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-May 25, 1984' Mr J J Harrison, Chief Midland Project Section U S Nuclear Regulatory Commission Region III,
799 Roosevelt ' Road Glen Ellyn, IL 60137 MIDLAND ENERGY CENTER MIDLAND DOCKET NOS. 50-329, 50-330 AUXILIARY BUILDING MOVEMENT GUIDELINE FOR TEMPORARY UNDERPINNING FILE 0485.16 SERIAL CSC-7809 meeting, a guideline relative to building As a result of our April 4-6, 1984 movement and jacking has been developed for the Auxilia ning.
the NRC concerns and suggestions.
4-6, 1984 meeting, Figures 7-2 (A&B) and 7-3 (A&B), provided during the Aprilwer been The guide-revised based on smooth curve representations of the survey data.
lines utilize the smooth curve representations.
We seek your concurrence on the proposed Auxiliary Building guideline entitle
" Guidelines for Building Movements during Temporary Underpinning".
If you deem a meeting appropriate to resolve your questions and com=ents, please contact us regarding the logistics of the meeting.
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CONSUMERS POWER COMPANY Midland Units 1 and 2 Docket No 50-329/50-330 Letter Serial CSC-7809 Dated May 25, 1984
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At the request of the Commission and pursuant to the Atomic Energy Act of 1954, and the Energy Reorganization Act of 1974, as amended and the Commission's Rules and Regulations thereunder, Consumers Power Corpany submits Auxiliary Building Movement Guideline for Temporary Underpinning.
CONSUMERS POWER COMPANY Ey D N C L Cd u b)
J A)Mooney
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Executive Manager Sworn and subscribed before me this(8M day of VN /
1984.
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.0M 151853
- FO *3 78 7 ifIDLAND AUXILIARY BUILDING CUIDELINES FOR BUILDING MOVEMENTS DURING TEMPORARY UNDERPINNING 1.
PURPOSE
, To establish guidelines relative to building movement and jacking to be utilized during the Auxiliary Building temporary underpinning.
2.
DESCRIPTION The vertical movement of the southern edge of Control Tower relative to the main building af ter subtracting the ' rigid body movement is known as 6.
3 The vertical movement of an EPA (Electrical Penetration Area) and relative to the Control Tower after subtracting the rigid body movement is known as 6
- 2 Figure 1 shows a combined plot of A and d. The d at the end of 2
2 WestEPAisplottedonthefirstverkicalaxis.
The next two vertical axes represent the d s at the south-west and south-east corners of the Control To.aer.
Thefburthverticalaxisrepresentsthed at the end of 2
East EPA.
The horizontal' axis ( d = 0) represents the reference plane of the main l
Auxiliary Building. The changes in relative movement (d and 6 )
g 2
during the period of June 1978 through August 1982 have been measured by an optical survey and they are plotted in Figure 1.
The changes are the following:
O at the south-west corner of CT = 0.090" g
d at the south-east corner of CT = 0.210" g
d at the end of West EPA 0.060"
=
2 d
at the end of East EPA 0.320"
=
2 Positive values represent downward movement.
3.
CAPABILITY Analyses were carried out using conservative assumptions to determine the building capabilities to tolerate movements. The results of the analyses indicate char the following changes in d and d can take place from 2
the start of underpinning (August, 1982).y (the reinforcing strain is limited to 2/3 of the strain at initiation of yield and/or shear stress in concrete is limited to 3 7fe.)
Control Tower: A g (W) = 0.650" d g (DOWN) = 0.560" EPA: d2 (UP) = 0.700
d 2 (DOWN) = 0.180" l
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Midicnd Auxiliary Building Page 2-The calculations for d (up) and d (up) were reviewed by the NRC during theApril,1984meetingattheMidladdjobsite. The calculations for d g
g (down) were reviewed during the July, 1982 audit in Ann Arbor._ The calculations for d2 (d6wn) were also available in July 1982.
4.' GUIDELINE NRC presentad a concept for movement limits during the April 4-6, 1984 meeting at the Midland,Jobsite. Essentially the concept is as follows:
The EPA's would be rotated toward the plane of the Control Tower corners (See A-A, figure 2)
The Control Tower corners would be rotated toward a plane parallel to the reference plane of the Main Aux.
(See B-B, Fig. 1)
The Control Tower corners would be raised toward the plane of the main Auxiliary Building (Line 3-B Fig.1)
The NRC had indicated that as a result of tine dependent effects (creep, shrinkage, etc), all of the movements cannot be recovered completely.
CPCo has reviewed this concept in light of the building capability and the calculated instantaneous elastic movements of the building during underpinning, and proposes the following conservative guidelines for movements and jacking. Following these guidelines will ensure that there will not be any overstressing to the Auxiliary Building during the temporary underpinning.
I. JACKIN'G 4
(a) Proceed with the underpinning pecording to the established sequence (specified in Project Documents) except for the application of reserve capacity loads (RCL) which is described below:
(1) RCL's have been introduced at the E8 and W8 (E/W8) grillages (ii) RCL will not be introduced at WS grillage during initial jacking is advance of adjacent excavations since existing d -west is relatively small 2
(iii) RCL will be introduced at the ES grillage which would aid in reducing the existing magnitude of d -east (iv) RCL will be introduced at CT1/12 and Cd3/10 piers.
Introducing the RCL into both Control Tower corners would improve both of - the existing d values, and minhe the g
increases of the d east and west.
Introduction of RCL on the east side only rould improve d east but would cause a g
larger increase in d *****
2 The reserve capacity loads introduced at the grillages at E/W8 and E5 will be removed during the initial jacking of the grillages at E/W2. Also the reserve capacity loads at CT1/12 and CT3/10 piers will be removed during initial jacking of the subsequent CT piers.
Reserve capacity lead (RCL) is a temporary load applied at a pier in excess of the specified lead in order to compensate for loss of support due to adjacent excavations.
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.(b) If necess;ary, additional loads.(RCL's) above the specified load may be
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introduced'at any pier / grillage location as required in order to arrest an'y uddesirable trends or to maintain the building movements within the limits listed in Section III.
As a minimum, each pier / grillage jack support system will have the specified'. load 3pplied and the maximum load to be applied will not exceed the' jack support system capacity.
II. BUILDING MOVEMENT? LIMITS (a) EAST EPA' RELATIVE MOVEMENT LIMITS (FIGURE 2) -
The lower.b'ound of the east EPA relative movement will be 370 mils in 90', the length of the EPA. The upper bound will be 0 n;ils in 90'.
The rel'acivc movement as of August, 1982 was 320 mils in 90'.
(b) NEST EPA'.REL TIVE MOVEMENT LIMITS (FIGURE 2) -
The lower bound of the west EPA relative movement will be 100 mils in
' 90 and. the' upper bound will be -100 mils in 90'. The relative movement as of August, 1982 was 60 mils in 90'.
(c) CONTROL TOWER RELATIVE MOVDiENT LIMITS (FIGURE 3 and Figure 5) -
Limit the downward relative movement ( d,) of the Control Tower to be less than 200 mils with respect to the August, 1982 values. Also, limit the upward relative movement ( 6,) of the Control Tower to be less than 250 mils with respect to the August, 1982 values.
(d) CONTROL TOWER ROTATIONAL MOVEMENT LIMITS (FIGURE 4) -
Limit the rotation of Control Tower to be within 50 mils in 100' and
-170 mils in 100', the length of the Control Tower. The rotation as of August, 1982 is -120 mils in,100'.
Rotation = (d ) SW corner - (6 ) SE corner y
1 100' CONCLU9 IONS The suggested guidelines for building movement and jacking meet the intent and concerns of the NRC. These guidelines will minimize the possibility of overstressing to the building. Based on the past behavior of the structure and analytical work performed for further temporary underpinning operations, CPCo believes that these_ limits and guidelines can be met.
However, exceeding these limits cannot be completely ruled out due to the thermal movements and overall soil settlements, etc.
Should such an unlikely situation develop, CPCo will take measures to bring the building within the suggested limits, if possible, and at the same time keep the NRC appraised.
