ML20076J589

Structural Walkdown Final Rept

ML20076J589
Person / Time
Site:	Fermi
Issue date:	08/08/1994
From:	Alchalabi A DUQUESNE LIGHT CO.
To:
Shared Package
ML20076J576	List: ML20076J583 ML20076J589 ML20076J596 ML20076J608 ML20076J612 ML20076J621 NRC-94-0098, Forwards Nonproprietary Documents Re Turbine Generator Repairs & Restart from Fourth Refueling Outage
References
NUDOCS 9410260112
Download: ML20076J589 (154)

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{{#Wiki_filter:_ _. NUCLEAR GENERATION MEMORANDUM Date: August 8, 994 File 0801.21 TMPE-94-0486 To: R. McKeon Assistant Vice President & Manager, Operations From: A. M. Alchalabi d*h Team Manager, Structural Support Recovery Plan

Subject:

Final Report-Structural Nalkdown Attached, please find the final report of the structural walkdown. This report consist of the action plan, findings, recovery plan action items, walkdown checklist and the final conclusion. Noted by: %"A K. E Hbf rd, u erv , Hechanical/ Civil Approved by: M J. Nalker, DirectoF, Plant Engineering 4 AMA/psl cc: ETS PE File C. Halbfoster O 9410260112 941019 PDR ADDCK 05000341 P PDR

ID STRUCTURAL WALKDOWN 1 1 FINAL REPORT 8 l TASK MANAGER: ABDUL ALCHALABI l e August 8,1994

.~ I Q Table of Contents Section Pane No. I Mission Statement 3 Introduction / Purpose 4 Stmetural Background Information 5 Conclusions 7 Summary ofFiridings 8 Attachments:

1. Structural Suppon Action Plan 2-Recovery Plan Action items 3-Walkdown Checklists i

O 2

MISSION STATEMENT g WALKDOWN AND VISUALLY INSPECT PLANT STRUCTURES, SUPPORTS AND COMPONENTS FOR STRUCTURAL DAMAGE. EVALUATE POTENTIAL IMPACT OF " SEISMIC ALARM" i TEAM MANAGER: ABDUL ALCHALABI l TEAM MEMBERS: G.AB LAH b R. BUCK Md A. BURG 6,P, H. SAHINER O O 3

INTRODUCTION / PURPOSE bb The turbine failure and resulting events initiated the need to inspect and evaluate the structures housing and supporting the turbines, generator and exciter. As included in the Recovery Plan, the scope of this walkdown and inspection included the Turbine Building (TB), Radwaste Building (RWB), and Reactor / Auxiliary Building (RAB) and the evaluation of the earthquake instrumentation data. In order to perform the structural walkdowns, a " Structural Walkdown j Team" was formed. The walkdown team consisted of qualified Structural and Civil Engineers, members ofMechanical/ Civil Group of Plant Engineering, each with an average of fifteen years ofnuclear power plant experience. The purposes of the Structural Walkdown Team are to inspect all impacted areas, observe and evaluate the damage, and recommend repairs. The Walkdown Team performs its task per the "Walkdown Plan" which has been reviewed and approved by the Plant Manager. During walkdown preparation, the turbine accident and the resulting events were studied to determine the most critical items to inspect. Consequently, the items in the vicinity of the accident, such as the turbine pedestal and the isolation gap between the pedestal and TB structure were inspected with specific attention. The TB roof, siding, turbine overhead crane and supporting structures were also inspected in detail for structural and missile damage. O In order to evaluate the impact on the damaged locations and determine the type of repair needed, stmetural design documents, drawings and design calculations were reviewed. The stmetural elements were visually inspected for signs of damage or displacement. The elements examined included concrete slabs, walls, beams, columns, concrete foundations / pedestals, masonry walls, structural steel beams, columns, bracing and stair stringers, doors and frames, penetrations, anchor bolts, and isolationjoints. Walkdown teams used checklists and prepared summaries of each area inspected. These summary reports included a brief evaluation of findings. The important findings have been extracted and are discussed in the " Summary of Findings" section of this report. The detailed walkdown checklists are included as attachment to this final structural walkdown report. Structural walkdown teams interacted with the System Walkdown teams by exchanging information and findings concerning system supports and foundation damage. In addition, specific Plant Safety personnel were supportive of walkdown efforts by notifying Structural team members of their findings and requesting evaluations. The

• Summary of Findings" section of this report includes all of these findings.

All structural walkdown areas have been inspected. In addition, some critical areas which were normally inaccessible, were also inspected as the turbine and the generator components were removed. The reactor pedestal and drywell floor have also been inspected and no deterioration O was noted during the inspection. 4

STRUCTURAL BACKGROUND INFORMATION ' O The turbines, turbine generator, and exciter are supported by the turbine pedestal (TP). The TP is a reinforced concrete structure measuring 214 ft.-2 in. long,54 ft. wide and 94 ft-6 in. high, above a bed rock supported foundation. The footings are 8 ft thick and the pedestal walls are 8 ft.-8 in. thick. The TP is separated from the TB stmeture with a 1-in. wide isolation gap. Only the first floor TB slabs are directly connected to the TP stmeture. The TP design isolates the turbine vibrations from the rest of the TB structure. At lower elevations, the first floor slab connections to the TP are intended to improve the lateral stability of the pedestal. The isolation gap is filled with 1-in. thick Styrofoam. The TP is designed to support not only the normal and operating loads of the turbines, generator and exciter, but also the shon term abnormal loading. In the abnormal category ofloading, i three eighth-stage, LP turbine blades are assumed to be lost. The TP adequacy has been verified for loading of the LP turbine pedestal due to the three, eighth-stage, LP turbine blades loss. This loading condition is postulated to occur at any one of the six, eighth-stage blade locations (two eighth-stage blade locations per LP turbine), one location at a time. The turbine event resulted in a similar cyclic loading condition considered in the design of the turbine pedestal and its anchorages. Generator short circuit loading is another loading condition evaluated in the TP structural design calculations. i The TB structure is separated from the safety-related Auxiliary Building with a 4-in. wide seismic gap. The TB basement is also on rock foundation. The first floor structural slab is ! O connected to the TP. The finished grade (583'-6") of the TB first floor is not the stmetural slab, l but a 9-in. thick concrete slab over compacted sand which, in turn, is placed over the structural l slab. These design details are shown on TB first floor structural drawings. The 9-in. slab and l the sand layer distribute the concentrated loads over a larger area of the structural slab below. The knowledge of this detail is important in order to evaluate the floor cracks on the TB first floor. The TB and RWB basement walls and floors are below the normal ground water elevations. In the past, a ground water survey study was conducted and leaking areas were mapped. As a result of this study, pressure grouting of the leaking walls and floors was performed. The l repaired cracks can be identified from their appearance which verifies their continued water tightness. The RWB houses various tanks associated with the radwaste system. The typical tank foundation is a concrete pedestal with a horizontal, flat surface. The tanks are mounted over the foundation and the space between the flat tank base and the foundation is pressure grouted. Some of the tanks are anchored while others are not anchored. As a result of the RWB basement flooding, some of the unanchored tanks in the basement were lifted off their foundations. l The RAB is safety-related structure and is separated frorn the non-safety-related TB structure with a seismic gap. The RAB structure is also designed to have adequate missile barrier %h thicknesses for potential turbine missiles. The design basis turbine missile is a 120 degree 1 5

i ) i segment of the eighth-stage, low pressure turbine wheel weighing 8650 lb. Four possible { ( missile trajectories were considered in Fermi 2 UFSAR in Sections 3.5.2.1 and 10.2.3. The j missile barriers are designed to stop the design basis missile for each trajectory considered. l There are two active and three passive triaxial seismic monitors mounted in the RAB at various locations between the subbasement and the fifth floor. A description and evaluation of the seismic instrumentation data is included in Hopper & Assc, cates Report # HA-08/94-841 (Edison File No. T1-3696). i l Based on the conclusion of Hopper & Associates Report, the turbine event did not compromise the structural integrity of the RAB or the equipment therein, there will be no further walkdowns 1 in these buildings. Walkdown of the RHR Building was not required because ofits distance from i the TB and the fact that there was no structural damage to the RAB which is between the TB and RHR Building. O l 6 l 1

CONCLUSIONS O The structural items which were inspected in the various buildings, as described above, were not structurally compromised (i.e., they maintained their structural integrity) as a result of the turbine event. Observed indications in the structural items tend to be either superficial and cosmetic in nature, or were local damage. These items will be repaired or accepted as-is on a case-by-case basis as described in the " Summary of Findings" Per Hopper & Associates Report # HA-08/94-841, the excitation of the seismic monitors was the result of a shock incident, not a tectonic earthquake. A shock impulse imparts short duration, high amplitude, and low energy into a structure and does not result in significant i structural stresses. The structural integrity of the Reactor / Auxiliary Building and the equipment l therein was not compromised. l l 0 O O 7

i

SUMMARY

OF FINDINGS } Findings Resulting from the Turbine Event The following generic items were repeatedly observed at various places in the inspected buildings.

1. Cracks on the concrete floor slabs and walls i

As a result of the leaking water and oil in the TB and RWB, the previously repaired and painted cracks were exposed. Paint and some filler material were removed due to the impact of the running water. In most places, the removed paint is wider than the actual crack width, thus giving the appearance of a larger deterioration. All of the cracks i observed, with the exception of one location, were cosmetic in nature. At the southeast l corner of the turbine pedestal, on the second floor level, the concrete slab has numerous cracks. These cracks are evaluated differently from the others for the following reasons: ) -Most of the cracks start in the slab next to the southeast corner of the pedestal 4 wall. It seems that the 1-in. isolation gap between the pedestal and the concrete j slab at this location has not been maintained. In the vertical direction, the gap is almost non-existent. This condition probably existed from the construction time j period. Viewed from below the slab, the isolation gap filler material,1-in. thick Styrofoam, is in place and intact. O G -Most of the cracks are only at the top of the slab. Only three cracks were observed from under the slab. Almost all cracks run in east-west or southeast-nonhwest direction. -Even though there are indications that these cracks may have existed before the event, it seems that they have been reactivated either due to the impact of water or due to the pedestal vibrations because of the imperfect isolation between the i two structures at this location. -The slab in question is a 12-in. thick, two-way slab with reinforcement (#7, #8 and #9 bars)in both top and bottom. This slab is supponed by 36 in. x 48 in. beams which do not have any indications of cracks. This slab is the only 12-in. slab in the area. All others at the east and west sides of this slab are 18 inches thick. All cracks should be repaired by the painters prior to painting, with the exception of the cracks on the slab near the southeast corner of the pedestal. These cracks should be repaired by structural grouting methods, such as pressure grouting methods used to prevent ground water seepage in the plant. In addition, the isolation gap in this area needs to be reworked in such a way that the 1-in. separation is maintained, as designed. q.g 4 8 4

2. Isolation gap deterioration, filler material damaged or missing During the walkdowns, it was observed that most of the third floor level isolation gap fdler material, Styrofoam, was either missing, dislocated or deteriorated. The same conditions were observed on the second floor at the south end, especially at the gap in the vicinity of the generator and the exciter. This filler material chould be replaced. However, a better material (such as Will-Seal) may be recommendt.i which could be installed without disturbing the dislocated Styrofoam and, in addition, could provide a more durable and watertight seal.

3. Paint and surface fdler damage This item does not have any structural significance. The paint in areas subjected to water and oil damage has lifted, exposing the concrete. There are numerous cracks on the first, second, and third floors of the TB. These cracks had been previously repaired, but due to weak bonding material, they have opened again. The first floor TB slabs are not structural slabs, as described above. There are varying thicknesses of compacted sand between the structural slabs and the top 9-in. thick slabs. All first floor slab cracks may be dismissed as non-structural and insignificant. For this reason, all paint and filler damaged areas should be repaired.

4. Constructionjoint filler material damage

/q The construction joints were formed with a typical detail, including a filler material at the top V level. The first floor TB east passageway was observed to be without this filler material in some areas. This was caused by the impact of running water over the area. Even though this is a cosmetic item, it should be repaired to its original condition.

5. Missile damage The No. 3 low pressure turbine (LP 3) blade loss has resulted in missiles impacting various TB stmetures. In this section, only missile damage to structures will be described and evaluated.

-LP 3, eighth-stage blade tore the turbine casing and hit a pipe support vertical ~ member and the west reheater roof. There is also damage to the grating at the platform nearby. The details are described in the walkdown data sheets. This missile seems to be the most significant one exiting the turbine outer casing compared to the other missiles generated during the event. The blade missile mass and its trajectory have been compared to the design basis missile as described in UFSAR Sections 3.5.2.1 and 10.2.3. The missile weight in this event was less than 150 lb., much smaller than the missile weight of 8650 lb. considered in the design of missile barriers. The trajectory of the missile was close to trajectory #1 of the UFSAR evaluation in elevation, but it did not travel far enough to hit the missile barrier since it was stopped by the west reheater [ concrete roof. In addition, even without considering any missile barriers in place, 9

i e the actual trajectory of this missile was such that it would not have hit the safety-related RAB. Instead it would have passed south of these buildings traveling O ei-o t i- #eet-to-*eetairectio#- i Considering the thickness of the impacted roof slab (3'-6"), the relatively small depth of the damage (1/2" per the walkdown report), and the fact that there is no j observed reinforcement bar damage, it is concluded that the overall integrity of the slab is intact. The concrete should be repaired and the damaged platform ) components replaced. -Turbine missile damage, internal to the turbine casing and condenser shell. 4 The missile blades have caused damage to the LP3 turbine lower casing, on the north side. These blades have gouged, dented or tore the turbine lower casing. The missile blades, after hitting the turbine components, along their trajectory down, have also damaged the condenser structural components and ended up in the condenser tubing. An important s*.ructural observation was that, the only missile damage observed was caused by direct missile hits both in the turbine and in the condenser. These were located in the northern half of LP3 and below. All of these significant hit locations are being addressed per the TSR-26566 and TSR-26567. No other structural missile damage was found in any other areas. The missile damage areas are found to be localized at the hit vicinity, without significant impact to the overall strucural integrity of the components and the stmeture itself. -The third floor TB slabs in the vicinity of the exciter have a number of gouges (up to about 1/4 in. deep) which resulted from projected and/or falling missiles. The concrete should be repaired. j -TB overhead crane east runway girder was hit by a suspected exciter missile and the 1-in. thick web plate of the girder was deformed. A close inspection of the damaged area was performed. No overall girder movement was identified. It was concluded that the impact was absorbed by the F al plastic deformation of the web material. A design calculation, DC-5882 Volume I, has been issued evaluating the present condition of the girder. This calculation concluded that the overall girder strength was still adequate to support the design loading. However, additional safety measures were taken to inspect the alignment of the rails and a thorough maintenance inspection of the crane components was i performed. -The 18-gauge thick metal roof deck plate of the TB was perforated by a small missile which was probably an exciter component. The size of this perforation is about 1/2 in. x 1 in. The search for this missile on the turbine roof and on the ground west of the TB was unsuccessful. The hole in the roof has been repaired. There were two other minor hit marks on the roof decking; however, no perforation was observed at these locations. - O 10 t i

I -The 18-gauge insulated siding of the TB was examined There were no observed perforations or gouges in the siding. The following specific items were observed in the inspected buildings.

