ML20038A938

Testimony of EM Burke,Wg Corley,Jp Gould,Te Johnson & M Sozen Re Remedial Measures for Facility Auxiliary Bldg & Feedwater Isolation Valve Pits,Vols 1 & 2.Certificate of Svc Encl

ML20038A938
Person / Time
Site:	Midland
Issue date:	11/19/1981
From:	Bunke E, Corley G, Gould J, Johnson T, Sozen M CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To:
Shared Package
ML20038A926	List: ML20038A925 ML20038A938
References
ISSUANCES-OL, ISSUANCES-OM, NUDOCS 8111240471
Download: ML20038A938 (200)

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{{#Wiki_filter:RELATED C0F_E2070"DE':0E I _ I DOLKETED USNPC UNITED STATES OF AMERICA NUCLEAR REGULATORY COfD1ISSION +81 NOV 20 /\1151 I ATOMIC SAFETY AND LICENSING BOARD

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I In the Matter of CONSUf1ERS POWER COMPANY

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Docket Nos. 50-329 OM 50-330 OM

                                    )   Docket Nos. 50-329 OL (Midland Plant, Units 1 and 2 )                   50-330 OL TESTIMONY OF I

EDMUND M. BURKE, W. GENE CORLEY, JAMES P. GOULD, THEODORE E. JOHNSON, AND METE SOZEN ON BEHALF OF THE APPLICANT REGARDING REMEDIAL MEASURES FOR THE 11IDLAND PLANT AUXILIARY BUILDING AND FEEDWATER ISOLATION VALVE PITS I I VOLUME 1 - TEXT I I 8111240471 P'i119 PDR ADOCK OL.,00329 T PDR

I I flidland Plant Units 1 and 2 Public Hearing Testimony AUXILIARY BUILDING AND FEEDWATER ISOLATION VALVE PITS TABLE OF CONTENTS I

1.0 BACKGROUND

6 I 1.1 SCOPE OF TESTIMONY 6 1.2 STATUS OF DESIGN EFFORT FOR REMEDIAL MEASURE 6 1.3 FUNCTION AND DESCRIPTION OF BUILDING 7 1.4 IDENTIFICATION OF POSSIBLE UNSATISFACTORY 9 FOUNDATION CONDITIONS 1.4.1 Test Eorings 10 1.4.2 Measurement of Building Settlement 11 1.4.3 Crack Monitoring 11 2.0 CORRECTIVE ACTION 12 3.0 CONCEPTUAL DESCRIPTION OF UNDERPINNING 12 4.0 CONSTRUCTION OF THE UNDERPINNING 14

4.1 INTRODUCTION

14 4.2 CONSTRUCTION PROCEDURE 16 4.2.1 Post-Tensioning Ties 16 4.2.2 Dewatering 16 4.2.3 Access Shafts 18 4.2.4 Access Tunnels Beneath Turbine Building 19 4.2.5 Underpinning Procedure - Turbine Building 20 ,E 4.2.6 Underpinning Procedure - Electrical Penetration 21 g Areas 4.2.7 Underpinning Procedure - Control Tower 23 1

I Table of Contents (Continued) 4.2.8 Underpinning Procedure - Feedwater Isolation 26 Valve Pits i 4.3 COMPLETION OF THE UNDERPINNING 27 4.4 UNDERPINNING INSTRUMENTATION 29 4.5 THEORY OF UNDERPINNING DEFLECTION 30 4.6 ACCEPTANCE OF FINAL JACKING 31 4.7 MONITORING OF MOVEMENT 31 1 5.0 STRUCTURAL DESIGN OF UNDERPINNING 34 5.1 BASIC APPROACH TO DESIGNING NUCLEAR STRUCTURES 34 5.2 COMPUTATION OF JACKING LOADS 36 5.2.1 Preliminary Calculation of Jacking Loads for 36 Underpinning 5.2.2 Final Jackinct Loads 37 5.3 BEARING FRESSURES 38 5.3.1 Preliminarv Calculated Bearing Pressures 38

5. 3. 2 Final Calculated Bearing Pressures 38 5.4 TEMPORARY UNDERPINNING AND SUPPORT 38 5.5 PERMANENT UNDERPINNING 39 6.0 STRUCTU dL DESIGN CRIT RIA AND A TER UL SPECIFICATIONS FOR THE UNDERPINNING 39 6.1 DESIGN CRITERIA 39 6.2 MATERIAL SPECIFICATIONS 40 A 7.0 STRUCTURAL REANALYSIS OF MAIN STRUCTURE 40 7.1 PRELIMINARY ANALYSIS 41 7.2 CONSTRUCTION CONDITION STRUCTURAL REANALYSIS 42 7.3 FINAL ANALYSIS 43 l 7.3.1 Schedule 43 7.3.2 Analysis Objectives 44 I

I Table of Contents (Continued) 7.4 ANALYSIS AND DESIGN PROCEDURES 44 7.4.1 Determination of External Loads 45 7.4.1.1 Dead Loads 45 7.4.1.2 Live Loads 45 7.4.1.3 Wind and Tornado Loads 45 7.4.1.4 Buoyant Load 45 7.4.1.5 Seismic Loads 46 7.4.1.6 Thermal Loads and Effects 46 7.4.1.7 Jacking Preload 47 7.4.1.8 Settlement Effect 47 7.4.1.9 Other Loads 47 7.4.2 Internal Force Distribution 47 7.4.3 Comparison to Allowables 47 8.0 GEOTECHNICAL CONSIDERATIONS 48 8.1 CHARACTERISTICS OF THE UNDERLYING SOILS 48 8.1.1 Stratum F, Fill 49 8.1.2 Stratum F, Undisturbed Clay Till 50 8.2 BEARING CAPACITY OF UNDERPINNING FOUNDATION 51 I 8.3 ESTIMATE OF SETTLEMENT OF THE UNDERPINNING PIERS 53 8.4 DIFFERENTIAL SETTLEMENT BETWEEN UNDERPINNING AND 55 MAIN AUXILIARY BUILDING

9.0 CONCLUSION

57 REFERENCES 60 APPENDICES A Cracks in Auxiliary Building B Structural Analysis I

I Table of contents (Continued) I TABLES, AUX-1 Load Combinations for the Auxiliary Building AUX-2 Bearing Pressures and Factors of Safety AUX-3 Summary of Test Boring Series in Vicinity of the Auxiliary Building Underpinning AUX-4 Auxiliary Building Underpinning Properties of Fill and Hard Clay Till I FIGURES AUX-1 Site Plan AUX-2 Auxiliary Building Plan AUX-3 Auxiliary Building Section AUX-4 Excavation Plan AUX-5 Excavation Cross-Sections AUX-6 Auxiliary Building Boring Locations Plan AUX-7 Section Through Berings - Aux. Bldg. North AUX-8 Section Through Borings - Aux. Bldg. South AUX-8A Auxiliary Building Settlement AUX-9 Crack Mapping, Sheet 1 AUX-10 Crack Mapping, Sheet 2 AUX-11 Crack Mapping, Sheet 3 AUX-12 Crack Mapping, Sheet 4 AUX-13 Crack Mapping, Sheet 5 AUX-14 Crack Mapping, Sheet 6 AUX-15 Crack Mapping, Sheet 7 AUX-16 Crack Mapping, Sheet 8 AUX-17 Crack Mapping, Sheet 9 ll

I Table of Contents (Continued) I AUX-19 Crack Mapping, Sheet 11 AUX-20 Crack Mapping, Sheet 12 AUX-21 Crack Mapping, Sheet 13 AUX-22 Underpinning Plan at El. 603' AUX-23 South Elevution of Underpinning Wall AUX-24 Underpinning Wall Sections AUX-25 Underpinning Wall Sections AUX-26 Section at FIVP AUX-26A Need for Underpinning AUX-26B Underpinning Pit Isometric AUX-26C Sections Through Underpinning Pit AUX-26D Underpinning Construction Details AUX-27 Temporary Post-Tensioning System AUX-28 Freeze Curtain Dam AUX-29 Access Shaft AUX-30 Underpinning Construction Sequence Plan AUX-31 Temporary Support for Feedwater Isolation Valve Pit AUX-32 Section Through Instrumented Underpinning Pier AUX-33 Underpinning Section at Electrical Penetration Area AUX-34 Section at Control Tower Underpinning Wall AUX-35 Elevation at Control Tower Underpinning Wall AUX-36 Deflection Measurement Points AUX-37 Estimated Deflection of Underpinning at Top of Pier l vs Time AUX-38 Boring Location Plan and Geological Section l lE I i

Midland Plant Units 1 and 2 Public Hearing Testimony I

        '-               AUXILIARY BUILDING AND FEEDWATER ISOLATION VALVE PITS I                        ~

I

1.0 BACKGROUND

1.1 SCOPE OF TESTIMONY This testimony presents evidence regarding the I remedial measures to be undertaken at the south end of the auxiliary building in the control tower and electrical penetration areas and feedwater isolation valve pits (FIVPs) as a result of the detection of certain areas of insuffi-ciently compacted fill material which was placed for foundation support under those sections of the building. 1.2 STATUS OF DESIGN EFFORT FOR REMEDIAL MEASURE The design and analysis process for the remedial measure for the auxiliary building is described in detail in Section 5.1 below. The preliminary design for the auxiliary building underpinning has been completed. Based on the preliminary analysis, the arrangement and sizes of the underpinning walls have been determined. The committed preliminary design work is presently under way. This design is scheduled for completion on January 1, 1982. The information presented herein, based on the preliminary design, I 1

I provides a reasonable basis for assurance that upon completion of the proposed remedial action, the auxiliary building is fully capable of performing its intended safety functions. 1.3 FUNCTION AND DESCRIPTION OF BUILDING The auxiliary building is a large, mainly reinforced concrete structure located north of the turbine building between the two containment buildings (Fig. AUX-1). The auxiliary building houses the control room, the access control room, cable spreading rooms, engineered safeguard systems, switchgear equipment, main steam lines and feedwater pipes, and the facilities for handling, storage, and shipment of nuclear fuel. Because of its safety-related functions, the auxiliary building is designed as a Seismic Category I structure. As such, it must maintain its integrity during and after a design basis accident including a postulated safe shutdown earthquake (SSE). Its main portion, which is 155 feet long as measured from column lines A to H in the north-south direction, is supported on reinforced concrete mat foundations, with the base of the lowest mat at elevation 562 (Figs. AUX-2 and 3). A railroad bef extends 28 feet northward of column line A and is supported by soll at elevation 630.5. The south end of the auxiliary building consists of a control tower, which is in line with the main part of the building, and two electrical penetration area" bich extend 90 feet eastward and westward from either side control tower. The control tower and E

I I electrical penetration areas are supported by soil backfill at elevation 609. The exterior walls, the fuel pool, and most of the interior walls are constructed of reinforced concrete. Some interior walls are of masonry or composite concrete and masonry. The reinforced concrete elevated floor and roof slabs are supported by walls, steel beams, and columns. A rigid structural steel frame is provided above elevation 659 at the main auxiliary building for crane support. A tornado missile shield is provided above the steel frame. The areas containing engineered safeguard system equipment are partitioned into separate rooms to provide protection against postulated accidents. Pressure relief panels are included in some of the walls to prevent excessive pressure buildup within compartments in the event of a postulated pipe break. High-energy piping restraints are anchored to concrete slabs, walls, and stru tural steel members. The FIVPs are symmetrically located at the outer I ends of the two electrical penetration areas, and are each surrounded by a containment building, an auxiliary building electrical penetration area, the turbine building, and a buttress access shaft (Fig. AUX-2). Their function is to enclose the Seismic Category I feedwater pipe isolation .I valves. Each pit is C-shaped with the open end toward the containment building. The FIVPs, which are structurally isolated from surrounding structures, are constructed of lI L

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I reinforced concrete and are supported on backfill soil at elevation 609. The original ground surface generally averaged about 7 elevation 600. A broad, flat-bottomed excavation to elevations 560 and 570 was made for construction of foundations for the main auxiliar:y~ building and reactor buildings (Figs. AUX-4 and AUX-5 )'. The turbine building directly south of the auxiliary building was placed [ approximately elevation 600 with a sloping. cut bank between it __, and the auxiliary building and reactor buildings. The trough-like space south of the main auxiliary buildings and

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reactor building was then backfilled. Parts of the auxiliary building are founded on plant I fill: the railroad-bay on the north side; and, on the south s side, both electrical penetration areas and't'he control tower. (( Both FIVPs..are also founded on plant fill. 'The main part cf the auxiliary building is founded on undistu~rbed glacial till., Figs. AUX-2 and AUX-3 show the layout of the auxiliary I building foundation, including the areas founded on' plant fill. , 1.4 IDENTIFICATION OF,POSSIBLE UNSATISFACTORY FOUNDATION _ CONDITIONS - As a result 'of settlement measurements on another I building in August 1.978 (see G. S. Keeley, prepared testimony following Tr. 1163), the Applicant undertook a subsurface soil , investigation utilizing soil borings in the vicinity of the auxiliary building. On November 7, 1978, the Applicant I

I y , ', submitted a 10 C.F.R. 5 50.55(e) interim report to the NRC disdicsing that soil borings had been made in plant fill areas y in the vicinity of the auxiliary building. 1.' 4 .1 Test Borings

                               "                             To evaluate the backfill under the, north and south

( portions of the auxiliary building, three borings were taken c,t the'railrosd bay (borings Ax-1, Ax-2, and Ax-10) and 12 bori$igs were taken at the control tower, electrical

          .                   penetration areas, and FIVP areas (borings Ax-3 through Ax-9, Ax-11, Ax-12, Ax-15, Ax-18 and Ax-19).                                       The locations and sections of these borings are shown in Figs. AUX-6, AUX-7, and AUX-8.       Backfill under the control tower and'the railroad bay
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was determined to be sufficiently compacted to support those

      ,                       portionp'of the structure.                                       Backfill under the electrical penetration areas and FIVPs, however, was~founct to have some compressible or inadequately compacted layers.

a i E 1.4' I Measurement of/ Puilding Settlement

                                                       'The Applicant established a Foundation Data Survey Pr.ogrim (F'D S P ) to monitor settlement of Seismic Category I i

I , buildings at the site in May 1977 pursuant:.to a commitment in

                             ' the Midland Project Final Safety Analysis Report (FSAR)

(Referenge 1) . The program began with the attachment of 1 , _se'tlement markers to the, containment buildings, one corner of

                        ,     the auxiliary building, and the turbine building in May 1977, I                     ana was extended to the remainder of the buildings as cons [ruction conditions permitted.

B-o

s l I With respect to the auxiliary building, settlement measurements at ten points on the structure have been made as part of the FDSP at two-month intervals since May 1978, and { every two weeks since September 1980. Settlement measurements are shown in Fig. AUX-8A. These measurements indicate that the auxiliary building has undergone a small rotation with the south end having settled slightly more than the north end. There may have been some very small structural deformation associated with this rotation. 1.4.3 Crack Monitoring A crack mapping program for all Seismic Category I buildings founded in whole or in part on backfill was , instituted in December 1978. The initial crack mapping in the fill-supported areas of the auxiliary building was completed in April 1979. A second mapping was performed in February 1980. A third crack mapping took place in November 1981. (See Figs. AUX-9 through AUX-21 for the crack mappings.) Cracking in the FIVPs as of February 1980 is shown in Fig. AUX-20. The primary cause of cracking observed in the auxiliary building is assessed as restrained volume changes in the concrete due to temperature changes and to drying shrinkage. The patterns and widths of cracks do not support the likelihood that the primary cause of cracking was differential settlement. For further discussion, see Appendix A to this testimony. I

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! 2.0 CORRECTIVE ACTION The Applicant chose to undertake a remedial structural measure which would eliminate the possibility of unsatisfactory foundation conditions rather than to attempt to demonstrate the adequacy of the backfill material under the control tower and electrical penetration areas of the building. Underpinning of the affected areas was selected as the best remedial measure for assuring proper foundation conditions for the structure, 3.0 CONCEPTUAL DESCRIPTION OF UNDERPINNING The details of the underpinning are illustrated in Figs. AUX-22, 22, 23, 24, 25, and 26. The proposed underpinning wall for each electrical penetration area extends down to glacial till at elevation 571. The thickness of the wall at the base over the length varies as the north face of the wall curves about the containment leaving a 4-foot gap for compacted sand backfill. The wall has a minimum thickness of 6 feet with an increased thickness at the bottom to provide greater soil bearing area. The proposed underpinning wall for the control tower extends down to glacial till at elevation 562 cnd consists of 6-foot wide by 3-foot long piers (which provide building support during construction operations) and the closure portions which interconnect the individual piers to provide a continuous permanent underpinning wall. Shear keys and steel reinforcement are provided at and across the abutting faces of the wall segments. The control tower underpinning wall forms a box in conjunction with the existing column line H wall. I

I I The control tower underpinning is attached to the main auxiliary building at column line H and to the electrical penetration area underpinning at column lines 5.3 and 7.8. A predetermined jacking force will be applied between the existing structure and the underpinning structures to provide for load transfer from the structure to the underpinning and thence to the undisturbed glacial till. The jacking force will be determined so that the existing structure meets the acceptance criteria under load conditions. After the final design forces are jacked into the walls and after allowance has been made for the predicted settlement and concrete shrinkage and creep (plastic deformation of concrete under load), dowels will connect the underpinning walls to the existing auxiliary building structure at the vertical e.nd horizontal interfaces of the control tower and at the horizontal interfaces with the electrical penetration areas. The dowels are designed to transfer shea.: and tension forces between the structure and the underpinning wall. The FIVPs will be supported in a different manner from the electrical penetration areas and control tower as shown in Fig. AUX-26. The existing backfill under the FIVPs will be replaced with well compacted granular material to a suitable height below the existing valve pit mat. A i reinforced concrete slab will be cast on top of the new fill, and jacks will be inserted between the original mat and slab to precompress the soil. After the p:.ecompression has lI 'I

I - li - E occurred, concrete and grout will be placed between the original mat and the slab. 4.0 CONSTRUCTION OF THE UNDERPINNING

4.1 INTRODUCTION

The proposed underpinning construction procedure is described in detail in this section. There may be minor changes as the final design details are developed. Underpinning has been a common procedure in urban I construction for more than 80 years. Reportedly, the Washington Monument in Washington, D. C. was underpinned by piers soon after the Civil War. The Building Ccde of the City of New York, 1901 edition required that: Whenever an excavation . . . shall be carried to the depth of more than ten feet below the curb, the persons causing such excavation shall at all times . . . preserve any adjoining or contiguous I walls or walls, structure or structures from injury, and support the same by proper foundations so that said wall or walls, structure or structures, shall I be and remain practically as safe as before such excavation was made . . . . In the usual case, underpinning is required because I the excavation for a new building will extend below the level of the foundations for an adjacent building. The need for underpinning in this case is shown graphically in Fig. AUX-26A. The excavation shown would, without underpinning, remove the laterally confining pressure of the excavated soil on the soil which is supporting the adjacent structure. The result is that the supporting soil will slide downward and latterally toward the new excavation and bring about settlement of the nearby footing. As this footing settles I

I I relative to interior footings in the adjacent building, the differential movement will result in cracking of transverse walls. Unless adequately tied by the floor slab, the footing and lower wall will also move laterally toward the excavation. Ultimately, such vertical and lateral movement would lead to collapse of the wall, as is shown in Fig. AUX-26A(.... Fig. AUX-26B shows an isometric view of a typical underpinning pit being constructed for the purpose of future excavation as shown in Fig. AUX-26A but in advance of excavation below the adjacent footing. In Fig. AUX-26C are depicted a section through this underpinning pit and a plan section showing details of the pit construction. The pit is constructed from grade down by excavating for a depth of about 2 feet, placing two rings or boxes of 2-inch by 10-inch pit lagging and packing behind them with soil to provide support for the adjacent soil. The soil is then removed for another several feet by excavating inside the pit with a hand shovel and additional rings of lagging are inserted below the in-place pit lagging. The pit is thus gradually carried down to a level below the proposed excavation. Fig. AUX-26D shows how forms are placed in the completed pit and how the pit is then filled with concrete. About a day later, when the concrete has gained strength, the space below the footing is filled with a mortar, called drypack, which is rammed into place. The completed underpinning pier is then ready to support the footing and a portion of the wall above. Additional pits are then excavated

I and concreted to form a line of underpinning piers beneath the adjacent building. The excavation to the new building's grade can now be made safely. Fig. AUX-26B illustrates an important principle of underpinning which permits excavation beneath an existing foundation. That principle is to keep the underpinning excavation small enough to permit the structures above to arch over the pit. The small arrows represent the load paths in I the wall to indicate how the wall loads are locally redistributed around the pit. The foregoing practices and principles will be utilized during construction of the auxiliary building underpinning. 4.2 CONSTRUCTION PROCEDURE 4.2.1 Post-Tensioning Ties Construction site temporary dewatering removes the buoyancy force normally provided by groundwater under the electrical penetration areas. To compensate for this effect I during construction, a temporary system of post-tensioning ties was installed to apply a compressive force to the upper part of the east-west walls of the electrical penetration areas as shown in Fig. AUX-27. The post-tensioning ties will be removed when the temporary supports are installed and I jacking loads are applied under the electrical penetration areas. 4.2.2 Dewatering At the start of underpinning work beneath the I

I I auxiliary building it is anticipated that the groundwater level will be at about elevation 600. Since the underpinning work will extend at least 29 feet below that level, the I control of groundwater level will be an important prerequisite for successful execution of the work. l The underpinning area is in a location with limited access. It is bounded by the two containment buildings, the main auxiliary building, and the turbine building. In the (I l immediate construction area, groundwater will be removed by l pumping it out of dewatering wells. To reduce recharge of groundwater into this narrow area, an underground freeze curtain dam will be constructed. The dam will be formed by drilling a line of boreholes at close spacing and then circulating coolant at low temperatures through pipes in the boreholes. The coolant will freeze the soil in a narrow strip along the line of boreholes from elevation 610 down to the undisturbed glacial till. The frozen soil will act as a dam and reduce subsequent seepage of groundwater from the pond side toward the underpinning construction area. The freeze curtain dam will be formed in permeable sand soil which is found to exist above the glacial till and below elevation 610. The actual extent of these sandy soils will be determined by the initial borehole drilling. It is anticipated that the existing clay dike supplemented by a grout curtain will form a part of the underground dam. The present estimate of the extent of the freeze curtain dam is shown in Fig. AUX-28. The effectiveness of the dewatering system will be monitored by j

