee is presently considering including requirementa have been identified.Besidas these three concerns no other y
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7, G7 February 9,1983 1S5?.! 55L1.].
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Mr. Wayne Shafer United States Nuclear Regulatory Camtission jit FlLQ'1/'.f:
{P Region III
~
c 799 Roosevelt Road Glen Ellyn, IL 60137 MIDIAED PROJECT GO 7020 SERVICE WATER PUMP suc;CIURE ACTIVITY REVIB1 File: 0485.15.2 UFI:
44*05*22*04 Serial: CSC-6541 Landsman On February 2,1983, Bob Wheeler and Don Sibbald of CPCo met with Ros Shallcw probing and Ron Gardner to discuss Service Water Building open itans.
for the Service Water Pump Structure, deep probing for the. Service dis-Structure and dewatering wells for the Service Water Punp Str cussed with Dr. Landsman.
h lls and awaiting feedback frczn Joe Kane of NRR before he could authorize t e the deep probing.
iated Dr. Landsman received a drawirg which extended the excavation area a Dr. Lanisman with the shallow probing for the Service Water Pump d he concurred with the new conc t.
, W.f b.g*
D. B. Mill, Jr.
Site Manager DBM/RM4/lrb 3>'y(
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UNITED STATES l
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NUCLEAR REGULATORY COMMISSION
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-E WASHINGTON. D. C. 20555
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JAN 2 b 198f Docket Nos.:
Consumers Power Company FACILITY:
Midland Plant, Units 1 and 2
SUBJECT:
SUMMARY
OF OCTOBER 2,1981 MEETING ON SEISMIC MODELS FOR AUXILIARY BUILDING AND SERVICE WATER PUMP STRUCTURES On October 2,1981, the NRC staff met in Bethesda, Maryland with Consumers Power Company and Bechtel to discuss seismic models for the Auxiliary Building and Service Water Pump Structure at Midland Plant, Units 1 and 2.
Also present were several consultants for the NRC and applicant.
The presentations consisted of a review of information from the applicant's letter to the NRC dated September 30,198l.
Enclosure I summarizes the meeting.
Wht lI.. ~} -
Darl Hood, 'Pr6 ject Manager Licensing Branch -y4 Division of Licensing
Enclosure:
As stated cc:
See next page M_f S n,n t oHTA V A O [
,,ge7 FEB i2
G MIDLAND
- (
' Mr; J. W. Cook
~ Vice President
~
Consumers Power Cogany
'- 1945 West Parnall Road Jackson 1 Michigan ~ ~49201
- cc: Michael /I. Miller. Esq.-
Mr. Don van Farrowe, Chief.
ERonald G. Zamarin, Esq.
Division of Radiological Health Alan S. ' Farnell, Esq. -
Department of Public Health
-Isham, Lincoln & Beale-P.O. Box 33035 Suite 4200 Lansing, Michigan 48909 1'First National Plaza-
. Chicago,- Illinois 60603 William J. Scanlon, Esq.
2034 Pauline Boulevard fJames E. Brunner, Esq.
Ann Arbor, Michigan 48103 Consumers' Power Cogany 212 West Michigan Avenue U.S. Nuclear Regulatory Conmission
~ Jackson, ~ Michigan 49201 Resident Inspectors Office Route 7
Myron M. Cherry, Esq.
Midland, Michigan 48640 1 IBM Plaza Chicago, Illinois 60611-Ms. Barbara Stamiris 1
5795 N. River Ms. Mary 'Sinclair Freeland, Michigan 48623 5711 Summerset Drive Midland, Michigan 48640 Mr. Paul A. Perry, Secretary Consumers Power Company Stewart H. Freeman 212 W. Michigan Avenue'
. Assistant Attorney General Jackson, Michigan 49201;
- State of Michigan Environmental Protection Division Mr. Walt Apley 720 Law Building' c/o Mr. Max Clausen.
Lansing, Michigan 48913 Battelle Pacific North West Labs (PNWL)
- Battelle Blvd.