1. Radwaste tanks lifted off their foundations The flooding of the RWB basement, up to 5'-6" from the floor level, resulted in three tanks floating. The tanks are identified as Waste Sample Tanks with PIS Nos. G1101 A004A (Tank A) and G1101 A009 (Tank C) and the Evaporator Feed Surge Tank with PIS No.

G1101 A030. These tanks were not anchored; instead, their flat bases were supported by grouted, flat, concrete foundations. Since these tanks did not contain liquid to the flood level, buoyancy forces overcame the weight forces and lifted the tanks off their bases. The evaluation and restoration of these tanks and the associated piping has been completed.

2. Exciter and generator foundation damage The exciter was displaced with accompanying disturbance ofits foundation, anchors and stool pieces between the exciter and the concrete foundation. The exciter has been removed from its TP location. Structural repairs shall be performed in the exciter foundation area. The new exciter will be located in the lower floor, so no new anchorage preparation is required in the damaged area. The damage is local to the exciter anchor area and the overall pedestal slab is still structurally adequate.

O The brushgear, located north of the exciter, has no anchorage or foundation damage. The l connection between the brushgear and the exciter may have been disengaged so that exciter i forces were not transferred back to the brushgear. The generator foundation and its anchorage are in good condition. The generator has been 1 removed and the whole supporting concrete structure including its anchorages were inspected and found in good condition.

3. Turbine pedestal and bearing beam inspection The turbine is supported along the east and west sides by the reinforced concrete pedestal.

This pedestal is isolated from the turbine building structure, from third floor down to the first floor level. The inspection of the turbine pedestal did not indicate any structural damage. The isolation gap around the pedestal was intact. No anchorage or grout deterioration was observed. The turbine pedestal cross beams, located under the bearing beams, were also inspected on both north and south sides of the LP3, after the expansion joint was partially removed. The pedestal wall and beam sur# aces were found in good j condition. The keys under the bearing beams, on the north and south sides of LP3, were also visually inspected with no observation of damage. 11

The bearing beams for LP turbine were also inspected. The bearing beams are box beams made of steel plates, spanning approximately 35 ft., with a width of over 8 ft. and a height of O ever is fl. The beeries beem side vietes have verticei stifreeer sections. The bearie8 eems b transfer the bearing forces to the turbine pedestal. Although the main structural components of the beams ( the top, side and bottom plates of the box sections ) were undamaged, there were weld and base metal cracks noted on all bearing beams #2, # 3, # 4 and mainly #5. These cracks are documented in Sargent & Lundy Report SLAM-029 (Edison File No. TI-3686). The locations of these cracks are identical at each beam, between vertical stiffener members which have sudden cross sectional transitions. These cracks were likely to have been caused by the turbine accident. The worst tear locations are on the south of LP3 (Bearing beam #5). The structural details at these locations are now being modified to reduce the stress concentations which may have contributed to the tears. New welds are made and bearing beams are repaired per TSR-26565. There was no indication of any plastic deformation of these beams as the gap between the bottom of the bearing beam and the top of the concrete cross beams was not changed. (The alignment key at the midspan of the beam at this location has a 3/8 in. vertical gap which was found unaffected from the event.) In addition, the "dogbone" (expansion joint between the turbine and the condenser) did not have any tears due to the differential movement of the bearing beam (turbine) and the condenser. As a result of the described findings, it is concluded that the overall stmeturalintegrity of the bearing beams was not compromised. After the local stiffener repairs, they will be restored and able to perform better under vibratory loading.

4. Stator cooling lines support damage Two stator cooling line supports were found damaged. The system walkdown team also observed the same failures. These supports will be repaired.

5. Main condenser tubing and shell damage The main condenser shell and its foundation and tubing were inspected. Except for missile damage caused by LP3 turbine blades, no other structural damage was observed. It must be noted that the inspection inside the condenser specifically concentrated under LP3. All missile damaged areas were mapped and are being repaired as dispositioned in TSR-26567.

As detailed in the previous missile damage section, the overall stmetural integrity of the I condenser remains intact. The local damage due to direct missile hits is being repaired. O 12

Findings not directly related to the turbine event ,!O During the extensive walkdowns conducted, the following damage was observed. These are not i related to the turbine event; however, they are being addressed and repaired.

1. R eactor feed pump suction line strainer footing grout damage

2. Recombiner rooms equipment footing grout damage 1

3. Condensate filter demineralizer D influent line piping suppon damage

4. Chemistry lab door misalignment

5. Off-gas condensate drains from the east and west condensers loose anchorage

6. Miscellaneous cosmetic floor and wall cracks - to be repaired as the areas are being painted 5

i v i O l ( l l l } O 13 l l 1

l l i!O i i ATTACHMENT # 1 i l i l i STRUCTURAL SUPPORT 4 l ACTION PLAN i IiO 4 i l i i i i i I I i l i o 4 i

i 1'- i.O l 1 l FEMI 2 1 STRUCTURAL SUPPORT ACTION PLAN l .t. i MARCH 31, 1994 REV. 2 L 8 (( [2i 8[3/[/f7f TEAM MANAGER ~ ABDUL ALCHALABI DATE [i [h[5[/)fe[g y/ygg APPROVAL ROBERT MCKEON /DATE O

STRUCTURAL INSPECTION ACTION PLAN '(] Mission Statement: Walkdown and visually inspect plant structures, supports and components for structural damage. Evaluate potential impact of " Seismic Alarm." Team Manager: Abdul A1chalabi Team Members: G. Abdallah R. Bryer R. Buck A. Burg H. Sahiner O O

A. Walkdown/ Inspection of Structures - hl. Turbine Pedestal Structure The turbine and its associated equipment (exciter brush gears, generator, etc.) are independently supported by their own pedestal. Third floor slab is supported independently of the Turbine Pedestal by its own structural framing. The inspection plan will include all of the structural elements associated with Turbine Pedestal and associated equipment. ' Visual inspection of turbine generator and exciter connections to o the concrete structure. The initial local damage assessment must be performed prior to the disturbance of connections and debris. Visually inspect concrete pedestal all around interior and o exterior (where possible) from basement (El. 564') to third floor (El. 64 3 '-6"). Visually inspect steel wall and its concrete support on south and o turbine shield wall on north side, Visually inspect isolation joints and concrete on both sides of o joints of third floor. Inspection will also include areas under checker plates. o A2. Turbine Building Structure Perform an overall walkdown of Turbine Building structure including: o Foundation slabs, floor slabs, walls, columns, beams, siding, roof, and structure. Inspect structure for possible turbine missile damage. o Inspect turbine slab near the isolation gap. o Inspect flooded area for water damage. o Inspect equipment foundation for grout / anchorage damage, o Inspect Turbine Building overhead cranes support structures. o Inspect stairway, platforms, specifically at concrete attachment o locations. o Inspect condenser structure, its foundation, shell, stiffeners. O

4 A3. Reactor / Auxiliary Building Structure - f'T Inspect QA1 equipment anchorage. Extent of the walkdown will be o \\/ determined based on seismic data evaluation by the Consultant. i o Performed a walkdown in Reactor / Auxiliary Building specifically 3 in areas adjacent to Turbine Building on 12/29/93 and found no 4 signs of damage or displacement. o Accessible areas were selected for a walkdown as representative of the Reactor / Auxiliary Building structure. The walkdown was j completed on 1/24/94. No evidence of structure damage or l distress were found. 1 o Perform visual inspection of drywell concrete floor slab and Reactor pedestal. o The need for further walkdown will be determined based on seismic j data evaluation by Consultant. l A4.Radwaste Structure 3 Perform an overall walkdown of Radwaste Building structure including: I Foundation slabs, floor slabs, walls, columns, beams and other o related structures. j o Inspect flooded area for water damage. / ) o Inspect equipment foundation for grout / anchorage damage. o Inspect stairway, platforms, hoists, specifically at concrete j attachment locations and others. o Inspect tanks located in the basement for structural integrity j o Coordinate with Radwaste Recovery Team for inspection of all flooded area. A5.RHR Due to distance from the Turbine Building, RHR is excluded from the walkdown. It will be reviewed later based on seismic data 4 interpretation. i m e d

A6. Inspection of the Turbine Support Steel Structures The LP and HP Turbine support steel structures will be inspected including: o Bearing support beams and bearing boats. o LP Frame body support beams. o Turbine support feet over the concrete pedestal wall, o Turbine alignment keys. [ The above listed structures will be visually inspected for: o Welded connections integrity per inspection criteria. o Bolted connections for loose or broken bolts, enlarged bolt holes, etc. o Steel plates, shapes for permanent deformations, cracks and tears. o Other unusual or unexpected conditions. (SEE SKETCH NEXT PAGE) B. System Supports and Components Inspection / Evaluation System Engineering will perform system walkdowns. The structural team will inspect and evaluate the system support findings. C. Evaluation of Potential Impact of Seismic Alarm j l Detailed data evaluation documentation activities, are underway and a formal assessment report is now being prepared by the consultant with a currently scheduled February 4, 1994 completion date. D. Prepare a final walkdown report documenting the walkdown/ evaluation results upon completion.

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P 2 O . System Supports and Components Inspection / Evaluation B + System Engineering will perform system walkdowns. The structural team will inspect and evaluate the system support findings. C. Evaluation of Potential Impact of Seismic Alam Detailed data evaluation documentation activities are underway and a formal assessment report is now being prepared by the conruitant with a currently scheduled February 4, 1994 completion date. D. Prepare a final walkdown report documenting the [ walkdown/ evaluation results upon completion. O i O

lc. STRUCTURAL WALKDOWN CHECKLIST i Waikdomi Guideline Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress: l

1. Concrete members:Icok for Resh cracks, concrete spding, crushed concrete, cracks in painted surfaces 4

2. Structural steel: 14ok for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: I4ok for Resh cracks in monarjo*mts and blocks, paint chips.

5. Doors: 14ok at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

Wafkdown Datar Building: AB RB RWB TB Floor: SB B Ist 2nd 3rd 4th 5th Men. Other Area columnlines: Elevation-Elements examined: Concrete slab: Concrete walls Concrete beam: O co ct i = >===: Concrete pedestal: Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors-Penetrations: Anchor Bolts: Drawing reference: Comments: Name Date: Name: Date: RAB:1/1454 Sle:P/CHKLIST O e . enu. ,w

i ,l'O i I 5 l ATTACHMENT # 2 4 l RECOVERY PLAN ACTION ITEMS i i 1 'O 1 i 1 l Work Requests and TSRs listed in this j section will be tracked as part of the j overall Recovery Plan. i i i )!O i . ~,- .,-,.---._m_.,,_ .y--m. y ,9

Structural Support Team Manager: A. Alchalabi ACTION RESPONSIBLE WORK DATE COMMENTS { GROUP WALKDOWN i COMPLETED 1. Prepare a final Mech / Civil walkdown report l documenting the Final report issued 8/8/94 - walkdown/ evaluation TMPE-94-0486 results upon completion. Turbine Pedestal Structure 2. Visualinspection of Feb.11,1994 Exciter connection turbine generator and June 30,1994 complete. Turbine & exciter connections to Generator connections the concrete structure. complete.

3. Visually inspect Feb.11 1994 All of accessible areas were concrete pedestal all March 23,1994, inspected. Additional areas I

around interior and June 30,1994 adjacent to bearing support exterior from basement beams were inspected, i (El. 564'-0") to third floor (El. 643'-6") 4. Visually inspect steel Jan.28,1994 No damage. { wall and its concrete { support on south side of turbine and shield wall on north side.

5. Visually inspect Maintenance Jan.25,1994 Joint filler missing.

isolation joints and WR #000Z940534 concrete on both sides ofjoints of third floor.

6. Inspection will include WR #000Z944112 Feb.11,1994 Inspection of all areas til areas under the June 30,1994 under checker plates has checker plates.

been completed. Exciter, generator and turbine { included. Concrete damage found only around exciter, under checker plates. 1 0 Page1

Turbine Building Structure

7. Inspect slabs, floor Jan.18,19,20,24, No damage to structural slabs, columns, beams, 28,31,1994 steel or concrete. Missile siding, roof and March 22,30,1994 damage on roof west of structure.

exciter. Repair completed.

8. Inspect structure for Maintenance Jan.5,7,28,1994 Grating damage above west possible missile damage.

WR #000Z940533 MSR. Superficial concrete WR #000Z944090 damage repair.

9. Irspect turbine slab Maintenance.

Jan.5,28,1994 Repair crack on 2nd floor near the isolation gap. WR #000Z940564 & turbine slab, near SE 000Z944099 corner of pedestal. I

10. Irspect flooded area for Mods.

Jan.18,19,20,24, Basement,1st,2nd, and 3rd l water damage WR #'s 28,31,1994 floors need painting due to Basement 000Z941451 March 22,30,1994 water damage. Ist floor 000Z941452 2nd floor 000Z934493 3rd floor 000Z934494

11. Inspect equipment Jan.18,19,20,24, No damage.

foundation for 28,31,1994 grout / anchorage March 22,30,1994 d: mage.

12. Inspect Turbine Jan.7,1994 Local damage on east crane

.(] crane support Building overhead girder due to missile. Analyzed per DC 5882. No structures. repair. j

13. Inspect stairway, Jan.18,19,20,24, No damage.

l platforms, specifically 28,31,1994 at concrete attachment March 22,30,1994 locations. 1

14. Inspect condenser Condenser Group Jan.4,12,20,1994 No damage to foundation.

structure,its TSR 26567 May 17,1994 Missile damage under LP3 foundation, shell, turbine area. stiffeners. l l e O l Page 2

i l Reactor / Auxiliary Building Structure

15. Inspect QA1 equipment Feb.4,1994 Based on the consultant's enchorage. Extent of evaluation (report #HA-the walkdown will be 08/94-841) no further determined based on walkdown is required other j

seismic data evaluation than what is listed in item l by the consultant. 16 below.

16. Perform a walkdown in Jan.19,1994 Inspected HPCI, CRD Reactor / Auxiliary pump Rm, SE quad. and j

Building specifically in east half of Rz/ Aux. l creas adjacent to building from El. 540'-0" to l Turbine Building. El. 659'-6". No anchorage or structural damage.

17. Perform visual June 30,1994 No damage.

l Inspection of drywell concrete floor slab and Reactor pedestal. Radwaste Structure l l 18. Perform walkdown of Jan.24,Feb.12, No damage. slabs, floor slabs, walls, March 30, April 29, I columns, beams and Allin 1994 i ether related structures.

19. Inspect flooded area for Mods.

Feb.12, March 30, Basement floor needs i water damage. WR #000Z934495 All in 1994 painting. l

20. Inspect equipment Jan.24,Feb.12, No damage.

l l foundation for March 30, April 29, grout / anchorage Allin 1994 damage.

21. Juspect stairway, Jan.24,Feb.12, No damage.

platforms, boists, March 30, April 29, specifically at concrete Allin 1994 j r.ttachment locations and others.

22. Inspect tanks located in Jan.24,Feb,12, Structuralintegrity of tanks l

the basement for March 30, April 29, is maintained. i structural integrity. All in 1994 l

23. Coordinate with the April 29,1994 Coordination complete.

Radwaste Recovery Team for inspection of all flooded areas. b Page 3 F r- ,-.-r-,- . ~.- -- r.

i iO Turbine Support Steel Structures

24. Inspect bearing support Turbine Group June 30,1994 Cracks were found in beams and bearing TSR 26565 bearing support beams.

boats. TSR 26566 Missile damage on bearing support beam side plates near north side of LP3.