I I measurements of the groundwater levels using piezometers located in the work area. 4.2.3 Access Shafts Immediately east and west of the two FIVPs and adjacent to the turbine building, access shafts will be constructed to provide access for workers and equipment for the underpinning work. The location of the west access shaft is shown in Fig. AUX-29. The east access shaft will be symmetrically located. Each shaft will be about 16 feet by 26 feet in clear plan dimensions. The shafts will be excavated in three phases. Initially, they will be excavated to elevation 609 to permit installation of the initial underpinning piers beneath the adjacent turbine building base mat. These piers will constitute a permanent underpinning for the turbine building. When the initial turbine building underpinning is completed, the access shafts will be lowered to elevation 600 to provide access for excavation beneath the FIVPs. I After all temporary underpinning is completed for the FIVPs and electrical penetration areas, the two access shafts will be gradually lowered to elevation 571. At that time, a level working surface extending into the shafts will be constructed for the general excavation and removal of soil. I down to elevation 571 beneath the FIVPs, electrical penetration areas, and control tower. The shafts will be constructed using standard methods. First, an auger hole about 2 feet in diameter will I

l , be excavated down to elevation 561 for installation of a soldier pile. The hole will then be filled with lean concrete, and a steel beam, called a soldier pile, will be inserted into the hole before the lean concrete sets. The soldier piles will be installed at about 8 feet on center around tite access shaf t perimeter. As excavation progresses downward, heavy horizontal timbers, called lagging, will be installed between the flanges of the soldier piles. The I trimming of soil, trimming of the lean concrete in the auger holes, placement of lagging, and backpacking behind them with soil will be done by manual labor. At predetermined intervals, horizontal beams called wales will be installed to support the soldier piles. Support for the adjacent earth around the perimeter is provided in this manner at the same pace as the excavation in the shafts progresses downward. The excavation progress will be coordinated with the groundwater removal so that the measured groundwater levels will always be below the permitted shaft excavation level. 4.2.4 Access Tunnels Beneath Turbine Building After shaft exce.vation reaches elevation 609 and the adjacent turbine building north wall is supported on new underpinning pier Q, a tunnel will be mined beneath the turbine building. (Fig. AUX-30.) The tunnel will start at the access shaft and head south for a short distance, then turn towards the control tower. The purpose of this tunnel is to allow auxiliary building underpinning efforts to proceed by permitting work crew access to the interior electrical

I I penetration areas and the control tower without passing beneath and possibly disturbing soil now supporting the electrical penetration areas. Similar procedure will be followed at both access shaft. The access tunnels will be constructed with small steel posts about 6 feet on center set vertically along each side of the tunnel. Horizontal wood lagging will be placed between the posts to line the sides of the tunnel and retain the adjacent soil. The tunnel mining sequence will progress only so far as necessary to place a steel post on each side and lagging back to the previous pair of posts. 4.2.5 Underpinning Procedure - Turbine Building While the access tunnel under the turbine building I is being installed, other piers for the turbine building underpinning will be installed at locations shown in Fig. AUX-30 in sequence with the electrical penetration area temporary supports. The turbine building underpinning construction can proceed using conventional underpinning I techniques because the turbine building is a large, rec-tangular structure mostly supported directly on original ground surface. Due to its structural cteel framing system and massive base slab, the turbine building is inherently tolerant of minor settlements. I The access tunnel will provide access for construc-tion of pier M (Fig. AUX-30). This pier, which will be constructed to bear on glacial till, will form one of the temporary electrical penetration area supports as well as

permanent support for the turbine building. The pier is located beneath the turbine building wall (column line K) and will provide support for that building. 4.2.6 Underpinning Procedure - Electrical Penetration Areas From this access tunnel, a tunnel to the containment building wall will be excavated. This tunnel will provide access for the excavation of a pit down to the containment base slab projection. I Upon completion of the pit, the temporary support steel column and needle beam will be placed and stressed by jacking against the electrical penetration area base slab. The extended main access tunnel will be used to complete a similar pier-column-and-beam assembly including jacking at the I second and third electrical penetration area temporary supports (piers J and F, Fig. AUX-30). After the first electrical penetration area temporary support is jacked (Fig. AUX-30), the excavation beneath the FIVPs to elevation 600 will commence as described I in Subsection 4.2.8. The temporary supports for the electrical penetration areas will be installed progressively with limited local disturbance to the existing foundations in these areas. The needle beams will be stressed in place by means of hydraulic jacks. After jacking, sets of steel plates and wedges adjacent to the jacks will be driven tight to prevent any settlement of the supported structure when the jack hydraulic pressure is reduced to zero. The first temporary I

support at the extreme east and west ends will be designed for 4,000 kips each and will be jacked to a predetermined load. - This load will be periodically rejacked into the beams and piers so that constant support is maintained. At the same time, the underpinning piers which are supporting the south ends of these needle beams will be monitored for vertical deflection by means of instrumentation at the top and bottom of the piers. The record of deflection behavior of these piers under constant load will be used to assess the long-term behavior of the permanent underpinning under long-term load. During the use of the temporary supports for the electrical penetration areas, stresses in the underpinning piers will be regularly monitored by means of Carlson gages embedded in the top and bottom pier concrete or by load cells at the top of the pier. (Fig. AUX-32.) After the temporary supports are jacked, the access shaft excavation will be deepened gradually and the existing fill beneath the electrical penetration areas removed. Tv provide resistance to the lateral pressures of the adjacent soil beneath the turbine building during this excavation, horizontal metal lagging will be installed between the underpinning piers beneath the turbine building. The tops of these piers will be tied back to the turbine building slab for lateral support (Fig. AUX-33). Temporary steel struts will be installed from these piers to the containment base slab to resist the lateral soil pressures as this excavation deepens. The excavation will cont.tnue to elevation 572. The final 12 I i

inches of excavation will be performed so as not to disturb the bearing subgrade. The subgrade will be inspected and accepted by a geotechnical engineer. The approved subgrade will then be covered with a 6-inch thick, lean concrete working mat to protect its integrity. The forms, reinforcement, and concrete for the first lift of the permanent underpinning will be then placed. The subsequent lifts will be completed to just below the auxiliary building I base slab, leaving a gap for jacks. Jacks and steel plates and wedges will be installed to symmetrically load the underpinning. A schematic section through the underpinning is shown in Fig. AUX-24 (Section C). 4.2.7 Underpinning Procedure - Control Tower Access for underpinning the control tower will be through the access tunnels beneath the turbine building. To provide temporary support for the control tower, the under-pinning piers along its south wall will be installed progressively from the ends toward the center. The plan view of these piers is shown on Fig. AUX-30. The piers will be 6 feet wide by 3 feet long in plan dimension at their tops, and belled out to 9 feet by 14 feet at elevation 562 on the inspected and accepted glacial till. At the bottom, the piers will be touching each other and will form the bearing footing for the permanent underpinning (Figs. AUX-34 and AUX-35). No underpinning is contemplated beneath the turbine building in this area because the underpinning work under the adjacent control tower will be accomplished in individual, relatively

small pits, and because of the presence of mass lean concrete under the turbine building. After the pier concrete is installed, hydraulic jacks will be placed to stress the piers and provide temporary support for this end of the control tower. The initial jacking for these piers will be done in

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accordance with a predetermined schedule. The jacking will provide a total of approximately 16, 400 kips support when completed. These loads will be maintained by periodic jacking and tightening of wedges. As the pier construction progresses toward the center of the control tower, access tunnels to the north end of the structure will be constructed at column lines 5.9, 7.3 and 6.6 (Fig. AUX-30). These tunnels will extend to the column line J, where underpinning piers to elevation 562 will be constructed and stressed by temporary jacking to 1,200 kips each for temporary support of the control tower above. After all temporary support piers are in place and jacked, general excavation will be made progressively downward to elevation 571 beneath the control tower. Excavated soil will be removed along a route beneath one or both of the electrical penetration areas to the access shafts. During this excavation, horizontal metal lagging will be installed between the underpinning piers, and the piers will be braced by struts at elevation 584 to the main auxiliary building (Fig. AUX-34). Local pit excavations will then be made to expose the tops of the belled portions of the temporary piers l l I below the south wall.

I At the south underpinning wall, continuity between the new underpinning segments and the then existing piers will be provided by horizontal reinforcing bars made continuous by using either mechanical splices such as Fox-Howlett reinforcing bar couplers or lap splices and by shear keys formed into the pier faces. Along the west and east ends of the control tower and from the J-line underpinning piers to the south wall, excavations will be made in trenches from elevation 571 to 562. After inspection and approval of the subgrade at elevation 562, a 6-inch lean concrete working mat will be placed. Reinforcement, forms and concrete for these walls will be placed, except for a gap adjacent to the main auxiliary building. This gap in underpinning at the east and west ends of the control tower will be filled with concrete later after final jacking. At the tops of the temporary piers, holes will be I drilled through the control room base slab at elevation 614 and anchor bolts inserted and embedded into the tops of the piers. These bolts will not be fastened and tightened to the slab above until the final jacking load has been applied to the permanent underpinning. wall. Similar anchor bolts will Le provided through the slab and into the piers at the three columns on column line J and the other completed control tower underpinning walls. As an alternative to drilling through the elevation 614 slab, anchor dowels may be loosely inserted in l holes formed in the underpinning wall concrete and erbedded i I

I 1 3 into the underside of the elevation 614 slab. The free ends of these bolts will be joined permanently to the base slab or underpinning wall by pumping grout into the holes and around I the dowels after the final jacking load has been locked off. 4.2.8 Underpinning Procedure - Feedwater Isolation Valve Pits Presently, the FIVPs are temporarily supported as 7 shown in Fig. AUX-31 by rock bolts and teusion rods from the steel support beams spanning the buttress access shaft and the turbine building walls. This support will remain during underpinning procedues. After the first electrical penetration area temporary support is jacked (Fig. AUX-30), the excavation beneath the FIVPs to elevation 600 will commence. This excavation will start from the access shaft. A narrow tunnel will be excavated by the side of the buttress access shaft walls closest to the FIVPs. The underpinning pier S (Fig. AUX-30) will be constructed beneath the buttress access shaft to provide deep support to the buttress access shaft including I the reaction from the temporary steel framing system (Fig. - AUX-31). The excavation of the tunnel will continue to enable construction of the next pier T, which is similar to pier ~ (Fig. AUX-30). When these piers and the adjacent piers under the turbine building are in place, the excavation beneath the < FIVPs to elevation 600 will be completed. l After the general excavation to elevation 571 in the access shafts, FIVPs and electrical penetration areas, the subgrade will be inspected and approved. Immediately after I .

approval, this subgrade will be protected with a 6-inch, lean concrete working mat. After the control tower and electrical penetrat.,on I areas are permanently underpinned and while hydraulic jacks and wedges are maintaining the final jacking load, the areas beneath the FIVPs and adjacent access shafts.will be filled to elevation 600 with compacted sand. This fill will consist of clean sand with no more than 5 percent by weight passing the No. 200 sieve. The fill will be placed in loose lifts no more

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than 4 inches deep and compacted with qualified compaction equipment to a relative density of 85 percent, as confirmed by in-place density tests. At elevation 600, a 6-inch lean concrete working mat will be placed to protect the fill surface and a 3-foot thick, reinforced concrete jacking slab will be constructed in the same plan area as the FIVPs (Fig. AUX-26). After the concrete has cured for a minimum of 48 hours, hydraulic jacks will be placed and pressurized to achieve a predetermined jacking load. 4.3 COMPLETION OF THE UNDERPINNING In the control tower area, the final jacking load will total approximately 20,000 kips. The final jacking load _ will be approximately 10,000 kips for each electrical penetration area. At the FIVPs, the final jacking load will be approximately 1,500 kips each. These loads will be applied by hydraulic jacks located concentrically to the underpinned walls under the auxiliary building and evenly distributed over the FIVP jacking slab areas. The final jacking loads for the t I

I I auxiliary building will be applied simultaneously and held until deflection of the underpinning occurs at a satisfactory rate. It is anticipated that this will occur about 90 days after the final lift of this underpinning wall is placed. Upon the satisfaction of the acceptance criteria for deflection, the wedges will be driven tight and tack welded in 7 place. The jacks will then be removed, and the space between the top of the underpinning walls and the underside of the existing structure base slab will La closed with concrete and grout. The two gaps in underpinning walls at the vertical interface with the main auxiliary building at the wall north of the control tower column lines 5.5 and 7.7 are then concreted (Fig. AUX-22). By delaying the concreting until the final jacking load is locked off, the connectors at the . vertical interfaces will not be required to transfer jacking loads during construction. When these two areas are concreted, including grout

 ,I                                                                 a y

placement at the top, the space beneath the control tower will

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receive compacted backfill and concrete as shown in Fig. AUX-24. The access tunnels beneath the turbine building will be filled with lean concrete and grout whenever there is no l further need for them. Finally, the access shafts will be , dismantled and filled with compacted backfill, the temporary steel frame on the top of FIVPs removed, and the construction dewatering system discontinued. E I

I I 4.4 UNDERPINNING INSTRUMENTATION During underpinning installation, each temporary pier will be instrumented to monitor deflection of the pier tops and bottoms. Pier top movement is monitored with readings taken between the underside of the foundation slab and the pier top. Monitoring will begin after pier concrete is placed and will include measurements during and after initial jacking. In addition, the underpinning wall movements will be similarly monitored. Pier and wall bottom movement is monitored by a rod attached to a 3 -inch square plate at the base of the underpinning (Fig. AUX-32). The rod will be greased and enclosed in.a small diameter pipe sleeve. The rod and sleeve will extend to the tcp of the pier before the pier concrete is placed. Rod movements will be recorded by dial gage extensometers simultaneously monitoring the movement of the pier or wall top. These instruments produce measuremente relative to the position of the base slab. Absolute top and bottom movement values can be obtained by adding the measurements of movement, if any, of the base slab obtained from the deep bench mark monitoring. The instrument readings for the movement of the pier base and top will be compared to anticipated values for creep / and shrinkage of concrete and for the soil settlement. Actual values will be compared to expected values to determine when the final jacking loads will be locked off. I t I

I I Carlson gages or load cells will be used to measure loads in the temporary piers as discussed in Subsection 4.2.6. 4.5 THEORY OF UNDERPINNING DEFLECTION The vertical deflections at the top of the underpinning will result from the summation of several properties of the pier or wall concrete and the underlying soil. In addition, the deflections will increase with time. The elastic and plastic deflections of the glacial till soil are discussed in Section 8.3. During the underpinning work, these soil deflections will be monitored at each location by means of the extensometer dial gage which will be attached to the greased rod extending to the pier subgrade. The top of pier deflections will be measured by the another extensometer dial gage on top of the underpinning. The difference between these two deflection readings will represent the behavior of the concrete in the underpinning. The concrete deflections will be monitored during the underpinning. The predicted concrete behavior has been estimated based on observations reported in recognized engineering publications, such as the American Concrete Institute (ACI) journals. A plot of the top of pier deflection for the control tower versus logarithm of time is shown in Fig. AUX-37. The deflection will be due to elastic <

.I and plastic compression of the soil, elastic deflection of the concrete in compression and deflection due to creep and shrinkage of the concrete under continued compressive load.

It is estimated that the total pier deflection will be about I

I~ I 0.6 inch with the deficction rate declining thereafter. The portion of this total deflection caused by the concrete is estimated at 0.2 inch. I 4.6 ACCEPTANCE OF FINAL JACKING The final jacking load will total about 45,000 kips and will be distributed over underpinning piers and walls. This load level will be maintained for a period of 30 days minimum or until the rate of settlement is within acceptable limits. The plotting of pier deflections under load over the previous periods ofstime will form a performance record which will greatly influence the decision of final acceptance and locking off. 4.7 MONITORING OF MOVEMENT For the past several years, level readings have been used to monitor settlement of various structures at the Midland Plant. On the auxiliary building, settlement points exist at the two ends of the electrical penetration areas and the control tower. The underpinning methods to be used require that the soil be removed in small, discrete units and that these units be replaced with load bearing units of greater capacity than l I the unit that was removed. Discrete units are removed and replaced progressively, according to a predetermined plan, in e a canner that will maintain the stresses in the structure below allowable limits. However, the existing backfill may not be providing iI subgrade support exactly as assumed in developing the !I

I I predetermined plan. Consequently, there is a possibility that the underpinning could induce structure movement. Because of the small size of individual removal / replacement relative to the total structure, any single removal / replacement will not induce significant structural movement. However, the progressive nature of the work could cause an accumulated movement which, if undetected, could lead to overstressing beyond acceptable limits. The key to maintaining stresses within acceptable limits is threefold:

1. A systematic and accurate method for detecting structure movement,

2. A plan for arresting structure movement before these movements reach unacceptable levels, and

3. A method for monitoring and assessing structure movement and load data, which results in placing a protective plan into effect. This method should I eliminate unwarranted concern or unnecessary remedial work.

Because the structure is relatively rigid, it is important to measure structural movements which could produce high stresses. The instrument system must be capable of monitoring. movements that could be indicative of significant stress in the structure. Two systems will be used for detecting vertical and horizontal movements. The first system is for detecting movement of the reactor containment, auxiliary building and turbine building with respect to a fixed datum. The second system is for detecting relative movement of *he auxiliary building to the other structures. Vertical movement of the I

I I free ends of the electrical penetration areas, the east and west ends of the control tower and the main auxiliary building relative to deep seated bench marks will be measured with dial gages. The precision of this instrumentation is 10.001 inch and the accuracy is 10.005 inch. The first system consists of five, deep seated bench marks, which will be embedded in the ground at a depth of about 100 feet. These bench marks will be used for settlement measurements by optical level at a number of points in the electrical penetration areas, control tower, turbine building, and the containment structures. These readings have an expected accuracy of 10.07 inch (1/16 inch). The second system will measure relative vertical movement between the structures described above by means of dial gages. Those relative readings will have an accuracy of 10.005 inch. Relative reading locations will also have settlement points for the optical level readings located on both structures across which the relative readings are made. Thus, any movement detected by a dial gage can be checked by optical level readings, although with less accuracy. The preliminary locations of vertical measurement points are shown in Fig. AUX-36. Because of direct reading and high precision, the benefit of the relative movement - l measurement system is that data is readily produced for sensing differential movements, for developing trends, and for triggering nonroutine readings of the fixed datum system. l I lI

I Relative horizontal movement will be measured at vertical measurement locations at three levels with relative movement dial gages. 5.0 STRUCTURAL DESIGN OF UNDERPINNING 5.1 BASIC APPROACH TO DESIGNING NUCLEAR STRUCTURES The design of Seismic Category I structures for the Midland Plant takes place in four stages. The design of the underpinning structure for the auxiliary building follows this approach. The first stage is the conceptual design. There may be more than one conceptual design to solve a given design problem, but eventually one concept is selected as the preferred solution. This phase involves simple feasibility calculations and gross member sizing. The conceptual design for the auxiliary building underpinning structure as now constituted was completed by July 1981. The second phase involves a preliminary design analysis. The purpose of this analysis is to ascertain the feasibility of the concept with more sophisticated methods and more detail. A typical preliminary safety analysis report (PSAR) is supported by a preliminary design analysis. In this stage, the structure is analyzed for the most severe load combinations. For simpler structures, the analysis may be performed by hand calculations; for more complicated structures, computer analysis may be necessary. Because of the complexity of the structure, the detailed, finite-element ! model which will be used for the committed preliminary and I

l I I final designs was applied for the preliminary design for limited load cases. Analyses supporting licensing submittals require checking. In this phase, engineers calculate member sizes and some design details. The preliminary analysis phase for the auxiliary building underpinning structure was completed in October 1981. The third phase of the design process is known as I the committed preliminary design. In this phase, sophis-ticated methods of analysis are used. It is not mandatory that this analysis be computerized, but computer analysis is frequently used. These methods are usually the same as those used later in the final design phase. In the auxiliary I building case, this analysis is being performed using the finite-element model. (See Appendix B.) In the committed preliminary design, the design engineer reviews the load combination table and selects, on the basis of engineering judgment, a small subset of load combinations which are expected to control the structural design. Full Quality Assurance requirements apply to this phase, including checking of the calculations by a second qualified design engineer and supervisory review ana approval. The committed preliminary design analysis 'aay serve as the basis for issuance of construction drawings and for the negotiation of construction contracts. The committed preliminary design, including construction drawings, is I I

I I scheduled to be completed for the auxiliary building permaant underpinning structures by January 1, 1982. The fourth phase of the process is called the final design phase. In this stage the structure is analyzed considering all load combinations listed in Table AUX-1. This phase of the analysis is usually performed using sophisticated analytical methods. For the auxiliary building, the analysis will use the finite-element model previously referred to. This phase will be completed as part of the final structural analysis of the underpinning system. 5.2 CCMPUTATION OF JACKING LOADS In the case of the auxiliary building underpinning, the foregoing process is only part of the entire analytical I procedure. Because the underpinning design requires consideration of jacking loads, a reanalysis of the jacked main structure is needed. In addition, the existing structure must be reanalyzed to assure that the structure itself, both during underpinning construction and after completion, I continues to satisfy applicable structural requirements. The process of designing the underpinning interacts with the structural reanalysis proce.ss. 5.2.1 Preliminary Calculation of Jacking Loads for Underpinnin_g I C Preliminary jacking loads for application to the permanent underpinning have been calculated using the approximate method of tributary weights. The calculation involved estimation of dead loads and a portion of the live 'I

I I load. The preliminary total jacking loads for permanent application are 20,000 kips for the control tower, 10,000 kips ! for each of the electrical penetration areas and 1,500 kips l I for each of the FIVPs. These loads are equivalent to the sum l of dead load and 25 percent of estimated live load over the tributary area of the control tower, electrical penetration areas and FIVPs. The load was distributed over the underpinning structure. 5.2.2 Final Jacking Loads The jacking loads determined by the preliminary method ret forth in Subsection 5.2.1 will be used as input loads to various stages of the structural reanalysis to be described below. If these analyses indicate excessive stresses, the preliminary jacking loads will be adjusted. This procedure will be repeated until a distribution of jacking loads that maintain building stresses within allowable limits is acaieved. The computed and adjusted jacking loads will be the final jacking loads used for construction. It is not anticipated that adjustments will amount to more than 20 ' percent, and the design of the underpinning structure is more than ample to accommodate adjustments of this magnitude. The structural reanalysis for the existing structure portions south of column line G is scheduled for completion during February 1982. The structural reanalysis for the structure portions north of column line G, which are not expected to influence the underpinning significantly, is scheduled for completion during April 1982. I

I 5.3 BEARING PRESSURES 5.3.1 Preliminary Calculated Bearing Pressures Preliminary calculations for the bearing pressures I for the auxiliary building and FIVPs with the underpinning have been completed. The calculated bearing pressures under the underpinning walls are given in Table AUX-2. 5.3.2 Final Calculated Bearing Pressures As loads are adjusted for the final design as described in Subsection 5.2.2, the bearing pressure on the foundation soil will be calculated for all required load combinations to assure that the FSAR safety factors are met. 5.4 TEMPORARY UNDERPINNING AND SUPPORT In the first phase of the underpinning, the weight of the control tower and electrical penetration areas are transferred to a set of temporary supports. (See Fig. AUX-30.) The preliminary arrangement of the temporary support system consists of the following:

1. Three frame supports under each electrical penetration area - Each frame support consists of a I concrete pier, needle beams and a steel column supported on the reactor building foundation slab or on another concrete pier (See Fig. AUX-33). These I frames also support part of the turbine building load.

I Twelve concrete piers under the south side wall of 2. the control tower - These piers are a part of the underpinning wall for the control tower. I 3. Additional concrete piers under each of the three existing steel columns inside the control tower - These piers are also part of the permanent underpinning. I

!I

4. Sixteen additional concrete piers at the north end I of the turbine bui'. ding - These piers support the turbine building column load on column line K and also retain soil under the turbine building base mat. These piers will be left in place permanently.