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WEST EPA CONTROL TOWER EAST EPA 82 81 d1 d2
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ANALYSIS OF CURRENT AND Ft 1TRE Q"ALITY ACTIVITIES VITH REGARD TO REMEDIAL SOILS WORK At the April 26 1982 SALP meeting Region Administrator, Mr J G Keppler, expressed concern that his staff had informally characterized the ongoing soils and fcundation work as only mini = ally acceptable._ Mr Keppler asked CP Co's canage=ent to ec= ment on its impression of this characterization and to provide its suggestion as to how this assessment could be improved.
Tne-following consists of a brief analysis of wha: Consumers Power perceives te be the basis for this ir.fermal characterization and a description of some of the current organizational and progra==atic features of the soils activities that lead us to conclude that prospects are excellent for the satisfactory execution of the re=aining soils and foundation work.
The soils-related activities at the Midland job site are currently at relatively low level pending cc=pletion of the NRC staff's technical review a
and release, by the NRC, of the major portion of the remedial work still to be undertaken.
The work that has been done thus far in 1982 is concentrated in two areas.
First, a significant number of wells have been drilled at the site, as part of the plant dewatering systems, as part of the freeze wall associated with the auxiliary building underpinning activity and to support the site drawdcen tests.
Second, the major contractor for the auxiliary building underpinning work was mobilized; the initial work on the access shaft was co=pleted; and, in parallel the detailed underpinning construction planning and continuing technical review with the NRC staff of subsequent work was carried out.
Very little work in the other remedial soils areas has been accomplished during this period.
In respending to Mr Keppler's ce==ents at the SALP meeting, we believe that the basis for the staff's infor=al negative comments regarding the current soils quality assurance activities can be traced to one specific area of concern and one more broadly-based general concern.
A discussion of each of these follows.
A specific area of work which may have been of concern to the staff, and one of immediate concern to Consumers, relates to the controls on the drilling and excavation activities that have been recently carried out.
Because the nt=ber of NCR's that had been written in this specific area and the severity of the.
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occurrence (drilling into an electrical duct bsnk), the Company cor.luded that add.sional con:rols were required.even with the formal controls that were prestously in place, As a result on April 28, the C spany isss.d a stop work on all drilling.
(This Consumers Power stop wo k direction preceded the ASLB Order of April 30, 1982.) As of May 12, the sto) work order had not been removed, nor vill it be until a new detailed drilling and excavation control procedure has been fully reviewed and accepted by Consu=ers Power Co:pany.
While there had been other corrective action taken prior to the CP Co stop work order, the Company is confident. that the comprehensive revisions to the prior control procedures on drilling and excavation will preclude errors of the type recently experienced, and will assure that future r-rp0582-0091a100
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- drilling and excavating work will be: carried out in a satisfactory and controlled canner.
The general and considerably more significant area of inferred NRC concern can only be identified as the lack'of. timely agreement between the Company and the NRC on the specific quality as'ssrance' coverage requirements to be imposed on the racedial soils work, particularly those to be icposed on the underpinning work.
The lack of timely resolutten, of this issue, the apparent misunderstanding regarding thle: Company.'s co==itments, and the contentious atmosphere at the March 10, 1982 meeting on this subject and at the subsequent inspection undoubtedly contributed.to'the negative rating informally expressed by the staff.
When the a$xiliary building u'derpinning work started with the first partial n
NRC release for construction oflthe. vertical access shaft, CP Co presented a special' quality assurance plan' en o= passing, in our opinion, appropriate portions of the underpinning work. This plan was initially presented to the s aff a: a meeting in Region III heacquarters on January 12, 1982 and documented in a letter dated January 7, 1982. While the initial staff
' response to the plan appeared to be favorable, no official NRC conclusion was expressed.
It became evident during the time between January and early March that at least one individual within the NRC staff believed that an extensive padification of the program coverage under the QA plan, MpQP-1, should be required. This preference for expanded NRC require =ents became an NRC staff working level position, formally expressed to the Cc=pany at the meeting on March 10, 1982.
As a result of that meeting, the NRC Region III inspector apparently concluded that Consumers had co= i:ted to fully accepting the NRC Staff position that essentially all to go underpinning work should be Q-listed, unless exceptions are agreed upon. The NPC's =eeting cinutes reflect no such cocsit=ent.
In fact, no co==itment was made.
This misunderstanding, and others arising out of follow-up discussions with the staff, has apparently affected Region III's feelings toward our soils quality assurance progra and personnel.
It is, therefore, not surprising that the NRC Region III staff censiders the quality assurance activities in the soils and foundation area to be in need of improve =ent based on its recent experience.
(It should also be noted that -he NRC SALP Board held its second and final meeting on March 23, 1982.)
The Company also agrees that it is extremely difficult to avoid regulatory dif ficulties unless both parties have a common understanding and agreement as to the scope of applicable requirements.
The major issue with
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regard to QA program coverage was resolved at the management level meeting held on March 30, 1982 in Glen Ellyn and docu=ented by the April 5, 1982 letter of J V Cook to J G Keppler,'in which the Company agreed to "Q" list essentially all of the to go underpinning work. However, the staff has still formally acknowledged its concurrence with that letter.
This concurrence not would be of significant assistance in documenting the conclusien of the staff's review of program requirements and permitting the redirection of resources from progra= definition to successful progra= execution.
Resolution of the concerns noted above will make a significant contribution to the remaining soils work.
In addition, the following considerations should provide added confidence that excellent results will be obtained in the remaining soils construction activities, rp0582-0091a100 g
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Dedication of a high quality professional staff to the underpinning and other soils work is of' paramount importance to its successful completion.
Because of the co= plex'ity and importance of the underpinning work as the dominant factor in the soils remedial program, a mini project of dedicated groups has been set up to focus attention on the soils activities, with particular e=phasis on the underpinning.
The technical qualifications of the individuals staffing these activities e=phasize previous re' lated experience.
At the site, specific underpinning groups have been ' formed within Bechtel censtruction, Bechtel quality control and MPQAD,.all staffed with individuals having significant-applicable technical experience and academic credentials.
Both Bechtel resident engineering and Bechtel engineering in Ann Arbor have dedicated racedial soils groups. The onsite resident engineering office will have four geotechnical engineers and at least two structural engineers dedicated to supporting the field activities.
Consumers Power C~c:pany home-office soils activities cre currently staffed with two experienced geotechnical engineers and several experienced structural engineers who have been active in the design reviews and prior licensing evalua:fons and who will centinue to follow the soils remedial work throughout the duration of the construction.
The overall Consumers Power Co=pany project canagement of soils is also organized as a mini-project, and the senior Consu=ers Power Company individual has had significant nuclear power plant experience at the project manager level.
In addition te th. cn-staff individuals for Consumers Power Company, Bechtel and the major subcontractors, significant consulting resources are also 4ntegrated into the soils work.
The design consulting firm for the auxiliary building underpinning has a staff can onsite to coordinate with his home office personnel. All the major consultants will be asked to periodically review the job progress as the underpinning work proceeds.
To assist se=e of the technical specialists in fully understanding all of the quality requirements on the job, so=e additions to the staff are also planned.
The Bechtel underpinning construction group leader, who oversees and interacts with the underpinning subcontractors, will have a quality consul: ant on his staff to assist him in any and all quality-related matters.
It is also anticipated that the un,derpinning quality control organization will be augmented to enhance its breadth of leadership.
We believe that the NRC themselves can significantly assist in the successini completion of the underpinning and other soils remedial activities _by i
expsading 6ae cresence of their lead inspector on the site as the work Specific steps to facilitate this NRC interaction were agreed progresses.
upon, as documented in the /.pril 5,1982 letter referenced above, and__
complemented by day-to-day eorking agreements.
A second area which should significantly assist in the successful completion of the remedial soils work, particularly the underpinning activities, is the degree of design completion prior to the work entering the major construction phase.
Because of the extent and thoroughness of the NRC staff review, there is a more complete design for the underpinning activities than is normally in place for other construction activities.
Essential completion of the calculations for the underpinning work before the major const'ruction phase rp0582-0091a100
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begins will =indri:e the kind of major design. changes that can occur in nuclear plant structural design process because of calculation revisions.