25. Inspect LP frame body June 30,1994 No damage.

support beams.

26. Inspect turbine support June 30,1994 No damage, feet over the concrete pedestal wall.

27. Inspect turbine Turbine Group June 30,1994 Generator key cosmetic clignment keys.

WR #000Z944112 grout repair.

28. Inspect welded Turbine Group &

June 30,1994 Various damage due to connection integrity per Condenser Group missile hit. Ref. Item #14, inspection criteria. TSR's 26565,26566,26567 24.

29. Inspect bolted Turbine Group &

June 30,1994 Some missile damage. Ref. connections for loose or Condenser Group Item #14,24. brokeo bolts,eolarged TSR's 26566,26567 bolt holes, etc. 'LO. Inspect steel plates, Turbine Group & June 30,1994 Some damage due to missile shapes for permanent Condenser Group hit. Ref. Item #12,14,24. 1 deformations, cracks TSR's 26565,26566,26567 cnd tears. Evaluation of PotentialImpact of Seismic Alarm

31. Issue final assessment August 8,1994 The consultant's evaluation report concluded that the turbine failure was a shock incident, resulting in dynamic response phenomena of two single cycle waves propagating through the building foundation without exciting the structure above. The report also concluded that the structural integrity of the Rx/ Aux building was not compromised or the equipment therein. (llopper

& Associates report # IIA-08/94-841) Edison File No. TI-3696. Page 4

i !b i i i ATTACHMENT # 3 i WALKDOWN CHECKLISTS 3 i i i i i 1 i 1

• The item numbers referenced on walkdown checklist pages correspond to the item numbers in Attachment #2 -Recovery Plan Action items.

l 3 l i i b 4

G STRUCTURALWALKDOWN CHECKLIST l. Walkdown Guideline: ) Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress: i )

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, j

cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chippal paint, dents, bending, 4

l twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

4

5. Doors: Look at alignment of door with frame.

}

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout i

damage. ,g ,y /,, I f g g j Walkdown Data: ha W E ) Building: RB RWB TB Floor: SB Ist 2nd rd 4th 5th Merz Other ) Area column es: ove sa.was Sui ear so sndr, J C/f r,%ws r & E / atI aM N5 c 4 v '-, ~ s Eievation-s s. 3 -.~ e l Elements =minad-a Concrete slab: V !D 2"**:;* 3 j Concrete column: # j' Concrete pedestal: i Masonry wall: 54<(,w wc.s, 21( 7 x 4 0 8! 4 3 4 s 5 Structural steel : Beams, Columns, Bracing,(Stair stringer) T 7, 7'/7 / 77 6 S i Doors: 7 8 - /. 7's - 4 r s - 8 $ r.a - /5 ) Penetrations: l Anchor Bolts: v j Drawing reference: re7&/-22/o 4 7.# 75 / - a d / 7 4 l Comments; do ne ms c wn.c Mon n 7* xxe a s rH s 7aaruem j menAests Due 7*s 7Wc 72 A'6&B a vanr o e Pet. E$, lyf3. a re's so n c m e.e Sr.,,. w w res z.v Fx shssro w ru7-A497~.4 2PAstsp1nr7:uY:-rs.e,y. Name: A /Aue.4, h Date: ~1o o/pcp */ Y' s/rd,o,a, ) Name: 012J/>/rbEd--=- Date: g-RAB:1/14/94 i file: P/CHKLIST } 1 i i

r~ ~ STRUCTURAL WALKDOWN CHECKLIST pg, g Walkdown Guideline: sO isually examme stmetural elements for signs of damage or displacement. The following V id-v indi-e ea1 *e -ai memb experienced some distress:

1. Concrete members: look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

'Ib g /> Walkdown Data: RWB h Building: AB RB Floor: SB QB Ist 2nd 3rd 4th 5th Mezz. Other Area column hnes: / f, 8 W A'/* 4 Elevation: 5 SS'- e" 4 55 z. ' a + 4 rG4 '-e e Elements examined: Concrete slab: v Concrete wn!!s c.- h Concrete beam * - V Concrete column: c-Concrete pedestal: 7'e# 4//o i A e f-l Masonry wall: E54, 41A, #45 Structural steel : Beams, Columns, Bracing, Stair stringers: s rein T2 e T:t"Z-f 7/- /3 V l Doors: 7S - Z - l Penetrations: i Anchor Bolts: fot. TMNK.5 $_ P% se,93 t $Th o $5.U Drawing reference: 7 e9 7 ti - :to / s A ) Comments; .:sr. W 'T~n M D>+ m M e en6-D ue 7a 1*H r TuCD m e do CJ arw 7 ef VEL.t$~/f53 kAf! o B 5 en s6r-9. dois r soua 64un mren wns oasexvm oW 4 A V A/4 M. (CeL Ai,u $) B e ;G eoir ar talu mw Aws 4 4 8 Name: A. SBut.K 4 Date: 2 2.Mpew 9 f-Name: /dM//diz4tEr8 ' Date: r/2 r/ou t t*f l RAB: 1/14/94 file:P/CHKLIST. tD

r STRUCTURALWALKDOWN CHECKLIST gee 3 Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masomy walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

Ip3 7, /D II,4 g3 Walkdown Data: j RWBh //o 4 Building: AB RB SB QB Ist 2nd 3rd 4th 5th Mezz. Other Floor: Area column knes: $ reYr f nr t4.; fu4soas+.seessla"adqKbIz.ts e4. Elevation: 5 4, 7 f-. Elements enminad: Concrete slab: 4' Concrete walls: t-Concrete beam- <- O Concrete column: - Concrete pedestal: Masonry wall: 257 # 2er j Structural steel : Beams, Columns, Bracing, Stair stringers:.* T*'

• T.!

e. -

l i Doors: 75 v 1 Penetrations: } Anchor Bolts: F. /- T W J 4 f*w M & l Drawing reference: 74 73/ - Zo /SM # 4, 4 7 z. / 2 / 4-n Comments: l Alo :s 7.=' " - I u t. R 2:v9.or,4 6 er 7o :r/di.s sst fe A b<ae T o k WL" fu/t 3/.</s' Es&;u r os : Dec.zC/99.a. e A/*7d" : A VcA*r f-*s.stA .,*4 aru of' e !" GAswwo wosrcn 4 sons Ev f DewT are ?We }%tt Gt A G A'r* 4 l.k M A! A 4/AN s T 4 // of730eex 4Lureras I *t 'I i 4. ] Name: Kdpucx, ACL n Date: z 2.- M A/ u 1 + a Name: Mdn/ /164- {AL Date: 9fuIa a t is i RAB: 1/14/94 i file:P/CHKLIST. !D j l l 1 ~

STRUCTURALWALKDOWN CHECKLIST /Aje 4 Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracksin painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout i

damage. ~[ ~['rM 0 Walkdown Data: //I 13 Building: AB RB RWB h [vo u1/!.h - Floor: SB 1st 2nd 3rd 4th 5th Mezz. Other Areacolumnh@nes: A/nefh d6fbne 6B. Waf/af/,/ P R/r & P-R//r M Elevation: 5/A' o" Elements examined: Concrete slab: / Concrete walls: t/ Concretebeam V Concrete column: v' Concrete pedestal: @ 44f 25.f._ 4 eidz. m Masonry wall:N4ar/ m w& Avid _ m. Structural steel : Beams, Columns, Bracing, Stair stringers: v h 5oop.et& k,d. Doors: V RB-1 watubM 4ooe f.< T)/5,t>ed c n c. Penetrations: v' Anchor Bolts: t/ Drawing teference:G4911-72 /O, M751-r *1 s Axo 1415 w 1 o /SA Comments: cedau,%fd aa M.'d N-I2/W-/4 'wa not nsper ted(Mps') Cc amud w& :n%& iinA H." nice e e Hb wa1ts..Scrw c&lar cedft \\ c,f 4{,e flee r s O h A 'c ned av e 1:s < /,re m] Ino,M L & re. m v w wJcchaV; neo c ccM Cnn i2 -13 / H -J~wew a m eer to l E s m /' - L%r/%Mn dit pd e e.n d. 1 Name: M $td'nu Date: ///8/'/4 5ame: yiBuex ') %)cJ Date: )efu4V RAB:1/14/94 file:P/CHKLIST. b G

bee S

SUMMARY

OF TURBINE HOUSE BASEMENT STRUCTURAL WALKDOWN j Only a small portion of the Turbine House basement was available for this walkdown on January 18,1994. The structural items listed on the structural walkdown checklist for this date were examined. The areas observed were bounded by column lines 12 to 14 and P to J, Column line 14 to 12'-6" north of Column line 19 and J to L, Column line 19 to 12'-6" north of Column line 19 and L to V, and the west half of the area between Column lines P and R from Column line 14 to 9 (Ref. Dwg. A-2030 and 2015A). The remainder of the Turbine House. basement area will be - examined when it becomes accessible and the results compiled separately. Results 1. Concrete slabs. walls beams and columns None of these structural concrete elements show signs of any distress or damage other i than normal concrete shrinkage cracks. No ground water infiltration was observed which would indicate damage to exterior walls and floor slabs. 2. Stmetural Steel Members The structural steel members used in the stairs T2 and pipe supports for the liquid processing drain lines were examined for damage and distress. No damage was observed to any of these members nor were any structural bolts, concrete anchors or pipe clamps loose or missing. 3. Doors i The watertight door RB-1, which separates the Turbine House from the Auxiliary Building, had no signs of damage nor was there any indications it could not function as it was designed. The cover plates, which cover the 4 inch seismic gap between the Turbine House and the Auxiliary Building, around the opening at door RB-1 were examined for signs of damage or displacement, neither of which were found. 4. Penetrations Wall and ceiling penetration seals were found to be intact and in good condition. S. Anchor Bolts Wedge anchors and embedded anchors for electrical, mechanical and miscellaneous attachments showed no signs of failure, slippage or nut loosening. i

== Conclusion:== No structural damage to this area of the Turbine Hosue Basement was found due to the December 25,1993, Turbine event. e

~ ~ ,p. ~' ~' STRUCTURALWALKDOWN CHECKLIST Walkdown Guideline; Visually examine structural elements for signs of damage or displacement. The following 4 evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracksin painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry wn!1s: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

y p,5Ijj/~3 Walkdown Data: 7 los ' go w9 m Building: AB RB R%1 @ Floor: SB 1st 2nd 3rd 4th 5th Mezz. Other dode mo$1 Codstf Area columnlines: K - P1 / 4 - /C Elevation: 'W 7 '4" - 4 /c - 6 P D '- O " Elements examined: Concrete stab: / Concretewalls t/ /m, Concrete beam-U Concrete column: Concrete pedestal: / Condower lecMno O Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: - Doors: .2bh ) Penetrations: t/ cure..Mec tws A MJdo. Lu<. AnchorBolts: Drawing reference: 6W72J '2.2.In Comments: Ltikdwm W eh tvud er 4\\r dnalued hhM< uixo 41 EMtr MOM cr ud v as'tt ' (ActubA h rencNTF o d l< d i u i <l hk A1 m h6 ad vu demice f% h.i, M 'o (%d ei tm tc A# O h at6hrJ,. ktrs .~7h>0 CMal$ uneb) wtM O$ wl NO Ct0$eAn S weM w,wK2 L cirock ed MdJ, u,w. (sdda;& u, renin v "j uo Name: //felAwr Date: //2.o/19 Name: M2 cwa' )%Gu2~ Date: ' 2o Im 7 9-i RAB: 1/14/94 file:P/CHKLIST. O 1 m

m l :(j - TO: W.TERRASI FROM: PHIL MCCOMISH f s ~ RON BUCK 4 ) DATE: JAN. 4,1994

SUBJECT:

STRUCTURAL INTEGRITY INSPECTION OF THE MAIN j CONDENSER AS YOU REQUESTED MR. BUCK AND I VISUALLY INSPECTED THE ACCESSIBLE PORTION OF THE MAIN CONDENSER TO VERIFY THAT IT ] WAS ACCEPTABLE TO PERFORM A MAIN CONDENSER FLOODUP. STEAM SPACE MCCOMISH VISUALLY INSPECTED THE NORTH END l FROM THE 20" MANWAY ON JAN.3,1994 NO DEBRIS OR DAMAGE i EVIDENT. DUE TO TEMPERATURE / HUMIDITY CONDITIONS, VISIBILITY l WAS LIMITED. i j WE SAW ONE LARGE PIECE OF DEBRIS ON THE SOUTHWEST TUBE j BUNDLE. THERE WAS ALSO POSSIBLE TUBE DAMAGE ON ONE TUBE l ON THE EAST SIDE OF THE SOUTHEAST BUhTLE. ) WATERBOXFS MODIFICATIONS IS ALMOST COMPLETED PLANKING i AND BUILDING DAMS IN TO CATCH ANY LEAKAGE. THERE ARE RUST STAINS ON THE LOWER EAST SIDE TUBES OF THE SOUTHEAST BUNDLE j AND ONE STAIN COMING FROM THE APPROXIMATE LOCATION OF THE . DAMAGE MENTIONED IN THE PARAGRAPH ABOVE. WE WILL CATCH THE LEAKAGE, AND SEE IF IT CONTINUES. IF IT DOES, AN ATTEMPT WILL BE MADE TO PLUG THESE TUBES BEFORE THE FLOOD UP. i j BASEMENT VISUALLY INSPECTED THE BOTTOM, SIDES, FOUNDATION i CIRC. WATER EXPANSION JOINTS, AND STRUCTURAL SUPPORT FOR i THE MAIN CONDENSER. TWO SMALL CRACKS WERE FOUh3 ON THE EDGE OF ONE CONCRETE PIER ON THE EAST SIDE. THESE WERE OLD, AND HAD BEEN SEEN BY MCCOMISH 'BEFORE. l FIRST FLOOR STEAM TUNNEL VISUALLY INSPECTED INLET WATER i BOXES, AND PIPING GOING IN TO THE MAIN CONDENSER. ONLY VERY j LIMITED ACCESS IS AVAILABLE. NO DAMAGE NOTED. DID NOTE SOME MOVEMENT ON MAIN STEAM BYPASS LINES, BUT THIS IS 1 EXPECTED. i i

W~3s'l# 3. :.: l SECOND FLOOR STEAM TUNNFL VISUALLY INSPECTED THE MAIN CONDENSER EXPANSION JOINTS FROM THE TOP OF THE FEEDWATER HEATER ON THE EAST SIDE, AND FROM THE FLOOR ON THE WEST SIDE. (NOTEITIS ALMOSTIMPOSSIBLETOINSPECTTHENORTH AND SOUTH ENDS OF EACH DOGBONE, THIS WILL HAVE TO BE EVALUATED FURTHER). NO EXCESSIVE MOVEMENT, RIPPING, OR OVERHEATING WAS NOTED. PIPING, WALLS, AND PENETRATIONS WERE NORMAL. AS EXPECTED THERE WAS A GOOD DEAL OF INSULATION DEBRIS, AND SOME DAMAGED AND/OR ADSSING INSULATION WIUCH SHOULD BE FIXED. { BOTTOM LINE IS THAT NO PROBLEMS WERE FOUND WITH CONDENSER STRUCTURAL INTEGRITY. CC W.hDLLER J. WALKER D. PETTINARI K. HOWARD L. FRON J.NOLLOTH d J. ODONhTLL G. CARTER P. FALLON R. DELONG E. KOKOSKY 1 6

m STRUCTURALWALKDOWN CHECKLIST PAec T Walkdown Guideline: Visually examme structural elements for signs of damage or displacement. The following w evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spa!!ing, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

$. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

Walkdown Data: ' '(13 1 / 0.7 BuUding: AB RB 'lWB h g g y jq g Floor: SB B Q1st 2nd 3rd 4th 5th Mezz. Other Area columnlines: All WW, extcet 0.%d toon. (5'-B /T-kbad-Elevatirm: EML 4" Elements examined: Concrete slab:/ Concrete walls:/ (L/] Concrete beam:/ Concrete column:/ Concrete pedestal:/ Masonry wall:/ Structural steel : Beams, Columns, Bracing, Stair stringers: / Doors:/ Penetrations: / Anchor Bolts:/ Drawing reference: 5A72.1-t2lI Commentsdhwa&bn cf idFl..T.B.was couletd cub.19,R Mn druefuraf danao due b %fbine edst. bh< mum the e toeks. t,o't t damate_ nn & conAb toms. AO sdexno &eA-b 4e'= inatc. " Nbb Aided odt Abih cheets. 6 g l[19 [9 4 Name: N.Ghtwer Date: Name: /.d 8 vex Date: / 9 rde r+ RAB:1/14/94 file:P/CHKLIST. a.