Mr. Wendell Marshall SIGMA IV Building Route 10
- Richland, Washington 99352
- Midland, Michigan 48640 Mr. I. Charak, Manager Mr. Roger W. Huston NRC Assistance Project Suite 220-Argonne National Laboratory 7910 Woodmont Avenue 9700 South Cass Avenue Bethesda, Maryland 20814 Argonne, Illinois 60439 Mr. R.;B. Borsum James G. Keppler, Regional Administrator
- Nuclear Power Generation Division
-U.S. Nuclear Regulatory Commission, Babcock & Wilcox Region III i
7910 'Woodmont Avenue, Suite 220 799 Roosevelt Road Bethesda, Maryland 20814 Glen Ellyn, Illinois 60137 1
ev-
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cc:
Commander, Naval Surface Weapons Center ATTN:
P. C. Huang White Oak Silver Spring, Maryland 20910 Mr. L. J. Auge, Manager Facility Design Engineering Energy Technology Engineering Center P.O. Box 1449 Canoga Park, California 91304 Mr. Neil Gehring U.S. Corps of Engineers NCEED - T 7th Floor 477 Michigan Avenue Detroit, Michigan 48226 Charles Bechhoefer, Esq.
Atomic Safety & Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C.
20555 Mr. Ralph S. Decker Atomic Safety & Licensing Board U.S. Nuclear Regulaton/ Commission Washington, D. C.
20555 Dr. Frederick P. Cowan
-Apt. B-125 6125 N. Verde Trail Boca Raton, Florida 33433 Jerry Harbour, Esq.
Atomic Safety and Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C.
20555
-Geotechnical Engineers, Inc.
ATTN: Dr. Steve J. Poulos 1017 Main Street Winchester, Massachusetts 01890
b
- i a' -Ta Fils 0485.16 3
From GSK ulcy, P-14-113B
/
CONSUMERS Date November 4, 1981
,1NY
'~'
Subject MIDLAND PROJECT -
Internal DISCUSSION WITH STAFF AND PRESENTATION OF Correspondence SEISMIC MODELS'FOR AUX BUILDING AND SERVICE WATER PUMP STRUCTURE ON OCTOBER 2, 1981 -
FILE 0485.16, B3.7 SERIAL 14968 CC AJBoos, Bechtel JEBrunner, M-1079 MIMiller, IL&B-Chicago RWHuston, Washington (4)
NWSwanberg, Bechtel TJSullivan/DMBudzik, P-24-517A FWilliams, IL&B-Washington TRThiruvengadam, P-14-400 JWCook, P-26-336B (w/o att)
Attendees:
Consumers Power Company NRC Bechtel D Budzik M Bloom
- C McConnel B Henley A Hodgen*
B Shunmugavel G Xeeley D Hood N Swanberg T Thiruvengadam J Kane R Landsmann*
W Paton*
F Rinaldi Consultants J Grundstrom, Corps of Engineers J Matra, Naval Surface Weapons Center H Singh, Corps of Engineers D Wesley, Structural Mechanics Associates F Williams, Isham, Lincoln & Bealc
- Part time PRINCIPAL AGREEME7IS:
Consumers Power Company and Bechtel provided a summary presentation of ths seismic models for the Midland Auxiliary Building and Servi : Water %mp Structure (SWPS) which were transmitted to the NRC by J W Cook to H R Denton memo of September 30, 1981. The viewgraphs used for this presentation are attached.
Consumers Power Company concluded by stating that the results of the new analysis are comparable to the original analysis presented in the FSAR, the present model is more detailed than the model in the FSAR, but the basic i
criteria and techniques are the same.
Production work with the seismic models is starting.
It is Consumers' position that the present submittal complies with the Board's requirement in the prehearing conference.
The staff had the following questions regarding the presentation:
ic1181-0902a112 l
+
/
SERIAL 14968 2-Question 1:
What percentage of geometric damping was used?
Answer: Geometric damping is cut off at 10% for horizontal and full damping is used for vertical as discussed in the FSAR and BC-TPO-4A.
Question 2:
Is there any vibration in torsional modes for the SWPS?
' Answer: The torsional mode is not significant*. No torsional excitation is included in the model.
Question 3:
Is the SWPS underpinning wall on three sides?
Answer: Yes.
Question 4: How is the Site Specific Response Spectra (SSRS) being factored into the analysis?
Answer: The forces due to the SSE specified in the FSAR generated with the use of the new seismic models are multiplied by 1.5 for design of the underpinning. The use of 1.5 times the FSAR earthquake will permit new structures to meet the SSRS. The remaining structures and equipment will be checked with the new seismic models for the FSAR earthquake.