There will, of course, lm design changes as the work progresses, but the degree of calculation completeness reached prior to initial drawing release will significantly contribute to the stability and success of the construction process.
In addition to the degree of completeness in the underpinning design activity, the interface review called for by the quality assurance plan for the underpinning activity, MPQP-1, is also substantial.
These reviews will also centribute to beth the validity of the design and the general understanding of design requirements and quality attributes by all persons participating in the
' underpinning activities.
In addition, MPQP-1 directly inserted quality assurance (and through qu'ality assurance, quality control) cc=ments into the design review cycle, a significant requirement assurance program for the balance of the plant.above and beyond the quality The nu=ber of procedural con:rols that have been or are being instituted for this werk should also engender confidence that the critical underpinning activities will be satisfactorily controlled.
there will be more than 50 specific work procedures developed for theJudging from underpinning work.
directly in these construction work procedures.MPQP-1 calls for integration of inspe As a result of these steps, the procedural controls for the underpinning work will be more extensive than these for any other activities, with the possible exception of NSSS primary loop activities, covered by the QA program for the balance of the project.
The of the construction procedures auto =atically increases the scope of the extent training activities and of the inspection plans which are developed based on the specific work procedures.
yinally, as a result of the extensive discussions with the NRC staff regarding the coverage of the "Q" program, MPQP-1 is being applied to essentially all of the underpinning work still to be' done.
be completely consistent with a strict definition of whatWhile this application may or may not is " safety-related,"
it should lend added assurance that the work in total, and the safety-related work in particular, will be carried out successfully.
In light of the foregoing, it is hoped that an appreciation of Consumers Power Company's perception of recentthe Region III man that events and both the Region III canagement and staff can develop added confidence that the to go soils work, particularly the extensive undarpinning activities can and will be carried out up to the expectations of both the applicant the NRC.
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J = 0.90 for reinforced steel in direct tension J = 0.90 for welded or mechanical splices of reinforcing steel-2.
Unity load factor.is shown for P..
An alternative load r
factor to be considered in all 15ad combinations is the load factor associated with dead load (D) in that loading combination.
For load combinations' 23-26:
Maximum allowable stress in bending and tension is 0.9 F.
Maximum allowable stress in shear is 0.5 F For these load combinations, the maximum allowable stress except for local areas that do not affect overall stability is limited to 0.9 F for bending, bearing, and tension and 0.5 F for shear.
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where applicable to satisfy the above equations.
Structural components subjec'.ed to postulated impulse loads and/or impact effects are designed in accordance with 3C-TOP-9-A, Rev 2, using ductility ratios not exceeding 10.
Structural members subjected to missile and pipe break loads are designed in accordance with Bechtel's BC-TOP-9-A,
-Rev 2, and Bechtel's BN-TOP-2, Rev 2.
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Jasmes W Cook
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Vice President - Projects, Engsneer:sg
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- offices: 1945 West Parnell Moss, Jackson. MI 49201 e (s17) 7ss o453 August 26, 1981 Harold R Denton, Director Office of Nuclear Reactor Regulation US Nuclear Regulatory Commission Washington, DC 20555 MIDLAND PROJECT DOCKET NOS 50-329, 50-330 SOILS SETTLEMENT REMEDIAL ACTION FOR THE SERVICE WATER PUMP STRUCTURE (SWPS)
FILE: 0485.16, B3.0.8 SERIAL:
13738
REFERENCES:
JWC00K TO HRDENTON, SERIAL 11625 DATED MARCH 23, 1981.
ENCLOSURES: MIDLAND UNITS I AND 2 - TECHNICAL REPORT ON UNDERPINNING THE SERVICE WATER PUMP STRUCTURE.
In the referenced correspondence of March 23, 1981 we advised the NRC of the underpinning concept for the overhanging portion of the service water pump structure which is a full length wall extending into the natural till material. This full length wall concept was adopted to replace the original remedial action, a driven pile support concept, as a result of the increased seismic requirements imposed by the staff. We are forwarding thirty (30) copies of the enclosed report entitled " Technical Report on Underpinning the Service Water Pump Structure" which describes the design and construction requirements of this SWPS remedial action.
The design and construction criteria contained in the.tr.tached report has been written to provide the NRC with information which substantially exceeds the construction permit level of detail.
Included in this report are the following types of information: (1) drawings showing the underpinning scheme and a description of the construction sequence for this scheme; (2) dewatering for construction; (3) the design and acceptance criteria for the underpinning scheme, including load combinations, bearing pressures, structural stresses, and seismic loads; (4) applicable codes; and (5) scope of the quality assurance requirements.
The proposed service water structure remedial underpinning is approximately a 4-foot thick, reinforced concrete wall that is approximately 30 feet high with a flared base at the north wall and is constructed to act as a continuous liesber under the perimeter of that portion of the :.tructure founded on backfill material. In addition, a predetermined jacking force will be applied to the full perimeter of the SWPS overhang during construction to provide adequate load transfer from the structure to the underpinning wall, oc0881-0407a100 mt09o3osocr M
c.
2 While we believe that the enclosed report provides sufficient information to permit the NRC to review and provide its concurrence with the proposed underpinning scheme, we suggest that a technical review meeting be held during the week of August 31, 1981 to respond to any outstanding NRC concerns.
Please contact us to establish a mutually agreeable day for this meeting.
Your expeditious review and approval would be most appreciated to support the hearings and construction of the remedial work.
JWC/RLT/cr CC Atomic Safety & Licensing Appeal Board, w/o Atomic Safety & Licensing Board Panel, w/o Charles Bechhoefer, Esq, w/o MMCherry, Esq, w/o RJCook, Midland Resident Inspector, w/o Dr FPCowan, w/o RSDecker, w/o NRC Docketing Service Section, w/a SGadler, w/o RWHuston, Washington, w/a JDKane, NRC w/a FJKelley, Esq, w/o WHMarshall, w/o MIMiller, 2sq, w/a W0tto, US Army Corps of Engineers, w/a WDPaton, Esq, w/o MSinclair, w/o BStamiris, w/o HSingh, US Army Corps of Engineers, w/a oc0881-0407a100 I
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'BCCURCBauman/TRThiruvengadas, P-14-400, w/o 4 W. RBird, P-14-418A, w/a
.JEBrunner, M-1079, w/a iGSKeeley, P-14-113B, w/a DBMiller, Midland, w/a NRamanujas, P-14-100, w/a
'.*,.TJSullivan/DMBudzik, P-24-517, w/o
,RLTeuteberg, P-24-513, w/a JALBoos, Bechtel, w/a Dr AJHendron, Bechtel Consultant, w/a DFJudd, B&W, w/o Dr Ralph B Peck, Becthel Consultant, w/a SSAfifi, Becthel, w/a
.JARutgers, Bechtel, w/a WJCloutier, P-24-611, w/a KLRazdan, P-13-220, w/a 4
oc0881-0407a100
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TECHNICAL REPORT ON UNDERPINNING THE SERVICE WATER PUMP STRUCTURE FOR MIDLAND PLANT UNITS 1 AND 2 CONSUMERS POWER COMPARY DOCKET NUMBERS 50-329 AND 50-330 AUGUST 25, 1981 l
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TECHNICAL REPORT ON UNDERPINNING THE SERVICE WATER PUMP STRUCTURE TABLE OF CONTENTS Section Title
1.0 INTRODUCTION
2.0 PRESENT CONDITION 3.0 REMEDIAL ACTION 4.0 DESIGN FEATURES 5.0 CONSTRUCTION 5.1 DEWATERING 5.2 BUILDING POST-TENSIONING 5.3 CONSTRUCTION PROCEDURES 5.3.1 Initial Construction Activities 5.3.2 Final Jacking Stage 5.3.3 Completion of the Underpinning Wall 6.0 MONITORING REQUIREMENTS 6.1-SETTLEMENTS 6.2 CRACKS 7.0 ANALYSIS AND DESIGN 7.1 STRUCTURAL BEHAVIOR 7.2 DESIGN CRITERIA AND APPLICABLE CODES 7.3 LOADS AND LOAD COMBINATIONS 7.4 STRUCTURAL ACCEPTANCE CRITERIA 8.0 QUALITY ASSURANCE REQUIREMENT 9.0 ADDITIONAL NRC REQUIREMENTS miO881-0412a100 i
i TABLES TABLE I Load Equations for the Service Water Pump Structure Modified to Include Preload.