M6e/0

SUMMARY

OF TURBINE BLDG. FIRST FLOOR STRUCTURAL l ~g DUCLKDO)Ri ) I 1. Oil Analysis Lab Door (T1-33) - NW corner of TBl. This door does not close properly. Mortar cracked locally on the south of the lintel location. However, this is not related to the turbine event. Probably the reason is the initial door jam installation. Top south corner of jam rubbing against the door. This is an item that needs to be fixed. No structural connection established between the door and the event. 2. Floor cracka - There are numerous cracks, which existed previously, have the paint cracked or removed due to water i running over the slab during turbine event. Most of these cracks are randomly located. Some patterns were observed. l These were mainly on the corners of pedestals bases of equipment foundations. However, the main floor slab t drawings 6C721-2030 identifies that, unless noted otherwise, l all slabs are 9" thick, installed with minimum reinforcement l to prevent shrinkage cracks. There is a varying thickness l of sand (or Kerete) layer between the 9" thick slab and the main slab structure (4 ft. - 6 ft. thick) which is the essential component at elevation 580'-0". The cracks that we observed on 583'-6" elevation are on the 9" slab, not the main slab. These are mainly hairline type, shrinkage cracks or caused by their vibration through machine i foundations (such as SJAE or compressors at the north end). l The main load supporting slabs can be inspected only from the basement level looking up. No cracks were noted on these slabs during basement floor inspection. i l l I l l l

STRUCTURALWALKDOWN CHECKLIST N## // i l l Walkdown Guideline: l Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete membert: La>k for fresh cmcks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Stmetural steel: Imok for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masomy walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grovt damage.

Walkdown Data: T'[ EMS RWB h 7./ # #' BuBding: AB WR ### Floor: SB B 2nd 3rd 4th 5th Mezz. Other /o /// Ar rusev dr? / Zo'Iisr*W Area columnlines: a Elevation: StJ '- 4

• Elements examined:

Concrete slab: v Concrete walls: 4-O; co cr i 6 Concrete column: v Concrete pedestal: Masonry wall: .:s4&sce.</c u et.s 70 784,71,7 % so, se 81f St A Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: )* / - z '1 $ TI-s t i Penetrations: Anchor Bolts: ' Drawing reference: S"4 ~/3 / - 2 2 // p -M72.a - z o /S Comments: 7A// 5 A/cAF AJJ / Ad DAA.en r oK D/.rT&tss 'rs s74 c.1"l4 /r* L.m e o Aso.r 'D ur 5 74r T11M IWr r cVEWV

• F-De'c..zS.)913.

Name: A)l0Y4K ggtg: f g f f 4 y q pt-- Name: ri fi b s, s fr d u l/a l(-- *- Date: Wro/qq. RAB: 1/14/94 l file: P/CHKLIST t = l

[. ~ f STRUCTURALWALKDOWN CHECKLIST Mt / c f Walkdown Guideline: l Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

gTsnS y, ja, ti d II Walkdown Data; do w2. & Building: AB RB RWB 2nd 3rd 4th 5th Mezz. Other a/4.5T*We AX.e4 @ S4 8 / r4 E Floor: SB B Area columnlines: Elevation: .f 8o '- a " Elements avaminad: Concrete slab: V Concrete walls-Concrete beam' / Concrete column: 6" Concrete pedestal: # # 4 G N d' $

1. ##afaA 4 Pu M 1 Mrsenry wall:

Z 5 't d' 2 + f 4-Structural steel : Beams, Columns, Bracing, Stair stringers: C X a r a g A. H %, e t,c - Doors: T1-5 / 71 - 7. L Penetrations: AnchorBolts: rs., A # Te*'#.5 / searws.saeres.T4 Drawing reference: ? A 7 A *1*U ~ z

• I S Comments:

Wo 97kdf~a La t-On.or.+o af 7~* 7&J A st arn o f 7 %r c Ter x s w a s*'f*H f /*ff L ** L ubs Awdo pua to -r.ac p ec e-,s ant. 2 $~ /f4) f~4r4 1/dd d'MrAlC i Name: X.W 2eeX kW Date: 22.HM M 19-Name: (16LJ /)fr ARL- ' Date: s/t >]e,i_ (y i RAB: 1/14/94 i file:P/CHKLIST. l i l

= a. STRUCTURALWALKDOWN CHECKLIST Op /3 l Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following l evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, heading.

twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look 0 t breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar jo'mts' and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout d"'""8'-

gfm 5 7., B, "AN 3 Walkdown Data: Building: AB RB RWB @) gg mee934475 Floor: SB B 1st 3rd 4th 5th M Other Area columnlines: /A-d 3 -l i J /R - Al, lo - / / ' J - M. / / - /2 //3 Elevation: '6 / 3 '-6 "' 6 2.6 '- 6 " &ments avaminad-Concrete slab: / Concretewalls: / O Con-- s-Concrete column: / Concrete pedestal: Masonrywall: l Structural steel : Beams, Columns, Bracing, Stair stringers: 7 I Doors: Penetrations: / Anchor Bolts: / ( Drawing reference: A-7112, A-2OO4-2 Comments: 6 ~ e b h e A ' e,o o a. s a j i Nane A. P. Be ca _ d.i?. &w Date: /- 2.B-94 Name:6.T. MDAr tk 4TALufAJ~-- Dnte: I-3 -1 4-V RAB:1/14/94 file:P/CHKLIST lb e - e -v-

My / F

SUMMARY

OF B ALANCE OF TURBINE BUILDING STRUCTURAL WALKDOWN j A structural walkdown of the remainir.g areas of the Turbine Building 2nd floor and mezzanine was performed on January 27,281994. The structural items checked on the first page were examined. The areas examined include elevation 613'-6" from column lines M to N and 3 to 11, J K to N,10 to 11, and the 4' wide pipe space along the west side of the pedestal; and elevation 626'-6" from column lines J to N and 11 to 12-13. Results

1. Walls - The walls have numerous hairline cracks as well as wider cracks, similar to other Turbine Building walls. There are vertical cracks along constructiou joints. The cracks are assumed to have been present prior to the turbine incident because they are painted over in some locations near the base of the wall, and there is evidence of minor chipping along the cracks' lengths. Hairline cracks are a common phenomenon in concrete structures due to shrinkage.

f

2. Slahs - The slabs have numerous hairline cracks as well as a few wider cracks. The wider cracks have been painted over in most cases but the paint has chipped out of the cracks. In j

some cases, evidence of paint remains in the depressed areas indicating that they are old j cracks.

3. Grout pads - Equipment foundation grout pads have a few hairline cracks but are generally sound.

4. Anchor bolts - Wedge anchors and embedded anchors for equipment foundations, pipe i

support base plates, electrical boxes, and miscellaneous attachments were evaluated for loose nuts and evidence of failure. The anchors appeared sound without evidence of failure j or slippage.

5. Pfnetrations - A cursory review of penetrations was performed. There were no indications of breaks in the penetration seals.

6. Sleel ladder. The structural steel shows no evidence of misalignment or deformation.

Bolted connections are acceptable. Wedge anchors are acceptable with no evidence of 1 failure.

7. Columns - Columns were generally sound with few indications of hairline cracks.

In conclusion, the structural items which were examined do not appear to have been detrimentally affected by the turbine incident. The indications which were obsen'ed are assumed to have existed prior to the turbine incident. f Q-

N /5 STRUCTURALWALKDOWN CHECKLIST Waikdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces i

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked we.lds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Iook for fresh cracks in mortar joints and blocks, paint chips.

l

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts et bolts, stripped threads, grout jq damage.

M 2 Walkdown Data: -g,T6 g gg, tlO Building: AB RB RWB @ F F/. Floor: SB B 1st 2nd 3rd 4th 5th,t Mezz. Other Area column lines: J-R, 5 - 10 Elevation: 632'-3" Elements examined: Concrete slab: / Concrete walls: / l s.) Concrete beam: Concrete column: t/ Concrete pedestal: Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Bolts: / Drawing reference: C - 20 %, 7, B & wAb w:// Comments: Cn,vA-m.< - m n,4-n,v b </ w l e d n M i n n /s.. 6/n j i eJ.e/A4 od-d%ed5 mdYw!NyYu w% wn%/A. XJm %w n-s/M-L u<&h2M nJAk, h<,,, s/' n-l2.-25 '$$ % s/w.wM->-L V t' Name: A. P. 8 Ma 0,P./% Date: 5-4-94 Name: 4IOO.'a/4/_. - F Date: r #. RAB: 1/14/94 file: P/CHKLIST 4 4 e.

r o STRUCTURALWALKDOWN CHECKLIST pq g Waikdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, haadiag.

twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stdpped threads, grout damage.

Waikdown Data: Sric fedeM Building: AB RB RWB Men h fi &, nu ban certeroenlr%7,li T1$ k na Floor: SB B Ist 2nd 3rd 4th 5th t Area column lines: See cemman-is 64cw. Elevation ' '" "F##' Elements emaiaad: IN' 2. 1 Concrete slab: 26 l Concrete walls-21 i Concrete beam-I Concrete column: Concrete pedestal: Arou nd aeoera+or. mar *u herbine Masonry wall: Structural stee! : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Boks: Drawing reference: Comments: 1. - Genera h e. Ju e/>,,,e co,,,,,,4a,,s k & ec,, cute rIrve fu w. L Areas umkr cledar p&fis.ccwidedfateundanerdc krb demler) Ad/k!24 Ak da -a, 4 nw L c' bde) alwi. E-eak.&c <hilee arZa - wlci, w;UN the) w;# & new enf r EDP. L, ab'&her, 46 m,uer de,,/- theafe cAio unJee uA di, ircorr,,,dic. 7&rL,,b evooedLJs ver nJA9,Yofw du,4 b wr&& L+ 644 arnemAr rod ebebr& us edd,,,J ir

• i a oe.

d l I V Nnme: NG/s,w lAW Date: rlt7l9V Name: A ARhaPotif Date: alB/#cA41-v;y,7 RAB: 1/14/94 file:P/CHKLIST, b 4 <s w - - - e e

STRUCTURAL WALKDOWN CHECKLIST P## / 7 Walkdown Guideline: lj Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress: a I

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, l

cracks in painted surfaces j

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, J

twisting, warping, loose bolts, cracked welds. 1

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

j

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

j

5. Doors: Look at alignment ofdoor with frame.

l

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout l

damage. j Walkdown Data: i i Building: AB RB RWB TB i 2 Floor: SB B Ist 2nd 3rd 4th 5th Mezz. Other Area columnlines: Co#2auur 96 n.< w [,th doo_ce ko s: Ohs &d, r d 3 Elevation: g.4 Elements examined: 4 i Concrete slab-Concrete walls-l Concrete beam: ) L Concrete column: i Concrete pedestal: Masonry wall: I Structural steel : Beams, Columns, Bracing, Stair stringers: ><f 4 Doors: i l Penetrations: Anchor Bolts: l Drawing reference: Comments: 4 cou2 m or e tvu cbrtd comporuu#I (n4onM vanbdu tuule LP3 Alf &am n ~ wan accoaM we4 h wiC6i$ hti.b, is $ 0cu uAe4dco b r2;nd Nf3 a /c db r21h (K mdu A,3 iw TS R -24s&7, V I i i j (URlF 007 9 42.4 Bl4 i Name: b NInu-Date: F[l7[M i i Name: f.Nct:. & >t"_1/u.< 4 Date: ' o W f y $2. RAB: 1/14/94 i file: P/CHKLIST l e-- -r

STRUCTURAL WALKDOWN CHECKLIST m e // Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, l

cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

Walkdown Data: l Building: AB RB RWB TB l Floor: SB B Ist 2nd 3rd 4th 5th Mezz Mrko LP3 avar. chs. Sedy 8cavn. Others. eum Io lm av b d. l Area columnlines: ( Elevation: (M L An dos bm bef '~dM 6 Ikao. 2.4 / Elements examined: d

2. F Concrete slab:

h Concrete walls: 1_1 Concrete beam 3o Concrete column: l Concrete pedestal: l Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: %2f sur & ce.o Doors: 3 Penetrations: Anchor Bolts: Drawing reference: Comments: t{ew '24,15,17,2.0,2.cf,3o, v/afidoum resuPlel N Ts R -2(FM d:& docaweds ad'%E lEw w obse d w a+ A 4 a-noah t would. ul R F OO7 '7 42.@B4 i s Name:.b Date: F//7/M-Name: R.Booc ~ M w/ Date: ) 7 apy1F ~ RAB: 1/14/94 file:P/CHKLIST 9 Ng i me tu.M.

l STRUCTURAL WALKDOWN CHECKLIST N e /1 Walkdown Guideline: j n l Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress: l

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, i

cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

l

3. Penetrations: Look for breaks in the penetration seal due to displacement of i

pipes or conduit.