A seismic margin review will be used for the new SSRS and has~been discussed in a letter from J W Cook to H R Denton, September 25, 1981.
Question 5: What is the frequency of the Borated Water Storage Tank (BWST)?
Answer: This will be provided with the BWST model to be presented during the first week of November 1981.
Question 6: Which structures will use the top of fill spectra for the SSRS?
Answer: Diesel Generator Building and Borated Water Storage Tanks.
Question 7: What about the Diesel Fuel Oil Tanks?
Answer their response is small, and the method of analysis will be similar to buried piping.
question 8: Will the Board rule on the seismic margin review at the soils hearings?
Answer:
It is Consumers Power's position that the issue of seismic margin review for the new SSRS should be reviewed during the OL hearings since the work on this item is yet to be started. However, the issue could be raised during the soils hearings.
Question 9: Has the applicant considered extending the hump of the FSAR earthquake to 7.1 CPS for the SWPS vertical mode?
ic1181-0902a112 1
- SERIAL 14968 3
[,
Answer:
It is not expected that the vertical mode will produce high loads, and most probably the effect of the hump will be picked up in the analysis considering the variation of the soil modulus.
Question 10: Does the 1 50% apply to the soil shear modulus?
Answer: Yes.
Question 11: Are the soil springs and dampers based on an equivalent area of the building footprint?
Answer: For the soil springs, an equivalent rectangle is used.
For dampers, an equivalent circle is used. Details are provided in the submittal.
After a' caucus with the staff, D Hood stated that the staff believes they have a favorable reaction. The remedial actions proposed are an improvement over previous proposals. Timing on the review is a problem. The staff's ability to meet the schedule was explored, and the staff has placed Midland on a priority review basis.
Ongoing discussiona are needed on calculational results of the auxiliary building and the concrete cracking.
Assuming that the presentations reflect the submittal, the staff agreed that they have enough information to complete a construction permit level reviewo F S e ss m e's. nchel fov A v n.151dg.
It is difficult for the staff to conduct a review and also take part in hearings. The NRC recognizes that Midland has an ambitious schedule for hearings and the operating license safety evaluation report and that ehe&c NfCs review is now on the critical path for the licensing and construction of the underpinning.
The staff has a large number of reports to review and will provide a schedule for review on October 7, 1981.
ic1181-0902a112
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DYNAMICMODELS 1.
INTRODUCTION A)
NEED FOR ANALYSIS B)
UNDERPINNING SCHEME 2.
METHODOLOGY (3D MODEL AND CRITERIA) 3.
MODEL DESCRIPTION 4.
SOIL STRUCTURE INTERACTION 5.
CONCLUSIONS SEPTEMBER 29, 1981
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r EQUIVALENT SOIL PROPERTIES E
(cont'd) r e TRANSLATION (horizontal) f
- EEQUIV = An En + Ap Ep i
[
A7073t
(
. Ara - Area of Foundation Surface in Contact with in Situ Material ii
. Ap -
Area of Foundation Surface in Contact f
with Fill Material I
. En -
Dynamic Elastic Modulus of in Situ
=
p Material I
. Ep -
Dynamic Elastic Modulus of Fill Material e,....... s,..,
- c., s,,,.
i AUXILIARY BUILDING
~
SEISMIC ANALYSIS EQUIVALENT FOUNDATION AREA e RECTANGLE i
I=
bh3 A = bh i
i 12 l
Since A and I are known h = f121T%
A
/
(
l b=
A I
h l
e EQUIVALENT RECTAN.GLE IS h x b l
l
= % ? " =,'J %,o, c...., 7 1
l l
m
4 I
AUXILIARY BUILDING i
SEISMIC ANALYSIS EMBEDMENT INFLUENCE i
(Appendix A of Report) i e BASIC EQUATION K'ii = K
[1 + (c<ii - 1) GG'f]
l ii i
i j
K'u Elastic Half-Space Spring Adjusted for the influence of
=
Embedment K
n Elastic Hall-Space Spring
=
l AH Influence of Full Side Contact
=
1 G
Shear Modulus of Soil Along Building Sides
=
i j
G Shear Modulus of Foundation'Soi!
