ML20038A895
| ML20038A895 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 10/30/1981 |
| From: | Kane J Office of Nuclear Reactor Regulation |
| To: | |
| Shared Package | |
| ML20038A881 | List: |
| References | |
| NUDOCS 8111240404 | |
| Download: ML20038A895 (4) | |
Text
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ATTACHMEitT 21 i
RECORD OF TELEPH0flE C0tiVERSATI0flS Date: October 30, 1981 Project: Midland 50-330 Recorded by: Joseph D. Kane Talked With:
CPCo Bechtel f4RC COE D. Budzik A. Boos R. Landsman H. Singh G. Keeley fl. Swanberg E. Rinaldi D. Hood J. Kane Route To: For Information G. Lear L. Heller D. Hood 4
W. Paton l
F. Rinaldi R. Landsman, I&E, Region III H. Singh, COE, Chicago J. Kane Main Subject of Call: Remedial finderpinning of Auxiliary Building and Feedwater isolation Valve Pits s
Items Discussed:
i
- 1. to CPCo September 30, 1981 submittal from J. W. Cook to H. R. Denton entitled " Technical Report on Underpinning the Auxiliary Building and Feedwater Isolation Valve Pits". During the October 30, 1981 conference call CPCo was requested to respond to the following 1
questions which had been developed in the COE/flRC review of Enclosure 3, relative to gec echnical engineering aspects in underpinning the Auxiliary Building.
Q.l.
(Pg. 2, Sect. 4, 2nd Para.) Please define " design jacking force,"
how established and the duration that it vill be held?
Q.2.
(Pg. 2 Sect. 4, 3rd Para.) Discuss a~d provide detail of dowel connection.
(Diameter, how distributed along wall, length of embedment,etc).
Q.3.
(Pg. 3, Sect. 5.1, last para) The agreed upon acceptance criteria for soil particle monitoring during debatering requires 0.005 m and not 0.05 m.
Correction by CPCo required.
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. Q.4.
(Pg. 3, Sect. 5.1, Para. b) Installing the frozen cutoff membrane will cause expansion and possibly increase the soil voids. When ultimately unfrozen, what is the effect (e.g., further settlement) on safety related structures, conduits and piping.
Provide discussion on the basic system of the frozen membrane [ size and spacing' of holes to be ' drilled, method for pumping brine into foundation layers, range of temperatures that are critical to wall stability which are to be monitored,decomissioning(e.g., grouting,etc)].
Q.5.
(Pg. 3, Sect. 5.2) Clarify the procedure to be used in post tensioning the Electrical Penetration Area. Where will the buoyancy force be transmitted to the foundation and 1 : what manner?
Q.6.
(Pg. 4, Sect. 5.6, 2nd Para.) Please explain the meaning of " failure bearing capacity factors" and the basis for "the nine times the shear strength for the cone"?
Q.7.
(Pg. 4, Sect. 5.b, 4th Para.) How will the equivalent soil modulus be determined? What is the depth that the measured settlement will be distributed over and what is the area to be used in determining the stress?
Q.8.
(Pg. 4, Sect. 6) Presently, this paragraph implies that crack monitoring will not be performed on the existing structure. Please correct.
Before remedial underpinning begins an (ccurate and up-to-date record of cracks should be developed for those safety related structures which could potentially be affected by the underpinning operations. This background record should be verified by I&E inspection and could serve as the basis for evaluating any changes in cracks due to underpinning operations.
Q.9.
(Pg. 5, Sect 6.1.1 and 6.1.2) When will the acceptance criteria for the differential and absolute settlement be provided to the flRC?
Q.10.
(Pg. 5, Sect. 6.2) Provide the basis for establishing the crack width of 0.03 inch. Appendix D should also address crack monitoring requirements during underpinning (frequency of reading, format for presenting observations, action levels etc).
Q.ll.
(Pg. 6, Sect. 7.2.1, last Para.) Provide discussion why the drained shear strength is not required to be considered in analyzing for adequate bearing capacity. Also in the last paragraph in Section 7.2.1, Pg. 7 indicate the basis for the 2 days and what would be required if the settlement rate does not reach a straight line trend in 2 days.
Q.12.
(Pg. 7, Sect. 7.2.2) Where are the WCC controlled rebound-reload cycle soil test results? What is the corresponding stress level with a secant modulus of elasticity equal to 3500 KSF?
. Q.13.
(Pg. 8. Sect 7.2.3, 1st Para.) The estimates of settlement using the referenced flAVFAC DM-7 do not include secondary consolidation.
What secondary consolidation would be indicated if the consolidation test results using the appropriate load increment were used?