4. Masonry walls: Look for fresh cracks in monarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

j

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

Walkdown Data: j i Building: AB RB RWB TB i Floor: SB B lst 2nd 3rd 4th 5th Mezz. Other i Area column lines: "TUR& M E EAR I rd [, 'B EAW\\ S E6 rid 6 60ATS hd,,.5.'2[4 j Elevation: br. < 62f % 643' }2-j Elements examuied: Concrete slab: i Concrete walls: Concrete beam: { Concrete column: i Concrete pedestal: j Masonry wall: l Structural steel : Beams, Columns, Bracing, Stair stringers: X i Doors: Penetrations: Anchor Bolts: i Drawing reference: Comments: hNA Cb cbucof d,J. w,fJ s, Idd dem reocM. i si a swJ ts do na w L J :n Wce R6 do 7 I - 3 H 4 / cl L % 4}.) { ~1L, cee,'r w Mi An ur TCR-265CG. ~ i 1 rkk <nsenb ceds de. c # po 2. p g A c be c,. o km y, 1 Y o 0 t l W M no7 942 W 4 Name: 1.dA e Date: N/7/94 Name: R, Becx ~ 48M Date: 'nM, # f-i j RAB: 1/14/94 i file: P/CHKLIST i i 4 l

STRUCTURAL WALKDOWN CHECKLIST h 2.0 Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Imok for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces i

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, 1

twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

l

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout j

damage. l Waikdown Data: Building: AB RB RWB TB Floor SB B Ist 2nd 3rd 4th 5th Mezz. Other b5pN dO Area column lines: l Elevation: W.8 #0002 9 MW4 {rs R-8565) Elements examined: 0007 Gl4 +14 4G _lnR-2(,5(f L Concrete slab:

• ===-

Concrete walls 000F (D2.684 L Concrete beam-C Concrete column: Concrete pedestal: Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Y Doors: Penetrations: Anchor Bolts: Drawing reference: Comments: All bor6 bame-creb obs.M-Tse-2454E (n o.,) /bc reccit,8J /TI-34Af4.Por tootkIm hh s. L LP3 druebe_4 k.Pa adude.bb aoe AUwl.%McAw NhrX Aoennexhh TSR 5 9t cM. % r%%. o%mt %>1 e%,uti hwe, no_. o, W. os DAolfe) wodbrn for 1E3 4u hh ork, O w dl elrueI,m B-W hece O; k nnY b n'o ded. b e:Pa_ doroorJW la Rooju) nor Ts R~ Name:li d/.f' d % Sch>nef EMV/ Date: $f50f94 Name: # K0uwMA0%L-. Dnte: so.'2'we 99'- RAB: 1/14/94 fde: P!CHKLIST

STRUCTURAL WALKDOWN CHECKLIST

1. " 3 /

Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following I evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

)

2. Stmetural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

Walkdown Data: 3 /1 Building: AB RB RWB Floor: SB B 1st 2nd 4th 5th Mezz. Other Area columnlines: PejeM dos, M M" 4 29 ' Elevation: Elements examined: / Concrete slab: t Concrete walls: / O Concre1 seam: < Concrete column: Concrete pedestal: / Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: AnchorBolts: / Drawing reference: Comments: %%;ne arl onerahr censer %< 12 cowdts. amer aermkr s's cem). W der -% % krx old7s aDkr c%t. s 'cMes %e remore). % curlort eV Pror% % Arns % o d WLI.a9eo <xbAh l usaM ioin% 4%d badico bbsIn/nr bentiu b2awfch ties t hdoedd.Exreol,Pd ducer&Wa9 usk c91s'shaae. %EG. do 4so&Eak dannel oko o%bde/ en %e rekPnccoA* coscuW.feAnk9 concretr 6huchte %s %d, Name: $ &be Date: sho/14 Name: X.Guueff/3 ud Date: io ksw'c 'l 7-RAB:1/14/94 file: P/CHKLIST Q e 4 .am. +...w..

l Ea 4r zt. r STRUCTURALWALKDOWN CHECKLIST I \\ l Waikdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member expedenced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfac:

l

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, j

twisting, warping, loose bolts, cracked welds. l

3. Penetrations: Look for breaks in the penetration seal due to displacement of l

pipes or conduit. l

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

l S. Doors: Look at alignment of door with frame. l

6. Anchorages: Imok for loose or missing nuts or bolts, stripped threads, grout damage.

5 and 6 -v t0M4 @a Waikdown Data: Building: AB RB RWB TB

• b4@

l Floor. SB B Ist 2nd 4th 5th Mezz. er l Area columnlines: tNos /%An u>e farn e o*r -k,m6dr am) Elevation: S ou% cor,1,w L oo d th h b bow _ ebrn hn. 6 Elements examined: Concrete slab: Concrete walls: h Concrete beam: W Concrete column: Concrete pedestal: Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stdngers: 9te A <bi&Mnrus Doors: Penetrations: Anchor Bolts: Drawing reference: Comments: Abnr deJ dg@ sb elum,*Ji (1&ra od kco ctr o ohm /mAJ in eend conddio n, L oomd urJJ LM.4cd _ Jo,rd Prod hue mMPoWo ci en okme).-k R mea;- A& NsR-MM7 woe ucad &k 6 t

• N I wi6 Mnoir

% Imacol aiu s % ownD < ka Athop hhem$v aD %- con b w %%F ekucJum was hko N. Name: N,%k# Date: S/~50/% Nnme: $ d B uc.x-Y&bcd-Datc: Wo fu,w 951-- RAB: 1/14/94 file:P/CHKLIST OS www ~-m o-

STRUCTURAL WALKDOWN CHECKLIST /4sa z3 Walkdown Gulds].ing;, i Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the stmetural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

~

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout h.re,4 # '5 damage.

ontT M 4 Walkdown Data: Building: AB RB RWB TB Floor SB B Ist 2nd rd 4th 5th Mezz. Other tarouy3 u/ Pe o a sini 1.5ctaw 3 av T-L es>. ELCV

• Area columnlines: e2/ S4.-

3* - es3rerr 4 m,r., M Elevation: -ror 4 3s;so aarravr 63t'.9"iszar s sec t ,,e t. s,'- 2

• s.,- c ; z'.,s," r a w ee Elements examined:

Concrete slab: Concrete walls: 4a Concrete beam: U Concrete column: Concrete pedestal: 7~u,e s u/E Fe or s 7d (- (es i escar =,oe 3 Masoruy wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Bolts: Drawing reference: c,c 72.1-2 o vo i >er-w z.72 4 7,e7z / - z.o 17 - r Comments: 7we west.vu cureu.7,w rar ruzuwa re arsr.s e.Ne s vo $7,cooeru sae cwene r2 b A mM f Du e To 7mr M2>a e es'es.tr e n Det eC 1115 s THE r.rsr sae e aToar ao ne rk twe eu oesr, e us ceyjbe e.ewees. psm,e a sairya.,ga,s, a

• F7M Carewr. A PoeCr *F tsWcnLe7c A ff Ls%. 6% 6 *A S'% Hns. c Hr Vpcp *nf($ct $1nitar7U4 3stme)

TMc c A u s,c o r- -r H s 's c H o e P nu s !J V.u M w a 1stT

• 7*.**r**n, Be oue 7e o urt. Peu Rsc e or esto Asdal co */ L k're s Y 741

!'s r esis t pero SusuxW4_ / *.5 O Caf7/Dw Ts / Alr. Name: R. Y3ucJc A'6 Date: E b m w H 1 f-- ,,,f**?. E Name: (L/'./10 GirArElA-- '_ Datc: 3/2. t/a et J.' 4 -/ - 7.- RAB:1/14/94 -,l, - -. '.h V#

• ' I file:P/CHKLIST.

t 'TA V ef g

a. c p'.f

)l T CM >r $/D1 e F PCC et vor L

l* 1'A f t -l a c. 54 STRUCTURALWALKDOWN CHECKLIST Waikdown Guideline: l Visually examme structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: 14ok for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masomy waHs: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: 14ok at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

Waikdown Datar Building: AB RB RWB h ruessur Fearsin Mezz.h 544w Sm FL-Floor: SB B Ist 2nd 3rd 4th 5th i 41-E4 v. /, p 7 ( 4 Area columnlines: M F 6, 8 4' 7 *

• pi

.5, c, a t t i Eevation: o-G A 7 '- 4* ffr.775 3[% Bements mM:

1. O NA-Concrete slab:

Cocerete walls: D l Concrete beam: Concrete cob =a-Concrete pedestal:V cuTour not Las est J.utes. Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: AnchorBohs: Drawing reference: 4c7z. s-z.. i t, zo a o, z.. 7 i 4 2=12. / 7 /-/ozt, (77-o 59 The cutouts at K8&M8 were inaccessable for inspection, but due to their locations and the number of pipes going through them itis unlikly/e h a war $Q that there is any damage to thergM % mQIJ Only the cutout at K5 had amage to its concrete (see page 2 for details), the rest of the cutouts,which were inspected, showed no deteriation, damage or distress. L Strac@ n\\ Nnme A'd8ues, NJA Date: /3MH9f Name: dl 4 hdel.A A Date: s/n/eA i / RAB:1/14/94 file:P/CHKLIST tJ m y y e--v-,

i /DGe3t-m _- ~ U I STRUCTURAL WALKDOWN CHECKLIST Walkdown Guideline: /m, Visually examine structural elements for signs of damaBe or displacement. The following V evidence may indicate that the structural member experienced some distress:

1. Concrete merobers: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: I.cok for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout A3

' fg p r damage. $ f poi!. 'lW Walkdown D ta: k)f Building: AB RB RWB TB Floor: SB B Ist 2nd rd 4th 5th Mer2. Other tarou rs /^/ I'e *

• M' Det-~

s ao T-L 4. etCV e Ares column h.nes ex $>e.- 4 exsr erx. t saur.e M1 Elevation: Iar 4 3s' o" a,rran 43t'.9" 4<e>7 s,ec t, v.e t. s 7 '- 2" 5.Tgc y z'.v.* c.4rr=,ei Elements examined: Concrete slab: Concrete walls: /7 Concrete beam: U Concrete column: Concrete pedestal: 7 a,es w e= Pe ors 74 L (es i evear.,ce N Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Bolts: Drawing reference: (, c 72.1-z o 7o ur+ z. it 4 verz/-z.oi7-r Comments 1 nse war wsa curau.7 w rar ruzew re ce >rs e.Ne s so .sinerum e ewenere bane r our n rim Tm a* ev Wr e n Det

• C:C MS.

e THc tosr site e sW*J IU Tut Th rJ **It Pe arsr.* u Ms ce=*Ib<. eeWeede vAm t N/?Vowa@

• F7M carmr. A hcu
• F Cawcele7c A fPtsK. 6% b *A 5%e,* 94ne. c M r ppcp n1(scrz eMsTtJe 2etsd TAC e A u 5.e' o F -r M o 's C.H
• P P su 4 f.r W / %e w as J u Y,1* m oss, Be oue1o over. Peu Rse s o r e>Co n/ol co*/LE#Te n r 7/11 I"dPeb7At M D S W/C/)W 4

/ 6

• l?ffYDw To/ od.

Name: 2 YZuc.JC- & Datc: &*b m WH 19--- ,,, pre Name: Date: ,,,,g-' c "JT ~ *' RAB: 1/14/94 J file:P/CHKLIST. t y W fm 6'5 V ep g et. 4 32'.s v,es us,as ac5r /lrC./tpr.*//Dd

• F rco rs re c

cy STRUCTURAL WALKDOWN CHECKLIST pap a G Waikdown Guideline; Visually examine structural elements for signs of damage or displacement. The following l evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, cmshed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bohs, cracked welds.

3. Penetrations: I4ok for breaks in the penetration seal due to displacement of pipes or MA

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment ofdoor with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

gg p# Z 1 Waikdown Data: gg # oocE7f4412. Tv.lin' fde Area columnlines: 6eneu kr ahm,wf /,Mezz. h Y M "* M Building-AB RB RWB 5

1. ~' I 4 ~ hc o d 4th 5th Floor: SB B

Ist 2nd 3rd s u Elevation-Elements examined: Concrete slab: Concrete walls: Concrete beam-Concrete column: Concrete pedestal: Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Boks: Drawing reference: Comments: 7 b avibf leu er, 'Me non% rde /< 0 K. % kea u 4Ar sc & A d it Osnaa,L p.k. /d>wmar 4moff n,A% cr_ && on % L weded e/ a,,M(d Ak it matcr/J.7bs i Fw,B L awa;4,2 A w rT G v i l Name: N2/ai< Date: f// 7/ff. Name: A.nichain6:.119 iM L t1/ Date: c/i7/qv w,cr w ~ W. c1 RAB:1/14/94 file:P/CHKLIST, ~.

1 /4',sk

2. 7 I

STRUCTURAL WALKDOWN CHECKLIST i ) Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following - evidence may indicate that the structural member experienced some distress. 1' i i

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, i

cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, l

twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

l

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout Walkdow ta:

3 ,y*T# 7edesN S'kMads Building: AB RB RWB TB Floor: SB B Ist 2nd 3rd 4th 5th Mezz. Other 4"h NOM O - Area column lines: L-3 15 L-/O, 4-5 ?"f' E 4#3 (" W ag e 3,%%2L-L Elevation: Elements examined: ~ Concrete slab: o 4/,e de % 4,-atua,A c4m4 w ra, L Zd/Ieu. Concrete walls: f. i k lere o k / e _ e w f L m,',f /o u J, AR jo .0 cecr*6 - \\ s c <s c' Concrete column:\\ # Concrete pedestalf i Masonry wall: I Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Boks: Drawing reference: Comments: Ghidd wold on Se 108 ef'Ho LP3 /vr&ne den 4Ao,mA n f -No 1/0 durknr. wow ti,L/ Alo clamaar& mto1% L.4 dallwat LJcAc2 unc.,,u.AJ /,,A.L d a,-,Ae nord km. Ab 2-~ -on L,J.' Ar m,,uth, ALn %,af; <sr/ow A.-. ha d K EL ne)A mA'EJdt,, HA. l K rtd c~at L-Ja. rL;nid-,e, -,4L. T IV il V ff Q Name: $$oliv h Date: //28/94 Name: KfBu dA8dd Date: it fit Ft-RAB: 1/14/94 file: P/CHKLIST l

STRUCTURAL WALKDOWN CHECKLIST f@r ze Walkdown Guideline: ,77 Visually examine stmetural elements for signs of damage or displacement. The following V evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

M f Walkdown Dats: go U) g' f'E %' Building: AB RB RWB Floor: SB B Ist 2nd 3rd 4th 5th Mezz. Other Area column lines: J, K -E,10 e4o M,d-5,10 Elevation: /s 75 ' - (s * (LovJ Poor.s OMER M S R 's ) Elements examined: Concrete slab: / L Concrete walls: ('j Concrete beam: Concrete column: Concrete pedestal: Masonry wall: Stmetural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: / Anchor Bolts: Drawing reference: A-2016, A-2o r s-l, c-20 90 To c-20 93 Comments: %mle-m <,- ,m o+H%AL mM/ .s marersA m Aa n/u & L % As. O hm - Jine w Ar en,w. Ash-/A4n.Wo wrw JacZww - ty, b-,2rnZxm y/hJL Yk,w-fe4Ac. i'.):X< y e 44-1r~ '. ;< m.-en w/Jn es, JxL 5)%L o"m-,n m J M A e.d&dem ade//6 f~ zA' /2-25-93 AAM!'swh6 'M jida h% fhfl jm 4 j Name: A. P. Su ro f).9./?x w Date: 6-4-94 l Name: 4r0Mnft3L V Date: E 94 l 8 RAB: 1/14/94 i file: P/CHY11ST l l I

3____ STRUCTURAL WALKDOWN CHECK 1JST g, p Walkdown Guideline: Visually examine structural elements for signs of damage or displscement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concre'e spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, t : -{=E

. twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout j

yf damage. 2.jp,24,5gy Walkdown Data: Building: AB RB RWB TB 7w runs we reos, rec <e l Floor: SB B Ist 2nd 3rd 4th 5th Merz. Other U"U.NE<.rY,",' [ " "~ Area columnlines: L3 i Elevation: G +3 '- 4 " Elements enmM: j Concrete slab. Concrete walls-Concrete beam-O co c = => - 4 Concrete pedestal: r,4 T&eswe e n s n_ sne et, se Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: h w s eso m ase re n o oc J Anchor Bolts: 4644 hs s,t r> Foe rac c.re.,7en_ - w 7e Tav. Ik as 5TE. Drawing reference: 4 - r o ev.. A - z7.s3, c - z. ro. c-re i6 Comments: sze mem o ha s ro a. c, ara,[s. ~ i i i Name: R./ pues: kd Date: H&./ H-Name: AraldAL Date: n ras 9+ 9 RAB: 1/14/94 file:P/CHKLIST. O