5. Steel frames as shown in Fig. AUX-31 support the FIVPs.

6. Two concrete piers (S and T) below each of the buttress access shaft (Fig. AUX-30) support the I reaction load from the temporary steel frames to support FIVPs and also retain soil under the buttress access shaft. These piers will be left iri place permanently.

These temporary supports are designed to resist the calculated imposed load using ACI and American Institute of Steel Construction (AISC) codes. 5.5 PERMANENT UNDERPINNING The permanent underpinning wall provides long-term support to the cor. trol tower and electrical peaetration areas. The wall transmits vertical and lateral loads from the building to the foundation medium. The conceptual description of the underpinning is given in Section 3.0. The underpinning will be designed to meet the structural criteria given in Section 6.0 6.0 STRUCTURAL DESIGN CRITERIA AND MATERIAL SPECIFICATIONS FOR THE UNDERPINNING I 6.1 DESIGN CRITERIA As outlined in Section 1.3, the auxiliary building is essential to the safe normal operation and emergency shutdown of the Midland plant. It is designated as a Seismic Category I structure and was designed in accordance with design criteria and applicable loads and load combinations I

I

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described in FSAR Subsections 3.8.5 and 3.8.6. In addition, the Applicant has committed to include several load combinations which consider settlement and jacking loads, and these are shown in Table AUX-1. The underpinning will use the same design criteria used for the original sr uctural design together with provisions to include settlement and jacking loads as required by the load combinations given in Table AUX-1. Load combinations and criteria defined in ACI-349 and Regulatory Guide 1.142 will be examined at critical locations in the structure and the underpinning and the results will be provided for information. 6.2 MATERIAL SPECIFICATIONS The permanent underpinning will be constructed of reinforced concrete. The concrete will have a minimum compressive strength of 4,000 p3i. The reinforcing bars will be American Society for Testing and Materials A-615 having a yield strength of 60,000 psi. Lean concrete used to protect subgrade and fill material will have a minimum compressive strength of 2,000 psi. The grout to be utilized to fill the gap between the existing structure and the underpinning wall concrete and to anchor dowels will be an approved non-shrink grout. Williams 5igh strength rock anchors or high-strength rods will be used as the connectors between the existing - structure and the underpinning wall. Structural steel used for miscellaneous supports will be ASTM A-36. 7.0 STRUCTURAL REANALYSIS OF MAIN STRUCTURE A structural reanalysis will be performed to confirm I

I I the structural adequacy of the existing building both with the final underpinning system and with the temporary underpinning configurations during construction. In addition, structural reanalysis will be performed to verify jacking loads and the devtlopment of allowable maximum relative displacements for the building during construction. 7.1 PRELIMINARY ANALYSIS A simplified computer model of the auxiliary building wa. used to analyze the structure and to determine the extent of underpinning required to support the structure adequately. From these analyser it was concluded that the main load-bearing walls in the control tower and electrical penetration areas needed tc be underpinned to meat the design criteria. A three-dimensional, finite-element model of the existing building with the underpinnina has been prepared to determine internal forces in the building due to applied design forces. Based on limited preliminary analyses already performed, it appears tha certain structural elements of the existing building do not meet acceptance criteria load combinations including seismic loads. These elements l identified so far are the floor slab at elevation 659 between the control tower and the fuel pool south wall, and shear walls between column lines G and H between elevation 614 and 584. These preliminary analyses are being reevaluated. There was no indication of unusual stresses in the structure under l 5 nonseismic loads. lI l l

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I The potential for the existence of high stresses will be examined in the final analysis. If high stress areas are confirmed, remedial measures in those portions of the structure will be undertaken. Preliminary design work on proposed remedial measures for the identified potential high stress areas has commenced as a precautionary measure. The preliminary analysi? also examined the adequacy of the preliminarv jacking loads. 7.2 CONSTRUCTION CONDITION STRUCTURAL REANALYSIS The construction of the permanent underpinning will involve a number of temporary support conditions prior to completion of the permanent underpinning. Preliminary construction condition jacking loads have been computed for the various configurations using the approximate tributary weights. These loads will be checked by the full structural analysis and adjusted as necessary. A construction condition structural reanalysis will be performed by January 1, 10s , using the finite-element model. In this analysis, jacxing loads are applied in various combinations with the supporting soil springs to represent support progressively transferred from the backfill soil to the temporary construction underpinning structures. The construction condition load combinations include dead loads, 25 percent of live loads, and jacking loads. These do not include seismic loads or other environmental effects because construction conditions do not have radiological health and I safety implications. These analyses will be performed on the l I

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I entire structure. In the course of these analyses, construction jacking loads will be fine-tuned to avoid overstressing any member of the structure. The structure will be checked for various construction conditions involving the temporary underpinning system, as described below:

1. This condition will consider the best estimate of the existing backfill properties and represent a base case reference.

2. The next condition will consider the case of soil removed for the first temporary support at location M extending to the containment. (See Fig. AUX-30.)

Another case with this condition will include the I application of jacking loads and the resulting forces at this location. I 3. Another c~ondition will consider the soil removal and forces at location M together with soil removal and applied jacking loads at location J.

,         4. This condition will consider condition 3 together with soil removal and jacking loads from some of the piers under the control tower.

5. The next condition will consider condition 4 together with additional soil removal and jacking loads under the control tower.

6. The last condition will consider all temporary jacking forces and all soil removal under the I electrical penetration areas and control tower.

7.3 FINAL ANALYSIS 7.3.1 Schedule The final structural analysis is currently under way. This analysis, which involves extensive use of computers, will take several months to complete. The analysis for the portions of the structure south of column line G is scheduled to be completed during February 1982. The analysis for the remainder of the structure is scheduled to be I

completed during April 1982, well ahead of any construction for the permanent underpinning. The analysis schedule also provides for computation of movements to be completed by February 15, 1982, the date of commencement of tunneling for the temporary underpinning. 7.3.2 Analysis Objectives The final analysis will assure adequate performance of the structure or indicate perticular areas which need remedial measures to withstand ecstulated load combinations. The analysis will also check the preliminary jacking loads and indicate any necessary adjustments, which will then become final jacking loads. The final analysis will also ascertain the effects of long-tern differential se*tlement of the underpinning on the structure. The final analysis will constitute the basis for acceptance of the underpinned building at the operating license stage of this proceeding. 7.4 ANALYSIS AND DESIGN PROCEDURES There are three steps in the structural analysis and design. The first is determination of external loads representative of actual loads to which the structure may be l . subjected during its service life. The second stage involves calculation of the magnitude and distribution of internal forces and displacements within the structure caused by e application of the external loads. In the third stage, forces are converted to stresses and compared to allowables or directly compared to section capacities. I i

1 L I 7.4.1 Determination of External Loads The external loads are briefly addressed in this section. They consist of many common type of loads such as dead, live, wind, seismic, and some special loads from the effects of jacking forces and differential settlement. 7.4.1.1 Dead Loads Dead loads are determined from the self-weight of structures, the weight of permanent equipment and hydrostatic pressures. 7.4.1.2 Live Loads Design live loads consider probable load variations during the normal function of the building and are cpplied to the floor and roof slabs. Lateral soil pressures are included in the live load category. 7.4.1.3 Wind and Tornado Loads These loads are determined from the external velocity pressure which varies as a function of the wind velocity and the shape of the building. The tornado load causes an additional internal pressure loading in the enclosed portions of the building. This internal pressure loading is determined from a tornado depressurization analysis. The I effects of tornado missiles are also included. 7,4.1.4 Buoyant Load e The buoyant load is determined from the volume ot a submerged portion of the building during various conditions including the probable maximum flood as described in detail in FSAR Section 2.4. I

I I 7.4.1.5 Seismic Loads The seismic accelerations are determined using a lumped mass model with the response spectrum modal super-position technique. The computed seismic response accelerations are multiplied by the structural element masses to provide the seismic forces for the structural analysis. For further information on the seismic analysis criteria, such as ground response spectra, damping values etc., see Section 3.7 of the FSAR. The details of the dynamic model that is being used for the seismic analysis and associated soil-structure interaction formulation will be addressed by Dr. R. P. Kennedy in his testimony, which is to be filed in this proceeding. The permanent underpinning system has been designed to resist seismic-induced forces from the SSE with a multiplier of 1.5. This was done to provide assurance that the underpinning could resist the forces resulting fr6m the site-specific response spectra. A comparison of forces will be made in the future to illustrate that the increased SSE forces are greater than the site-specific response spectra forces. 7.4.1.6 Thermal Loads and Effects I Thermal loads are mainly the reaction loads on the < \ structure for the thermal movement of piping systems. They are determined from the piping system analysis. Thermal effects result from the existence of thermal gradients through I the wall thickness. I

I 7.4.1.7 Jacking Preload Before permanent attachment of underpinning to the existing structure, jacking force is treated as an external load as explained in Section 7.2. After the permanent underpinning is attached to the building, jacking preload effects consist of forces, moments and deformations retained in the structure. 7.4.1.8 Settlement Effect I The long-term differential settlement effect is included in the analysis for sustained dead anel 25 percent of design live loads, using the appropriate soil springs. 7.4.1.9 Other Loads Other local loads such as reactions due to pipe whip L restraints, missile impact, etc. are determined from appropriate analyses. 7.4.2 Internal Force Distribution Internal force magnitude and distribution and, structural displacements are determined by solving a series of force-displacement equations. The three-dimensional, finite-element model representing the elastic behavior of the auxiliary building under load serves as the basis for the equations. Further details of the analysis are set forth in Appendix B. < l 7.4.3 Comparison to Allowables The comparison to allowables proceeds by selecting l locations subjected to the highest internal forces and l l moments. Two options are generally used to verify adequacy: l

I I 1. Forces and moments are converted to stresses and compared to strcss allowables;

2. Forces and moments are compared to section capacities.

8.0 GEOTECHNICAL CONSIDERATIONS 8 - CHARACTERISTICS OF THE UNDERLYING SOILS A description of the original excavation of the site in the area of the auxiliary building is contained in Section 1.3. A description of the portions of the auxiliary building I currently founded on fill and the portions founded on clay till is contained in Section 1.3. The original site investigation and subseqcent borings disclosed the presence of hard clay till throughout the area. Table AUX-3 lists the successive boring programs pertaining to the control tower and electrical penetration areas, the dates that the borings were made, and the type of technical information derived from boring and sampling. In 1981 an investigation by Woodward-Clyde Consultants (WCC) added information on specific subsoil properties. These WCC borings included Nos. COE-17 near the the west electrical penetration area and COE-18 near the east electrical penetration area. These two borings included continuous sampling for their full depth by means of special rotary coring and thin-tube sampling tools intended to . minimize disturbance of the soils being recovered. A plan of the immediate area of the control tower and electrical penetratio% areas with the locations of borings i relevant to the underpinning design is plotted in the upper i

I panel of Fig. AUX-38. In the lower panel of that drawing is a ceologic section taken in an east-west direction looking north along the south wal?s of the two electrical penetration areas and the control tower. The borings are plotted on that geological section at positions projected at right angles to the line of the south wall, which is also the alignment of the principal underpinning elements. Standard sampler penetration resistance is noted at the borings on the section where these values were obtained. The borings revealed two general subsoil strata which are described in the following sections. The properties of these strata, as determined from the WCC borings, sampling and laboratory testing, are summarized in Table AUX-4. 8.1.1 Stratum F, Fill This fill consists chiefly of medium plastic clay or clean sand and extends from the present ground surface at elevation 634 to the base of the original excavatic n as deep as elevation 560. The general characteristics of the fill are indicated by sampler penetration resistance information summarized on Fig. AUX 38. The zones of clay fill beneath the electrical penetration areas exhibit typical penetration resistance in the range of about 3 to 50 blows per foot with a median of 13 < blows. Fill beneath the control tower appears to consist of relatively clean sand with sampler penetration resistance in the range of 20 to 100 blows per foot with a median of 36 1 <E blows. In the lower portion of the fill, particularly beneath t

the control tower, concrete backfill was placed during construction. 8.1.2 Stratum T, Undisturbed Clay Till Very stiff and hard clay till is the natural stratum underlying the fill which provides support for the mats of the containment buildings and the main auxiliary building. The underpinning piers beneath the electrical penetration areas and control tower will be founded at elevations 571 and 562 on this hard clay till. As described in Section 4.0, the presence of the undisturbed clay till at the bearing level of the underpinning piers will be confirmed in the field by the resident geotechnical engineer, with the aid of the Waterways Experiment Station (WES) penetrometer device. The clay till is remarkably consistent for the full depth of the continously sampled WCC borings. The till is classified as CL, with medium plasticit/ containing gravel fragments, with the following median identification properties: standard penetration resistance 15 to 100 blows per foot with a median of 56 blows; liquid limit 42; plastic limit 20; natural water content 20 percent. The physical appearance and test properties identify this as a deposit overridden by a great weight of continental ice. The median of 14 undrained triaxial tests is a shear strength of 7.6 ksf. < Preconsolidation stress as determined from WCC consolidation tests is in a range not less than 30 to 40 tons per square foot. A summary of the detailed properties is given in Table AUX-4. I

i I Undrained stress-strain modulus tests were conducted by WCC employing a controlled rebound-reload cycle in five undrained triaxial tests. For purposes of settlement evaluation, an equivalent modulus of elasticity value was computed from these tests by measuring the initial slope of the reload curve. The average value of five determinations was 3,500 ksf. This value conforms to the general'y accepted statistical relationship wherein the modulus is taken as 500 times the undrained shear strength, in this case, 7.6 ksf. In summary, the hard clay till is exceptionally uniform in its characteristics, will be readily identified in the pit excavations, and has been subjected to prestress loads many times the intensity of the underpinning loads. 8.2 BEARING CAPACITY OF UNDERPINNING FOUNDATION Ultimate bearing capacity is that value of unit loading applied to a foundation which sill cause shear failure in the supporting soil leading to continuous downward movement. The safety factor against such a failure-equals the ultimate bearing capacity divided by the prescribed combinations of applied loading. The bearing capacity commitment in FSAR Subsection 2.5.4.10.1 for the foundation design requires a safety factor of 3 against dead load plus sustained live load and a safety factor of 2 for these loads plus the seismic load. In engineering practice, these values are conservative. For the purpose of computing the ultimate bearing 4 capacity for the auxiliary building underpinning it is I , 1

I I dppropriate to multiply the till's Undrained shear strength by a " bearing capacity factor." Considering both the earlier testing included in the original project investigation and the recent WCC testing, a conserv ive average shear strength of 7 ksf has been selected for the clay till. The " bearing capacity factor" is a parameter which relates cohesive shear strength to ultimate bearing pressure. It is a function of the shape of the footing and its depth of embedment in the supporting soil, as demonstrated by A. W. Skempton (see Reference 2). A conservati te value of 6.5 was selected for this analysis on the basis of a depth of embedment equal to half the width of individual underpinning piers. I With the bearing capacity factor equal to 6.5 and an undrained shear strength of 7 ksf, the ultimate bearing capacity is then 6.5 times 7, or 45 ksf. At the request of the NRC staff, an tvaluation was performed using the drained strength parameters from WCC testing set forth in Table AUX-4 (C' = 1.2 ksf and O' = 23 ). The analysis emp]oyed the procedure in Figure 12- 36 (Foundations in Soils with O' and C') of Reference 3. The ultimate bearing capacity thus computed is 44 ksf. The lower ultimate capacity determined from the drained shear parameters is utilized in computing safety factors which are detcrmined by dividing the ultimate bearing capacity of 44 by the various combined loadings. The factors lI I 1

I of safety for the various loading conditions are give in Table AUX-2. 8.3 ESTIMATE OF SETTLEMENT OF THE UNDERPINNING PIERS I The anticipated total settlement of the underpinning piers was computed utilizing elastic theory and a conservative selection of undrained modulus of elasticity of 3,000 ksf. The particular equations employed are those given in Figure 11-9 of Reference 3, which contains factors to allow for the I shape and embedment of the permanent underpinning. The total settlements thus computed equal 0.6 and 0.9 inch, respec-tively, for the electrical penetration areas and the control tower. This total settlement consists of the immediate settlement, settlement due to volume change from primary consolidation, and long-term delayed, secondary compression settlement. The underpinning scheme with its load applied by jacks will pre-stress the till into " secondary compression," which is that long-term gradual settlement which takes place in fine grained strata after the hydrostatic excess pore water pressures ha're been dissipated. It is manifested as a straight line relationship between settlement and log of time in a semi-log plot. Secondary compression has also been referred to as " secondary consolidation." . It is a fundamental provision of the underpinning scheme that the immediate settlements and consolidation, if any, will occur during the jacking phase and only the

I secondary compression will remain to take place in the 40-year t ,

I I life of the structure. It is intended that the jacking operation be continued until the following criteria are satisfied: I 1. On a semi-log plot, the progression of settlements in the later stage of jacking will plot as a straight line,

2. No more than 0.05 inch of settlement will occur in the last 30 days of jacking, and

3. No more than 0.01 inch settlement will occur in the last 10 days as neasured by extensometer dial gages.

After these criteria are satisfied, it is assured that secondary compression alone remains to occur. Once this condition has been reached, sufficient data will be available to make a prediction of future settlement by an extrapolation of the straight line trend of secondary compression. The secondary compression element of the total settlement value has been estimated by weighing the following items of information: I 1. The WCC testing (Reference 4) yields a coefficient of secondary compression in the stress range associated with the underpinning foundation between 0.0005 and 0.001 I units of strain per log cycle of time. The underpinning piers will cause a significant stress increase in a depth equal to its width, 10 to 14 feet. Therefore, strain due to secondary compression would convert to about 0.05 to 0.17 inch per log cycle of time.

2. Actual observations of settlement extending over several I years at the auxiliary building and costainment buildings indicate that the portion of these large and heavily loaded structures founded on the clay till settle g typically in the range of 0.1 to 0.5 inch per log cycle g of time. From this it would be reasonable to conclude that the smaller and less heavily loaded auxiliary building underpinning units would settle an estimated 0.1 to 0.2 inch per log cycle of time.

3. General experience of settlement of large structures on I heavily preconsolidated clay as illustrated by A.W.

Skempton (Reference 2) indicate that the long-term, I

I-I delayed settlement is typically one-fifth to one-third of the total settlement of the structure. The estimated settlement of the underpinning units, separating the short-term settlement during jacking and the secondary compression over 40 years (equal to two log cycles of time after jacking) is given in the following table: g Estimated Settlement 3 After During Jacking = Loading Total Jacking Long-Tern I Unit (ksf) (inch) (inch) (inch) Underpinning wall 6.8 0.6 0.4 0.2 I for electrical pene-tration areas I Underpinning wall for control tower 8.8 0.9 0.6 0.3 8.4 DIFFERBh?IAL SETTLEMENT BETWEEN UNDERPINNING AND MAIN AUXILIARY BUILDING A factor influencing settlement of the structures which has not been considered above is the construction drawdown required for the underpinning activities. General groundwater drawdown in the power block area has reached elevation 595, a lowering of about 30 feet from the earlier level. This has produced a settlement of 0.2 inch of elements of structures founded on till. A further nacessary arawdown of 30 feet centered on the underpinning within the freeze wall enclosure will produce an approximate additional 0.1 to 0.2-inch settlement of the elements of structures founded on I till. This would occur before lock-off of the jacking load. I

I As the piezometric level is allowed to rise to elevation 595 with completion of the underpinning operations, a concurrent heave will occur of the till beneath the power block area on the order of 0.2 inch. Both the settlement and heave will occur as a widespread, uniform movement, making an insignificant contribution to differential settlement. Observations of settlement of the containment structures and auxiliary building in 4-1/2 years since May 1977 have established a general trend of secondary compression. Projected to the 40-year life of the structures, these observations indicate 0.1 to 0.5 inch of additional settlement could take place. This prediction is based on the fact that all but a small percent of the design loading has been adde ( at these str..ctures and that drawdown and restoration of the groundwater to ele vation 595 will have no net effect on the settlement trend. Settlements after jacking over the 40-year life of the underpinning is predicted as 0.3 inch at the control tower and 0.2 inch in the electrical penetration areas. Considering the prediction of 0.1 to 0.5-inch settlement of the main portion of the auxiliary building, a long-term, differential settlement of 1/4 inch, wherein either the underpinned control tower or the existing main portion of the auxiliary building would settle more, represents a conservative expectation. It is likely that the great size and load of the reactor building will dominate the long-term performance of the electrical penetration area immediately adjacent. I

I Therefore, there could be a tendency for differential settlement imposed by this effect, which would amount to 0.2 inch between the south corners of the control tower and the south wall of the penetration at a point on the centerline of the reactor projected south.