FIGURES FIGURE 1 Service Water Pump Structure Concrete Floor Plans at EL. 592'-0" and EL. 634'-6"(C-94, Rev 8)
FIGURE 2, Service Water Pump Structure Section (C-97, Rev 2)
FIGURE 3 Service Water Pump Structure Underpinning Requirements FIGURE 4 Service Water Pump Structure Underpinning Plan & Sections FIGURE 5 Service Water Pump Structure Underpinning Sections and Details FIGURE 6 Service Water Pump Structure Tension Ties.
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miO881-0412a100 11
MIDLAND PLANT UNITS 1 AND 2 TECHNICAL REPORT ON UNDERPINNING THE SERVICE WATER PUMP STRUCTURE
1.0 INTRODUCTION
This report describes the design and construction require-ments of.the remedial action for the service water pump structure (SWPS) necessitated by the settlement potential of the plant fill underlying the structure.
2.0 PRESENT CONDITION The SWPS is a two level, rectangular, reinforced concrete structure.
Below el 617', it measures 86 feet by 71 feet 11 inches; above el 617' it measures 106 feet by 86 feet.
The maximum overall height is 69 feet (See Figures 1 and 2 (FSAR Figures 3.8-56 and 3.8-57)].
The structure was designed to be supported by the two foun-dation slabs, one at el 587'-0" and the other at el 617'-0".
The lower slab rests on undisturbed natural material and the upper slab rests on fill material placed during construction in 1977.
After discovering settlement of the fill under the diesel i
generator building, an investigation of the plant fill revealed some questionable areas under the upper base slab, el 617'-0", of the SWPS.
3.0 REMEDIAL ACTION For the part of the structure resting on plant fill, a con-tinuous underpinning wall, resting on undisturbed natural material, is provided to support the structure adequately under all design load conditions.
The underpinning wall provides the necessary. vertical and horizontal support to I
the affected part of the structure.
To ensure adequate load transfer, the underpinned structure is jacked from the underpinning walls (Refer to Figure 3).
4.0 DESIGN FEATURES l
The proposed underpinning is a 4-foot thick, reinforced i
concrete wall that is 30 feet high and is constructed to act as a continuous member under the perimeter of the structure overhang.
The entire wall is founded.on undisturbed natural material.
The base of the north underpinning wall is belled out to a 6-foot thickness to limit bearing pressures to the i
allowable values, whereas the bases of the east and west side walls are 4 feet wide.
The allowable bearing pressures 4
1
for.the undisturbed natural material Are based on safety factors of 2 for dynamic loading.and 3cfor static loading.
A predetermined jacking force is applied to the overhang perimeter to provide adequate lo'ad. transfer from the struc-ture to the underpinning.
TheLconnection between the underpl inning'. wall and the exis-ting structure is made by 2-inch-diameter rock bolts at the vertical interfaces and 2-3/4-inch dia' meter anchor bolt assemblies at the horizontal interfaces: (Refer to Figures-4 and.5).
The connectors are desi.gn'ed-to transfer shear and tension forces to the underpinned' wall.
The connectors are not subject-to stresses during theLfacking procedures be-cause the rock bolts have not yet been installed and the anchor bolts have not been tightened.'(Refer to Subsec-tion 5.3.2).
After the underpinning wall is connected to the existing structure, the conne'c' tors are stressed by loads applied to the underpinned structure.
5.0 CONSTRUCTION The construction procedures discussed in this report are recommended for underpinning the SWPS.
If subcontractor recommendations' result in improved procedures, they will be incorporated.
For details of construction and the construc-tion procedures, refer to Figures 4 and 5.
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5.1 DEWATERING To construct the underpinning, the SWPS site is dewatered:
The groundwater level is lowered to el 587 (approximately) by using temporary dewatering wells.
These wells will be sealed after the underpinning wall is completed.
The accep-tance criteria for the dewatering system require that the system produces an effluent that has less than 10 parts per million.of soil particles larger than 0.05 millimeters.
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5.2 BUILDING POST-TENSIONING Construction site dewatering removes the buoyancy force on the overhang portion of the structure, resulting in addi-tional loading on the overhang.
To compensate for this additional loading of the overhang, a temporary post-ten-sioning system applies a compressive force to the upper part of the building along each nceth-south wall.
This post-tensioning allows the additional force to be transferred from the overhang by beam act-lon to the adjoining walls l
which rest on undisturbed natural material (Refer to Fig-ure 6).
The post-tensioning system is removed after the initial jacking loads are applied.
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J-5.3-CONSTRUCTION PROCEDURES-The underpinning is constructed as individual piers tied
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.together by threaded reinforcing bar couplers and shear keys-to form a continuous wall.
Refer to details and procedures in Figures 4 and-5.
3-5.3.1 Initial Construction Activities To preserve the structural integrity of the building, the underpinning wall is constructed in small sections (piers) from tunnels which are advanced simultaneously from access.
shafts located at the northeast and northwest corners of the building.
The tunnels initially extend only far enough to construct an approximately 30-foot deep, 5 foot.by 4 foot, sheeted pit at each corner of the overhang.
The pit is hand dug.- The shear ~ strength of the subgrade soil is assessed with a Corps of Engineers cone penetrometer, model CN-973.
Under'a maximum force of 150 pounds, the cone should not penetrate the. surface more than 1/2' inch.
After the sub -
3 grade is sinspected and approved by a geotechnical engineer, reinforcement, subgrade settlanent monitoring instrumenta-tion, and anchor bolt assemblies to tie the pier to the l
underside of the slab, are installed.
The pier is then cast with concrete pumped from the access shaft.
After at least 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> of curing, an initial jacking load is applied to i
the overhang from-jacks placed on the pier top.
To ensure adequate support to the building, the tunnel is not advanced to the next stage until the pier is-jacked.
Simultaneously with applying the jacking force, the tunnels are advanced to the location of the next pier, which is constructed in a similar manner to the first pier.
The i
. piers are tied together with threaded reinforcing bar couplers and shear keys to form a continuous underpinning wall.
The threaded reinforcing bar couplers (see Detail 1, Figure 5). conform to the requirements of Section III, Divi-sion 2 of the American Society of Mechanical Engineers Boiler and Pressure Vessel Code,1980 Edition, 1980 and 1981.
Summer Add'nda.
The tensile strength of the splice system e
is not less than 125% of the'specified minimum yield strength of the spliced bar.
A settlement monitoring program for the top and base of each pi~er begins immediately af ter pier construction. JInstruments accurate t.a 0.001 inch are installed before the initial jacking in appli'ed.
The information from the monitoring program is used to evaluate the time required to dissipate shrinkage and creep of the concrete and creep of the undis-turbed natural material.
The rate of settlement decreases with time.
At the proper point on the settlement-time curve (as determined by the geotechnical engineer), the
- final jacking operations (as described below) begins.
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15.3.2 Final Jacking Stage After Piers 10 (Figure 4) are constructed, the underpinning wall has progressed to within.6 feet of the vertical inter-
-faces.with the existing structure, and the final jacking load is applied.
Settlements caused by this load are monitored.
When the geotechnical engineer judges that the settlement rate-has dacreased to a proper value, the load is
-transferred from the jacks to wedges positioned between-the top of.the piers and the underside of the overhang, and the
. jacks are removed.
Piers 11 are poured, encasing rock anchors that were previously drilled into the vertical face of the existing. structure and thereby connecting the under-
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(Refer to Detail 5, Figure 5).
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.y the underpinning wall and the underside of the base slab is 4
filled with nonshrink grout, and previously placed anchor v'yt f
bolt assemblies (which tie the top of the piers to the foundation slab) are tightened (Refer to Detuil 7, Figure 4).
The underpinning wall is connected to the structure at both the vertical and horizontal interfaces.
T 5.3.3 Completion of the Underpinning Wall The tunnel is backfilled with lean concrete beginning at the vertical interface and at the north wall.
The completion of the tunnel backfilling terminates at the locations of Piers 12.