=
2 i
f Adjustment for Partial Side Contact
=
i i
I
AUXILIARY BUILDING
.~
DISTRIBUTION OF SOIL SPRINGS l
(
i i
i,
//////
i ELAST5C HALF-SPACE SPRINGS l
l ELECTRICAL l
h h-PENETRATION 3
l 7
FOUNDATION
//////
/// // /
//////
DISTRIBUTED SPRINGS i
j l
i 1
i
t 4
AUXILIARY BUILDING SEISMIC ANALYSIS l
RESULTS i
. STRUCTURAL BEHAVIOR
. Primary Frequencies
. Primary Mode Shapes 4
)
i i
l i
I MfDt AND UNfiS 1 AND 2 j
NiICl'ItESI NI AIN)N 9/2fVill l
i-
)
AUXILIARY BUILDING RESULTS i
t i
e I
L r--- r--- r -- -- _ _ \\
o l
- j. - - - - __._-
1
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r----
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- - 1+ - _ - _ _ _
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=
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- p
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e i
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4
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l
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t
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i
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L.
,e
~ ~ ~ ~ ~ ~ ~ ~ ~ - - - - -
^
- - - - - - - - - - ~ - -
a FREQUENCY = 2.8 PRIMARY MODE SHAPE FOR EAST-WEST MOTION PARTICIPATION FACTOR = 77 Y
1 Msnt APO ttNITS 1 APO 2 NGC Pfli SENi ATK)N 9/28/8I O f 86T-1I 4
i
l l
AUXILIARY BUILDING l
RESULTS l
l t
I I
1
.i
--d H -l'- -,
l 1
--w - _;
I i
1 e
i l
- - l-. _ - -
i ! __ _ _,_l 1
l
$._q. - - _ _ -
- i. n.>.-.l t._._ _ _ _--
I_.
4 r-I
{q : t - _ _.._ _ _ _ _ _
.L I
l FREQUENCY = 2.9
.(----
~f 4
PARTICIPATION l------------
Z FACTOR = 78
.1-t----_---.--_-_
L l
X PRIMARY MODE SHAPE FOR NORTH-SOUTH klOTION MIDL AND UNiiS 1 AND 2 NilC Pfit':St NI AllON 9/76/81 G-t 86 T. I 2 I
l
.l
b e
AUXILIARY BUILDING RESULTS r
I I
i_
c_____
-,{
_ _ p i
f-ri
---{
l ll,
-1.__a i
I 1 __-F-_-._____-.______ z i
j
_ jj II l
r i
I
~~~~~~-~~~~~~~~--
FREQUENCY = 4.2
- i. -_________.__._____ _ _1 PARTICIPATION g
i FACTOR = 78 Z
t PRIMARY MODA SHAPE FOR X
VERTICAL MOTION j
MWM AND llNfiS I AND 2 NitC I'fII SI NT AIION 9/28/81 i
l AUXILIARY BUILDING RESULTS i
i e BUILDING FORCES
. Based on Nominal Soil Properties, with Variation of 50 %
. Mode-byMode Response l
l Combined in accordance with NRC Regulatory Guide 1.92 e IN-STRUCTURE SPECTRA i
. Based on Nominal Soil Properties j
. Broadening l
At least 15% in accordance with Regulatory Guide 1.122 mwnni,m. 4,n> 2 i
PROPOSED REVISION TO FSAR APPENDIX 3C COMPUTER PROGRAMS USED IN SEISMIC ANALYSIS OF AUXILIARY BUILDING AND SERVICE WATER PUMP STRUCTURE RESPONSE SPECTRUM METHOD TITLE PURPOSES BECHTEL STRUCTURAL SOLVES ElGENVALUE ANALYSIS PROGRAM PROBLEM AND CALCULATES (BSAP - CE 800)
STRUCTURAL MODAL i
DAMPING FOR " FIXED" BASE STRUCTURE RESPONSE SPECTRUM l
ANALYSIS BY MODAL SUPERPOSITION i
)
BECliTEL STRUCTURAL COMPUTES COMPOSITE I
ANALYSIS PROGRAM MODAL DAMPING FOR (BSAP-DYNAM CE207)
LUMPED PARAMETER SOIL-STRUCTURE INTERACTION l
PROBLEM rll,^3'""=^#',5,m,,
e,oorm
PROPOSED REVISION TO FSAR APPENDIX 3C COMPUTER PROGRAMS USED IN SEISMIC ANALYSIS OF AUXILIARY BUILDING AND SERVICE WATER PUMP STRUCTURE TIME HISTORY ANALYSIS TITLE PURPOSES l
BECHTEL STRUCTURAL SOLVES EIGENVALUE
(
ANALYSIS PROGRAM PROBLEM AND CALCULATES l
(BSAP CE800)
STRUCTURAL MODAL l
DAMPlNG FOR " FIXED" BASE STRUCTURE TIME HISTORY ANALYSIS BY MODAL SUPERPOSITION i
{
BECHTEL STRUCTURAL COMPUTES COMPOSITE i
ANALYSIS PROGRAM MODAL DAMPlNG (BSAP-DYNAM CE 207)
FOR LUMPED PARAMETER l
SOIL-STRUCTURE j
INTERACTION PROBLEM j
SPECTRA (CE 802)
COMPUTES RESPONSE l
SPECTRA 0"EiO'i1'fi u M,imi
^'
' ^ " '
o.iaarm 1!