9.0 CONCLUSION

To provide foundaclot. support under the control tower and electrical penetration areas of the auxiliary building, the Applicant will completely remove the backfi11 under the south end of the building (electrical penetration areas and control tower) and replace that material with an underpinning wall of reinforced concrete. When completed, this underpinning wall will be attached to the main structure I and will provide foundation support which extends to the undisturbed glacial till. The Applicant will also remove the backfill under the FIVPs and replace that material with a well-compacted granular fill topped by a concrete underpinning system. I Before the actual construction of the underpinning work commences, the main auxiliary building, the electrical penetration areas, the control tower and t.'ie underpinning will be subjected to a sophisticated, three-dimensional, finite-element analysis to verify that the structure can I resist the loads imposed on it by the construction of the underpinning. The analysis will also show that the underpinned structure as completed can resist the loads imposed on it during normal operation and during the I

I I postulated environmental and accident conditions set forth in the FSAR, including an SSE. The construction sequence to be followed in the I underpinning system calls for the installation of a temporary support system in a manner that will replace the present support provided by the backfill and which will avoid causing stru al distress to the existing building. To insure this, an E Xtensive displacement monitoring system will be utilized to detect unexpected structural behavior. After the temporary support system is completed and in place, all of the backfill under the control tower and electrical penetration areas will be removed and a massive permanent underpinning system of reinforced concrete walls will be constructed. When the I permanent system is completed, loads will be transferred to the permanent underpinning and maintained for approximately 90 days, during which time adjustments to the underpinning system necessitated by any deflection caused by settlement of the soil under the underoinning walls and by concrete creep and shrinkage can be made. Since the FIVPs are presently suspended from a structure.that is itself supported by the turbine building and buttress access shaft, the construction-phase underpinning will provide indirect temporary support for the FIVPs. Thus, the remedial work described above can proceed safely and I predictably. Presently, there is no evidence of any structural .I damage in the auxiliary building. The concrete cracks that lI

I exist in the building have been assessed by expert consultants as the result of normal volume changes in the concrete that~ are anticipated in structures of this type and size. The i monitoring of cracks will continue during and after the construction of the underpinning. Thus, every possible effort has been or will be expended to insure that the proposed underpinning can be accomplished safely and without impairing the existinc structure. Furthermore, the design of the underpinning will insure that the underpinned structure, when completed, will resist all loads required by the design critcria. As a result, the underpinned structure will be ftlly capable of performing its safety-related functions without undue risk to public health and safety throughout the life of the plant. I - I I i I g i lI i

I

I 1 REFERENCES

1. Consumers Power Company, Midland Plant Units 1 and 2, I Final Safety Analysis Report, Docket 50-329, 50-330

2. A.W. Skempton, "The Bearing Capacity of Clays," Building Research Conference Congress Proceedings, 1951

3. NAVFAC DM-7 Design Manual, Soil Mechanics, Foundations,

,g    and Earth Structures, Department of the Navy, Naval W    Facilities Engineering Command, March 1971 I 4. Woodward-Clyde Consultants, Test Results, Auxiliary Building, soil Boring and Test Program, Midland Units 1 and 2, Midland, Michigan, October 26, 1981 I

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TABLE AUX-1 I LOAD COMBINATIONS FOR THE AUXILIARY BUILDING I Load Combinations to Include the Settlement Effect in Concrete Structures

a. Normal Operating Condition:

U = 1.05D + 1.28L + 1.05T + P (1) U = 1.4D + 1.4T + P (2)

b. Severe Environmental Condition:

U = 1.0D + 1.0L + 1.0W + 1.0T + P g (3) U= 1.0D + 1.0L + 1.0E + 1.0T + P g (4) Loading Under Normal Conditions

a. Concrete:

U= 1.4D + 1.7L + P (5) U = 1.25 (D + L + H0+ +

• 0+ L (6)

                                           +

U = 1.25 (D 4 L + II0+

• 0+ L I U = 0.9D + 1.25 (H0+ ) + 1. TO+ L ('

,              U = 0.9D + 1.25 (H0+ ) + .0TO+Pg               (9)

For ductile mtment resisting concrete frames and for shear walls I ~ U= 1.4 (D + L + E) + 1.0T O+ 1.25H0+ L ( } U = 0. 9D + 1.25E + 1.0TO + 1.25H0+ L Structural Elements Carrying Mainly Earthquake Forces, Such as Equipment Supports lI l b. U = 1.0D + 1.0L + 1.8E + 1.0T0 + 1.25H0+ Structural Steel: L ( ' D+L+P (stress limit = f)s (13) D+L+TO+"O+E+Pg (stress limit (14) l ! = 1. 25 f ) l L - _

l I Table AUX-1 (Continued)

                                      +                           (15)

D+L+TO+N0+

                = 1.33f )

L (stress limit j s In addition, for structural elements carrying mainly earthquake forces, such as struts and bracing: D+L+TO+"O+E+Pg (stress limit (16)

                =

f) s Loading Under Accident Conditions

a. Concrete:

U= 1.05D + 1.05L + 1.25E + 1.0Tg+ 1.0HA (lU

                + 1.0R + 1.0P g U = 0.95D + 1.25E + 1.0Tg+ 1.0Hg+ 1.0R               (18)
                + 1.0P g N

U += 1.0R 1.0D ++ P1.0L + 1.0E' + 1.0TO+

• O II9)

I U = 1.0D + 1.0L + 1.0E' + 1.0Tg+ 1.0H A

                + 1.0R + P

( ' SH I ( U=+P1.0D + 1.0L + 1.0B + 1.0TO + 1. 0 I' g U=+ 1.0D + 1.0L + 1.0T0 + 1. 2 5110 + 1.0W' (22) L

b. Structural Eteel:

D+L+R+TO+NO + E' +P L (stress limit (23)

                = 1.5 f )s D+L+R+Tg+HA                          L shess Hmh    (24)
                = 1.5f s)

D+L+B+TO+NO+PL (strees limit (25)

                = 1.5f )

s I

                                    '   +

D+L+T

                           + 110+          L s   ess limh      (20
                = 1.5f s

I .I l t

I Table AUX-1 (Continued) I where U= I 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 American Concrete Institute (ACI) 318-71. I F Y

           = specified minimum yield strength for structural steel I       f s
           = allowable stress for structural steel; f   is calculated in accordance with the Americ5n Institute of Steel Construction (AISC) Code, 1963 Edition for design calculations initiated prior to February 1, 1973.

i f is calculated in accordance with the AISC, 1969 I Edition, with Supplements, 1, 2, and 3 for design calculations initiated after February 1, 1973. D = dead loads L = live loads P = Effect of jacking preload on structure R = local torce or pressure on structure or penetration caused by rupture of any one pipe T = effects of differential settlements, creep, shrinkage, and temperature T = thermal effects during normal operating conditions O H = f rce on structure due to thermal expansion of pires 0 under operating conditions I T g = total thermal effects which may occur during a design accident other than H, a I H g = force on structure due to thermal expansion of pipes under accident condition E = operating basis earthquake load (OBE) E' = safe shutdown earthquake load (SSE) I B = hydrostatic forces due to the probable maximum flood (PMF) elevation of 635.5 feet I

I Table AUX-1 (Cont.inued ) W = design wind load W' = tornado wind loads, including missile effects and differential pressure Note: For load combinatione 23-26, the maximum allowable ,- stress except for lo 11 areas that do not affect overall stability is limited to 0.9 F for bending, I bearing, and tension and 0.5 F for shear. The time phasing between loads is used where applicable to satisfy the above equations. l I l5 I

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M M M M M M M M M M M M L, M M M M M M TABLE AUX-2 BEARING PRESSURES AND FACTORS OF SAFETY Bearing Pressure (ksf) Ultimate Factor of Safety Bearing D+L D + L + E' Location D+L E' (peak pressures) Capacity (ksf) Min. Actl. Min. Actl. Underpinning Wall:

         - Electrical Penetration Areas              6.8 (11.5)        (+ 12.8)               44.0          3.0     6.5    2.0      2.2
         - Control Tower              8.8 (14.5)        (+   8.0)              44.0          3.0     5.0    2.0      2.6 l

Main Auxiliary Building 5.0 (9.7) (+ 5.2) 44.0 3.0 8.8 2.0 4.3

         - Feedwater Isolation Valve Dits         4.2 (4.2)         (+   5.9)              25.0         3.0      6.0    2.0      2.5 Notes:     1. Average net bearing pressures are given.

2. Bearing pressures in paranthesis refer to gross pressures.

3. D = 'ead load

4. L = 25% of live load

5. E' = Safe shutdown earthquake load

6. The ultimate bearing capacity in the feedwater isolation valve pit areas of 25 is the estimated minimum value.

_ c _ _ _ _ -

m M M M M M M M M M M M M M M M M M M TABLE AUX-3, SUMMArtY OF TEST BORING SERIES IN VICINITY OF THE AUXILIARY BUILDING UNDERPINNING Boring Date Series Performed Ptirpose of the Borings Technical Data Dames & June 1908 Preconstruction soils investiga- Standard sampler penetration test Moore February 1969 (N values), laboratory test for soil strength P February 1969 P-8, to locate sand layer under No samples (auger boring) turbine building 899, June 1973 Prestartup soil investigation Standard penetration test 900 (N values), limits, density, shear strength AX March, April Investigate character of fill Standard penetration test May 1979 beneath auxiliary building (N values), some grain size analyses and laboratory classification test OW, TW May, June Construction dewatering investiga- Standard penetration test 1979 tion (N values), grain si e analyses LOW September Installation of observation wells Standard penetration test October 1979 monitoring construction dewatering (N values), no laboratory testing system TEW July, Installation of construction Standard penetration test September, dewaterina wells (N values), no laboratory testing October, November 1979 COE April, May COE-17 and COE-18 to obtain samples Continuous, undisturbed sampling for tests regarding: underpinning for identification and engineering properties tests - see Woodward-Clyde Consultants report

I - 67 - TABLE AUX-4, AUXILIARY BUILDING UNDERPINNING PROPERTIES OF FILL AND HARD CLAY TILL Stratum F: Fill Median values of standard sampler penetration resistance, "N" values, in blows per foot; taken in underpinning zone below existing foundation: For Clay Fill, N = 13 blows per ft. For Sand Fill, N = 36 blows per ft. Stratum T: Hard Clay Till Median Standard Penetration Resistance: I N = 56 blows per foot Mediaa values of identification properties: liquid limit = 42 plastic l'imit = 20 natural water cont?nt = 20% Median shear .et_rength from undrained triaxial tests: Median Value of Testing Grouping Shear Strength ksf Boring No. 900 at auxiliary 3.7 building SUU tests between elevation 582 and 570 Dames & Moore overall strength 4.6 summary, Eight tests between elevation 680 and 540 Dames & Moore overall strength 9.5 I summary, 11 tests between eleva-tion 560 and 540 I Dames & Moore all 19 tests between elevation 580 and 540 7.2 I Above testing generally involves some sample disturbance. Tests by Woodward-Clyde Consultants in 1981 with less sample disturbance are as follows: Median Value of Test Grouping Shear Strength (ksf) I Eight UU test between elevations 580 and 540 7.3 I

Table AUK-4 (Continued) Median Value of Test Grouping shear Strength (ksf) Six CIU tests between eleva- 8.5 tion 580 and 540 All 14 undrained shear tests 7.6 Average value of undrained modulus of elasticity determinstions: From five UU triaxial tests with rebound-reload cycles, average value of E in range of deviator stress up to 1.5 ksf = 3,500 ksf. Average drained strength parameters: From two series of CIU triaxial tests by WCC, 1981: C' = 1.2 ksf, O' = 23 _ Typical Consolidation Properties: From six consolidation tests by WCC, 1981: Recompression Ratio: C = 0.016 (strain per log cycle of pressure) r/ (1 + "0) Virgin Compression Ratio: C c / (1 +

• 0) = 0.14 (strain per log cycle of pressure)

Coefficient of Secondary Compression: 0.0005 to 0.001 (strain per log cycle of time) 2 Coefficient of Consolidation: 0.002 cm /sec Preconsolidation Stress: 30 to 40 tsf I I I~ I I I I

I A-1 APPENDIX A SIGNIFICANCE OF CRACKS IN AUXILIARY BUII. DING

1.0 INTRODUCTION

Cracking is an inherent characteristic of concrete and the existence of c cs in concrete structures, whether reinforced or not, is not necessarily indicative of anything

 " wrong" with the structure itself. Thus, cracks are usually a
 " problem" only insofar as the appearance of the structure is concerned.

Concrete has a high compressive strength but a very low tensile strength. As a result, concrete structures are built with a number of different techniques depending on whether the structural concrete elements are designed for compressive loads or tensile loads. Where a concrete element must bear tensile stresses, the commonly used construction technique is to reinforce the concrete structural element with steel reinforcing bars. The resulting composite is called reinforced concrete. The auxiliary building's structural elements are mainly reinforced concrete. Concrete cracking may be caused by a number of factors including volume chcnges during curing, volume changes due to temperatu.e, and loads and imposed deformations such as differential settlement of foundations. - The only cracking which is a cause of concern with respect to structural safety are cracks indicating yielding and/or anchorage failure of the reinforcement, and shear or I compressive failure of the concrete. These cracks have I

A-2 I distinctive characteristics and can be diagnosed. The most common type c2 cracks, however, are caused by volume changes in the concrete and are not usually a concern to structural safety unless they result in corrosion of the reinforconent. The cracks due to volume change can also be diagnosed. It is therefore possible, with a high degree of reliability, to distinguish volume change cracking from cracking indicating structural distress. 1.1 VOLUME CHANGE CRACKING The mos? common type of cracking in concrete 7 the result of volt.me changes in the concrete caused by loss of water and tempe.rature differentials. These processes commence as soon as the concrete is cast. Concrete is a mixture of cement, fine and coarse aggregate, and water. As soon as the concrete is cast, the water begins to diffuse to the surface. The concrete closer to the surface loses more water than does the interio. l g concrete. Consequently,-the outside concrete shortens or l l shrinks at a raster rate than does the interior concrete. At l the same time that the water is being lost, the hydrat' ion of the cement (the chemical reaction which causes concrete to IE E harden) takes place. The chemical reaction creates a j temperature differential between the surface and interior of < l . the concrete which causes the interior to expand faster than the exterior. This process, therefore, enhances the effects of shortening or shrinkage of the concrete.

A-3 I Neither the crack widths nor their observed orientations or patterns indicate or suggest that they were caused by settlement-induced stresses (imposed deformations). Furthermore, the amount of differential settlement observed in the auxiliary building is of a magnitude commonly experienced in construction. Such differential settlement is not likely to cause detrimental structural effects. Thus, the cracks observed in the auxiliary building are without structural significance and do not impair the safety of the building. The auxiliary building cracks have been mapped. (See Figs. AUX-9 through AUX-20.) The floor slab cracks in the auxiliary building are approximately 0.02 inch wide or smaller. These cracks are concentrated in the vicinity of horizontal discontinuities. Furthermore, the intermediate floors exhibit more cracking than upper floors. These observations are compatible with normal, anticipated volume change cracking in the cu. crete. In general, the wall cracks are approximately 0.020 inch wide or smaller.* The wall cracks generally occur near horizontal discontinuities, such as door openings, I I *In the first crack survey (April 1979) the width of cracks at two locations in the control tower was recorded as 0.030 inch. In subsequent surveys, the maximum width of these cracks was reported as 0.020 inch. I

A-4 I The strength of concrete increases from a low value as the drying shrinb ge and hydration of cement progress Both volume changes, i.e., shrinkage and thermal expansion, create internal tensile stresses. These tensile stresses may exceed the tensile stress of the concrete which is low shortly after the concrete is cast and may therefore result in cracks which are not usually of any structural I significance. Reinforcement of the concrete will not prevent volume change cracking. Because of its stress transmitting behavior, however, reinforcement does assure relatively small crack spacings and crack widths. Reinforcement can also retard further opening of cracks. 1.2 CRACKS CAUSED BY LOADS OR IMPOSED DEFORMATIONS Cracks caused by loads or imposed deformations occur wherever the tensile strength of the concrete is exceeded. As long as these cracks are crossed by adequate reinforcement, the safety of the structure is not impaired. These cracks can be identified through their orientations with respect to the tensile stresses in the structure caused by loads and/or imposed deformations. 2.0 CRACKING AND SETTLEMENT The cracking observed in the concrete walls and floor slabs in the auxiliary building exhibit characteristics consistent with normal volume-change cracking of concrete which is anticipated in structures of this type and size. I

A-5 I penetrations, or construction joints. Except for a few discontinuous short cracks, the wall cracks are vertical rather than diagonal or horizontal. As a result, no conclusive correlation between these cracks and a possible loss of support caused by settlement of the fill under the south portion of the building can be established. 2.1 FLOOR SLABS

2.1.1 Eleva'

ion 654 I The floor slab at elevation 645 of the control tower is 12 inches thick (without inclusion of the 3-inch deep corrugated steel deck) and is sJpported by steel beams spaced every 6 feet. (See Fig. AUX-9) The slab runs north-south in the area exhibiting the cracks. Slab reinforcenent consists of 3/4-inch diameter steel bars spaced every 12 inches at the top and bottom of the slab. Intermittent cracks have been observed to extend from the corners of some electrical recesses. The cracks are located between two large floor openings, and all but three of the cracks generally run in a north-south direction. As a result of the openi ;s, there is no external restraint that would be expected to produce significant east-west tension forces in the crack vicinity. Moreover, since the cracks predominantl. run in the north-south direction, it can also be concluded that they were not caused by any north-south tension forces. Thus, because of the crack pattern in relation to the floor recesses and the absence of a postulated force explanation, it is concluded that the north-south cracks are

A-6 caused by nor .. and anticipated volume change in the concrete.

            .ree of the cracks are inclined. These cracks do not reduce structural strength of the slab. The ori7inal design assumed that concrete in tension was cracked. o rimary tension (although there should be no large east-west tension) and bending tension are transferred across the cracks by the reinforcing bars. The three inclined cracks are intersected by east-west and north-south reinforcing bars which act like stirrups for the in-plane shear. The 3-inch deep by 18-gage steel deck is capable of carrying many times the design vertical shear load. In addition, vertical shear capacity of the floor slab greatly exceeds the design shear. Therefore, the existing crack on the slab will not impair structural safety.

2.1.2 Elevation 659 The control tower floor slab at elevation 659 is 12 inches thick and spans steel beams that are approximately 5 feet apart. (See Fig. AUX-10.) Reinforcement consists of 3/4-inch diameter bars spaced every 12 inches each way, top and bottom. The reinforcement is in the east-west and north-south directions. Cracking was observed between column lines G and H. < The majority of the cracks were located between column 'ines 7.2 and 7.8. Four of the cracks run in a northeast-southwest direction. The other crack runs in a north-south direction.

E A-7 The four northeast-southwest cracks orginate at or P near corners of openings in the floor. The widths of these cracks are similar. These observations are compatible with the effects of restrained volume changes of the concrete. The north-south crack runs from the corner of a floor opening *o the fuel pool wall. This is also consistent with cracking caused by volume changes in the concrete. The observed cracks wiL1 not impair the ability of the slab to resist forces within or perpendicular to the plan of the slab. 2.2 WALLS 2.2.1 Control Tower East Wall The control tower east wall at column line 7.8 is 3 feet thick. Each face contains 1-3/8-inch diameter bars spaced 9 inches center to center for vertical reinforcement and 12 inches center to center for horizontal reinforcement. (See Fig. AUX-ll.) Vertical cracks were recorded approximately between elevations 614 and 646. An inclined crack extending from elevation 614 near column line Hk up to the corner of a wall penetration was also recorded. All of these cracks are com-patible with estrained volume change of the concrete as being the cause of a cracks. The existence of these cracks does I not impair the structural integrity of the wall. 2.9.2 Control Tower West Wall The control tower west wall is of similar construc-tion to the east wall as described above. (See Fig. AUX-12.) i

I A-8 I One crack above elevation 634.6 was recorded. This vertical crack was 0.010 inch wide. The crack is attributed to normal volume change of the concrete and will not reduce the strength or compromise the structural integrity of this wall. 2.2.3 Partition Walls The walls shown in Fig. AUX-13 are partition walls. They are not attached to the slab above them. Vertical cracks at the location of a steel column in each wall have been mapped, aa A other short, intermittent cracks were recorded between column lines H and Kc. The nonstructural walls were placed after the structure was completed. These recorded cracks are attributed to normal volume change in the concrete and are not structurally significant. 2.2.4 Electrical Penetration Area Walls Electrical penetration area walls along column line K are 3 feet, 6 inches thick with 1-3/8-inch diameter rein'_orcing bars spaced every 9 inches horizontally and l vercically each face. (See Figs. AUX-19 and-20.) The cracks that are mapped on these walls are essentially vertical and, for the most part, located in the middle third of the wall height. There are no cracks recorded above elevation 674, which is where the largest tension would be expected to occur as a result of any settlement of these walls. The cracks , observed are in the vicinity of horizontal discontinuities. These observations lead to the conclusion that the cracks are the result of normal volume changes in the concrete. I

A-9 Transferring vertical shear across the long vertical cracks between column lines 8.6 and 9.1 and between 4.5 and 5 is not a problem because the shear forces between these pairs of column lines are small and the shear at the cracks will be redistributed. The shear is small because the electrical penetration areas will be supported by underpinning along their length. Thus, these cracks are not structurally significant. 2.3

SUMMARY

The cracks observed in the walls and floor slabs of the auxiliary building can all be attributed to normal volume change in t aoncrete. Cracks such as those observed are anticipated -in structures of this type and size. Crack observations and reported settlement data support the co.clusion that most cracks occurred during or soon after construction, before the concrete had reached full tensile strength. Furthermore, the types of cracks observed will not reduce the strength of the auxiliary building or impair its ability to resist imposed loads. 3.0 SIGNIFICANCE OF RESIDULL STRESSES l The foundation of the auxiliary building control I tower and electrical penetration areas will be underpinned as discussed Sec'. ion 4 of the main body of this testimony. < Stresses in the underpinned structure will be recalculated according to th>. new boundary conditions which will exist upon completion of the underpinning work. The underpinned iI i l I

I A-10 structure will be reevaluated in relation to the appropriate design load combinations and allowable strengths. It is the intention of the designers that the underpinning walls will provide support for the building in place of the backfill material that was originally intended to provide that support. The design jacking loads will be selected with the aid of finite-element analysis to assure that the internal structural member forces are within the allowables. As a result, appropriate support for the backfill-supported portions of the building will be provided by the underpinning. While there may be recidual stresses associated with this effort, they do not affect the strength of the structure. Residual stress has to be interpreted in terms of

  - its effect on the behavior of the structure. To combine residual stress with calculated design stress in every case is improper because the desirin and residual stresses have radically different physical significances and because such an approach can lead to incorrect structural conclusions.

The physical significance of a hypothetical residual stress in the reinforcement may be illustrated in relation to the loading history of a reinforci.ng bar encased in a short concrete prism as shown in Fig. AUX-AlA. It is assumed that axial tension is applied on the bar in the sequence indicated by Fig. AUX-AlB. Starting from zero load (1) the bar is pulled to a force corresponding to one-half its yield stress (2). Then the external force is removed (3), to be reapplied I

A-ll to the previous stress level (4) and continued to the yir'_d stress (5). The extension measured over the gage length shown in Fig. AUX-A1A varies with the applied force as shown in Fig. AUX-A2A. Cracking occurs at force T c at section B (Fig. AUX-A1A). The bar is loaded to a force T corresponding to 2 one-half the yield stress of the steel. Beyond force T c the extension increases at a faster rate because the contribution of the concrete to the overall stiffness is significantly reduced. A free-body diagram of the specimen in Fig. AUX-A4 I demonstrates the equilibrium cor ditions along the axis of the bar. The external force T is balanced by the internal bar 2 force A gFs2* When the external tensile force is removed in stage (3), the measured extension does not return to the origin (Fig. AUX-A2A) because the crack does not close completely. The residual crack width is due primarily to the lack of fit of the concrete surfaces bounding the crack. Thus, although the external force is removed, a tensile stress f rem ins in s3 the bar. As shown in Fig. AUX-A4B, the residual tensile g 5 stress in the bar is balanced by compressive. stress in the concrete. The crack remains "open" but the two concrete surfaces bear on each other at various points (Fig. AUX-A3C). If the external force is reapplied to its previous , level, measured extension increases (Fig. AUX-A2A). The two lI

concrete surfaces bounding the crack move away from each other

I A-12 and points of contact are eliminated. At stage (4) the system returns to the same extended state it had in stage (2) as shown in Figs. AUX-A3B and AUX-A3D. The horizontal equilibrium condition (Fig. AUX-A4C) is the same as it was in stage (2). In effect, the residual stress is erased from memory. Under continued loading to stage (5) , the structural element responds as it would have if it had been loaded with stress increasing monotonically from the very beginning. The yield stress of the bar is reached. The fact that a residual stress existed in stage (3) has no influence on the strength of the specimen. The fallacy in the procedure of combining internally balanced residual stresses with design stresses to evaluate the acceptability of a structural system is demonstrated by applying that approach to the case considered. In stage (3), the bar has a finite residual tensile stress (Fig. AUX-A2B). Viewed in the light of cumulative stress, the condition would imply that the specimen is not as strong as in stage (1). This conclusion is false because it ignores the actual behc.vior of the specimen. Test results on reinforced concrete members verify that residual stresses in a cracked member do not affect the - strength of the member (See Reference 1). The most common type of reinforced concrete testing examines the behavior of bea.ns subjected to a repeated moment reversal as in a load program simulating earthquake effects. Consider the i

I A-13 E reinforced concrete beam shown in the lower right-hand corner of Fig. AUX-AS. The load P was applied in both directions (up and down) alternately to develop the load-deflection history in the figure. The condition of the beam at point A (after the first full cycle) is that of a beam that has experienced flexural yielding in both directions. It is fully cracked, but on reloading it goes on to develop larger strength. An idealized version of crack developments during the first cycle is shown in Fig. AUX-A6. As an example of behavior under cyclic loading of reinforced c acrete test structures, the response of a reinforced concrete " box" was observed and reported by Umemura (see Reference 2). The specimen was reinforced and loaded laterally as shown in Fig. AUX-A7. The measured relationship between lateral load and displacement at load level is reproduced in Fig. AUX-A8. The curve labeled "e-function method" represents the calculated flexural response of the specimen. The walls of this structure developed flexural and shear cracks in the first cycle, having been loaded to approximately 30 tons. The cracks developed in both directions under loading. Nevertheless, the strength of the system was not reduced in relation to its calculated strength. The two test results described abote for a beam and for a wall demonstrate that cracking of properly constructed, reinforced concrete structures does not affect their strength. As long as an adequate amount of anchored reinforcement crosses the crack, the crack will not adversly affect the I

~ w. I A-14 5 strength of the structure. Had this not proved to be true by experience in the field and in the laboratory, reinforced concrete would not have survived as a structural material. Existence of cracks in a member, unless the member is inadequately reinforced for shear, does not prevent the member from developing its expected strength in later cycles. The laboratory and actual earthquake experience record of reinforced concrete members subjected to combinations of flexure and axial loads indicates that the behavior of beams after the first cycle is fully adequate. Crack width calculations are typically used as an index for determining serviceability and/or durability of a structure. For this purpose, the use of the crack width estimate value is relevant and acceptable. But crack width measurements are not used to determine stress in the reinforc-ing bar, although they may be useful for inferring whether and to what extent yielding may have occurred at a given location. There are several reasons why measured crack widths are not sound or valid indicators of stress in the reinforcing bars. First, the operational definition of crack width is ambiguous Cracks are not usualli clean breaks; cracking is basically a discontinuous process over time within the member. In addition, crack widtb varies along tne length of the crack - and through its depth. Second, the measurement techniques for determining crack widths contain inherent uncertainties amounting to approximately +0.005 inch. Under such

onditions, it is not sound practice to use crack width as an I

I A-15 indicator of stress in the adjacent reinforcing bar. While crack width measurements and calculations may be useful for predictions of serviceability, they should not be used for predictions of structural performance.