• • • eaumeses eum ee e

e e n--s. ~ --,.,r,5 w7 e,--

E^ fir Jo SUMt4ARY OF TURBINE PEDESTAL UNDER EXCITER STRUCTURAL I WJJJKDC@ni } The structural walkdown of the Turbine pedestal under the exciter was conducted on February 11, 1994. The items which were examined were the condition of the Turbine concrete pedestal at elevation 641'-5" (Ref. dwg. C-2076), the 4-12" dia., 1-6" dia. and 1-9" dia. piping penetrations and the 4'-0" x l'-3" concrete blockout penetration, the east and west exciter stool holddown bolts and leveling grout and the metal supports for the checker 1 plates surrounding the exciter. RESULTS 1. Turbine Pedestal No damage was noted to the Turbine concrete pedestal itself except for minor concrete spalling at the 4'-0" x l'-3" blockout. Some local concrete repair will be requjred for exciter bolt anchorage into the pedestal. 2. Penetrations The six pipes and their pipe sleeves are undamaged. The penetration seals at these six locations will require repair and/or replacement. The concrete blockout will require minor surface repair as noted in item 1 above. 3. Exciter holddown bolts and leveling grout The west exciter stool has loose holddown bolts, minor cracking in the grout between the stool and the pedestal and major cracks and spalling in the grout at the very north end of the stool. The east stool has all of its holddown bolts broken and all of the grout between the stool and pedestal has been broken and cracked. This east stool has moved from its original design location. 4. Metal supports for supporting checker plates Only one checkered plate embedded angle support has been damaged, which is located about midway of the exciter and on the east side. Conclusion All of the items listed above ar.d their degraded condition are due to the Turbine event of December 25, 1993. m () J

A4ff J l STRUCTURALWALKDOWN CHECKIlST Walkdown Guideline: v-a -e -ct rai ei-ts f-si rd e or disglacement. The reiiewins O r evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracksin painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: 14ok at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

N# # 1, B,4, lo $,o Walkdown Data: s Building: AB RB RWB TB w p. A ocoE#85#3 ,ooe444*ta Floor: SB B Ist 2nd 3rd 4th 5th Men. Other ,,oe1344?+ i Area columnlines: J-d,0-10 Elevation: /o43'(," Elements namiaad: Concrete stab: / Concrete walls- / O Concrete beam Concrete column: / Concrete pedestal. Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: / Doors: / Penetrations: / Anchor Bolts: / Drawing reference: A - 2.2. I ~3 Comments: Su n %ched chee.t. Name: A. P Pwi o [/ E dve - Date: /-3 /- 9 4-Name:Cr. *M Auh 4roA/& Date: 1 N V RAB:1/14/94 file: P/CHKLIST e

l'4p.3 2--

SUMMARY

OF B ALANCE OF TURBINE BUILDING STRUCTURAL WALKDOWN i A structural walkdown of the remaining areas of the Turbine Building 3rd floor was performed on January 27,281994. The stmetural items checked on the first page were examined. The areas examined include elevation 643'-6" from column lines J to N and 0 to 10. Results

1. Walls - The walls have numerous hairline cracks as well as. wider cracks, similar to other Turbine Building walls. There are venical cracks along construction joints. The cracks are assumed to have been present prior to the turbine incident because they are painted over in some locations near the base of the wall, and there is evidence of minor chipping along the cracks' lengths. Hairline cracks are a common phenomenon in concrete structures due to shrinkage.

2. Slabs - The slabs have numerous hairline cracks as well as a few wider cracks. The wider cracks have been painted over in most cases but the paint has chipped out of the cracks. In some cases, evidence of paint remains in the depressed areas indicating that they are old cracks. Portions of the TB slab near the exciter have gouges due to falling or propelled debris from the generator or exciter. The gouges are up to about 1/4" in depth and have a surface area ofless than eight square inches. There are about six gouges total. An approxi-mately 4" x 7" x up to 1/2" deep gouge exists on the underside of the low roof over the west O(

meiet re separator reneeter eseve the mid-est viatror-t the ie-eres ere stor d intercept valves. The gouge is apparently a result of an ejected turbine blade.

3. Grout pads - Equipment foundation grout pads have a few hairline cracks but are generally sound.

4. Anchor bolts - Wedge anchors and embedded anchors for equipment foundations, pipe suppon base plates, electrical boxes, and miscellaneous attachments were evaluated for loose nuts and evidence of failure. The anchors appeared sound without evidence of failure or slippage.

5. Ecnetrations - A cursory review of penetrations was performed. There were no indications of breaks in the penetration seals.

6. Steel platforms above MSRs-The structural steel shows no evidence of misalignment or deformation. Bolted connections are acceptable. Wedge anchors are acceptable with no evidence of failure. A ponion of the grating on the midwest platform at the low pressure stop and intercept valves is damaged from an ejected turbine blade. The deformed grating is about one square foot in area.

7. Columns - Columns were generally sound with few indications of hairline cracks.

M9c 3.3* I

SUMMARY

OF B ALANCE OF TURBINE BUILDING STRUCTURAL WALKDOWN I In conclusion, the structural items which were examined do not appear to have been detrimentally affected by the turbine incident. The indications which were observed, except for the gouges resulting from falling or ejected turbine parts, are assumed to have existed prior to the turbine incident. l Ol i l l

pag c 3 4

• STRUCTURAL WALKDOWN CHECKLIST ural elements for signs of damage or displacement. The following V ally x e

evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Stmetural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masomy walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

NM S Walkdown Data: 7, 9, ll.i 15 Building: AB RB RWB @ ug e co13 ff-S Floor: SB B Ist 2nd (3Jr 4th 5th Mezz. Other Area columnlines: tJ -6 o-l7-J-W,10-I"7 Elevation: fo4 3 '- 6 " Elements examined: Concrete slab: / A Concrete walls: / b Concrete beam-Concrete column: / Concrete pedestal: Masonry wall: / Structural steel : Beams, Columns, Bracing, Stair stringers: / Doors: Penetrations: / Anchor Bolts: / Drawing reference: A-101 1, A - 10 / 7-/, A ~2 213 Comments: See o1t a e h ed s h e efs. l l Name: A.P. 8 sea 8,9 /3rw Date: /- 2#- M Name:t.L ModuAH GTf/1/4L Date: 1-z. - u C/ RAB:1/14/94 file: P/CHKLIST N

l f#f 6 35

SUMMARY

OF TURBINE BUILDING 3RD FLOOR i STRUCTURAL WALKDOWN 9 A structural walkdown of the 3rd floor Turbine Building was performed on January 18, 19,1994. The structural items checked on the first page were examined. Areas of the 3rd floor which were offlimits due to evaluation of the turbine incident were not examined. These areas are bounded by column lines J to N and 0 to 10. Results

1. Walh - The walls have numerous hairline cracks as well as wider cracks, up to about.050". Many of the wider cracks in exterior walls were previously patched.

There are vertical cracks along construction joints. The wider cracks tend to emanate at the junction of the wall and floor slab and run generally diagonally up the walls, sometimes as high as 20 to 25 feet, but generally only 7 to 10 feet. The cracks are l assumed to have been present prior to the turbine incident because they are painted over near the bottom of the walls, and there is evidence of minor chipping along the cracks' lengths. Hairline cracks are a common phenomenon in concrete structures due to shrinkage.

2. Slabs - The slabs have numerous hairline cracks as well as wider cracks, especially in the corridor region along R-line between column lines 3 and 8. The wider cracks 4

have been painted over in most cases but the paint has chipped out of the cracks. (l Evidence of paint remains in the depressed areas indicating that they are old cracks. v i Note: There are numerous cracks, wider than hairline, along column line R between lines 4 and 6, and running east-west, which were specifically questioned by the NRC. They are old cracks because of the paint which can be seen in depressed areas next to the cracks from which the subsequent paint layer has chipped. Similar surface cracks can be seen on the underside of the slab from the 2nd floor. The cracks originally might have been hairline cracks which propagated due to heavy floor loads and slab vibration due to reciprocating equipment. They do not appear to be cracks which propagate through the concrete. It should be understood that concrete slabs are designed under the assumption that the concrete between the first rebar layer and the surface is cracked.

3. Grout pads - Equipment foundation grout pads had a few hairline cracks but are generally sound.

4. Anchor bolts - Wedge anchors and embedded anchors for equipment foundations, rack mounts, pipe support base plates, electrical boxes, and miscellaneous attachments were evaluated for loose nuts and evidence of failure. The anchors appeared sound without evidence of failure or slippage.

~ I PJfr 34 --e--

SUMMARY

OF TURBINE BUILDING 3RD FLOOR STRUCTURAL WALKDOWN

5. Masonry walls - Masonry walls were generally cracked at theirjunction with concrete walls due to mortar shrinkage and concrete vibrations as experienced during prior walkdowns when the turbine equipment was operating. The walls are generally sound with few mortarjoint cracks.

6. Penetrations - A cursory review of penetrations was performed. There are no indications of breaks in the penetration seal.

7. Steel. stairs and platforms - The stmetural steel shows no evidence of misalignment or deformation. Bolted connections are acceptable. Wedge anchors are acceptable with no evidence of failure.

In conclusion, the structural items which were examined do not appear to have been detrimentally affected by the turbine incident. l l lD 9 1 b

i

1. 1. ~ # 7 STRUCTURAL WALKDOWN CHECKLIST 1

i j Watkdown Guideline: Visually examme structural elements for signs of damage or displacement. The following l evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, cmshed concrete, l

cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, ts.r.dhig, 3

twisting, warping, loose bolts, cracked welds i

3. Penetrations: Look for breaks in the penetration seal due to displacement of l

pipes or conduit.

4. Masonry walls: Imok for fresh cracks in mortar jo'mts and blocks, paint chips.

l

5. Doors: look at alignment of door with frame 1

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout j

damage. gg se,s 1 pg2.o(r-/ j Walkdown Data: j Building: AB RB l Floor: SB B 1st 3rd 4th 5th Q Other Area columnlines: J-5. O-3 ' M-5,3-/7 : J - K,3 -17, <- IJ, / l-17

• J -5 14 -1 7 t

l l Elevation: 6 /3 '- 6 " 61s '-4," Elements n=iaad-4 I Concrete stab: / ! O Concrete walls: / r v Concrete beam- / l Concrete cohmm: / Concrete pedestal: Masonry wall: / l Structural steel : Beams, Columns, Bracing, Stair stringers: / Doors. l Penetrations: / l AnchorBohs: / Drawing reference: A-22 l 2.. A-to l 6, A-20/ /,-l l Comments: See abc hed sheets. i j J l. Name: A.P,Bura 8.9dre Date: /-24-94 i Name: 4.E hrMhw Mcd/MAf~- Date: I % i RAB: 1/14/94 i file: P/CHKLIST

O i

4 ) i i

ffj er 2 8 SUMM ARY OF TURBINE BUILDING 2ND FLOOR k STRUCTURAL WALKDOWN O A structural walkdown of the 2nd floor Turbine Building and 2nd floor mezzanine of Radwaste Building was performed on January 19,20,1994. The structuralitems checked on the first page were examined. Areas of the 2nd floor Turbine Building which were off limits due to evaluation of the turbine incident were not examined. These areas are bounded by column lines K to N and 3 to 11. They will be examined when accessible and their results compiled separately. Results

1. h ie walls have numerous hairline cracks as well as wider cracks, similar to the 3rd i.uor. Many of the wider cracks in exterior walls were previously patched.

There are sertical cracks along construction joints. The wider cracks run generally diagonally up the walls, sometimes as high as 20 to 25 feet. The cracks are assumed to have been present prior to the turbine incident because they are painted over near j the bottom of the wallt ' 'here is evidence of minor chipping along the cracks' lengths. Hairlire crac , common phenomenon in concrete structures due to shrinkage.

2. Slabs - The slabs have numerous hairline cracks as well as a few wider cracks.

j The wider cracks have been painted over in most cases but the paint has chipped out (\\ of the cracks. Evidence of paint remains in the depressed areas indicating that they are old cracks. Note: There ai eks, wider than hairline, in the slab at the southeast corner of the turbine pedestal, near column lines M and 3, which run diagonally towards the southeast and which were specifically questioned by the NRC. The cracks originally might have been hairline cracks due to stress risers at the comer of the slab which propagated due to slab vibration from reciprocating equipment. The cracks do not propagate through the concrete. This portion of the slab is supported by beams underneath which run east-west and north-south. It should be understood l that concrete slabs are designed under the assumption that the concrete between the first rebar layer and the surface is cracked.

3. [irout pads - Equipment foundation grout pads had a few hairline cracks but are generally sound.

4. Anchor bolts - Wedge anchors and embedded anchors for equipment foundations, l

i rack mounts, pipe support base plates, electrical boxes, and miscellaneous attachments were evaluated for loose nuts and evidence of failure. The anchors appeared sound without evidence of failure or slippage. U l i l l ~

fk9 e.r7 -+- O~ su""^*v or ruaarxs autto'so 2so rLooR STRUCTURAL WALKDOWN

5. Masonry walls - Masonry walls were generally cracked at theirjunction with concrete walls due to mortar shrinkage and concrete vibrations as experienced during prior walkdowns when the turbine equipment was operating. The walls are generally sound with few mortarjoint cracks.

6. Penetrations - A cursory review of penetrations was performed. There are no indications of breaks in the penetration seals.

7. Steel stairs and platforms - The structural steel shows no evidence of misalignment or deformation. Boited connections are acceptable. Wedge anchors are acceptable with no evidence of failure.

l In conclusion, the structural items which were examined do not appear to have been detrimentally affected by the turbine incident. l ~ l

STRUCTURALWALKDOWN CHECKLIST fejc 4-a Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following. g /] evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of I

pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

horages: Look for loose or missing nuts or bolts, stripped threads, grout j jtl foufTB, W, Walkdown Data; e x r a.<. n e. i Duilding: AB RB RWB TB yggt, /gygcg7,.o Floor: SB B Ist 2nd 3rd 4th 5th Mezz. Other esp: t saw e Aswa rao rz Area columnlines: Elevation: Elements examined: Concrete slab: Concrete walls: I Concrete beam- ' () Concrete column: Concrete pedestal: Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Bolts: Drawing reference: M7Zs - 2 o 5 4 rA eca 2o39 Comments: rstg g y r,z,, a issic, w gn u res n an.c 144y Azur xsr 5xa ns. a fri. 6 41 % ~ ) M roc 7&xewe A,4 w u 2>e r s A/o 7~ H.4pf AA/y A4M.46 e pur ro rdi oe e ewfrx a S > 9 93 7~u. awe eyewr. k Date: 2/ tat / f 9-Name: f $2%:4 Name: J' sAwcA cil p.. af Date: 2 2.T Git! 9t/ o RAB:1/14/94 file:P/CHKLIST. as. 4

STR WALEDOWN CHECKLIST PA4r 4l Waikdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress: l

1. Concrete members: Look for fresh cracks, concrete spalling, cnished concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bWiar twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment ofdoor with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout i

damage. 3 fg m N ~1 Watkdown D,ag y, p p. Q. ) i Building: AB RB RWB TB Floor: SB B Ist 2nd 3rd 4th 5th Mezz. Other 7.5 No*i= /r r~e,y c. c. ro,., s. 5 gg o, 4ere, /, ' w,n.., g w w, t Area columnlines: e Elev~ation: 7/d '- s

1. e /.

aus. w /a/- to19 Elements mminad: Concrete slab: Concrete walls Concrete beam-h' Concrete column: U Concrete pedestal: Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations. AnchorBohs: Drawing reference: Comments: .4,e*1wo x bear og se c A ve J M ssn. 4 isenes i SQ u Ar.c. w TNc. ore in L DreH n/n on rNa koor s e/st'cm f.de M t a /6 A/o ' PeMr1447/ou /A/70 THE 'Ae s P>N9.sd.::rrb-En, Tesf e v Dest ct of Sm.*** e on TrLT H s'rfue rN, %m ssln e a pr 7Ars

1. 927A l pecMwn-5'T / Je /WA% A) A T TH a's 'De*s e, o 9 r H 1.5 Dekf wAS c AuIce B s,.