These piers are then constructed, completing the underpinning wall.
6.0 MONITORING REQUIREMENTS During construction, the underpinning of the existing struc-ture is monitored for settlement and cre.ck propogation.
The long-term surveillance program of the building after the construction of the underpinning is being evaluated.
6.1 SETTLEMENTS The elevations of settlement markers attached to the structure are measured in accordance with a schedule based on construction procedures.
Expected building movements during underpinning operations are small.
These movements are recorded, and those exceeding 1/4 inch will be evaluated and reported to the NRC.
6.2 CRACKS Monitoring of existing or new cracks appearing during the underpinning construction is scheduled.
Because of the 4
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sequencing of construction procedures, it is not anticipated that existing cracks will significantly widen or new-cracks will appear.
However, any new structural cracks or-changes in existing structural crack widths exceeding 0.010 inch will be evaluated and reported to the.NRC.
7.0 ANALYSIS AND DESIGN The SWPS.was originally designed.in accordance with FSAR requirements for Seismic Category I structures.
A prelim-
.inary analyris of the underpinned structure was made which complied with'these FSAR requirements, and added a jacking load to the load combinations.
The seismic loads used in this analysis were extrapolated from-the seismic loading from a previous underpinning design based on piles.
When the final seismic loads become available, they will be incorporated in the final design.
In the final ~ design, seismically induced forces and instructure response spectra of the structure are generated in accor-dance with FSAR Section 3.7.
The revised model portrays the structural behavior including the effects of the underpinning and associated foundation modification.
The mathematical seismic model and a description of the soil-structure interaction coefficients to be used in the seismic analysis will be submitted to the NRC in Septem-ber 1981.
The static structural analysis uses an analytical model capable of' representing the structure behavior.
The interface between the existing structure and the underpinning wall is modeled to transfer direct loads without providing rota-i tional restraint.
The soil media are represented by springs of appropriate stiffness et the base of the structure.
The detailed analysis will be performed by~ conventional methods such as beam theory and/or plate theory or by using the i
computer program Bechtel Structural Analysis Program (BSAP).
For details of the BSAP computer program see FSAR Subsec-tion 3.8.3.4.
7.1 STRUCTURE BEHAVIOR The vertical loads of the structure are transmitted to the foundation: medium through the existing base slab at el 587'-0" and the underpinning wall bearing area.
The L
lateral forces due to seismic and tornado loads are resisted by the_ shear walls in the structure.
These lateral loads are transferred to the foundation medium by the combined action of the base slab at el 587'-0" and the underpinning wall' bearing area.. To ensure this action, the underpinning walls are connected to the existing structure by rock anchors and anchor bolts capable of transferring all direct loads.
This connection is a pinned connection that is consistent with the analysis method.
5 i
7.2 DESIGN CRITERIA AND APPLICABLE CODES The underpinned structure is designed as a Seismic Category I structure.
The design complies with the requirements of ACI 318-71 and the 1969 edition of the AISC..
7.3 LOADS AND LOAD COMBINATIONS The underpinning structure rests entirely on undisturbed natural material.
The preliminary analysis of the underpinned structure utilizes the same load combinations used in the original design.
However, each load combination is modified by adding the jacking load (P7).
For each loading combination, the jacking load was evaluate 5 with two load factors:
a value of 1.0, and the load factor associated wit.h the dead load for that load combination.
For the -design of -the underpinning and the connections to the existing structure, the safe shutdown earthquake (SSE) forces were increased by 50% to provide for a possible future increase in this loading.
The 50% increase was applied to the seismic response of the structure correspond-ing to the analytical model with the mean soil properties.
The existing structure was checked for a 0.12g SSE.
The long-term settlement of the underpinning wall after it is connected to the existing structure will be calculated.
The calculation is based on properties of the supporting soil.
The long-term settlement effects will be considered in the final analysis of the structure.
To provide for these effects, the final analysis is governed by four addi-tional load combinations.
These load combinations are discussed in the response to Question 15 of the NRC Requests Regarding Plant Fill (September 1979) and were used in the diesel generator building reanalysis.
The load combinations are modified by the addition of the jacking load.
Table 1 lists 26 lead combinations, modified for jacking loads.
For the preliminary analysis of the underpinned SWPS, tne following load combination was most critical:
U = 1. 0D + 1. 0L + 1. 0E ' + 1.0T
+ 1.25H
+ 1.0R + P where D = dead loads L = live loads E'
.-- --------J -.---
n
. ~ _
4 T, =- thermal effects during normal operating: conditions H
=-force on structure due to tnermal expansion of pipes under operating conditions R = local force or. pressure on structure or penetration caused by rupture of any one pipe P
= load on structure due to jacking preload
'In addition to this load combination, the underpinned struc-
.ture was checked for-stability using the load combinations specified in FSAR Subsection 3.8.6.3.4.
A complete analysis of the underpinned structure, using all applicable load combinations, will be made when the final seismic loads become available.
7.4 STRUCTURAL ACCEPTANCE CRITERIA The acceptance criterion for analyzing the underpinned structure is in accordance with FSAR Subsection 3.8.6.5.
8.0 QUALITY ASSURANCE REQUIREMENT This project work is a combination of Q-and non-Q-listed work.
The construction of the permanent structures such as the under-F pinning wall and the connectors are Q-listed, as well as any other activity or structure necessary to protect the SWPS.
Con-struction of' temporary structures such as the access shafts and tunnels is non-Q-listed.
A e'etailed quality plan shall be pre-pared by the subcontractor to identify those specific activities which are required to have a safety "Q" quality program applied along with the major quality program elements for these activi-ties.
This quality plan shall be approved by Bechtel and Con-sumers. Power Company prior to the start of any Q-listed work.
9.0 ADDITIONAL'NRC REQUIREMENTS For information purposes, an analysis of the critical sections of the underpinned structure will be made conforming to the provisions of ACI 349-76 as supplemented by NRC Regulatory Guide 1.142.
7 4
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TABLE 1 LOAD' EQUATIONS FOR THE SERVICE WATER PUMP STRUCTURE MODIFIED TO INCLUDE PRELOAD Responses to NRC Requests Regardir~ Plant Fill, Question 15
-a.
' Normal Operating Condition U = 1.05D + 1.28L + 1.05T + P (1) g U = 1.4D + 1.4T + P (2) g b.
Severe Environmental Condition U = 1.0D + 1.0L + 1.0W + 1.0T + P (3)
U = 1.0D + 1.0L + 1.0E + 1.0T + P (4) g Loading Under Normal Conditions a.
Concrete U = 1.4D + 1.7L + P g
(5)
U = 1.25 (D + L + H
+ E) + 1.0T
+P (6) g U = 1.25 (D + L + H + W) + 1.0Tf + Pg (7)
U = 0.9D + 1.25 (H + E) + 1. 0T
+P (8) g U = 0.9D + 1.25 (H + W) + 1.0T
+P (9) g For ductile moment resisting concrete frames and
,for shear walls-U = 1. 4 (D + L + E) + 1.0T
+ 1.25H
+P (10) g U = 0.9D + 1.25E + 1.0T
+ 1.25H
+P (11)
L Structural Elements Carrying Mainly Earthquake Forcen, Such as Equipment Supports i
U = 1.0D + 1.0L + 1.8E + 1.0T
+ 1.25H
+P (12) g g
b.
Structural Steel D+L+Pg (stress limit = f,)
(13)
D+L+T
+H
+E+Pg (stress limit = 1.25f,)
(14) 8-
Trbin 1 (Continutd)
D+L+T
+ H
+W+Pg (stress limit = 1.33f,)
(15) g In addition, for structural elements carrying mainly earthquake forces, such as struts and bracing:
D+L+T
+H
+E+P (stress limit = f,)
(16)
Loading Under Accident Conditions a.
Concrete U = 1.05D + 1.05L + 1.25E + 1.0TA + 1.0HA
(
}
+ 1.0R + Pg U = 0.95D + 1.25E + 1.0T
+ 1.0H
+
(
}
g A
L U = 1. 0D + 1. 0L + 1. 0E ' + 1.0T
+ 1.25H (19)
O U
+ 1.0R + Pg U = 1.0D + 1.0L'+ 1.0E' + 1.0T
+ 1.03
+ 1.0R (20)
A 3
+P g U = 1.0D + 1.0L + 1.0B + 1.0T
+ 1.25H
+P (21) l O
O g
U = 1.0D + 1.0L + 1.0T
+ 1.25H
+ 1.0W'
+P (22) 0 g
l b.