Compare this estimate with valves for permanent wall conditions "after, jacking, long term".
Please provide basis for the three estimated settlement valves for " Load transfer points for temporary load to reactor footing".at the bottom of pg. 8 and discuss any effects of this settlement on tne reactor and pipe connections.
Q.14 (Pg A-1, Sect. 1, 2nd Par.) Please indicate how the soil spring constants were established for long tem loads.
Q.15.
(Pg C-2, last Par. and Pg. C-6, Par. B) What are the protective construction measures planned for the Turbine Building and Buttress Access Shafts and when will they be placed? Please provide discussion on the sequence of operations to complete the drift beneath the Turbine Building and show sectional views of this work with respect to the Turbine Building foundations and affected piping and conduits.
Q.16.
(Pg C-3, Par. A.l.a) Please explain what is meant by minimizing the amount of concrete to be removed.
Q.17.
(Pg. C-3, Par. A. l.c. and A.l.d) What is the magnitude of the load for testing the temporary support pier and how was it established and how will it be applied? Is the EPA foundation slab capable of supporting this load at this time?
Q.18.
(Pg. C-4, Sect. A.l.f., 1st complete para.) Provide discussion on monitoring of the control tower behavior at this time. What criteria will be used to decide if preload should be stopped and support capacity should be added to the control tower?
Q.19.
(Pg. C-4, Sect. A.2.) What are the reasons why the three temporary supports under the EPA should not be completed before the permanent support at the control tower is initiated?
Q.20.
(Pg. C-4, Sect. A.3.a) Questions are raised as to whether i.he EPA l
l structure can withstand the overhang condition which results if the l
initial temporary supports is assumed to fail. What is the basis and need for this extreme assumption?
Is the EPA structure capable of withstanding this loading condition?
Q.21.
(Pg. C-4, Sect A.3.b and A.3.c) The distinction between 3.b and 3.c is unclear. What is the magnitude of the load for testing and how established? Is there a problem with the EPA foundation slab providing a sufficient reaction load?
Q.22.
(Pg. C-5, Sect. 14 and 15)
It appears the operations described in these items are intended only for the wings and not the control tower. How is the load test and load transfer for the control tower to be completed. For the long term load test on the wings, what is the load magnitude and how was it established? What is the final
l sequence of operations in transferring the structure load to the pemanent underpinning.
Q.23.
(Pg. D-1, Sect 1.0, 2nd Par) Describe the procedure that relates allowable stresses and allowable strains with structure movements that are being monitored.
Q.24.
(Pg D-2, Sect. 1, 3rd Par.) Please clarify the distinction between the first and second layer systems for detecting structure movement.
Q.25.
(Pg 0-2, Sect.1, 4th, 6th, and 7th Para.) Please provide elevations and sectional views with typical details for the deep seated bench mark and the instrumentation for monitoring relative horizontal movement and absolute horizontal movement.
Q.26.
(Pg. D.3, Sect. 2, 2nd Par.) Please clarify the explanation why the hydraulic pressure data cannot be used to measure load.
Q.27.
(Pg. D-3, Sect. 2, 3rd Par.) Provide sectional view of set up for measuring difference in relative position. How does this procedure address the possibility of both the underpinning element and struct*re settling? Provide the basis for maintaining the jack / hydraulic system for i hour and for establishing the 0.01 inch movement.
Q.28.
(Pg. D-4, Sect. 2, 4th Para.) When will the modeling and critical structural stresses and strains be detemined and furnished to the f1RC7 0.29.
(Pg 0-5, Sect. 2, 2nd and 3rd Para.) Provide sketch and locations with typical details of instrumentation for measuring concrete stress, tell tale devices and predetermined points for monitoring vertical movement.
Q.30.
(Pgs. D-5 and D-6, Sect. 3, Par. 3A.1, 3A.2, 3A.3) For the various types of monitoring described in these paragraphs provide an example i
of the foms to be used for plotting the recorded data. What are i
the predetermined levels of movements which would require adjustments and/or action by the onsite geotechnical engineer.
Identify any specific instrumentation which would be continued to be read during plant operation and wh.ch eventually will be addressed by a Technical Specification.
2.
Consumers was notified that the above questions do not contain the COE/NRC review comments on the laboratory test results for foundation soils beneath the Auxiliary Building. The COE/NRC comments on the test results will be furnished at a later date following CPCo submittal of the Part II lab test report which is expected to be submitted to the NRC the week of November 2, 1981.
3.
Consumers indicated the questions asked in the conference call of October 30, 1981 would be addressed as far as possible in the upcoming meeting with NRC in Bethesda on November 4, 1981.
J.
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