TMs Tat 3)se E'VC.vf * > Z.$ OEt.1993

• Name: % X 8 vex. 4A Date: 2.8. Tno 9 + -

Name: d,(', Alw (T/ / r / Date: 2 /Io/44

• s 1

RAB:1/14/94 file:P/CHKLIST. l

TAse +1-f Wafkdown Guideline: j Visually examine stmetural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress: I

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracksin painted surfaces i

2. Stmetural steel: Look for signs ofimpact, chipped paint, dents, baa*ag.

i twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of j

i pipes or conduit. j

4. Masonry walls: Imok for fresh cracks in mortarjomts and blocks, paint chips.

j

5. Doors: Look at alignment ofdoor with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

U# i Waikdown Data: Building: AB RB RWB TB l Floor: SB B Ist 2nd 3rd 4th 5th Mezz. Other ~ T-3 Roof ^ i Area columnlines:.4errox. 2 o ' un 7 o,e ea t. rou K sao 2 2 ' Aern

• r ca t. 8.

l Elevation: .0-7/e '- fP

1. e F.

DtoG. 74 7 z,/ - r o /7 Eements cymminad; Concrete slab: Concrete walls-Concrete beam: f Concrete column: Concrete pedestal: Masonry Wall' Stmet;ral steel : Beams, Columns, Bracing, Stair stringers: 4 4 ~ Doors: i Penetrations: I AnchorBoks: l Drawing reference: Comments: M op :re c T d>r s t'e.va r.eA rc o 7,9c +>e7 st L RnF Det.mNj !l AN/) rnc/c c Msa t A T)ou sur A*s A/or lc.de 7. MATE.D TME_ gNT)Kc l Ao Fw4 5>'SreM cA u 5 w + > T 're.2 aA K H 4 Tkx. TNe DB: feet-CA m //bM TNf Jat:$/ D C 0 9 f A C 8 t//d b1 N 4 exn A Pre.** s Ts 1g e s rac.)c /s/ rns rAPexen saso a t.A T/o a. 7* E.4 de asr The me-rn L. o e a: sex 0 'fA>' ext e w.sa/nriew M fcnts Ts 16 Afou 7-5 +de,Mes .s neu n R e* -

u. t a ss 4 A> e s.,i c a a 7.ya.

.cr is exma sri,xis -rs.,*, e o,c. rsis s onc<-. s s t 9 9 3 ru rixa-e a ee n A' s A Date: 2 e na T 9 - Name: A". >< Bue.x e Name: H. L /u,u 4 A d Date: 2/te/9t/ i i y,i RAB: 1/14/94 i fde:P/CHKLIST.

• f

o j

j d

STRUCTURALWALKDOWN CHECKLIST fnoc +3 Waikdown Guideline: Visually examine structural elements for signs of damage or displacement. 'Ihe following evidence may indicate that the structural member experienced some distress: 4

1. Concrete members: 14ok for fresh cracks, concrete spalling, crushed concrete, i

cracksin painted surfaces

2. Structural steel: Imok for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations:14ok for breaks in the penetration seal due to displacement of P Pes or conduit.

I i l

4. Masonry walls: Imok for fresh cracks in mortar joints and blocks, paint chips.

l

5. Doors: Imok at alignment of door with frame.

6. Anchorages:14ok for loose or missing nuts or bolts, stripped threads, grout i

damase. UMb ~ Waikdown Data: i Building: AB RB RWB TB Floor: SB B Ist 2nd 3rd 4th 5th Mezz. Other-7-5 Roof \\ Area columnlines: A&M I< ca l. Ro w e 2o'.% 7a ar s c, L 1.tWe:. i Elevation:

t:- 7/o '- 8 "

Ece SwG. 7 A 7Z-i E o / f j Elements -amiW: j Concrete slab: Concrete walls-l Concrete beam-Concrete column: l Concrete pedestal: Masonrywall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors-l Penetrations: Anchor Bolts: ) Drawing reference: l Comments: Maxx Co L fo w t< k p -t*zo'.sody a cal. Lid a S l fWk Xf /s M d'llj O tic:A L Hott M7poy. '/is.a, os 94 I 'L4 AsNicM pea /E7/ATc $ r/tc )?oafirs A.s efe ~r. 7A% A4/dr' s igs, k An%dD c BJ/ AN' o& fee T 7"/A Vr L ?>tE /'Jo+n 7.Ut /Als/ D c

• F

) T N c 8 urhp/ars 7b rwc e.2 Tar x- > a se. o f 7 Aon!r & s o' L D >SJ et. i f A r O S 3 c c T w 'M s e H cAusen sTHu "Pw e rut ><w Hn t sv *T' Sa As o i .go.s rexerreiw 1 A

) gr is v.emas,4-r rna r/m enis or rsa xaccar r ruxwe e ved,e i

.e.a .e g e e s, /9py. ame: A'.1/. s u e. a A ts.A Date: e e on e +- Name: A. %la;w m /W Date: 2 ho194 i y/ RAB:1/14/94 file:P/CHKLIST, 4 i 0 j 2 i j 3

.l STRUCTURALWALKDOWN CHECKLIST 1% s e + 4- \\ Waikdown Guideline: 4 Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spa!!ing, crushed concrete, j

cracksin painted surfaces

2. Stmetural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. ?cnetrations: look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Imok for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout I

damage. N" Waikdown Data: Building-AB RB RWB TB i Floor: SB B Ist 2nd 3rd 4th 5th Mezz. Other -TB Rod I Area columnlines: No:,e ea L. 6/E s 5 47 e v rwa A/ Rous-Elevation: :& 7/4 '- 8 "

1. sp owc. 7A wi - z o /1 Elements examined:

Concrete slab: 1 Concrete wa!Is: I Concrete beam: f] Concrete column: Concrete pedestal: Masonrywall: Stmetural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: J Anchor Bolts: l Drawing reference: Semi $ A 7 7 '- o sn TH o r l Comments: 7*He Roo F 4 "pi A. o col.. bWe 6 x,un 4 %e s ra f'd. co L.4u'c AMD H 'o* sew 74 or ce L, 4dc 7 Auv f' a rs 7 o F Al del. b.d e Afg kMap AM7"e/ D o toAf o.u' 7We' fB >WS. 3 P' doe. A. Th s e,lMK.s A A e A 4 7' pe/e 7*6 7Ar Mcenf' 7<MptMr en/ cur *F bec 25./11% f/ Buck kd, Date: 2 8 'TAA/ 7f-Name: Name: #.fa4lnu A7A / # Date: I//o /14 RAB:1/14/94 .V / l fde:P/CHKLIST. b

4 Mye +S Summary of Turbine House Roof and Siding Above k Third Floor Turbine Area Structural Walkdown ( The structural.walkdown of the Turbine House roof and siding was conducted on January 28, 1994. The roofing system and insulated wall siding above and around the turbine on the Turbine House third floor was examined. 1. Roof This roofing system consists of 18 gauge metal decking which supports tappered insulation and four plys of i pitch and slag roofing. Two locations were observed as ( being dented or marked on the underside (room side) of the metal decking, neither of which penetrated the roofing system' causing it to leak rain water. One location has a hole about 1/2" wide by 1" long, through i the roofing system which permitted rain water to leak onto the third floor slab. This 1/2" x 1" object was searched for but never found. The cause of these three damaged locations is unknown but because they were not identified before the Turbine event of December 25, 1993, by plant operators or personnel a good possibility is that they were caused by.some missile I generated from the exciter during the Turbine event. l Two 4" diameter roof sump drain lines were observed to I be leaking rain water down on to the Turbine third floor. The leakage of these lines was not due to the Turbine event of December 25, 1993. 2. Insulated Metal Siding The insulated metal siding around this third floor area l had no indication of any damage due to the Turbine event of December 25, 1993. (' (1) -= a+ e e 4

== ,..r, ,.y

STRUCTURAL WALKDOWN CHECKLIST Pkfs 44 Walkdown Guideline Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced r,ome distress: 1

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

0 Walkdown Data: "T N # 3, e 2 W A' i Building: AB RB RWB TB 1 Floor: SB @ Ist 2n 3rd 4th 5th Mezz. Other Area columnlines: L ts V A"o I+ % J'T eveerr meeswas sxo Karme7ee n zes s. l Elevation: 55 7 '- 6. " Elements examined: Concrete slab: # Concrete walls: v 4 Concrete beam: V Concrete column: t" Concrete pedestnl: Acow p Tw.cs xca. cau is,,, ear Masonry wall: t-Structural steel : Beams, Columns, Bracing, Stair stringers: :57"a) (41 Doors: EA ts-s. 2 4 8 4. in s - z t, <ss-zz ns x s a - a Penetrations: Anchor Bolts: V l i Drawing reference: 74 7z.1-z o 5 o Comments: Ex te er re, ou r a t s es nun e. ne o sa/R6e rwx enoon as o, A>A S TE.5 A> n pl e T A WMS Gj/p /Acc,4 6,, SHe/A cof A seye <Sjfs/A my 7,ocsrxe_s aa.c4 w.tt ecewiar c.ocicTr rec 4.a. w c h 3, ruse rwx) Have m,,vec, r e.~ Tusaz-r>tsna.L.co* Tseo, A LL ~TM C 6 fxu sT u e m z is s w r.1 Exenwen u o A/o re o n '2 s e e v, ua T j SA4w Axy' panss e -x p

o. m ee.* e x t owe ro7wa pee. z.s n r2 Tu w.we e v xn e

Name: K.y' Euex fAf Date: 72 fra 1 9-- Name:6.t, b 6MLUy 4' h t U R D ate: /t its W V RAB: 1/14/94 file:P/CHKLIST. wo e e --- *,n

l

• ~

Off e +7

SUMMARY

OF RADWASTE BASEMENT FLOOR ELEV. 557'-6" O STRUCTURAL WALKDOWN The structural walkdown of the radwaste basement was conducted on i February 12, 1994. The items listed and checked on the l structural walkdown checklist were examined. The entire radwaste basement (Col. lines L to V and 14 to 19) was examined except for l the rooms housing the following equipment: Spent Resin Slurry Recire. Pump - G1118C063 Spent Resin Slurry Recire. Pump - G1118C062 Concentrates Feed Tank - G1115A035 Spent Resin Slurry Tank - G1118A034 Chemical Waste Tank - G1101A023 and the mezzanine floors at elevation 565'-6" These rooms and mezzanine floors were inaccessible due to high radiation posting or the rooms were still full of water. These rooms and mezzanine comprise approximately 5% of the radwaste basement area and their structural condition is being considered equivalent to the area which was walked down and examined. RESULTS 1. Concrete walls, slabs, beams and columns: D None of these structural concrete elements show signs of any distress or damage other than normal concrete shrinkage cracking. No ground water infiltration was observed which would indicate damage to exterior walls and floor slabs. 2. Concrete Pedestals around Tanks and Equipment: The concrete pedestals for tanks with plant identification system numbers (P.I.S.) G1101A030, G1101A004A, G1101A004B and G1101A009 will require concrete repair because these tanks have been moved on their pedestals due to the flooding caused by the December 25, 1993, Turbine event. All other pedestals and pads for tanks and equipment do not show any signs of damage or distress. 3. Masonry Walls: All masonry walls, which are used to separate room in this area, do not show signs of damage or distress. b

i P4 pe 4-t l 4. Stairs - RA1: l The stairs RAl shows no evidence of distress or deformation. The stairs bolted connections and concrete anchors have tight connections with no signs of movement or distress. 5. Doors: Water tight doors RAB-8, 6, 24, 22, and 1 along with room man doors were found to be operable and in good condition to perform their intended functions. 6. Penetrations: All wall and ceiling penetrations were found to be intact and in good condition. The rooms which were still flooded l with water had no leakage through the penetrations, which is l an indication that the penetration seals were accaptable and in serviceable condition. 7. Anchor Bolts: I Wedge anchors and embedded anchors for equipment l foundations, electrical and mechanical attachments and I miscellaneous attachments showed no signs of failure, ' (} slippage or nuts loosening.

== Conclusion:== The only damage to structural elements in the Radwaste Basement which are a direct result of the December 25, 1993, Turbine event are to the four tank pedestals identified in item 2 of the results. l l O l

STRUCTURALWALKDOWN CHECKLIST rdS e 47 Walkdown Guideline: Visually examme structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, cmshed concrete, cracks in painted surfaces

2. Stmetural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

Walkdown Data: f 7e M 5 7, gi / 0; I Building: AB RB (RWB)TB gg y moE f34f f'S Floor SB @ Ist 2nd 3rd 4th 5th Mezz. Other Area columnlines: Ef* 4 / nr. /9, />t, A / /+ s /t, T &v t i t r, /c. Elevation: S S 7 - /.: " Elements examined: Concrete slab: // fn Concrete walls-O Concrete beam: Concrete column: v Concrete pedestal: Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: A4 8 - r 9-, ZbE ~ r t C AA 3 - 2 6 Penetrations: V Anchor Bolts: / Fo >t e nc. W A5Te Md.K, ccs/7. fgge TW hw p, Gd [Mt Drawing reference: 7A 7 2.1 - 2 03 o h.5(cat'Eet/a Comments: 8g g rd THESE ARM A!/A'E AJo S7CHc7 v 9M DA'rMGE e E-D> C7At 53 fo /A'1/s/ ~7//r $7Ca c *rd b L #9& **182 Rs DEC. E S", l'191 - De/M To 7.b'E TWA rsA/c 2t/Es/T etc Nnme: NFetcK k Date: 2. 91 p4 : L 19--- 9 /-/ L /,iner %/,b/ Date: 9,/2.9,/M Name: y-RAB:1/14/94 file: P/CHKLIST

t STRUCTURAL WALKDOWN CHECKLIST { Walkdown Guideline: i l Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

[z,o 4 z 1 Walkdown Data: 2 ,jo wa. W Building: AB RB TB i Area column lines: r@is v seru===e /1 F n W s'i*- euo /cd 17 scru,ss /z Floor: SB B 2nd 3rd 4th 5th Mezz. Other Elevation: 5 6 3 '-4 ( 5 81 '-- 6

• Elements examined:

Concrete slab: V l ( Concrete walls V O co cr t 6 } Concrete column: 7 l Concrete pedestal: s' 4 4 s f'K o eA Tes, D/rwe Vas7s G uo6.bcoSr. Masonry wall: l Structural steel : Beams, Columns, Bracing,(Stair stnngers3