4.0 CONCLUSION

tirst, the types of observed cracks in the auxiliary building can all be attributed to normal volume change in concrete. The observed conditions do not suggest any deteriorations or distress which would indicate any deviation from normal design conditions. Thus, the observed cracks and reported settlement do not support any conclusion other than that this structure has remained, and will remain, in sound condition. With additional vertical support provided by the underpinning, this conclusion is further substantiated. Second, sound application of fundamental engineering practice precludes inclusion of a term for residual stresses suggested by cracking in load combinations. I 1 I I l l lI I i

I A-16 I REFERENCES l I 1. Blume, Newmark, and Corring, Design of Multi-Story R/C l 'a Buildings for Earthquake Motions, Portland Cement

             ^s" ci^ti n, sk xie, Iiiin is- 196 I
                                                                         )

2. Umemura, et al, Experimental Studies on Concrete Members, I

i Faculty of Engineering, Department of Architecture, University of Tokyo, December 1977 I I I I I II I I lI I . I 'I lI I

I B-1 1 APPENDIX B I STRUCTURAL ANALYSIS 1.0 STATIC MODEL A finite-element computer model has been developed to determine the magnitude and distribution of internal forces within the structure. External load conditions are discussed in Subsection 7.4.1 of the auxiliary building testimony. Internal force distribution is achieved by solving a series of

 " force-equals-s tif fne s s-time.?-displacement" equations. The equations are written in matrix form to facilitate computer solution.

A three-dimensional, analytical model representing the elastic behavior of the auxiliary building under load serves as the basis for the static force-displacement equations. The model is an assembly of finite elements connected at nodes between adjacent elements. Underpinning is included in the model. The resulting model for the auxiliary building structure with underpinning has approximately 4,500 elements, over 3,000 nodes, and is represented by approximately 15,000 equations. Several types of elements common to contemporary finite-element theory are used to model the structure. The ruodel consists primarily of plate elements. Beam elements are - used to represent beams and columns. Boundary elements are used at the soil-structure interface. Smaller element sizes are used in the areas south of column line G to attain better I

I B-2 I structural definition in the portion of the building supported by underpinning. 2.0 SOIL BOUNDARY SPRINGS Soil support of the structure is represented by 600 springs. One vertical and two horizontal springs are assigned to each soil-structure interfacing boundary node. The time dependency inherent in the soil stress-strain relationship requires that three conditions be investigated. For all load cases except short-term loading and settlement, the traditional soil springs are used. These spring constants are derived from values representative of the glacial till existing under the auxiliary building. For long-term loads and settlement, the spring constants are obtained by dividing the long-term load condition by the corresponding predicted soi] settlements. Determination of the proper spring constants is an iterative procedure since the spring constants are required to calculate the boundary nodal forces which are in turn required to determine the predicted soil settlements. Short-term loads are due to wind and earthquakes. Short-term vertical and horizontal spring constants are determined using the dynamic soil moduli at the expected strain range and elastic half-space theory in accordance with BC-TOP-4-A (Reference 1) 3.0 COMPUTER ANALYSIS The proprietary Bechtel Structural Analysis (CE 800) Program (BSAP), a computer program, is used to formulate the I

I B-3 force displacement equations, to synthesize the force and stiffness matrices, to solve the matrix equations for the nodal displacements, and to calculate the element shears, axial forces, and moments for the individual load cases. BSAP-POST (CE 201), which is also proprietary, is used to combine the individual load case solutions. BSAP is a general purpose, finite-element computer program for the analysis of structural systems subject to static, dynamic, and thermal loads. The program incorporates an extensive library of beam, plate, and solid elements, such that virtually any type of structure can be represented. Static loads that may be considered include nodal forces, distributed pressure, differential temperatures, and boundary movements. Use of the program requires development of a finite-element analytical model of the structure under consideration. The BSAP program utilizes the direct stiffness finite-element approach. Individual " finite" elements have element stiffness relations that relate element nodal displacements and forces. The element stiffness matrix is a function of element geometry, material properties, and the assumed displacement functions for the element. type. The individual element stiffness equations are usually calculated in the local element coordinate system and then transformed < into the global system of equations. The very large set of linear, simultaneous equations formulated for the auxiliary building are solved. I

I B-4 I BSAP-POST, which is a general purpose, post-processor program for the BSAP finite-element analysis program, is used to process the output from BSAP and display this data (graphically and/or on a line printer) and perform additional calculations. BSAP-POST consists of a number of modules that can be used independently or sequentially to display or process the contents of a data base under the control of an executive supervisor program. Each module in BSAP-POST is compatible with every other module, and initiates the execution of each module when required by input data supplied by the user. Different versions of the analytical model corresponding to different soil spring constants and support configurations are used in the static a.lalysis. Strength checks are performed on the structure for the internal forces determined by the computer analysis described above. These checks are in accordance with the codes specified in FSAR Subsection 3.9.6.2. For special cases, the OPTCON subroutine, a module of BSAP-POST, will be used to analyze reinforced concrete elements and compute the stresses in the concrete and reinforcing steel. The type of loads and effects considered by OPTCON are as follows:

a. Bending moment

b. Membrane forces

c. In-plane shear forces

d. Through thickness thermal gradients I

B-5 After completion of the OPTCON analyses, the W resulting computed stresses are compared to the allowables ) I values. 4 I I i lI I I I I I I I I - lI 1 I .I l

                                            -.                                                                                 . ..     . _ , . = . _ - ._.

. I B-6 i 4 l REFERENCE ~

1. Bechtel Power Corporation, Seismic Analyses of Structures and Equipment for Nuclear Power Plants, Revision 3, 1

I I November 1974 (BC-TOP-4-A) 1 iI iI i lI jI i !I iI I I I I !I l I I

  - , , . _ - - - _ . . - - , , ,    -.n__c-n... - ,,.-. ,, - , ,_ - . . ,- . - . _ , , , , , - - . _ . - - - - . . - . -

I I SS: State of Michigan County of Washtenaw UNITED STATES OF AMERICA I NUCLEAR REGULATORY COLMISSION ATOMIC SAFETY AND LICENSING BOARD In the Matter of ) Docket Nos. 50-239 OM I CONSUMERS POWER COMPANY

                                             )
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50-330 OM Docket Nos. 50-239 OL 50-330 OL I (Midland Plant, Ur.ts 1 and 2)) AFFIDAVIT OF EDMUND M. BURKE My name is Edmund M. Burke. I am a partner in Mueser, I Rutledge, Johnston & DeSimone, (MRJSD), a firm of consulting e7gineers which has been retained by Bechtel Power Corporation in cornection with the proposed underpinning of the Service Water Pump Structure (SWPS) and I the Auxiliary Building. An outline of my education and professional qualifications is attached to this affidavit (Attachment A), and a brief description of the experience and qualifications of my firm, MRJ&D, is also attached (Attachment B). I have been designing and inspecting installation of under-I pinning for 28 years. This specialized work began in 1953 with design and inspection of the underpfnning and jacking up of two 144-foot diame'ter steel tanks. My experience extends through the intervening years in over two dozen underpinning jobs (see Attachment B). A high-I light involved the 1963 design of intricate underpinning and procedures for installation of jacked piles and piers to deepen the support level of the 150 year old foundation of a portion of the House of Representatives I wing. This work permitted construction of new access and facilities for the Congressmen. Another assignment was the inspection in 1955 of underpinning at the Savannah River Plant for atomic fuel in Aiken, S.C. I The firm, incidentally, has been a foundation consultant continuously since that plant's original construction. The 1955 work consisted of construc-ting four underpinning piers under a process building and raising it with 300-ton hydraulic jacks to restore it to level. In 1973, for the Savannah River Plant, I designed a 20-foot deep equipment pit beneath an existing high-security process building. I The pit was formed by a continuous perimeter of underpinning piers to protect nearby facilities. I designed underpinning in 1974 for a long ornamental wall adjacent to the National Gallery of Art in Washington, D.C. This work was accomplished without damage to the heavy, marble-faced structure. I 1 I

I I 14y current designs are for underpinning the National Press Club, National Theatre, Willard Hotel and Washington Hotel in Washington, D.C. I have given three lectures to the American Society of Civil Engineers New York section, and the Transportation Research Board. My I technical papers have been published by American Wood Preservers Institute and the American Concrete Institute. I I am primarily responsible for Section 4 (" Construction of Underpinning") in both the SWPS and Auxiliary Building testimony. I believe that by virtue of the education and experience set forth in this I affidavit and in the attached resume, and as a result of my personal involvement in the design work which MRJ6D has done on this project, I am qualified to testify as an expert with respect to the construction of the Midland SWPS and Auxiliary Building Underpinning. I swear that the statements in this affidavit and in those portions of the SWPS and Auxiliary Building te tirony for which I I am responsibile are true and correct, to th beht of my knowledge and belief. m I I I I I  ; I P 'r:rf .d c , -

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1 l MUESER RUTLEDGE-JOHNSTON-8 DESIMONE Consuutny Engineers EDMUND M. BURKE l; Partner-Mueser, Rutledge, Johnston & DeSimone I rducation l Manhattan College, BCF 1949, Civil Engineering lE3 New York University, MCE 1953, Civil Engineering i Columbia University, Graduate Studies 1954-55, Civil l Engineering , Professional Engineering Registration New York (1954); Nea Jersey (1975); Massachusetts (1976); i Pennsylvania (1976): North Carolina (1977); District of Columbia Affiliations 3 I American Society of Civil Engineers American Concrete Institute American Consulting Engineers Council j American Road & Transportation Builders Acsociation i Prestressed Concrete Institute ! The Moles l Construction Specifications Institute j Rscord l New York State Department of Public Works, 1949-51 j I Corbett, Tinghir & Company, Inc. Engineers, 1951-53 Mueser, Rutledge, Johnstcn & DeSimone, 1953: Associate 1971; Partner 1973 i ! Experience and Specialization } In charge of foundation design, drawincs and specifications and of construction inspection on the foll'owing MRJD proj ects : Military Park (Newark) underground garage 1960-61 South Mall (Albany) 20 acre main platform and tunr.els;

.                      Tunnel into caoital including underpinnirig 1965-72

{ Manufacturers Hanover Trust Building (M.Y.) 1966-67 . j U.S. Embassy Building (Bangkok) underpinning 1972 and 1974 1 National Gallery of Art East Building (D.C.) 1973-75 j I Newark Eay Sewage T~eatment Plant expansion: geologic investigation, field tests and foundation recommenda-tions 1974-75 j Aramco: transmission line foundations, buildings, highway l bridge (Saudi 1rabia) 1976 to date Mortheast Corridor Improvement Project (Boston-Washington) 1977 to date iI Specialized in design, detailing, construction procedures, < 1 astimating and inspection of construction for: founda-tions of buildings , bridges, industrial structures, tunnels, bulkheads and other waterfront facilities,

 !I                retaining structures, underpinnlag for buildings,*

sheeting and bracing for sewers and water mains: inves-i j tigations and reports on causes for damage to structures;

]                  waterproofing design and corrective measdres; investiga-
 ;                 tions, reports and recommendations for railroad trackbed,
  !                bridges, tunnels.

I . Attachment A

I Mueser, Rutledge, Johnston & DeSimone I The firm of Mueser, Rutledge, Johnston and DeSimone, Consulting Engineers (MRJ&D), has been retained to perform design services for the Auxiliary Building and SWPS perimeter underpinning wall. The firm has continuously practiced the arts of foundation, geotechnical, and structural engineering since its founding in 1910, and is the leading U.S. foundation and underpinning engineering firm. The firm has assisted, or is presently engaged, in work on some of the more significant construction pro-jects of the century, and in work on some of the nation's best-known structures. Among these projects are the founda-tions for the Apollo Space Program's Vehicle Assembly Building in Florida, one of the world's largest buildings; the founda-tions for the extension of the East Front of the U.S. Capitol; subsurface planning and studies for the new Wash-ington (D.C.) Metro transit system; foundation designs for the headquarters structures for the United Nations, NYC, United States Steel Corporation, Pittsburgh, Pa., Chase Manhattan Bank, NYC, and the Prudential Insurance Company, Newark, N.J.; and major port and waterfront developments in the U.S. and overseas. A more complete list of the firm's current and recent underpinning projects is included at the end of this Attachment. The projects which are marked with an asterisk are thoce in which I personally have been involved. The firm has established its world-wide practice by providing solutions for difficult and unusual foundation problems. Its projects include foundations for buildings, lI Attachment B

I bridges, powur and wastewater treatment plants, and a wide range of industrial facilities, subways, airfields, graving docks, piers, bulkheads, and other marine and heavy structures, including dams and reservoirs. On many heavy construction projects, the firm provided complete structural design. In addition, the firm has been actively engaged in the reclama-tion of marginal land for all types of urban projects. The partners, associates, and staff, past and present, have made a number of significant contributions to the theory and practice of foundation engineering, and to the develop-ment of the science of soils engineering in recent decades. The early inventions of the founder of the firm made possible the foundations for many of the skyscrapers in lower Manhattan. Later developments by the firm included the patented dome-type caisson-dredging wells used for the first time on the San Francisco-Oakland Bay Bridge, which stands in deeper water and has deeper foundations than any previous structure. MRJ&D also developed the firm's patented sand drains, in common use today for stabilization of com-pressible subsoils. The design of underpinning has been one of MRJ&D's principal specialties for over two-thirds of a century. The firm has solved a wide variety of problems in this field, including deep foundations in crowded urban areas. MRJ&D planned one of the largest underpinning pro-grams ever undertaken in a single building to make possible I

an elevator lobby, escalator, and corridor connecting the House of Representatives Chamber in the U.S. Capitol with the subway leading to the Rayburn House Office Building. Other underpinning work has been designed by MRJ&D for the Senate side of the Capitol, the reconstruction of the East Front, and the Senate Office Building. The firm has designed and inspected underpinning work on industrial and power plants, subways (including review of the entire Washington Metro system's underpinning designs and large parts of New York City's subway system), piers, bridges, boiler stacks, and dozens of buildings from an atomic test bevatron in California to the U.S. Embassy Building in Bangkok, Thailand. It has designed replacement procedures for damaged and failing piles under occupied buildings. MRJ&D has handled many unique, special problems, including the moving and 90-degree rotation of an eight-story telephone building while employees remained at work inside. Long distance telephone, water, cas, sewage, power and elevator services continued without interruption. Mueser, Rutledge, Johnston & DeSimone is often called in to investigate and correct structural problems and difficulties threatening foundations or structures the firm did not design. In carrying out the design work for the Midland Auxiliary Building and SWPS underpinning walls described in the attached testimony, MRJ&D has drawn on its long and extensive experience with difficult foundation problems of all kinds.

M M M M M M M M M M M M M M M M M M M

SUBJECT:

UNDE R PINNING TYPE SCOPE OF FILE OF PROJECT OWNER CLIENT LOCATION ENGINEERING SERVICE DATE NO. 96th Street Bridge City of New York Mathews & Chase New York City Review of underpinning of bridge abutment 1972 40i2 to facilitate new tunnel construction O U.S. Embassy Department of Departthent of Bangkok, Underpinning of older portion of building 1972 4153 Building State State Thailand due to differential settlement Subway Route 1314 New York City Fit z pa t ric k - Queens, N. Y. Underpinning of 8 buildings along route, 1975 4398 Section 6 Transit Authority Schiavone 5 on piers to rock 1 piers to rock and bracket piles, I concrete cutoff wall to rock, I jacked caisson and pile U. S'. Senate Office U.S. Architect John Carl Warnecke Wa shington, D. C. Underpinning of existing concrete moat 1976 4399 Building of the Capitol & Associates wall to facilitate extension of subway tunnel into the building W New IIaven City City of New Haver: Cahn Engineers New IIaven, Conn Underpinning specification review and 1975 4600 ~ Hall c ons ultation United States U.S. Architect Poor, Swanke, Washington, D. C. Unde rpinning of U.S. Capitol, west front 1978 4875 Capitol of the Capitol liayden & Connell Senate and House sides for the extension and Robert & Comp of the west central front P' h e

                                                      *M N

0 O

m,e e m M M M M M M M e m

SUBJECT:

UNDE R PINNING TYPE SCOPE OF F.1 L E OWNER LOCATION ENGINEERING SERVICE ,yATE b d. OF PROJECT CLIENT M Grane and Building Roanoke Electric Roanoke Electric Roanoke, Va. Underpin crane and building columns to 1969 1634 Columns Steel Steel permit construction of deep foundation Plant E. I. Du Pont de E. I. Du Pont de Pa rlin, N. J. Underpinning of existing building for 19e:7 i 1728 Nemours & Co. Nemours & Co. future extension, all done with no interruption of plant operation Newspaper Plant Washington Daily Coakley & Booth Wa shington, D. C. Underpinning of adjacent church to 1956 1772 Addition News Building facilitate new cons tructica General Office Kimberly-Clark Skidmore, Owings Neenah, V isc. Underpinning of several columns which 1956 . 1775 Building Co r po ration & Merrill experienced settlement , d Corporate Buildihg Prudential Voorhecs, Walke r, Newark, N. J. Underpinning of adjacent building to 1957 1786 Insurance Co. Smith 6 Smith facilitate new construction of America

• i M Pier 3, North River United Fruit United Fruit New York City Underpinning of bukthead shed and offices 1958 204t Company Company ,

Bevatron University of University of Be r keley, Underpinning the inner portion of the 1962 215 9 Foundation California California California bevatron , i United States U. S. Architect DeWitt, Poor & Washington, D. C. Underpinning of U.S. Capitol East Front 1962 ' 216 5 Capitol of the Capitol Shelton steps and facade walls. i i o

                                                 'W.

• e e

8

SUBJECT:

UNDERPINNING TYPE SCOPE OF FILE OWNER C LIENT LOCATION ENGINEERING SERVICE DATE NO. OF PROJECT U.S. Architect DeWitt, Poor & Wa s hington, D . C. Underpinning within the west side of the 1964 2270

       #* United States Capitol                     of Ge Capitol     Shelton                               Ifouse of Representatives by Jacked piles and piers
                                                                                                                                                             ^

Corporate Building N. Y. Life Turner Construc- New York City Underpinning of adjacent building to 1961 2340 Insurance Co. tion Company facilitate new construction Chemical Plant General Aniline General Aniline Gras selli, N.J. Replace acid damaged piles supporting ~ 1961 2341 Corp. Corp. chemical building footings Building Metropolitan Kaiser Engineers Los Angeles, IJnderpinning to facilitate subway 1962 2480 Transit Authority California construction , 4 Office Building Home Insurance Office of Alfred New York City Underpinning of adjacent buildings to 1963 2694 , Company Easton Poor facilitate new construction M State Capitol Office of General liarrison & Albany, New York Underpinning of existing State Capitol 1972 3010 Building in Albany Services, State Abramovitz Building wall and columns to facilitate of New York new tunnel connection and escalator ins talla tion. Design and field supervision

• Paper Plant Champion Champion Papers, Canton, N.C. Replacement of deteriorated foundation 1964 3046 Papers, Inc . Inc . pile s v

M h e

                                                            '8 e

O e

• 4

m M M M M M M M M M M M M

SUBJECT:

UNDERPINNING TYPE SCOPE OF FILP OWNER LOCATION ENGINEERING SERVICE DATE NO OF PROJECT CLIENT M 37 Street Telephone N. Y. Telephone Kahn & Jacobs New York City Underpinning of adjacent apartment 1964 3081 Building Company building to facilitate new foundations O* Building Wa s hington WMATA Wa shington, D.C. Review of all engineer. designed under- 1970 3291 Foundation Metr opolitan pinning for Washington D. C. subway to date Area Transit Authority N East Building and National' Calle ry I. M. Pei & Washington, D. C. Underpinning of existing building to 1974 3599 Connecting Link of Art , Partners facilitate new sub-basement construction Newspaper Reporter IIaines Lundberg White Plains, Underpinning of existing building to 1969 3629 Addition Dispatch Co. & Waehle r New York permit construction of mat foundation at lower level Building E. I. Du Pont de E. I. Du Pont de Wilmington, Tunnel construction neces'sitated the 1969 3634 Foundation Nemours & Co. Nemours & Co. Delawar e underpinning of one of the buildings 4% Club Dining Shenorock Shenorock Rye, New York Underpinning of partially collapsed 1969 3676 Building Shore Club Shore Club foundation seawall

                                               $chtad b                                                                                             3676
 # Brewing Plant          American Can          E'.uir Brewing     Brooklyn, N. Y.             Pile supported underpinning to replace    1969 Company               Company                                    . deteriorated piles t                                                                                                                                                -

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M M M M M M M M M M M SU B.iECT: UND E R PINNING TYPE SCOPE OF FII E OF PROJECT OWNER C LIENT LOCA TION ENGINEERING SERVICE DATE NO. Brick Stack American American Eliza be tht on, Underpin 200 foot high leaning boiler 1947 1010 B emberg Corp. B emberg Corp. Tennessee house stack Building Merchants Club Cross & Cross New York City Rehabilitation of basement 1948 1082 Ho spital Memorial and B. F. Parrott Co. Roanoke, Va. Underpinning of existing occupied building 1954 1500 Crippled to p :rmit foundations of new building at Child r en's lower level Hospital M* Roosevelt Avenue City of New York City of New York Queens, N. Y. Rehabilitation of bridge foundation 1955 1544 , Bridge Y 20 Broad Street ' 20 Broad Street Kahn & Jacobs New York City Underpinning of existing caissons to 1955 1574 Building General Realty pe'rmit reuse in new building foundations Corp. Pigment Plant E.I. Du Pont de E. I. Du Pont de Newark, N. J. Sectional pipe pile underpin 2ing in tight 1956 1656 Nemours & Co. Nemours & Co. headroom M Corporate Chase Manhattan Skidmore, Owings New York City Underpinning of adjacent building to 1958 1658 Building Bank & Merrill facilitate new construction Y CIT Building CIT Corporation IIarrison & New York, N. Y. Underpinning of two adjacent buildings 1962 1659 650 Madison Ave. Abramowitz by jacked piles to facilitate new construction Building Thurman & B. F. Parrott Co. Roanoke, Va. Support existing column footings over 1955 1668 Boone Buildings cavitated subgrade h e .