l -
j SERVICE WATER PUMP STRUCTURE SEISMIC ANALYSIS S
i e STRUCTURAL GEOMETRY l
e SOIL PROPERTIES i
i e DYNAMIC MODEL
.I
'l j
e SOIL / STRUCTURE INTERACTION e RESULTS tb
<=
s
- SERVICE WATER PUMP STRUCTURE 4_.____....___.
106'
,N 86' l
n l
EL 656' i
i 69' 4
EL 634'
, y <, y --,
I 8
. Y._. _.
i l
\\
[.
'm 4,Wa __ \\ / _ '. _. _ _.EL 587' UNDERPINNING WALL 1
j CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 AND 2 h
f SERVICE WATER PUMP STRUCTURE i
SCilEMATIC VIEW
~
FIGURE 1 Ya'?sN?u
6 o
SERVICE WATER PUMP STRUCTURE PLAN AT EL 634'-6" h
N-1,,-l D - dj ) ) 2h l
1 I
I*
l STRAINERS
-f()
'j)
(g)
(,*
-(;--
-il' PUMPS
-ei}} d )
-i}-{>--
r a
w..-
T J
I' BLDG 3
(0,0) l l
CONSUMERS POWER COMPANY l
MIDLAND PLANT UNITS 1 AND 2 SERVICE WATER PUMP STRUCTURE PLAN FIGURE 2
$2 isle".',,
l SERVICE WAT$R PUMP STRUCTURE l
SEISMIC ANALYSIS i
FOUNDATION SOIL PROPERTIES Natural l
I i
l e Nominal Dynamic Shear 7,746 l
Modulus (ksf) i e Poisson Ratio 0.42 i
i i
e Unit Weight (pcf) 135
)
1 a
i j
MIDt AND tINiiS I AND 2 NHC IM M NT AT K)N LV26/8 8 G lar.T 15
i SERVICE WATER PUMP STRUCTURE l
SEISMIC ANALYSIS DYNAMIC MODEL i
l e THREE-DIMENSIONAL LUMPED MASS MODEL l
. Mass Located at Floor Elevations l
- Beam Elements i
Rigid Beam Elements e
~
~
t$[dfbYsSUTATKwY [ mas c.-iaer is i
i
/
4 SERVICE WATER PUMP STRUCTURE SECTION A
'~ :27
~J' T~__.ll'
~
[~i~l_.
- 'lJi[ ~ ~ PQ l
u, q
1 1
L J
"" EL 634'-0" EL 634* 8" 7 7.1-Lr 7,n ;_.j 1
t q =: n_. _
/
. - a - }-
s l
. )4r,
f
- r., j EL 620* 0"
+ UNDERPINNING s_
WALL 3 SIDES J
--]
. g-
\\
BACKFILLN i
l EL 592_'_ _0".
..J I
t
,- u kY) bgqq BOTTOM EL 587'-0"--
Y'IN SITU TILL SECTION A
a "a
~ ' ~ ~ ' ~ ~ ~ ~ ~ ~
CONSUMERS POWER COMPANY MIDLAND PLANT UNilS 1 AND 2 l
I SERVICE WATER PUMP STRUCTURE i
NORTH-SOUTH SECTION FIGURE 3 G BRSA $64 1
SERVICE WATER PUMP STRUCTURE SECTION B i
EL 656'-0" 4
o.
e,.