Structural Steel D+L+R+T
+H
+ E' tP (23) i 0
L l
(stress limit = 1.3f,)
D+L+R+TA+HA L
i
+
(stress limit =
(24) 1.5f,)
D+L+B+T
+H
+P (stress limit = 1.5fs)
(25) g g
D+L+T
+H
+W' +Pg (stress limit = 1.5fs)
(26) where U = required strength to resist design loads or their related internal moments and forces For the ultimate load capacity of a concrete section, U is calculated in accordance with ACI'318-71.
F
= specified minimum yield strength for structural steel y
f
= allowable stress for structural steel; f is calcula-s ted in accordance with the AISC Code, 1963 Edition for design calculations initiated prior to February 1, 1973.
f is calculated in accordance with the AISC Code, 1969 Edition, with Supplements, 1,
2, and 3 for design calculations initiated after February 1, 1973.
9
. Table-1 (Continued)
D = dead loads L = live loads P
= load on structure due to jacking preload g
R = local force or pressure on structure or penetration caused by rupture of any one pipe T, = thermal effects during normal operating conditons H
= force on structure due to' thermal expansion of pipes under operating conditions T
=~ total thermal effects which may occur during a design g
accident other than Hg H
= force on structure due to thermal expansion of pipes g
under accident condition E =' operating basis earthquake (OBE)
E'
= safe shutdown earthquake load (SSE)
B = hydrostatic forces due to the postulated maximum flood (PMF) elevation of 635.5 feet W = design wind load W'
= tornado wind loads, including missile effects and differential pressure i
9 = capacity reduction factor The capacity reduction factor (9) provide; for the possibility that small adverse variations in material strengths, workmansnip, dimensions, control, and degree of supervision, although individually within required tolerances and the limits of good practice, occasicnally may combine to result in undercapacity.
i.
NOTES:
1.
In the load equacions, the following factors are used:
9 = 0.90 for' reinforced concrete in flexure 9 = 0.75 for spirally reinforced concrete compression members 9 = 0.70 for tied compression members 9 = 0.90 for fabricated structural steel l'
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' ' ' *'l UNITED STATES 4
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NUCLEAR REGULATCRY COMi<1lSSidN
)
y. 4 : ige, j wassmo ren. a c. 2csss
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FE3 2 2 13N 4
l."
ccket Nos.: 50-329 and 50-330 OM, OL APPLICANT:
Consumers Power Company
' FACILITY:
Midland Plant, Units 1 and 2
SUBJECT:
SUfHARY OF FEBRUARY 2-5, 1982 MEETING AND AUDIT CN AUXILIARY BUILDING UNDERPINNING On February 2-5, 1982, the NRC Staff and its consultants met in Ann Arbor, Michigan with Consumer Pcwer Company, Bechtel and their consultants to of scus:
and audit preparations for underpinning the southern port on of the auxiliary i
building. Discussions also included underground utilities, the diesel generator building and the service water pump structure.
. is a summary of this meeting and audit.
The first three columns of Enclosure 2 provide a listing of review issues
- that were to be audited and were provided by the NRC staff at the start of the audit. The last column of Enclosure 2 was added after the audit and indicates the resolutions reached during the audit on the identified review issues.
m-
/.
Darl Hood Project Manager Licensing Branch No. 4 Division of Licensing
Enclosure:
As stated cc:
?e next page A
0&l O 0
'- Q 'fl)
e O.
MIDLAND
~ Mr. J. W. ' Cook Vice President Consumers Power Company 1945 West Parnall Road Jackson, Michigan 49201 cc: Michael I. Miller, Esq.
Mr. Don van Farrowe, Chief Ronald 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 C hi ca go,-
Illinois 60603 William J. Scanlon,'Esq.
2034 Pauline Boulevard James E. Brunner, Esq.
Ann Arbor, Michigan 48103 Consumers Power Company 212 West Michigan Avenue U.S. Nuclear Regulatory Commission Jackson, Michigan 49201' Resident Inspectors Office Route 7 Ms. Mary Sinclair
- Midland, Michigan 48640 5711 Summerset Drive Midland, Michigan 48640 Ms. Barbara Stamiris 5795 N. River Stewart H. Freeman Freeland, Michigan 48623 Assistant Attorney General State of Michigan Environmental Mr. Paul A. Perry, Secretary Protection Division Consumers Power Conpany 720 Law Building 212 W. Michigan Avenue Lansing, Michigan 48913 Jackson, Michigan 49201 Mr. Wendell Marshall Mr. Walt Apley Route 10 c/o Mr. Max Clausen Midland, Michigan 48640 Battelle Pacific North West Labs (PNWL)
Battelle Blvd.
Mr. Roger W. Huston SIGMA IV Building Suite 220 Richland, Washington 99352 7910 Woodmont Avenue Bethesda, Maryland 20814 Mr. I. Charak, Manager
~
NRC Assistance Project Mr. R. B. Borsum Argonne National Laboratory Nuclear Power Generation Division 9700 South Cass Avenue Babcock & Wilcox Argonne, Illinois 60439 7910 Woodmont Avenue, Suite 220 Bethesda, Maryland' 20814 James G. Keppler, Regional Administrato U.S. Nuclear Regulatory Conmission, Cherry' & Flynn Region III Suite 3700 799 Roosevelt Road Three First National Plaza Glen Ellyn, Illinois 60137 Chicago, Illinois 60602 Mr. Steve Gadler 2120 Carter Avenue i
St. Paul, Minnesota 55108 i
- Mr. J. W. Cook.
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 48225 Charles Bechhoefer, Esq.
Atomic Safety & Licensing Board U.S. Nuclear Regulatory Commission Washington, D. C.
20555 Mr. Ralph S. Decker Atomic Safety & Licensing Bcard U.S. Nuclear Regulatory Commission Washington, D. C.
20555 Dr. Frederick P. Cowan Apt. B-125 E125 N. Verde Trail Boca Raton, Florida 33433 Jerry Harbour, Esq.
Atomic Safety and Licensing Board U.S. Nuclear Regulatory Comedssion Washington, D. C.
20555 i
\\
l Geotechnical Engineers, Inc.
ATTN: Dr. Steve J. Pculos 1017 Main Street f
Winchester, Massachusetts 01890 I
i
ENCLOSURE 1
. 4 Bechtel Associates Professional Corporation
--777 East Eigennower Parkway F
Ann Attor, Mac.*ugan uwo P.O. Box 10CC. Ann Accor. M;c.mgan 431C6
+
MEETING NOTES NO. 1600 MIDIAND PLANT UNITS 1 AND 2 CONSUMERS POWF.R COMPANY BECHTEL JOB 7220 DATE:
February 2 through 5,1982 PLACI:
BechCel Ann Arbor Office
SUBJECT:
Nuclear Regulatory Ccn-ission Audit - Midland Au::iliarf Hailding Underpinning
~ ATTENDEES:
Nuclear Regulatory Consumers NRC Commission Power Cenpany Consultants Eachtel D.S. Hood D. Bud:ik G. Harstead S. Afifi J.D. Kane J.K. Maisenheiner
?. Huang
- J. Anderson F. Rinaldi K. Ra: dan S. Poulos*
T. Bell
- T. Thiruvengadam R. Samuels*
T. Chipman*
H. Singh M. DasGupta*
- 3. Dhar S. Lo" N. F.awson 4
G. Robers*
S. Rys N. Swanberg C. Tuveson V. vc::2
. ~arasa*
Bechtel Other Consultants M. Sinclair*
D. Bartlett E. Burke
- Pa rt-time
REFERENCE:
CPCo letter, Serial 16246, J.W. Cook to E.R. Denton, 3/10/82 e
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e Bechtel Associates ProfessionalCorporation Meeting Notes No. 1600 Page 2 4
F PIRPOSE:
To enable the NRC to perfor= an audit of the design and calculations for the temporary support system during underpinning and-construction condition analysis for the.
auxiliary building (Note: The audit is to satisfy Special' Licensing Condi-tion 5 of Table A.20 of the NRC testimony submitted for the auxiliary building underpinning as part of the soils public hearings. Satisfaction of these cor.ditions will permit re= oval of soil from beneath the auxiliary building and installation of temporary supporting systa::s.)