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UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION ATOMIC SAFETY AND LICENSING BOARD I In the Matter of CONSU'IERS POWER COMPANY

                                               )
                                               )
                                               )

Docket Nos. 50-239 OM 50-330 OM

                                               )         Docket Nos. 50-239 OL (Midland Plant, Units 1 and 2))                        50-330 OL AFFIDAVIT OF DR. W. GENE CORLEY I             My name is W. Gene Corley. I am Divisional Director, Engineering Development Division, Construction Technology Laboratories, a Division of the Portland Cement Association. The Portland Cement Association (PCA) is a nonprofit Illinois Corporation devoted to the improvement in uses of Portland cement concrete. PCA has been retained as a consul-tant to Consumer Power Company, and I am the representative of the PCA who is most familiar with the issues described in the Applicant's Service Water Pump Structure and Auxiliary Building testimony.

l l I am the joint author, with Dr. Sozen, of Appendix A to the a Service Water Pump Structure (SWPS) testimony and Appendix A to the Auxi-liary Building testimony. I am not responsible for other portions of the SWPS and Auxiliary Building testimony. I have an M.S. and a Ph.D. in structural engineering from the l i University of Illinois and over twenty years of experience as a structural engineer, as described in more detail in my attached resume. My exper-ience has included design, construction, and testing of concrete structures. In addition, I have acted as specialized consultant on many jobs where construction problems or structural damage have occurred. This specialized i consulting work has included field inspections to evaluate earthquake damage, blast damage, damage caused by settlement, and other conditions relevant to questions raised by the NRC staff in their review of the Midland plant. My previous work'has also included development of infor-mation on fatigue properties of reinforcing bars and nonferrous metals. I am a registered structural engineer in the state of Illinois, and a registered professional engineer in three other states. I am currently a member of American Concrete Institute (ACI) Committee 318 on standard building code. In addition, I am a member of the ACI Technical Activities Committee, which has the responsibility for l reviewing and approving all technical changes in all ACI codes and specifications, including ACI 318 and ACI 349. I

I i g I have personally visited the site and inspected the Auxiliary 4 3 Building and the Service Water Pump Structure. In addition, I have inspected other structures at this site which have displayed concrete cracking. I believe that based on my education and work experience and this inspection of the Midland structures I am qualified t o testify as an expert concerning the matters described in Appendix A to the Service Water Pump Structure and Auxiliary Building testimony. I swear that the statements made in this affidavit and in the portion of the Auxiliary Building and Service Water Pump Structure I testimony for which I am responsible are true and correct, to the best of my knowledge and beliet. , 50" lh ( g - Sworn and signed before me, ,'_ / [', "j ' . *' Beverly A. Bross, on this day #"' ' ' ' ' - the 12th of November, 1981.

                                                      "E7ZI.T A. I2003 SOI.dJ I'UEI.IO, WASETI:l1V CO..MICH MI CCMISSION IIPIRES Jf0V.30,1Sd2 I

I I I I I I I I

I WILLIAM GENE CORLEY - Divisional Director, Engineering Development Division, Construction Technology LIboratories, a

       ' Division of the Portland Cement Association, Old Orchard Road, Skokie, Illinois 60077 (312) 966-6200 I

Education: B.S. Civil Engineering, University of Illinois - 1958 M.S. Structural Engineering, University of Illinois - 1960 Ph.D. Structural Engineering, University of Illinois - 1961 Professional Experience: Portland Cement Association - 1979 to present - Divisional Director of Engineering Development Division 1974 to 1979 - Director of Engineering Development Department

                                    - Manager of Structural Development I                 1966 to 1974 Section 1964 to 1966     - Development Engineer in Structural I                                    Development Section United States Army Corps of Engineers (1st Lt. U.S.A.)

I Research and Development Coordinator for Military Bridging - 1961 to 1964 University of Illinois, Research Assistant - 1958 to 1961 Shelby County (Illinois) Department of Highways, Junior Engineer - 1958 I Professional Affiliations and Registration: American Society of Civil Engineers (ASCE) (Fellow) . Member and Former Chairman, Structural Division I Committee on Research Member, Committee on Limit Design Member and Former Secretary, Reinforced Concrete y Research Council (RCRC) g Member and Former Chairman, Committee on Concrete Bridge Design National Society of Professional Engineers I I

W. G. CORLEY - Page 2 Professional Affiliations and Registration: (Continued) American Con: rete Institute (Fellow) Member and Former Chairman, Committee on Bridge Design I Member, Committee on Standard Building Code Member, Ccrnmittee on Limit Design Former Member, Eoard Committee on International I Activities Member, Technical Activities Connaittee Former Member , Committee on Deflections Former Member, Committee on Crossties Building Seismic Safety Council (BSSC) Member, Board of Direction Chicago Committee on High Rise Buildings - Vice Chairman Earthquake Engineering Research Institiute International Association for Bridge and Structural Engineering - Prestressed Concrete Institute Society of Sigma Xi RILEM I Member, Committee on Testing Structures In-Situ Member, Committee on Fatigue of Concrete Post Tensioning Institute Member, Technical Activities Board Transportation Research Board

Member, Committee on Des! gn of Concrete

! Superstructures Registered Engineer - Virginia Reg. No. 3086 Registered Structural Engineer - Illinois Reg. No. 81-3459 Registered Professional Engineer - Washington Reg. No.17224

                                                                         ~

Registered Professional Engineer - Mississippi Reg. No. 7666 l Awards: l ACI Wason Medal for Research 1970 E ACI Bloem Award 1978 E PCI Martin Korn Award 1978 ASCE T.Y. Lin Award 1979

W. G. CORLEY - Page 3 Publications: (Papers Published)

1. Corley, W. G., " Shear in Two-Way Slabs - ACI Approach,"

ACI-CEB-PCI-FIP Symposium, ACI Publication SP-59, CEB Bulletin 113, Copyright 1979, 346 p.

2. Russell, H. G., Oesterle, R. G., Fiorato, A. E., and I Corley, W. G., " Applicability of Structural Wall Test Results to Seismic Design of Nuclear Facilities," Journal, Nuclear Engineering and Design, Vol. 50, October 1978, pp. 49-56.

3. Aristizabal-Ochoa, J. D., Oesterle, R. G., Fiorato, A. E.,

and Corley, W. G., " Cyclic Inelastic Behavior of Structural Walls ," Proceedings , Sixth European Conf erence on Earth-quake Engineering, Vol. 3, Tests on Structures and Struc-tural Elements, Dubrovnik, Yugoslavia, September 1978, pp. 231-238.

4. Derecho, A. T., Iqbal, M., Ghosh, S. K., Fintel, M., and I Corley, W. G., " Structural Walls in Earthquake-Resistant Buildings, Dynamic Analysis of Isolated Structural Walls-REPRESENTATIVE LOADING HISTORY." Report to the National i 5.

Science Foundation (ASRA) under Grant No. ENV77-15333, August 1978. Fiorato, A. E., Oesterie, R. G., and Corley, W. G., I "Importance of Reinforcement Details in Ear thquake-Resistant Structural Walls," Proceedings of a Workchop on Earthquake-Resistant Reinforced Concrete Building Construction, Berkeley, June 1978, pp. 1430-1451.

6. Derecho, A. T., Iqbal, M., Fintel, M., and Corley, W. G.,

            " Loading History for Use in Quasi-Static Simulated l

i Earthquake Loading Tests," Proceedings of Symposium on l Mathematical Modelling of Reinforced Concrete Structures l Subjected to Wind and Earthquake Forces, Toronto, Canada, April 1970.

7. Iqbal, M., Derecho, A. T., and Corley, W. G., " Distribution of Inertial Forces Over the Heights of R.C. Structural I. Walls Subjected to Strong Ground Motion," Proceedings of Symposium on Mathematical Modelling of Reinforced Concrete i

1 I Structures Subjected to Wind and Earthquake Forces, Toronto, Canada, April 1978. I I I

W. G. CORLEY - Page 4

8. Derecho, A. T., Iqbal, M., Ghosh , S . K. , Fintel, M. , and 8 Corley, W. G., " Structural Walls in Earthquake-Resistant Buildings-Analytical Investigation, Dynamic Analysis of Isolated Structural Walls - REPRESENTATIVE LOADING HISTORY,"

I Final Report to the National Science Foundation, RANN, Under Grant No. ENV77-1533, Por,stland Cement Association, April 1978.

9. Iqbal, M., Derecho, A. T., and Corley, W. G., " Ductility and Energy Dissipation in Earthquake-Resistant Reinforced g Concrete Structural Walls," published in Symposium Proceed-5 ings of Symposium on Behavior of Building Systems and Building Cmpliments, Vanderbilt University, Nashville, Tennessee, March 1978.

10. Fiorato, A. E., Oesterle, R. G., Russell, H. G., and Corley, W. G., " Tests of Structural Walls Under Reversing I Loads," Proceedings, Central American Conference on Earth-quake Engineering, San Salvador, El Salvador, January 1978.

I 11. Shiu, K. , Barney, G. B., Fiorato, A. E., and Corley', W. G.,

            " Reversing Load Tests of Reinforced Concrete Coupling Beams," Proceedings, Central American Conference on Earth-quake Engineering, San Salvador, El Salvador, January 1978, B          pp. 239-249.

12. Kaar, P. H., Fiorato, A. E., Carpenter, J. E., and Corley, W. G., " Limiting Strains of Concrete Confined by Rectan-gular Hoops," made into a PCA Research and Development Bulletin RD053.0lO.

13. Russell, H. G. and Corley, W. G., " Time-Dependent Behavior of Columns in Water Tower- Place," Douglas McHenry Int.er-l3 national Symposium on Concrete and Concrete Structures, ACI Symposium Volume SP-55; also PCA Research and Development l 5 Bulletin RD052.01B.

14. Corley, W. G., Hanson, J. M., and Helgason, Th., " Design of Reinforced Concrete for Fatigue," Journal of the Structural Division, ASCE, June 1978, pp. 921-932; also PCA Research and Development Bulletin RD059.01D.

15. Barney, G. B., Shiu, K. N., Rabbat, B. G., Fiorato, A. E.,

I

 ~

Russell, H. G., and Corley, W. G., " Earthquake Resistant Structural Walls - Tests of Coupling Beams," originally a report to NSF, January 1978. Available through National l Technical Information Service-NBS. lI 1

W. G. CORLEY - Page 5

16. Barney, G. B., Corley, W. G., Hanson, J. M., and Parmelee, R. A., " Behavior and Design of Prestressed Concrete Beams with Large Web Openings," Journal of the Prestressed Concrete Institute, Nov./Dec.1977, pp. 32-61; also PCA i 17.

Research and Development Bulletin RD054.01D. Fiorato, A. E., and Corley, W. G., " Laboratory Tests of I Earthquake-Resistant Structural Wall Systems and Elements," Proceedings of a Workshop on Earthquake-Resistant Rein-forced Concrete Building Construction, Berkeley, July 1977, pp. 1388-1429.

18. Barda, Felix, Hanson, John M., and Corley, W. Gene, " Shear Strength of Low-Rise Walls with Boundary Elements," ACI I Special Publication SP-53, Reinforced Concrete Structures in Seismic Zones; also, PCA R&D Bulletin RD043.01D.

I 19. Corley, W. G., (Committee Chairman) ACI Committee 443,

            " Recommended Practice for Analysis and Design of Reinforced Concrete Bridge Structures," American Concrete Institute, Detroit, March 1977, 116'p.                           *

20. Oesterle, R. G., Fiorato, A. E., and Corley, W. G., " Free i Vibration Tests of Structural Walls," Proceedings, Sixth World Conf erence on Earthquake Engineering, India, January 1977.

I 21. Kaar, P. H., and Corley, W. G., " Properties of Confined Concrete for Design of Earthquake Resistant Structures," Proceedings, Sixth World Conference on Earthquake Engi-neering, India, January 1977.

22. Fiorato, A. E., Oesterle, R. G., and Corley, W. G.,

I " Ductility of Structural Walls for Design of Eartnquake Resistant Buildings," Proceedings, Sixth World Conference on Ear thquake Engineering, India, January 1977. I 23. HEnson, N. W., Russell, H. G., Corley, W. G., Schultz, D. and Fintel, M., " Tests of Cantilever Action in Damaged Large Panel Structures," Preliminary Report of the Tenth Congress of IABSE.

24. Oesterle, R. G., Fiorato, A. E., Johal, P., Carpenter, J.

I E., Russell, H. G., and Corley, W. G., " Earthquake RE31stant Structural W311s-Tests of Isolated Walls." Report to the National Science Foundation, available through NTIS , November 1976.

25. Corley, W. G., (Committee Chairman) ACI Committee 443,

, " Prestressed Concrete Bridge Design," ACI Journal, Proceedings V. 73, No. 11, November 1976, pp. 597-612. I i

W. G. CORLEY - Page 6

26. Corley, W. G,, " Improved Seismic Design-Influence of 1 Current Structural Concrete Research," Proceedings, Structural Engineers Association of California 1976 Convention, pp. 47-59, October 1976.

27. Kaar, P. H., Fiorato, A. E., Carpenter, J. E., and Corley, W. G., " Confined Concrete in Compression Zones of Struc-tural Walls Designed to Resist Lateral Loaos Due to Earthquakes," Proceedings, International Symposium on Earthquake Structural Engineering, University of Missouri-Rolla, St. Louis, 1976, pp. 1207-1218.

28. Fiorato, A. E., Oesterle, R. G., Kaar, P. H., Barney, G.

B., Rabbat, B. G., Carpenter, J. E., Russell, H. G., and I Corley, W. G., " Highlights of an Experimental Investigation of the Seismic Performance of Structural Walls," Proceed-ings, ASCE/EMD Specialty Conf erence Volume - Dynamic I Response of Structures: Instrumentation, Testing Methods and System Identification, University of California, Los Angeles, 1976, pp. 308-317. I 29. Carpenter, J. E., Hanson, J . M. , Fiorato, A. E., Russell, H. G . , Meinheit , D. F., Rosenthal, I., Corley, W. G., and i Hognestad, E., " Design of Bent Caps for Concrete Box Girder Bridges," NCHRP Bulletin 163, Transportation Research Board, National Research Council, Washington, D. C. 1976, Part I, also PCA Research & Development Bulletin RD032.01E.

30. Helgason , Th. , Hanson, J . M. , Scaes , N . F., Corley, W. G.,

and Hognestad, E., " Fatigue Strength of High Yield Rein-I forcing Bars," NCHRP Bulletin 164, Transportation Research Board, National Research Council, Washington, D. C. 1976, also PCA Research and Development Bulletin RD045.01D.

31. Corley, W. Gene, " Laboratory Tests of Shear Walls for Multi-Story Buildings," Proceedings, Fifth European Conference on Earthquake Engineering, Istanbul, Turkey, September 1975.

32. Helgason, Th., Russell, H. G., Corley, W. G., and Hognestad, E., " Time-Dependent Behavior of Columns in the World's I Tallest Reinforced Concrete Building," Preliminary Reports, Behavior in Service of Concrete Structures, V. I., Liege, Belgium, June 1975, pp. 343-353.

I 33. Corley, W. G., "Put Openings in Your Beams," published in Concrete Construction, February 1975, pp. 47-49.

34. Kaar, P. H., Hanson, N. W., Corley, W. G., and Hognestad, E., " Bond Fatigue Tests of Pretensioned Concrete Cross-ties," 1974 FIP/PCI Congress, New York.

I

W. G. CORLEY - Page 7 I 35. Barney, G. B., Corley, W. G., Hanson, J. M., and Parmelee, R. A., " Design of Prestressed Concrete Beams with Large Web Openings," 1974 FIP/PCI Congress, New York.

36. Corley, W. G., (Committee Chairman) ACI Committee 443,

              " Analysis and Design of Reinforced Concrete Bridge Struc-tures," ACI Journal, Proceedings Vol. 71, No. 4, April 1974, pp. 171-200.

37. Corley, W. Gene, " Ductile Shear Walls in Multi-Story I Buildings - Laboratory Tests," Proceedings, 42nd Anndal Convention of SEAOC, October 1973.

38. Corley, W. G., (Committee Chairman) ACI Committee 443, I " Preliminary Design and Proportioning of Reinforced Concrete Bridge Structures," ACI Journal, Proceedings Vol. 70, No. 5, May 1973, pp. 328-336.

39. S omes , Norman F . , and Corley, W. Gene, " Circular Openings in Webs of Continuous Joists," ACI Symposium Volume SP-42; also PCA R&D Bulletin RD018.01B. -

40. Corley, W. G., Carpenter, J. E., Russell, H. G., Hanson, N.

I W. , Cardenas , A. E. , Helgason, Th. , Hanson, J. M. , and Hognestad, E., " Construction and Testing of 1/10-Scale Micro-Concrete Model of New Potomac River Crossing, I-266," PCA Bulletin RD031.01E.

41. Hawkins, Neil M., and Corley, W. G., " Moment Transfer to Colunn in Slabs with Shearhead Reinforcement," ACI Special Publication SP-42, Shear in Reinforced Concrete; also, PCA R&D Bulletin RD037.01D.

I 42. Barda, F., Hanson, J. M., and Corley, W. G., "An Investigation of the Design and Repair of Low-Rise Sher Walls," Fifth World Conference on Earthquake Engineering, Rome 1973. I 43. Corley, W. G., and Hanson, J. M., " Design of Earthquake-Resistant Walls," Fifth World Conference on Earthquake Engineering , Rome 19 73.

44. Carpenter, J. E., Kaar, P. H., and Corley, W. G., " Design I of Ductile Flat Plate Structures to Resist Earthquakes,"

Fifth World Conference on Earthquake Engineering, Rome 1973. Hanson, J. M., Carpenter, J. E., and Corley, W. G., I 45.

              " Analysis and Design of Concrete Bridge Bents (NCHRP Proj-ect No. 12-10) , " 58th Annual Meeting of AASHO, Phoenix, Ari zona, November 19 72.

E

W. G. CORLEY - Page 8 I 46. Hanson, J . M. , Corley , W. G., and Hognestad, E., "Evalua-tion of Structural Concrete Members Penetrated by Service Sys tems," Proceedings , RILEM-ASCE Symposium, Philadelphia , May 1972.

47. Cardenas, A. E., Hanson, J. M., Corley, W. G., and Hognestad, E., " Design Provision for Shear Walls," Journal I of the American Concrete Institute, March 1973, No. 3, Proceedings Vol. 70; also PCA Bulletin RD028.01D.

48. Hawkins, N. W., and Corley, W. G., " Transfer of Unbalanced I Moment and Shear from Flat Plates to Columns," Paper SP 30-7, ACI Special Publication SP-30, Detroit, 1971.

49. Corley, W. G., and Hognestad, E., " Tests of a 1/10-Scale Concrete Model to Aid Design of a Large Prestressed Bridge,"

Proceedings, 9th Congress of IABSE, Amsterdam, May 1972. I 50. Corley, W. G., " Performance of Structures in 1971 Los Angeles Shock," Proceedings of the 47th Annual Meeting of I the Concrete Reinforcing Steel Institute, CRSI, Chi'cago, Illinois.

51. Corley, W. G., et al, " Design Ultimcte Load Tests of I 1/10-Scale Micro-Concrete Model of New Potomac River Crossing, I-266," Journal of the Prestressed Concrete Institute, November-December 1971, pp. 70-84. Also PCA I Bulletin RD-031.01E.

52. Magura, D. D., and Corley, W. G., " Tests to Destruction of I a Multi-Panel Waffle Slab Structures - 1964-65 New York World's Fair," Journal of the American Concrete Institute, Digest Paper, September 1971.

53. Pfeifer, D. W., Magura, D. D., Russell, H. G., and Corley, W. G., " Time-Dependent Deformation in a 70-Story Struc-ture," ACI Special Publication SP-27, Detroit, 1971.

54. Corley, W. G., "1969 Portland Cement Association Research on Shear Walls," Proceedings of the 1969 Annual Meeting of the Structural Engineers of California.

l 55. Corley, W. G., and Jirsa, J. ^ ., " Equivalent Frame Analysis for Slab Design," Journal of the American Concrete Insti- e i i tute, Novembe r 19 70. l 5 56. Corley, W. G., "Effect of Research on the Future of 5 Concrete Bridge Design," Proceedings of the Colorado State University Bridge Seminar, Ft. Collins, Colorado, 1969. iI . 1

I-. W. G. CORLEY - Page 9 I 57. Kaar, P. H., Conner, H. W., and Corley, W. G., " Moment Redistribution in a Precast Concrete Rigid Frame," Journal of the Structural Division of ASCE, March 1970.

58. Corley, W. G., and Hanson, N. W., " Design of Beam-Column Joints for Seismic Resistant Reinforced Concrete Frames,"

Proceedings, Fourth World Conference on Earthquake Engi-neering, Santiago, Chile, 1969.

59. Magura, D. D., and Corley, W. G., " Tests to Destruction of I a Multi-Panel Slab Structure - 1964-65 New York Norld's Fair ," Vol. II, The Raths keller S tructure, Building Research Advisory Board, Publication 1721, 1969.

60. Magura, D. D., and Corley, W. G., " Techniques for Tests of a Multi-Panel Waffle Slab - 1964-65 New York World's Fair,"

Vol. II, The Rathskeller Structure, Building Research Advisory Board, Publication 1721, 1969.

61. Corley, W. G., and Hawkins, N. M., "Shearhead Reinforcement I for Slabs," Journal of the American Concrete Institute, October 1968, pp. 811-824; PCA Development Department Bulletin D144,

62. Burton, K. T., Corley, W. G., and Hognestad, E., "Connec-tions in Precast Concrete Structures - Ef fects of Restrained Creep and Shrinkage," Journal of the Prestressed Concrete I Institute, Vol 12, No. 2, April 1967, pp. 18-37; PCA Development Department Bulletin Dll7.