1 i
EL 634'-6" El 634'-0..
' q.(
'L'
\\\\'.;.Q y.&*
. g ppf El C
J O
, EL 620
- i j
EL 605 i
EL 592'-0" l.
.}334 l
"#s... s,%x..,,.f.M.s 5... -
s SECTION B CONSUMERS POWER COMPANY MIDLAND PLANT UNITS 1 AND 2 SERVICE WATER PUMP STURCTURE j
EAST-WEST VIEW FIGURE 4
- c. insa iis I~
i l
l i
l
LEGEND Node locations e
Mass for all 3 degrees of j
g 'h,g" p
<,e freedom 6
a Mass for two horizontal degrees of freedom A
Mass for vertical degree of freedom N
Base location. Damper 4
i Mrotational springs y'3 not shown for clarity g6},5
@g 7y h8g g' D.'
o
/6
@,/p 1p,13 NOTES:
- 1. The mass of the water is
' M, 10j A
tumped at mass points 7,
- d. 2 6
11, and 15 horizontally g
and at mass point 16 vertically.
"14
- 2. The mass of the fill entrapped within the underpinning walls is lumped at mass points 7, 11, and 15 for the two horizontal to 15 y
A degrees of freedom only.
y (Z
A'
(
17 CONSUMERS POWER COMPANY i
d MIDLAND PLANT UNITS 1 AND 2
@A c
I SERVICE WATER PUMP STRUCTURE NODE LAYOUT
~
1 FIGURE 5 siessai l
t k
SERVICE WATER PUMP STRUCTURE SEISMIC ANALYSIS l
SOILESTRUCTURE INTERACTION i.
e ELASTIC HALF-SPACE IMPEDANCE FUNCTIONS I
(BC-TOP-4, Rev 3) l
. Equivalent Foundation Area j
e SOIL MATERIAL DAMPING (3% of critical)
I e EMBEDMENT INFLUENCE (Appendix A)
{
i NOCPittSENTAION 9/28/R1 G186T 24 e
i
I, SERVICE WATER PUMP STRUCTURE RESULTS l
- STRUCTURE BEHAVIOR
- Primary Frequency
. Primary Modes Shapes I
l
= = = = _,
3 l
l-::
i i
s SERVICE WATER PUMP STRUCTURE i
RESULTS 1
i i
l 1
l l
i i
i i
l i
i i
i I
l l
i j
FREQUENCY = 4.8 l
I PARTICIPATION l
FACTOR = 36 l
j
-j Y
i i
~
i I
i I
f l
Z I
e
_l i
i i
l
-l l
8 l.
tm PRIMARY MODE SHAPE FOR
{
EAST-WEST MOTION j
MIDL APK) tJNtlS 1 AND 2 G-186 7-18 taic snESt NT AllON 9/20181 l
- 1 4
i
SERVICE WATER PUMP STRUCTURE RESULTS 1
i I
~
4 I
i i
l l
t I
j 1
8 i
I I
I FREQUENCY = 4.9 PARTICIPATION l
FACTOR = 37 i
1 I
i 1
j t__
e i
1 l
l Y
l y
I e
__i__..
X i
i l
t j
i 1
I I
l i
I PRIMARY MODE SHAPE FOR NORTH-SOUTH MOTION t*
MEit ANO tlNt1S 1 AND 2 j*
f#lC f11L SI NI AllON 9/28/8 9
t l
SERVICE WATER PUMP STRUCTURE RESULTS I
l i
l
\\
i i
1 I
i i
i
___i I
l b
i 4
I i
FREQUENCY = 7.1 PARTICIPATION l
FACTOR = 35 l
I t
t.
l Y
i e
d.
i i
X
_._i____,
e' i
i i
I l
i i
l i
i i
)i PRIMARY MODE SHAPE FOR fi.
VERTICAL MOTION unwe ints i nuo 2 j.
niicimtsenraison or2, ires c.iaar 2o
O SERVICE WATER PUMP STRUCTURE RESULTS e BUILDING FORCES
. Based on Nominal Soil Properties, with Variation of 50 %
l.
e IN-STRUCTURE SPECTRA i
Based on Nominal Soil Properties i
e Broadening
)
At least 15% in accordance with Regulatory Guide 1.122 l
""c ^ 5'"'iL't,"?,"o,ei 7'
o ieu2.
I
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1
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