?RINCIPAL AGREEMENTS:
1)
D. Bartlett presented a discussion of the construction sequence for i
installing che temporary support system for the auxiliar'/ building.
This system utilizes steel grillage beams supported on concrete piers and steel colucns to support the electrical penetration areas, piers, and control tower. The control tower piers will eventually be incorporated into the pe'rmanent underpinning system. Visvgraphs 4
used by D. Bartlett are included as Attachment 1.
i 27 M. DasGupta presented the ant. lysis of the existing structure for the temporary support condition. The analysis considers the s.sged receval of soil from beneath the structure and the replacement of suppre by piers and steel besas with hydraulic jacks. Vievgraphs used by
.M. DasGupta are included as Attachment 2.
3)
N. Rawson provided a presentation on the design of the te=porary l
support sys tem.
The presentation included details of the grillage beass supported on concrece' piers and steel columns for support of the electrical' penetration area, struts and bracing for lateral support of the turbine building and control tower piers, and access drifts below the turbine building. It was agreed to provide a method of protecting the face cf drif ts if lef t exposed for long periods of ti e (see the referenced letter). Viagraphs used by N. Rawson are included as attrd.ent 3 4)
S. Lo presented the construction and design details of the temporary post-tensioning system which was installed at the roof connections between the slectrical penetration areas and the control tower.
This system was installed to resist forces induced into these con-nections resulting from loss of buoyancy during dewatering. View-graphs used by S. Lo are included as Attachment 4.
e 8,
- - _ _ _ _._._..~. _ _ _ _........... _ _ _..,.. _. _ _.,_
+
Bechtel Associates Professional Corporation Meeting Notes No.1600
'Page 3 5)
Por the auxiliary building, design calculations for the temporary support system and construction condition of the existing structure were reviewed by the NRC staff. Discussions were also held regarding underground utilities and tanks, diesel generator building, and service water ptsap structure (SUPS). Outstanding items from this review and discussions are listed below in tha action items.
ACTION ITDiS:
Responsi-bili ty Action Date Due Status Bech tal' 1)
Perform calculations to verify passive 3/16/82 Calculations resistance of soil for lateral forces -
revised at truss to pier connection Bechtel 2)
Provide justification in the calcula-3/16/82 Calculations tions for lateral soil spring con -
revised stants (sand and clay) for beam on elastic foundation analysis of control tower piers Bechtel. 3)
Use unceduced value for concrete mod-2/26/82 Calculations
- ulus in calculations for differential revised l
settlement effects Eachtel 4)
Perform calculations to verify that Discussed the gap between the turbine building in 2/26/82 and auxilia:y building will accom=o-meeting at date settlement and seismic movements Bethesda, MD Bechtel 5)
Perform an analysis of the construc-2/26/82 Results tion condition with soil removed from provided the tip of the electrical penetration 2/26/82 area assuming a sub;;rade modulus of 70 h:! :nder the c in part of th?
a ctiliary building NRC 6)
Jteview pier instrumentation 2/26/82 Comments provided Bech tel 7)
Provide acceptance criteria for 2/26/82 Provided.at building movements during Phases II 2/26/82 and III-meeting at Bethesda, MD
- Results to be submitted to the NRC soon 4
9
....,.s..
e-m........
-.. ~.. -
.s
.Bechtel Assoc ates ro ess onal Corporation i
P f
i i
Meeting Notes No. 1600 Page 4 Responai-bility Action Date Due Status Bechtel 8)
Provide jacking procedures and crit-2/26/82 Provided at eria for Phase III 2/26/82 meeting at Bethesda, MD NRC 9)
Review cracking criteria in auxiliary 2/26/82 Comments building report on cracking ef f acts provided Bechtel
- 10) Provide maximum and =inimum jacking 2/26/82 Provided loads for Phase III at 2/26/82 meeting at Bethesda, MD Be.htel
- 11) Include pos t-tensioning forces in S*a7S 3/16/82 Calcula tion construction condition analysis revised and results disc 6ased during S'n'PS audit CPCo l'2) Consider additional finite element 2/26/82 Position analyses of the diesel generator provided at building for eb effects of cracking 2/26/82 neecing 5/12/9 Attachments:
1.
Construction Sequence 2.
Construction Condition Analysis 3
Temporary Support System 4
Temporary Post-Tensioning System 1
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o CONSTRUCTION SEQUENCES SIMULATED i;
WITH CONSERVATIVE ASSUMPTIONS l1 <
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o INCORPORATE PROGRESSIVE JACKING i
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l' o AREAS FOR MONITORING i
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EXIST NG STRUCTURE MIALYSIS
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i i
e NODAL 3PRINGS = SOIL SUBGRADE ll MODULUS x l
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a WElGMT OF BLOCKWALLS ii' l i; i
o EQUli.?llENT LOADS o 25 PERCENT LIVE LOAD ON FLOORS o JACKIE.1G LOAD (progressive) yN xtunicnPNNHG 1/29/82 G 1929 3l 7
~
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l AUXILIARY BUILDING UNDERPINNING CONSTRUCT 0@D!i CODDTIONI ANALYSDS ALLOWABLE STRESSES AND LOAD FACTORS
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o AISC, SEVENTH EDITION i :I e RESULTS FROM COMPUTER MULTIPLIED BY q:
FACTOPi 1.43 TO CORRESPOND TO 1.4D + 1.7L l!
o CONSERVATIVE DL= 90% OF TOTAL LOAD 1
ESTE'!! ATE LL= 10% OF TOTAL LOAD i
e 1.4D -:- 1.7L
= 0.9 x 1.4 0.1 x 1.7
= 1.26 + 0;17
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AUKILIARY BUILDING UNDERPINNING TVPDCAL SECTDOR (Looking East) l 0F-EE RAILROAD BAY I
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AUXILIARY BUILDING UNDERPINNING l
CONSTRUCTDON @@lMD0THON AMAlHSDS i
'i e EXISTENG STRESS DETERMINATION c :
- l e TWO MODELS USED TO REPRESENT CONSTRUCTION PROGRESS o LOADiNd CONDITION - EL GS9' AND ABOVE i
l:
o LOADi:1G BELOW EL 659' ijj e REDUCED MODULUS OF CONCRETE = Ec
)
1.8 l3 IN ACCORDANCE WITH ARTICLE 0.5.2.3
- i (ACI 310-71) TO ACCOUNT FOR CREEP AND i
SHRINKAGE IN CONCRETE I
l MIDLAND UNITS 8 APO 2 3
AUXEJAlIVDUEDerCatNNTHPIPWHG 1/29/82 0-1929-32 4
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MAXIMUM TENSION = 30 KIFT 9
li I
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8.3.1 C'i ACI 318-71 I
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l; CONSTRUCT 00N AR2A i
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j' ANALYSIS ELECTRICAL PENETRATION AREA (EPA) l;
('11EST)
CONTROL TOWER i
3 MIDLAND UNITS 8 AND 2 AUXILIAflY8tNLDD40UNDERPINIM li.'CO2 i
.l' G-1862 28
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REMOVED IN ANALYSIS 4
ELECTRICAL. PENETRATION AhEA (EPA)
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(WEST) l Iu*U "a""ld"*ui,-.m u2 o Sim.n i
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AUXILIARY BUILDING UNDERPINNING i
CONSTRUCTION CONDITION ANALYSIS i
MAXIMUM STRESS (Tension).
i CONSTRUCTDOE STAGE 1
.i Existing Change in Total Stress Stress Stress l
.i l
e DUE TO SOIL 30 l(IFT 7 l(IFT 37 l(IFT REMOVAL i
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i AUXILIARY DUILDING UNDERPINNING i
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STAGE - 2
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t an noin i n n, nn o(
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1 AUXILIARY BUILDING UNDERPINNING CONSTRUCTION CONDifidN ANALYSIS 4
i MAXIMUM STRESS (Tension)
)
CONSTRUCT 00N STAGE 2 l
l Existing Change in Total l,
Stress Stress Stress i.
o DUE TO SOIL 30 KlFT 1 KlFT 31 K/FT REMOVAL c,
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CONSTRUCTION SEQEUNCE STAGE - 3 ct N
l SUPPORTED ON i
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CONSTRUCTDON'CO ?dDDTHON i
ANALYSDS
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CONSTRUCTION SEQEUNCE 1
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STAGE - 3 SUPPORTED ON.