I 63. Corley, W. G., " Rotational Capacity of Reinforced Concrete Beams," Journal of the Structural Division, ASCE, October 1966, pp. 121-146, PCA Development Department Bulle-tin D108.

64. Corley, W. G., and Sozen, M. A., " Time-Dependent Deflec-tions of Reinforced Concrete Beams," Journal of the American Concrete Institute, March 1966, pp. 373-386.

65. Corley, W. G., " Dynamic Response of Military Bridges,"

Proceedings of the Army Conference on Dynamic Behavior of I Materials and Structures, Springfield Armory, Springfield, M as s . , S ep tem be r 19 62, pp . 170-197. $ 66. Corley, W. G., and Sozen, M. A., Disaussion: " Creep of . 5 Prestressed Concrete Beams," by W. S. Cottingham, P. G. Fluck, and G. W. Washa, Journal of the American Concrete Institute, September 1961, pp. 1787-1793.

67. Corley, W. G., Sozen, M. A., and Siess, C. P., "The Equivalent Frame Analysis for Reinforced Concrete Slabs,"

Structural Research Series No. 219, University of Illinois, Urbana, Illinois, June 1961. I

I' W. G. CORLEY - Page 10 Corley, W. G., Sozen, M. A.,-and Siess, C. P., " Time-I 68. Dependent Deflections of Prestressed Concrete Beams," Highway Research Board Bulletin 307, National Academy of Sciences - National Research Council, Washington, D. C. , pp. 1-25.

69. Corley, W. G., Discussion: "The Apparent Modulus of I Elasticity of Prestressed Concrete Beams under Dif f erent Stress Levels," by W. N. Lofroos and A. M. Ozell, Journal of the Prestressed Concrete Institute, June 1960, pp. 82-88.

70. Corley, W. G., " Bibliography on Time-Dependent Effects in Plain and Reinforced Concrete," Department of Ci'vil Engineering, University of Illinois, Urbana, Illinois, December 19 59.

71. Corley, W. G., Sozen, M. A., and Siess, C. P., "A Study of I Time-Dependent Deflections of Prestressed Concrete Beams,"

Structural Research Series No. 184, University of Illinois, Urbana, Illinois, October 1959.

72. Oesterle, R. G. , Ari sti zabal-Ochoa , J . D., Fiorato, A. E.,

Russell, H. G., and Corley, W. G., " Earthquake-Resistant Structural Walls - Tests of Isolated Walls - Phase II".

73. Corley, W. G., Colley, B. E., Hanna, A. N., Nussbaum, P. N., and Russell, H. G., " Prestressed Concrete in Transportation Systems" published in PCI Journal, 1980.

74. Barney, G. B., Shiu, K. N., Rabbat, B. G., Fiorato, A. E.,

I Russell, H. G., and Corley, W. G., " Behavior of Coupling Beams Under Load Reversals," published as R & D Bulletin, RD068.01B, 1980.

75. Oesterle, R. G., Fiorato, A. E. , Ari sti zabal-Ochoa , J . D.,

and Corley, W. G., "Hysteretic Response of Reinforced Con-crete Structural Walls," published in ACI Special Symposium Volume, SP63, 1900.

76. Cardenas, A. E., Russell, H. G., and Corley,'W. G.,

I " Strength of Low-Rise Structural Walls," published in ACI Special Symposium Volume , SP63, 1980. . 3 77. Corley, W. G., Fintel, M., Fiorato, A. E., and Derecho, A. , 'g T., " Earthquake Engineering Research at the Portland Cement i Association - A Progress Report," published in Proceedings l of Seventh World Conf erence on Earthquake Engineering, Istanbul, Turkey, September 1980, Vol. 9, pp. 17-32. l ll I

W. G. CORLEY - Page 11 g 78. Derecho, A. T., Iqbal, M., and Corley, W. G., " Determining 5 Design Force Levels for Earthquake-Resistant Reinforced Concrete Structural Walls," published in Proceedings of Seventh World Conference on Earthquake Engineering, Istanbul, Tur key, September 1980, Vol. 4, pp. 1-8.

79. Aristizabal-Ochoa, J. D., Fiorato, A. E., and Corley, W.

I G., " Tension Lap Splices Under Severe Load Reversals," published in Proceedings of Seventh World Conference on Earthquake Engineering, Istanbul, Turkey, September 1980, Vol. 7, pp. 55-62.

80. Oes terle, R. G., Fiorato, A. E. and Corley, W. G., " Rein-forcement Details for Earthquake-Resistant Structural Walls," Concrete International: Design and Contruction 2_

(12) 55-66, Dec. 1980. 12 refs. I I

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l . I I I I I I - I I

W. G. CORLEY - Page 12 Publications: (Papers To Be Published)

1. Fiorato, A. E., Oesterle, R. G. , Aristi zabal-Ochoa , J . D.,

and Corley, W. G., " Inelastic Behavior of Structural Walls Under Reversing Loads," Session on Wall Structures - ASCE Convention, Boston, Mass. , August 1979. To be published in July 1981 ASCE Journal. I I I I

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SUBJECT:

UNDERPINNING TYPE SCOPE OF FILE OWNER ENCINEERING SERVICE DATE NO. OF PROJECT CLIENT I.O C A TIO N M 37 Street Telephone N. Y. Telephone Kahn,& Jacobs New York City Underpinning of adjacent apa rtment 1964 3081 Building Company building to facilitato new foundations

   /* Building              Washington        W MAT A            Wa ahington, D. C. Review of all er:c,ineer. designed under-  1970     3291 Found ation          Met r opolitan                                            pinning for Washing, ton D. C subway      to date Area Transit Authority W East Building and     National Callery  I.M. Pei &         Wa shington, D. C. Und. rpinning of existing building to      1974     3599 Connecting I. ink     of Art            Pa rtner s                              f acilitate new sub-basement construction Newspaper            Reporter          liaines Lundberg   White Plains,        Underpinning of existing building to       1969     3629 Addition              Dispatch Co.      & Wachler          New York             permit construction of mat foundation
                                                         ,                            at lo ver level                                           ,

Building E. I. Du Pont de E. :. Du Pont de Wilmington, Tunnel construction necessitated the 1969 3634 Found ation Nemours & Co Nemours & Co. D elawa r e underpinning of one of the buildings 4 Club Dining Shenorock Shenorock Rye, New York Underpinning of partially collapsed 1969 3676 Building Shore Club Shore Club foundation seawall

                                             $chfaf YU
   # Brewing Plant          American Can      Sheefer-Brewing    Brooklyn, N, Y.      Pile supported underpinning to replace     1969     3676 Company           Comyany                                 deteriorated piles d

O

W M M M M M M M W W M M M M m e e m M

SUBJECT:

UNDERPINNING TYPE SCOPE OF FILE OWER LOCATION ENGINEERING SERVICE DATE NO. OF Pf1OJECT C LIENT

• United States U.S. Architect DeWitt, Poor & Wa shington, D. C. Underpinning within the west side of the 1964 227C Capitol of the Capitol Shelton IIouse of Representatives by jacked piles and piers Corporate Building N. Y. Life Turner Construc- New York City Underpinning of adjacent building to 1961 2340 Insurance Co. tion Company facilitate new construction Chemical Plant General Aniline General Aniline Gras s elli, N. J. Replace acid da naged piles supporting 1961 2341 Corp. Corp. chemical building footings Building Met r opolitan Kaiser Engineers Los Angeles, Underpinning to facilitate subway 1962 2480 Transit Authority California construction ,
• Office Building liome Insurance Office of Alfred New York City Underpinning of adjacent buildings to 1963 2694 Company Easton Poor facilitate new construction F State Capitol Office of Ce'neral liarrison & Albany, New York Underpinning of existing State Capitol 1972 3010 Building in Albar.y Services, State Abramovitz Building wall and cc.lumns to facilitate of New York new turnel connection and escalator in s talla tion. Design and field supervision
• Paper Plant Champion Champion Papers, Canton, N.C. Replacement of deteriorated foundation 1964 3046 Papers, In c . Inc . piles v

                                                                                                                           <=

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          .         -. .           ___    __m . _ _ _       _ . _    . _      ___.       .      . _      .-    ._ _            _         - . _ _ - . . . _ _ _ _ . _ _ _     ._

mmM m M' W m M M M M M M W W W W W W

SUBJECT:

UNDER PINNING TYPE # OF PROJECT OWNER C LIENT LOCA TION ENGINEERING SERVICE DATE NO. 96th Street Bridge City of New York Mathews & Chase New York City Review of underpinning of bridge abutment 1972 4092 to facilitate new tunnel construction O U.S. Embas sy Department of Department of Bangkok, Underpinning of older portion of building 1972 4153 Building State State Thiiland due to differential settlement Subway Route 1314 New York City Fitzpatrick- Queens, N. Y. Underpinning of 8 buildings along route, 1975 4398 Section 6 Transit Authority Schiavone 5 on piers to rock I piers to rock and bracket piles, I concrete cutoff wall to rock, I jacked cais son and pile U.S. Senate Office U.S. Architec t John Carl Warnecke Wa shington, D. C. Underpinning of existing concrete moat 1976 4399 Building of the Capitol & Associates wall to facilitate extension of subway tunnel into the building

# New IIaven City           City of New Elaven Cahn Engineers              New IIaven, Conn. Underpinning specification review and                   1975              4600 If all                                                                                      consultation United States            U.S. Architect            Poor, Swanke,        Wa shington, D. C. Unde rpinning of U.S. Capitol, wes t front              1978              4875 Capitol                  of the Capitol            liayden & Connell                        Senate and liouse sides for the extension and Robert & Comp                        of the west central front h fY                        $          0                        Y    lG            $       N8           $f                                                                          ~

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                                                                                                       ,u/                  WM a charge                          a                -

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MM M M M M M M M M M M M W W W W W W

SUBJECT:

UND E R PINNING SCOPE OF TYPE FILE OWNER LOCATION ENGINEERING SERVICE DATE Nd. OF PROJECT C LIENT

        )+ Crane and Building      Roanoke Electric  Roanoke Electric   Roanoke, Va.        Underpin crane and building columns to     1969        1684
          ' Column s               Steel             Ste el                                permit cor.struction of deep foundation Plant                  E.I. Du Pont de   E. I. Du Pont de   Pa rlin, N. J. Underpinning of existing building for       1957    i 1728 Nemours & Co. Nemours & Co.                         future extension, all done with no inte rruption of plant operation News paper Plant       Washington Daily  Coakley & Booth    Wa shington, D. C. Underpinning of adjacent church to          1956        1772 Addition               News Building                                           facilitate new construction General Office         Kimberly-Clark    Skidmore, Owings   Neenah, Wisc.       Underpinning of several columns which      1956    .

1775 Building Corporation L Merrill experienced settlement , N Corporate Buildfrig Prud ential Voorhees, Walker, Newark, N. J. Underpinning of adjacent building to 1957 1786 Insurance Co. Smith & Smith facilitate new construction of America

• i M Pier 3, North River United Fruit United Fruit New York City Underpinning of buklhead shed and offices 1958 2041 Company Company i

Bevatron University of University of Berkeley, Underpinning the inner portion of the 1962 215 9 Foundation California California California bevatron

     / United     States           U.S. Architect    DeWitt, Poor &     Wa shington, D. C. Under pinning of U.S. Capitol East Front    1962   ! 2165 V        Capitol                of the Capitol    Shelton                               steps and facade walls.

I s f I e , O

M M M M M M M M M W W W W W W W W W W SUBiECT: U ND E R PINT:!NG TYPE SCOPE OF FILE OF PROJECT OWNEP C LIENT LOCA TION ENGINEEF ING SERVICE DATE NO. Brick Stack A rne ric a n American Eliza be tht on, Underpir. 200 foot hit h leaning boiler 1947 1010 D emberg Corp. B emberg Corp. Ter.nessee house stack E 2ilding Merchants Club Cross & Cross New York City Rehabilitation of basement 1948 1082 Ilospital Memorial and B. F. Parrott Co. Roan ok e , Va , Underpir.r;ing of existing occupied building 1954 1500 Crippled to permit inundations of new building at Child r en's lower level liospital . M* Roosevelt Avenue City of New York City of New York Queens, N. Y. Rehabilitation of i*idge foundation 1955 1544 , Bridge Y 20 Broad Street 20 Broad Street Kahn L Jacobs New York City Underpinning of existing caissons to 1955 1574 Building General Realty pe'rmit reuse in new building foundations Corp. Pigment Plant E.I.Du Pont de E. I. Du Pont de Newa rk, N. J. Sectional pipe pile underpinning in tight 1956 1656 Nemours h Co. N e n- srs & Co. h ead r oom M Corporate Chase Manhattan f <i4more, Owings New York City Underpinning of adjacent building to 1958 1658 Buildir'g Bank & Merrill f ac ilit a t e new cons truction Y CIT Building CIT Corporation liarrison L New York, N. Y. Underpir.ning of two adjacent buildings 1962 1659 650 Madison Ave. Abramnwitz by jacked piles to facilitate new construction B uilding Thurman L P F. Parrott Co. R oa n ok e, Va. Support existing column footings over 1955 1668 Boone Buildings cavitated subgrade I d- g ---e , W e 1 .

I SS: State of Michigan I County of Washtenaw UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION ATOMIC SAFETY AND LICENSING BOARD In the Matter of ) Docket Nos. 40-239 OM

                                          )                50-330  OM CONSUMERS POWER COMPANY    )
                                          }    Docket Nos. 50-239  OL (Midland Plant, Units 1&2))                 50-330  OL I

AFFIDAVIT OF JAMES P. GOULD I My name is James P. Gould. I am a partner in Mueser, I Rutledge, Johnston & DeSimone, (MRJ&D), a firm of consulting engineers which has been retained by Bechtel Power Corporation in connection with the proposed underpinning of the Service Water Pump Structure (SWPS) and the Auxiliary Building. An I outline of my education and professional qualifications is attached to this affidavit (Attachment A), and a brief descrip-tion of the experience and qualificiations of my firm, MRJ&D, is also attached (Attachment B). I have been engaged in the practice of geotechnical engineering I for 33 years. A considerable portion of the work in that period has concerned the underpinning or protection of structures adjacent to deep excavations and tunnels. I have been in charge of geotechnical studies for the following proj ects which chiefly involve underpinning or for which protection of adjacent structures was of key importance: Chase Manhattan Bank, Central Office Building; East Front Reconstruction, U.S., Capitol Building; I U.S. House of Representatives underpinning; Washington, D.C. Metro Subway System. Among the consulting boards on which I have served wherein I underpinning was of major concern are the following: Washington, D.C., Metro Board of Engineering Consultants; I Boston Subway, Red Line Consturction, Harvard to Davis; Boston Subway Red Line Construction, Davis to Alewife. I I am the author of some two dozen technical papers including NAVFAC Design Manual, DM-7, " Soil Mechnaics, Foundations and Earth Structures." An ASCE " Manual of Practice on Braced I Excavation" is being prepared by the Committee on Earth Retaining Structures of which I have been chairman for nine years. !I

                                                               ;                  Underpinning and protection of adjacent structures is a key element of that manual.

I Professional activities include lectures at ASCE local sessions as follows: New York Metropolitan (5 times); II Boston (3 times);

 ;                       Wachington, D.C. (2 times);

Chicago, Baltimore,plus eleven times at national conventions I of technical societies. I have lectured at universities as follows: I Columbia (3 times); MIT (2 times); University of Florida; iI University of Virginia; Northwestern; and havo been Adjunct Professor at Purdue.

          .g.           I am primarily responsible for Section 8 ("Geotechnical")

in both the SWPS and Auxiliary Building testimony. I believe j I that by virtue of the education and experience set forth in thds affidavit and in the attached resume, and as a result of my personal involvement in the design work which MRJ&D has done on this project, I am qualified to testify as an expert with respect to geotechnical aspects of the construction of the i Midland SWPS and Auxiliary Building Underpinning. I swear that the statements in this affidavit and in those portions of the SWPS and Auxiliary Building testimony for which I am responsibile are true and correct, to the best of my knowledge l I and belief. By

                                                                 ' [ James P. Gould ~

j M ARY F. B ARTOSZEK Noinw Abbc State cf New York No. 4724073 Oval. m Nascau Co. Certtheate hied in New Yerk County Commies en Exves March 00,1982 6agu l \ / I JPG:hh l

E MUE5ER RUTLEDCE JOHNSTON-8 DESIMONE E Consuning Engineers I JAMES P. G_CULD_ Partner - Mueser, Rutledge, Johnston & DeSimone I Education University of Wasutagton, BSCE 1944 Engineer School, Fcrt Belvoir, Topographic Surveying 1944 Massachusetts Institute or Technology MSCE 1946 I University of Washington, Geology Graouate Studies, 1946-1947 Harvard University, ScD 1949

        - Professional Engineering Registration New York, 1962; Delaware,.1976;. Maryland, 1976; District of Columbia, 1977; Florida, 1977; Indiana, 1979 Affiliations American Societ of Civil Engineers, Member; Chairman, Committee on Earth Retaining Structures 1972-1979 I              Transportation Research Board, Committee on Soil and Rock Properties                        .

American Consulting Engineers Council, Fellow I . Record Corps of Engineers, 1944-1945 U.S. Arm I City of Seattle, Surveyor, 1946-1947 Engineering Assistant, Harvard University 1948-1949 U.S. Bureau of Reclamation, Earth Dans Section 1950-1953 Mueser, Rutledge, Johnston & DeSimone, 1953, I Associate 1955, Partner 1973 Adjunct Professor, Purdue University, 1969 Experience and Specialization In charge of foundation investigations and soil engineering studies for MRJD on the following projects: Battery Park City, New York, 1969 to date; North River, New York, Waterfront Redevelopment, 1960-1962; U.S. Navy Drydock No. 6, Bremerton, Washington 1959-1960; Reconstruction of East Front of U.S. Capitol Bldg. 1956-1958; i I Pacific Palisades, Los Angeles, Landslide Study, 1959-1961; Philadelphia Port Corp. Terminals Development, 1966-1970; l Washington, D.C.' Subway System, 1966 to date; Author of twenty technical articles or publications including:

 ,                 U.S. Navy NAVFAC, Design Manual DM-7, lg                  " Soil Mechanics, Foundations and Earth Structures."

Specialized in evaluations of prototype performance, application I of soil and rock properties to foundation design, engineering - geology. I I I - Attachment A

I Mueser, Rutledge, Johnston & DeSimone I firm of Mueser, Rutledge, Johnston and DeSimone, Consul < .s eers (MRJGD), has been retained to perform design sr 's for the Auxiliary Building and SWPS perimeter I underpinning wall. The firm has continuously practiced the arts of fou dation, geotechnical, and structural engineering since its founding in 1310, and is the leading U.S. foundation and underpinning engineering firm. The firm has assisted, or is presently engaged, in work on some of the more significant construction pro-jects of the century, and in work on some of the nation's best-known structures. Among these projects are the founda-tions for the Apollo Space Program's Vehicle Assembly Building in Florida, one of the world's largest buildings; the founda-tions for the extension of the East Front of the U.S. Capitol; subsurface planning dnd studies for the new Wash-ington (D.C.) Metro transit system; foundation designs for I the headquarters structures for the United Nations, NYC, United States Steel Corporation, Pittsburgh, Pa., Chase Manhattan Bank, NYC, and the Prudential Insurance Company, Newark, N.J.; and major port and waterfront developments 1 in the U.S. and overseas. A more complete list of the firm's I current and recent underpinning projects is included at the end of this Attachment. The projects which are marked with a check are those in which I personally have been involved. The firm has established its world-wide practice by providing solutions for difficult and unusual foundation problems. Its projects include foundations for buildings, I

I bridges, power and wastewater treatment plants, and a wide range of industrial facilities, subways, airfields, graving docks, piers, bulkheads, and other marine and heavy structures, including dams and reservoirs. On many heavy construction projects, the firm provided complete structural design. In addition, the firm has been actively engaged in the reclama-tion of marginal land for all types of urban projects. The partners, associates, and staff, past and present, have made a number of significant contributions to the theory and practice of foundation engineering, and to the develop-ment of the science of soils engineering in recent decades. The early inventions of the founder of the firm made possible the foundations for many of the skyscrapers in lower Manhattan. Later developments by the firm included I the patented dome-type caisson-dredging wells used for the first time on the San Francisco-Oakland Bay Bridge, which stands in deeper water and has deeper foundations than any previous structure. MRJ&D also developed the firm's patented sand drains, in common use today for stabilization of com-pressible subsoils. The design of underpinning has been one of MRJ&D's principal specialties for over two-thirds of a century. The , firm has solved a wide variety of problems in this field, including deep foundations in crowded urban areas. MRJ&D planned one of the largest underpinning pro-grams ever undertaken in a single building to make possible

I an elevator lobby, escalator, and corridor connecting the House of Representatives Chamber in the U.S. Capitol with the subway leading to the Rayburn House Office Building. Other underpinning work has been designed by MRJ&D for the Senate side of the Capitol, the reconstruction of the East Front, and the Senate Office Building. The firm has designed and inspected underpinning work on industrial and power plants, subwa' ft (including review of the entire Wushington Metro system's underpinning I designs and large parts of New York City's subway system), piers, bridges , boiler stacks , and dozens of buildings from an atomic test bevatron in California to the U.S. Embassy Building in Bangkok, Thailand. It has designed replacement procedures for damaged and failing piles under occupied buildings. MRJ&D has handled many unique, special problems, including the moving and 90-degree rotation of an eight-story telephone building while employees remained at work inside. Long distance telephone, water, gas, sewage, power and elevator services continued without interruption. Mueser, Rutledge, Johnston & DeSimone is often called in to investigate and correct structural problems and difficulties threatening foundations or structures the firm did not design. In carrying out the design work for the Midland Auxiliary Building and SWPS underpinning walls

described in the attached testimony, MRJ&D has drawn on its l

l long and extensive experience with difficult foundation problems of all kinds.

l 1 i I -

• Savannah ERDA E. J. DuPont Aiken S.C. Underpinning and Jacking 1955 2519 River Plant Co. up of Bldg. 24211 New equipment pit 20' 1973 4262 deep constructed of underpinning piers l

l 1 l I l 1 l l l } } I i i I 1

I UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION ATOMIC SAFETY AND LICENSING EOARD In the Matter of ) Docket Nos. 50-329 OM

                                        )               50-330 OM CONSUMERS POWER COMPANY I
                                        )
                                        )  Docket Nos. 50-329 OL (Midland Plant, Unita 1 and 2)       )               50-330 OL AFFIDAVIT OF THEODORE E. JOHNSON I

District of Columbia: SS: I My name is Theodore E. Johnson. As the attached resume shows, I am presently Chief Civil / Structural Engineer for the Bechtel Ann Arbor Power Division. In this position, I am responsible for technical design adequacy and conformance to standards. I have a B.S. in Civil Engineering and an M.S. in Applied Mechanics. I am a registered professional engineer in Michigan and six other states, and I have 16 years of experience in the Nuclear Power Industry. I am a member of a national code committee, and the' author or coauthor of publications relating to nuclear concrete con-tainment design. I have been actively involved in the conception of the Auxiliary Building and Feedwater Isolation Value Pit modifications, together with ongoing consultation and review to ' insure the design achieves the quality objectives and conforms to required criteria.