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AUXILIARY BUILDING UNDERPINNING i
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CONSTRUCTION CONDITION ANALYSIS MAXIMUM STRESS (Tension)
CONSTRLJICTHON STAGE 3 i.
' 1, i I
!1 Existing
~ Change in Total Stress Stress Stress e DUE TO SOIL 30 K/FT
-20 KIFT 10 KlFT i !,
REMOVAL e DUE TO SOIL 30 K/FT
-95 K/FT
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= = = __,_
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1 AUXILIARY BUILDING UNDERPINNING COMSTRUCTDOESEQUENCE TEMPORARY GUPPORT
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ENCLOSURE 2 gqi,g
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Subject:
Design Issues to be Audited by HGEB at February 3-5, 1982 Audit in Ann Arbor, Michigan i,
License Documentation Anticipated to be Condition No.
Review Issue Presented to HGEB Design Audit Feb. 3-5, 1982 l
Sa Auxiliary Building Plan and sectional views showing the locations-Information was provided in Temporary Support in the structures and on the foundation bearing Dasgupta presentation and i
System During layer where temporary underpinning loads have handouts, but results are Underplaning resulted in the largest stresses., Drawings impacted by the requested (EPA and Control should indidate assumed exc. conditions at sensitivity study on soil Tower) the variousntages of construction.
spring constant variations.
Calculations that provide the magnitude of Checked by SEB 4
the above stresses.
Calculations providing the factors of safety Provided in Dasgupta against bearing failure.
Presentation 4
i Sb Auxiliary Building Sketches showing deformation measuring Provided by Bob Adler. NRC Temporary Support instruments attached at top of pier at the needs to review System During selected locations.
Underpinning t
l (EPA & Control Description of frequency of readings to be Provided on drawing entitled Tower) required.
" Instrumentation Hatrix" Identification of the ALLOWABLE movements, Criteria given for FIVP strains or stresses at the selected monitoring piping. Tolerance criteria f
locations and CALCULATIONS which are the basis on movements is still for those allowable movements. What are required for both Phase II crack monitoring plans?
and Pse.III instrumentation.
d 1
Criteria to be followed for READJUSTING Criteria on jacking is jacking load (? Settlement).
controlled by both settlement and stress considerations CPC to provide drawings.
procedures and criteria to j
HRC on Feb. 26, 1982.
En c \\. 7.
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Yage t
..y t.
Licensa Documentation Anticipated to be 3
Condition No.
Review issue Presented to HGEB Design Audit Feb. 3-5, 1982 Sb This is ALLOWA8LE movements. What valves Tolerance criteria will (continued)
(limiting) of movement or cracking or stress identify both an action will require re-evaluation and stopping of level and a stopping level.
underpinning? How established? Provide CPC still needs to address i
the time interval (maximum) between crack propagation. NRC observing limiting movement or stress needs to review criteria and time for action (re-evaluation or on cracking provided in i
stopping).,
Aux 11. Bldg. report and be prepared to discuss at Feb. 25, 1982.
Sc NRC Testimony Previous discussions have resolved this Previously resolved.
j (11/20/81) issue.
j 1, Q.6 Sc 1, Q.7 Provide explanation on how measured jacking By knowing the shape, l
load and pier settlement will be used in embedment, deflection -
NAV-FAC DM-7, Fig. 11-9 to establish Fig. 11-9 is used to i
equivalent soll modulus.
establish coefficient which j l pemitimodulus to be computed.
Issue is resolved.
1 Sc 1, Q.17 Provide CALCULATIONS which determined the 9 Pier W5, the Turbine Bldg f
i magnitude of the test load for temporary support load is 878.
k pier. What part of-this load is due to-Total load is 2513k l
Turbine Bldg. and what part is due to EPA?
(maximum).
i (Is this a location of large stress which has.
i been covered in Lic. Cond. Sa?)
i Sc 1, Q.18 Does previous discussion under license Refer to status of Sb.
condition 5b on ALLOWABLE movements cover i;j Q.187 1
i Sc 1, Q.19 Question has been adequately addressed Previously Resolved.
j including discussions at last audit of Jan. 18-20, 1982.
1 6.-
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i 689 Ji i II li: n i
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=
PROJECTS. ENGINE ERING COR$Umtf3 AND CCNSTAUCTICN -
pggg oUALITY A';SURANCE DEPARTMENT c= m 0RAL COMMUNICATIONS RECORD cms.ruz no 2.15 l
QA5-0 m2 1 er 1 December 30, 1982 HPleonard, CPCo-MPOAD CA74 W CC*nICAngy 3,.,,,_,use rancruns.
11:51 am eraa co n(s)
RWarnick, USNRC
- 22ere m :m ucs s
l nzrusa sr HPLeonard vp l
ner:s u:/cm sorm:s n:se;sszs MIDLAND ENERGY CENTER - HVAC SUBCONTRACT 722G-M-le1, WITHDRAWAL OF
" POTENTIAL" 10CFR50.55(e) REPORT l
i i
I Mr. Leonard called Mr. Warnick to withdraw the " potential" 10CFR50.55fe) rnem :r e::.rotns report which had been nade on December 1 1982 (refer'to Oral Communications Record H-67).
Mr. Leonard stated that the condition of HVAC welding had been judged to be not recortable.
However, due to the extensive effort planned to requalify welding procedures and recertify l
welders. CPCo deemed it crudent to initiate a Safety Concern and Reoortability Evaluation (SCRE) to continue to track this issue in the event new evidence crompted additional 4
consideration of reportability.
1 1
j Mr. Warnick stated he would relay this information to Mr. Wayne Shafer, USNRC.
i HPL/ksa l
CC:
JCBalazer DBMiller j
WRBird GEParker JrBrunner DStahl. Isham. Lincoln and.Reale j
i JWCook RAWells 4
i MADietrich
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CORSumSIS i
L Povier Company uiai.aa croi.ct: e.o. so. issa, usai.na. Michio.n ass 4o. Ar coa. s17 sas.oest August 14, 1980 Mr L A Dreisbach Bechtel Power Corp PO Box 2167 Midland, MI 48640 MIDLAND PROJECT - CONDITION OF RELEASE FOR ZACK C0 File 2.10 Serial 245FQA80 As a requirement for the resumption of safety related work, the following condi-tions and commitments must be met.
The three items below, which developed from the material certification audit (M-01-14-0) conducted August 7-11, 1980 by Consumers Power, must be transmitted to Zack and '.ack directed to comply with them.
l 1.
There is to be no fabrication or installation of material for which there are unsigned material certifications. Any material found during the course of work that has unsigned material certifications is to be identified as nonconforming and segregated.
2.
There is to be no fabrication or installation of material that is not as specified in Section 5.0 of Specification M-151A, including the proper year or edition of any standards referenced, unless Contractor (Bechtel) approval is obtained as required. Any material found during the course of work that is not as specified is to be identified as nonconforming and segregated.
3.
Any material received from Chicago that is represented by unsigned material certifications or is not material as specified in Section 5.0 of Specifica-tion M-151A is to be identified as nonconforming and segregated from acceptable materials. j These conditions are to be met pending satisfactory, resolution of the audit finding and unresolved item from the material certification audit.
AJJii.ivuady, there is to be no MGAW welding of A-36 or A-572, Grade 50, material less than 10 gauge with.035" diameter weld wire pending qualification of procedure WPS-1 for the.035" weld wire. An alternative to the qualification is to clarify Section 5.2 of Procedure WPS-1 to delineate on which naterials the different diameters of weld wire may be used. This item is to be addressed by September 5, 1980.
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