I I l I am primarily responsible for the Auxiliary Building testimony, except for Sections 4 and 8, which were written by Ed Burke and Jim Gould, and Appendix A, which was written by Dr. Sozen and Dr. Corley. The portions of the testimony for which I am responsible, and the statements in this Affidavit and in the attache resume, are true and correct to the best of my knowledge and belief. Executed at Washington, D. C.

                                                              #  V,      F I

i . F ' day of November, Subscribed and sworn to before me this 1981.

                                                  /b w        -

j, c

                                                                                 ~

l y fnt]r f 's.2 E Llv c I Notary Public in and for the District of Columbia. I My commission expires on . I I I

I-THEODORE E. JOHNSON October 27, 1981 POSITION Chief Civil / Structural Engineer EDUCATION BS, Civil Engineering, Ohio University MS, Applied Mechanics, Michigan State University PROFESSIONAL I DATA Registered Professional Civil Engineer in California, Minnesota, Michigan, Ohio, Wisconsin, Indiana and Illinois Member, design working and subgroups, and main I committee of the American Society of Mechanical Engineers Section III Division 2, Code for Nuclear Concrete Reactor Vessels and Containments I Division Coordinator, 4th, 5th and 6th International Conference on Structural Mechanics in Reactor Technology, Loading conditions and Structural I Analysis of Reactor Containment Author or coauthor of publications relating to nuclear concrete containment design

SUMMARY

3 years: Chief Civil / Structural Engineer 7 years: Group supervisor 3 years: Lead Engineer I 3 1 years: year: Engineer Structural dynamics engineer I EXPERIENCE As Chief Civil / Structural Engineer for the San Francisco Power Division, Ann Arbor Power I Division, Mr. Johnson is responsible for estab-lishing engineering design standards, guides and criteria; ensuring technical development and training of personnel; monitoring job performance of personnel; assigning personnel to specific projects; monitoring projects for adherence to corporate and division standards; and providing guidance and instruction to achieve quality objectives. I While serving as group supervisor of the Soecial Structures Group for Bechtel Power Corporation's San Francisco Power Division, Mr. Johnson was I responsible for development and standards for containment structural design, seismic analysis, and computer applications. Mr. Johnson mar. aged many test programs related to the following areas: containment liner plate anchors and steel embedments; large prestressing tendon end anchor regions; tornado missile impact; and pipe rupture restraints. I

i I THEODORE E. JOHNSON (cont'd) I Before this assignment, Mr. Johnson participated in the design of the Arkansas Nuclear One Reactor I Building as lead engineer. He was responsible for the design, analysis, and preparation of specifications end engineering drawings. As an 3 engineer for the containment group, he worked on F development of design techniques for prestressed concrete containments with major emphasis on the steel liner plate. As an engineer with Bechtel Corporation's Mining Tnd Metals Division, Mr. Johnson was responsible for determining noise and vibration control requirements and structural design for a taconite project. Before joining Bechtel, Mr. Johnson was with the I Astronautics Division of General Dynamics. As a structural dynamics engineer, he participated in studies aimed at determining Atlas-Centaur missile response to wind loadings. I . I I I .I t

I I STATE OF ILT.INOIS  : I COUNTY OF CHAMPAIGN:

SS UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION ATOMIC SAFETY AND LICENSING BOARD In The Matter of Docket Nos. 50-329 OL

, ) 50-330 OL l CONSUMERS POWER COMPANY )

                                       )          Docket Nos. 50-329 OM (Midland Plant, Units 1 and 2)     )                        50-330 OM AFFIDAVIT OF DR. METE A. S0 ZEN My name is FETE A. S0 ZEN. I am a Professor of Civil Engineering at the University of Illinois, at Urbana-Champaign. My testimony in this proceeding is offered in my capacity as a private consultant to Eechtel Power Corporation and not on behalf of the University of Illinois.

I an jointly responsible, with Dr. W. Gene Corley, for Appendices A to Applicant's Service Water Pump Structure and Auxiliary Building 1 testimony. I am not responsible for other portions of this testimony. l { I received my BS in Civil Engineering from Robert College in Istanbul I and continued my education at the University of Illinois in Urbana to receive my MS degree in Civil Engineering in June 1952. After work in two structural design firms, I returned to the University of Illinois in September 1953 for further graduate work, specializing in structural mechanics and behavior of reinforced and prestressed concrete structures j subjected to static and dynamic loads. Having completed my doctoral dissertation in 1957, I continued on the faculty of the University cf Illinois, with my time devoted primarily to research and graduate education in structural engineering. I am a registered Structural Engineer in the State of Illinois.

2 i I My research experience is related primirily to prestressed and reinforced concrete structures. Some of the specific topics I have investigated are shear and flexural strength of prestressed concrete beams, bond, anchorage-zone stresses, crack development and analysis,

flexural strength and deflections of reinforced concrete slabs and

} 4 strength and behavior of prestressed concrete nuclear reactor vessels. I have inspected and analyzed structural damage resulting from earthquakes in Skopje (1963), Alaska (1964), Caracas (1967), San Fernando (1971), Managua (1972), Guatemala (1974), and Sendai (1978). My research in relation to earthquake response of reinforced concrete structures is l directed at development of analytical models for studying the effects of l nonlinearities resulting from cracking and yielding. I i i In 1977 I sas elected to the National Academy of Engineering in l 4 recognition of my research on dynamic response of reinforced concrete i structures. [ Because I teach in a professional school, I have maintained a strong i I interest in practical problems. I have contributed to the development of l I design specifications for flexural and shear strength of prestressed concrete beams and reinforced concrete floor slabs (American Concrete Institute) and earthquake resistance of reinf orced concrete structures (Veterans Administra-tion and Applid Technology Council). Currently I serve as a member of American Concrete Institute Committee 318 (Building Code) and of the I Veterans Administration Advisory Committee on Structural Safety. My work as a structural consultant has provided me with experience in design and performance of reinforced and prestressed concrete structures. I work primarily to solve problems related to design criteria for new unusual

l l 3 l l construction or evaluation of the ef fects on building performance of any i ( condition (such as local yielding or cracking) not considered in original 1 d e <,i gn . I visited the Midland site on 1 September 1981 and I have reviewed the relevant crack maps and structural drawings and I believe I have ! sufficient information to evaluate the structural significance of the cracks observed. I I swear that the statements in this Affidavit and in the portions j of the Service k'ater Pump Structure and the Auxiliary Building testimony for which I am responsible are true and correct, to the best of my knowled.;e and belief. I

                                                                                                       ' \f. c.b -               Y W ..__. -

Mete A. Sozen Subscribed and sworn to j before me this 13th day of Novembcr 1981. a.< cc2

                                                  . :yAs Notary Public i

I I I

   ,,--,,,,,.w-mn-,       .--, ~ ,- -                   - - , - - - - - - . - . . - -         . -   --        - - - . . -    - . - - - . - - - . . - - - -        - - -

I I 1 Biographical Data Mete A. Sozen I Education DaL2 DaRrees Field Institutions Conferred B.S. Civ. Eng. Robert College 1951 Civ. Eng. Univ. of Illinois 1952 IM.S. Ph.D. Civ. Eng. Univ. of Illinois 1957 Positions Held at the University of Illinois 1963 Professor of Civil Engineering 1959 - 1963 Assoc. Professor of Civil Engineering 1957 - 1959 As.istant Professor of Civil Engineering 1955 - 1957 Research Associate in Civil Engineering Other Experience 1952 Kaiser Engineers, Oakland, California 1953 Hardesty and H anover, New York, N.Y. Professional Fezistration Structural Engineer, State of Illinois Research Experience Prestressed Concrete: Flexural Strength, Shear Strength, Time Dependent Effects, Anchorage-Zone Stresses, Bond. Reinforced Concrete: Column Behavior, Deflections, Flat Slabs, Two-Way Slabs. Prestressed Concrete Nuclear Reactor Vessels: Experimental Analysis of PCRV's, Analytical Models. l l Earthquake Response of Reinforced Concrete: Development of l 5 Experimental Methods for Study of Static and Dy n am ic Response, l Analysis of Earthquake Damage, Development of Analytical Models for Earthquake Response of Buildings. l I

I I 2 Taaching Interests Structural mechanics applied to reinforced and prestressed concrete structures considering effects of gravity loading, wind, earthquake and fire. Awards. Honors Research Prize, American Society of Civil Engineers 1963 R. C. Reese Award, American Society of Civil Engineers 1971 IHoisseiffAward, American Society of Civil Engineers 1972 Kelly Award, American Concrete Institute 1975 Elected to National Academy of Engineering 1977 I current Professional Activities Mzuber, U.S. Veterans Administration Advisory Committee on Structural Safety. American Concrete Institute Committe 318 on the Building

IMember, Code (Chairman, subcommittee on Earthquake Resistant Design)

Member, American National Standards Institute Committee A-58 on Design Loads. Member,U.S.-Japan Committee on Full-Scale Testing of Structures Structural Consultant on Industrialized Housing, Commonwealth of Puerto Rico Member, U.S. Joint Committee on Earthquake Engineering Current Research Proiects Investigation of Earthquake Effects on Reinforced Concrete Multistory Buildings.An experimental-analytical investigation of the d y n am ic nonlinear response of reinforced concrete structural systems to strong earthquake motion. Sponsored by the U.S. National Science Foundatio1. Investigation of the Feasibility of Small-Scale Models to Determine Structural Response to Earthquakes. Sponsored by the Science Foundation IU.S. National . Experimental Analysis of The Imperial County (El Centro) S e rv ic e s IBuilding. during the A study of the causes of failure of a six-story building 1979 F.1 Centro event sponsored by the National Science Foundation .

I I 3 Analysis of out-of plane Response of Adobe Walls in Earthquakes. An experimental-analytical investigation of the dynamic response walls built of adobe blocks. I ofProfessional Societies Member, American Society of C iv il Engineers Fellow,American Concrete Institute Member, Seismological Society of America Affiliate Member, Prestressed Concrete Institute hember, Earthquake Engineering Research Institute IProfessional Society Activities ACI Committee 335 on Deflections (1957-1964) Joint ASCE-ACI commitee on Reinforced Concrete Columns (1959-1965) Joint ASCE-ACI Committee on Limit Design (1960-1969) Prestressed Concrete Committee on Research (Chairman, 1961-1964) Joint ASCE-ACI Commitee on Slabs (1961-1971) ACI Committee 104 on Notation (Chairman, 1964-1977) ACI Board Committee on Research (1965-1967) European Concrete Committee Task Group on Shear Strength of Slabs (1963-1969) Board of Direction, American Concrete Institute (1967-1970) American Concrete Inst. - European Concrete Comm. Collaboration Committee (Chairman 1966-1971) ' Joint ASCE-ACI Committee on Connections of Reinforced Concrete Structures (Chairman 1966-1971) Executive Group of ACI Committee 115 on Research (1966-1980) ASCE Research Council on Testing and Performance of Full-Scale Structures (1967-1980 ) Concrete Committee Task Group on Planar Structures IEuropean (1973-1977)

I I c 4 Tall Buildings Committee 6 on Earthquake Resistance (1970-1978) Earthquake Engineering Institute Committee on Shear Walls (1971-1974) Earthquake Engineering Research Institute Committee on Research (1974-1981 ) National Panel of the American Arbitration Association (1964- ) Past Consultantships National Science Foundation (Washington,D.C.) U. S. Army Engineers Waterways Experiment Station (Vicksburg,Miss.) U.S. Department of State,F.B.O. (Washington, D.C.) Ministry of Public Works of Nicaragua (Managua) U.S. Nuclear Regulatory C omm i s s,i o n (Washington, D.C.) Stanford Research Institute (Palo Alto, Calif.) U.S. Advisory Committee on Reactor Safeguards (Washington, D.C.) Raymond Concrete Pile Co. (New Orleans) DuPont Co.(Wilmington, Del.) Portland Cement Association (Skokie,Ill.) United Nations Development Project UNDP (Paris) Skidmore, Owings and Merrill (Chicago) C. F. Murphy and Assoc. ( C h ic.a g o ) J. A. Parkin (Toronto) I. Cantor (New York) - Avesipe (Caracas) Sistema (Caracas) Istasa (Buenos Aires) H yd r o s e rv ic e (Sao Paulo) Phillips Petroleum (Paris) Midtconialt aps (Copenhagen)

E S Corporacion Dominicana de Electricidad (Santo Domingo) General Portland Inc. (Tampa) Erico (Cleveland) Structural Mechanics Associates (Newport Beach, CA ) I I I !I 4 l l 1 1 lI i i l !I I i i

11 e Solected Publications M. A. Sozen, E. M. Zwoyer; and C. P. Siess, " Strength in Shear I of Beams without Web Reinforcement," Eng. 452, Univ. of Ill., Urbana, 1959. Exp. Sation Bulletin No. I J. Warwaruk, M. Bulletin No. A. Sozen, and C. P. Siess, " Strength and Behavior in Flexure of Prestressed Concrete Beams," Eng. Exp. Station 464, Univ. of Ill., Urbana, 1962. H.E.H. Roy and M. A. Sozen, " Ductility of Concrete," American Society of Civil Engineers special publication Flexural Mechanics of Concrete. 1965, pp. 213-236. R. J. Lenschow and M. A. Sozen, "A Yield Crierion for Reinforced Concrete Slabs," Journal of the American Conc. Inst., V. 66, June 1966, pp. 266-273. W. G. Corley and M. A. Sozen, " Time-Dependent Deflections of Reinforced Concrete Beams," Journal of the American Concrete Inst., V. 66, August 1966, pp. 835-842. M. F. Stocker and M. A. Sozen, " Bond Characteristics of Strand," Eng. Exp. Station, Bulletin No. 503, Univ. of Illinois, Urbana, 1970. B. I. Karlsson and M. A. Sozen, " Prestressed Concrete Deep Slabs with Openings," Nuclear Engineering and Design, 24, 1973, pp. 1-11. IS.Concrete Otani and 1974, pp. M. A. Sozen, " Simulated Earthquake Tests of Reinforced Frames," Journal of the Structural Division, ASCE, ST3, March 687-701. M. A. Sozen, " Hysteresis in Structural Elements," Applied Mechanics in Earthquake Engineering, ASME, MMD, Vol. 8 Nov. 1974, pp. 63-73. J. K. Wight and M. A. Sozen. " Strength Decay of Reinforced Concrete Columns under Shear Reversals," Journal of the Structural Division, ASCE STS, May 1975, pp. 1053-1065. P. Gulkan and M. A. Sozen, " Inelastic Response of Reinforced Concrete Structures to Earthquake Motions," Journal of the American Concrete Institute, V. 71, No. 12, Dec. 1974, pp. 104-126. A. Shibata and M. A. Sozen, " Substitute Structure Method for Seismic Design in Reinforced Concrete," Journal of,the Structural Division, ST1, January 1976, pp. 1-18. M. A. Sozen and H. Aoyama, " Impact of Laboratory and Field Observations on Earthquake-Resistant Design of Reinforced Concrete Structures," Structural and Geotcchnical Mechanics, Prentice-Hall, 1977, pp. 305-333.

I I . 7 M. A. Sozen, " Earthquake Simulation in the Laboratory," Proceedings, Earthquake Resistant Construction of Reinforced Concrete Buildings , Berkeley, 1978, pp. 1606-1630. I M. A. Sozen, " Earthquake Response of R/C Buildings with a View to Drift Control," Proc., 7th World Conference on Earthquake Engineering, Istanbul, Sept. 1980. M. Saiidi and Mete A. Sozen, " Simple Nonlinear S e i sm ic Analysis of R/C Structures," Journal of the Structural Division, ST5, May 1981, I pp.937-952. I I I I I I

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                                                                            ' it.F C I                    UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION
                                                                   '81   NOV 20 2141 r EEChETAR)

I ATOMIC SAFETY AND LICENSING BOARD " gj}ifC I In the Matter of CONSUMERS POWER COMPANY

                                 )
                                 )
                                 )

Docket Nos. 50-329 OM 50-330 OM I (Midland Plant, Units 1 and 2 )

                                 ) Docket Nos. 50-329 OL 50-330 OL TESTIMONY OF 1

EDMUND M. BURKE, W. GENE CORLEY, JAMES P. GOULD, THEODORE E. JOHNSON, AND METE SOZEN I ON eEuAtr or TsE AP m czNT g REcARDINc REMED m MEASURES FOR THE MIDLAND PLANT AUXILIARY BUILDING AND FEEDWATER ISOLATION VALVE PI'IS E

                       ===2     -'""=8 I

I I I I I

Midland Plant Units 1 and 2 Public Hearing Testimony AUXILIARY BUILDING AND FEEDWATER ISOLATION VALVE PITS LIST OF FIGURES AUX-1 Site Plan AUX-2 I AUX-3 Auxiliary Building Plan Auxiliary Building Section AUX-4 Excavation Plan I AUX-5 AUX-6 AUX-7 Excavation Cross-Sections Auxiliary Building Boring Locations Plan Section Through Borings - Aux. Bldg. I AUX-8 North Section Through Borings - Aux. Bldg. South AUX-8A Auxiliary Building Settlement I AUX-9 AUX-10 AUX-ll Crack Mapping, Sheet 1 Crack Mapping, Sheet 2 Crack Mapping, Sheet 3 I AUX-12 AUX-13 AUX-14 Crack Mapping, Sheet 4 Crack Mapping, Sheet 5 Crack Mapping, Sheet 6 AUX-15 I AUX-16 AUX-17 Crack Mapping, Sheet 7 Crack Mapping, Sheet 8 Crack Mapping, Sheet 9 AUX-18 Crack Mapping, Sheet 10 I AUX-19 AUX-20 AUX-21 Crack Mapping, Sheet 11 Crack Mapping, Sheet 12 Crack Mapping, Sheet 13 AUX-22 Underpinning Plan at El 603' I AUX-23 AUX-24 AUX-25 South Elevation of Underpinning Wall Underpinning Wall Sections Underpinning Wall Sections AUX-26 Section at Feedwater Isolation Valve II Pits AUX-26A Need for Underpinning ~ ~ ~ ~ l AUX-26B AUX-26C _ AUX-26D Underpinning Pit Isometric Sections through Underpinning Pit Underpinning Construction Details AUX-27 Temporary Post-Tensioning System ATTX-28 Freeze Curtain Dam I AUZ-29 Access Shaft AUX-30 Underpinning Construction Sequence Plan I _ AUX -31 AUX-32 Temporary Support for Feedwater Isolation Valve Pit Section Through Instrumented Underpinning Pier I AUX-33 Underpinning Section at Electrical Pene-tration Area . _ _ _ _ -- I

I l - _ - _ . - - List of Figures (Continued) AUX-34 Section at Control Tower Underpinning

 =

Wall AUX-35 Elevation at Control Tower Underpinning l Wall u ' AUX-36 Deflection Measurement Points t AUX-37 Estimated Deflection of Underpinning at i AUX-38 Top of Pier vs Time Boring Location Plan and Geological Section

      ;                                       APPENDIX A FIGURES AUX-Al             Concrete-Encased Reinforcing Bar and I                                         Loading Stages AUX-A2             Measured Extension and Steel Stress at I      l i

AUX-A3 AUX-A4 the Various Stages of Loading Crack Behavior at Various Loading Stages Free Body Diagrams AUX-A5 I Force-Displacement History for Reinforced { Concrete Beam Subjected to Repeated l Moment Reversal

           ;                 AUX-A6             Crack Development During First Cycle of
           ;                                    Leading
           ;                 AUX-A7             Arrangement for Cyclic Test on Reinforced Concrete Box Test Specimen I           l AUX-A8             Load-Displacement History RC Box Cyclic Test I

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r ~, i 00tKETED UiNRC UNITED STATES OF AMERICA-NUCLEAR REGULATORY COMMISSION.8) NOV 20 N1:41  ! I 1': 7 SECRElt RY la c.!1lmG & SERvlCE BRANCH l ATOMIC SAFETY AND LICENSING BOARD In the Matter of ) Docket Nos. 50-329 OM

                                        )                    50-330 OM CONSUMERS POWER COMPANY        )
                                        )   Docket Nos. 50-329 OL (Midland Plant, Units 1 and 2)                     50-330 OL CERTIFICATE OF SERVICE                                '

I hereby certify that copies of the " Testimony of Edmund M. Burke, W. Gene Corley, James P. Gould,. Theodore E. Johnson, and Mete Sozen on Behalf of the Applicant Regarding the Remedial Measures for the Midland Plant Auxiliary Building"' in the above-captioned _ proceeding were served on the persons listed in the attached Service List by deposit in the U.S . Mail, First Class, postage prepaid, on the 19th day of November, 1981 or by hand delivery on the 20th day of November, 1981, as indicated in the Service List. fOne of the Attorneys for

                                                              .        !W Consumers Power Company

SERVICE LIST Frank J. Kelley, Esq. Administrative Judge Attorney General of the Ralph S. Decker State of Michigan Route No. 4, Box 190D Carole Steinberg, Esq. Cambridge, Maryland 21613 Assistant Attorney General Enviornmental Protection Div. 720 Law Building Lansing, Michigan 48913 Myron M. Cherry, Esq. Carroll E. Mahaney One IBM Plaza Babcock & Wilcox Suite 4501 P.O. Box 1260 Chicago, Illinois 60611 Lynchburg, Virginia 24505 Mr. Wendell H. Marshall James E. Brunner, Esq. RFD 10 Consumers Power Company Midland, Michigan 48640 212 West Michigan Avenue Jackson, Michigan 49201 HAND DELIVERY HAND DELIVERY Charles Bechhoefer, Esq. . Docketing and Service Section Atomic Safety and Licensing U.S. Nuclear Regulatory Commission Board Panel Washington, D.C. 20555 U.S Nuclear Regulatory Commission Washington, D.C. 20555 Dr. Frederick P. Cowan Steve Galder, Esquire 6152 N. Verde Trail 2120 Carter Avenue Apt. B-125 St. Paul, Minnesota 55108 Boca Raton, Florida 33433

A HAND DELIVERY Atomic Safety & Licensing Barbara Stamiris Appeal Panel 5795 North River Road U.S. Nuclear Regulatory Commission Route 3 Washington, D.C. 20555 Freeland, Michigan 48623 HAND DELIVERY HAND DELIVERY Mr. C. R. Stephens J. Jerry Harbour Chief, Docketing & Service Atomic Safety & Licensing Section Board Panel Office of the Secretary U.S. Nuclear Regulatory Commission U.S. Nuclear Regulatory Washington, D.C. 20555 Commission Washington, D.C. 20555 Ms. Mary Sinclair 5711 Summerset Street Midland, Michigan 48640 HAND DELIVERY William D. Paton, Esquire Counsel for the NRC Staff U.S. Nuclear Recclatory Commission Washington 9 0'.C. 20555

    ~.

HAND DELIVERY Atomic Safety & Licensing Board Panel U.S. Nuclear Regulatory Commission Washington, D.C. 20555}}