1. Al /

Doors: XA l-31 fit l-46 4 ise t - S l Penetrations: V Anchor Boks: Drawing reference: 5 4 7z t - z.7 s i # 7475 t - zo J/ Comments: A/o DAMA6er 75 J.W s7:eu esu /s L m s >>, S e-t Dur j 75 rfe 7z'rs/Ar e%T f pec, zS 171.5. i l s A YBw +, ik Date: 30 MAtw 9' & Name: l Name: A,L L Y A ft ] & Date: -r/2 o/cu + l sf 7 a i l RAB: 1/14/94 file: P/CHKLIST {O I l l i

~ STRUCTURAL WALKDOWN CHECKLIST fA9c Cl Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following fO evie #ce =>vi aic t thet th tr=ct r > =e=d r exr rie e a io-di tre :

1. Concrete members: Look for fresh cracks, concrete spalling, cr.ished concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

12

• Waikdown Data:

fz1 / 3, / L RB h TB A/a. M Es h-Building: AB Floor: SB B 2nd 3rd 4th 5th Mezz. Other Aten columnlines: t + r. /s no K A i S 'Eur-sed Elevation: SA 5 '- 4: " Elements examined: Concrete slab: V Concrete wa!!s: v i Concrete beam: V Concrete column: V Concrete pedestal: - Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: V XAl-t, R A g-a t- , fAl-9 Penetrations: V Anchor Bolts: v Drawing reference: 7A II s-Zo 5 / Comments: rne vga m convue s. Ro.s.e s nuo Re eurso ear w 1-DA's va' VM/Tc R**N1 LJaft e n e.Lu c e:v F h m rRs3 k) M L M D4d DLsl T~o J W M c Le s.s t $ s I < TH - 4 Name: E.Y8ack f/3ac Date: / 9'. h a f 4-Name: H SANidle ly/ Date: 19 Th/ W t RAB: 1/14/94 file:P/CHKLIST.

i 6#$e:sr. l l I

SUMMARY

OF RADWASTE BUILDING FIRST FLOOR STRUCTURAL 2 WALKDOWN 4 The Radwaste Building first floor (Ref. Dwg. 7A721-2031) structural walkdown was conducted on January 19, 1994. The structural items listed on the structural walkdown I checklist, for this date, were examined. The entire first floor, except for the Drum Conveyor rooms and Reciprocating l; Drive Unit room, which were inaccessible, was examined. 1 2 RESULTS i i 1. Concrete slabs, walls, beams, columns and pedestals None of these structural concrete elements show signs i of any distress or damage other than normal concrete shrinkage cracks. 3 2. Masonry Walls i j All masonry walls, which are used to scparate rooms on this floor, do not show signs of damage or distress. l i 1 3. Doors I ) All doors were found to be operable and in good working j condition to perform their intended functions. 4. Penetrations 1 i All wall,, floor and ceiling penetrations were found to be intact and in serviceable condition. I 5. Anchor Bolts Wedge anchors and embedded anchors for equipment 1 foundations, electrical and mechanical attachments and miscellaneous attachments.showed no signs of failure, i slippage or nuts loosening. CONCLUSION: The Radwaste Building first floor experienced no damage, to i the structural elements which were examined by this walkdown, due to the Turbine event of December 25, 1993, i 4 J

a > J STRUCTURALWALKDOWN CHECKLIST //f gy 4 Watkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout i

damage. ggy g Walkdown Data: f 44 2o / 2/ Building: AB RB M TB l Floor: SB B Ist (2n() 3rd 4th 5th (MEE) Other Area columnlines: s-T,14-17 ' K-s/, l4-19 Elevation: G i 3 '- /, " /,0 I '- fo " Elements avaminad: Concrete slab: / O( Concrete walls / Concrete beam l Concrete column: / Concrete pedestal: Masonry wall: / Structural steel : Beams, Columns, Bracing, Stair stringers: / D e rs. Penetrations: / Anchor Bolts: / Drawing reference: A-2.2.I2. Comments: See o%ched sheeds. l, ) 4 Name: A.P B ur a [/.P. /1vy-Date: /-24 94 Namew t Mb4dw fraf1f4L Date: s-24 -9 + i I .L RAB:1/14/94 file:P/CHKLIST 1 a

Anyc S4-

SUMMARY

OF RADWASTE BUILDING 2ND FLOOR AND MEZZANINE STRUCTURAL WALKDOWN A stmetural walkdown of the Radwaste Building 2nd floor and mezzanine was performed on January 21,1994. The structural items checked on the first page were examined. The areas examined include elevation 613'-6" from column lines S to T and 14 to 17 and elevation 601'-6" from column lines K to V and 14 to 19. Radiation and contaminated areas on both levels were not examined. Results

1. Walls - The walls have numerous hairline cracks as well as wider cracks, similar to the Turbine Building walls. Many of the wider cracks in exterior walls were previously patched. There are vertical cracks along construction joints. Some of the cracks in exterior walls show large stained areas directly under the cracks which is indicative ofleaching. The cracks are assumed to have been present prior to the turbine incident because they are painted over near the bottom of the walls, and there I

is evidence of minor chipping along the cracks' lengths. Hairline cracks are a common phenomenon in concrete stmetures due to shrinkage.

2. Slahs - The slabs have numerous hairline cracks as well as a few wider cracks.

The wider cracks have been painted over in most cases but the paint has chipped out of the cracks. Evidence of paint remains in the depressed areas indicating that they l are old cracks.

3. Grout pads - Equipment foundation grout pads had a few hairline cracks but are generally sound.

4. Anchor bolts - Wedge anchors and embedded anchors for equipment foundations, rack mounts, pipe suppon base plates, electrical boxes, and miscellaneous attachments were evaluated for loose nuts and evidence of failure. The anchors appeared sound without evidence of failure or slippage.

5. Masonry walls - Masomy walls were generally sound with few mortarjoint cracks.

The is some evidence of mortar shrinkage cracks at concrete interfaces. A large vertical crack, from the ceiling to about midheight,in the wall between column lines 18 and 19 near column line N appears to be a shear crack. It goes through the mortar as well as the blocks.

6. Penetrations - A cursory review of penetrations was perfonned. There are no indications of breaks in the penetration seals.

7. Slef1 stairs and platforms - The structural steel shows no evidence of misalignment or deformation. Bolted connections are acceptable. Wedge anchors are acceptable

( with no evidence of failure. v !a

f6yc s~s \\ .-a-.

SUMMARY

OF RADWASTE BUILDING 2ND FLOOR AND MEZZANINE STRUCTURAL WALKDOWN i In conclusion, the stmetural items which were examined do not appear to have been I detrimentally affected by the turbine incident. l 1 'o ('O

i l STRUCTURAL WALKDOWN CHECKLIST $9c C4 i Walkdown Guideline: l Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Look at alignment ofdoor with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout i

damage. Waikdown Data: Building: AB h RWB TB be5 Dry 7 17 Floor: SB B Ist 2nd 3rd 4th 5th Mezz. Other Area column lines: Elevation: r71'-I" P,deM <Po 6 eJ waff uo to 5F# Eleo. t Elements examined: Concrete slab: / Concrete walls: / l Conctete beam- ) Concrete column: l Concrete pedestal: / Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Bolts: Drawing reference: Comments: Pejeclof waWs anel the ioin'tMehu & un),Nasef M'onc dab a uA 4b e_ or h dal "non M ufor, Au oede4.15c WrE_ tm%,w. eww was vs a'A k keni en L seecdc 'arean ts he. 1 1 iAochel. G cxnu M <a,M e. dana.e be tk& <anw&/ mWs mm. obs-) b ' am s ab t,A W%saeM. In,Jeoda,,d- &A :nsoeckens Ac druudh.Lde ob wepott & A conceochn. N a m e: }}i $ d h e Date: 6/3d[1If Name: K V&:x F6, fach-Date: 50JMc 9 f-RAB: 1/14/94 file: P/CHKLIST

i STRUCTURALWALKDOWN CHECKLIST MSr r 7 1 1 j Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following 2 evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, l

cracks in painted surfaces

2. Stmetural steel: Look for signs ofimpact, chipped paint, dents, bending, j

twisting, warping, loose bolts, cracked welds. j

3. Penetrations: Look for breaks in the penetration seal due to displacement of l

pipes or conduit.

4. Masonry walls: Imok for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stdpped threads, grout 1

damase. 6 yfp f Walkdown Data: h* Building: h RWB TB y Floor: SB Ist 2nd 3rd 4th 5th Mezz. Other j Area columnlines: SE h4 p. i Elevation: 46 562 -c i Elements examined: i Concrete slab: Gee 9 CapeMJ, hb fi2bt4-di74eia Concrete walls-l C) Concrete deam-Concrete column: Concrete pedestal: j Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: i Doors: Rb ^], & Saal oP i)inwss s.J fiwis sit i?mn b Penetrations: Ak r%cuswss m Duwztsc. i.t w g u e s h r s i s.s. 4 Anchor Bolts: Drawing reference: Comments: i 5%sanL E21-315D-601, Ho suws rF Dwe; ed AGJ&WEVT-j 1 i i Name: kk bW Date: YA/9Y i Name: JYJkw&d -- Date: / 9-[#v 9 P i RAB:1/14/94 l fde:P/CHKLIST m ,w -m a a w e--

7 ? STRUCTURAL WALKDOWN CHECKLIST rspgg Waikdown Guideline: Visually examine structural elements for signs of damage or displacement. The following q J evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout 5

damage. 9 /4 Walkdown Data; Building: AB RB RWB TB Floor-SB B st 2nd 3rd 4th 5th Mezz. Other Area columnlines: A - Al/. 69u t / Elevation: EA 2 - G Elements examined: Concrete slab: Concrete walls: ( Concrete beam-l'3J Concrete column: Concrete pedestal: Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: "T3 /do go4 0 Doors: Penetrations: Anchor Bolts: Drawing reference: Comments: 5E9u 7M C2O fu r,cc s AtL 4 +J c.nNL5 AM 3du u D. NO StsA oP Do n a mnli r e .%'e% MouT Pune b#tt-Sor brot4. Ju. Cad &Tws AN ku r. Name Al D W Date: Eli[?'/ Name: A$!EiwL Date: J 73sw9s;z-RAB:1/14/94 fde:P/CHKLIST e a e 1

4 STRUCTURALWALKDOWN CHECKLIST fy4 c7 Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose boks, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: I.cok foi fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

772nS 5.gf4 *B-Watkdown Data: a. Building: AB h TB Floor: SB B Ist 3rd 4th 5th Mezz. Other Area columnlines: Elevation: loIS'-(.oY Elements avaminad: Concrete slab: A 6M A0 o F ft2rst4 Cgggs. Concrete walls-Concrete beam-Concrete column: Concrete pedestal: Masonry wall: dizocov D QJcq [ b, go C,t e gS Bracing, Stair stringers: Structural steel Beams, Columns,b/L, 48 6/48*C oF O b 7 ? l E~5 ( NY, d til 18'/C Doors: Penetrations:adr._ F#a7. 6,er oet, TeGea 7 Sat _.s Anchor Bolts:5Es #d P N '^' Drawing reference: Comments; 6 EC'd M r Er 7+/ CO - 800 Z, Anti.pst - Ear.s casa /s disa of c7tsme=n L Phop boo t u u n. to AscJ u Name: IddeW Date: V/9/W Name: A%s& Date: /7 24 v 9 +- RAB: 1/14/94 file:P/CHKLIST -ed>=

• ee w

e--- esep % e, e ew ee.me-amm e grememeu= ena hw . ~ 9

= l,e STRUCTURAL WALKDOWN CHECKLIST Mf4 4o Walkdown Guideline: Q,, Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Stmetural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

l

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

p hj 4 /4tJ L &^ l Walkdown Dats; f Building: AB dS) RWB TB Floor: SB B Ist 2nd @ 4th 5th Mezz. Other Area column lines: Elevation: 6 Y3 '-4 " l Elements examined: Concrete slab:.4b EviOfad e* #zJ 4Wcas, Concrete walls: V Concrete beam: Concrete column: Concrete pedestal: Masonry wall: E / 817 fa & /3, Ab stw> s # 1 % r stL /Gr4L ct %.s Structural steel : B'eams, Columns, Bracing, Stair stringers: Doors: Penetrations: ft*L f'EA7tl J'Ta>P.s AlEr'tv f-I~/ Au. SEA < s A1LE Tist4 7 AnchorBolts:Ste #ctry Seteu) Drawing reference: Comments: Mmdtwv flawenvriL 798 o4 nb /, heasit &c r.s A u. Ta is 7 N W Dntc: L/;9/9Ll Name: o///s,/9 f-l Name: /M-Date: i RAB: 1/14/94 file: P/CHKLIST pb l

i l: l.- STRUCTURALWALKDOWN CHECKLIST ppy 6 f Walkdown Guideline: I /7 Visually examine stmetural elements for signs of damage or displacement. The following !V evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Stmetural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout l

damage. h Walkdown Data: h RWB TB Building: AB Floor: SB B lst 2nd 3rd h 5th Mezz. Other Ares columnlines: 4 FU L F9 l Elevation: 459 '-to V Elements examined: Concrete slab: 4b J/6 A/> 0F mew d@cKJ Concrete walls:Sh7 Gn E' ooc. 443 7 A/cc

1. o hsTdd3.5 Cp.

Concrete beam: Concrete column: Concrete pedestal: Masonry wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Bolts: Srp A7. dew Drawing reference: Commentst 4 S7xis0 01 LI R tat ? C*.JTdtw -revx c9tse -A do I i rac tJe rG n 9 ~ E$dc-75 4 0 dctE C 7f-1 4D Arts Scan O. Date: Y/f/b/ Name: [8 dm w Name: M"d Date: / 9JA/ f S - RAB:1/14/94 file: P/CHKLIST ['3 V

4 s STRUCTURALWALKDOWN CHECKLIST pgp g.3 Walkdown Guideline: O visualir examine str=cturni aiementi ror sisni of damase or diariacement. The f evidence may indicate that the structural member experienced some distress:

1. Concrete members: Isok for fresh cracks, concre spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chip;d paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: 14ok for fresh cracks in mortarjo'mts and blocks, paint chips.

l

5. Doors: 14ok at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout l

damage. yp jgst/4 j Watkdown Data; +3e LJK-D \\ \\ ) h RB RWB 'IB Buil Floor: B 1st 2nd 3rd 4th 5th Mezz. Other l Area columnlines: N/% ~1 dcw7 l Elevation: Eo 5yo -d Elements examined: ett 60euno th REIL IWk Tastidd Concrete slab: m %tt 0F BRua Concrete walls: #o C#As /tv F4,an-oft &A de-rJ O Concrete beam-Concrete column: Concrete pedestal: Masoruy wall: Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Bolts: SG CrcocJ Drawing reference: Comments: MPc1 Sinp Acc 4 ra ewt See rs A1% ri w T Name: A/ d 6 A~ - ' Date: Y/9[1Y Name: A%X-Date: /7 ris:19'- tr RAB: 1/14/94 file:P/CHKLIST e ,ci-r 'v'---*" -'"T-T "'f

l i l. STRUCIURAL WALKDOWN CHECKLIST r,pp g 5 i h Walkdown Guideline: Visually examine structural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress: 4

1. Concrete members: Imok for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, j

twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of 3

pipes or conduit. j

4. Masonry walls: Look for fresh cracks in mortar jomts and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout 4

damage. Walkdown Data: g }

n. m.

Building: RB RWB TB Floor: SB 1st 2nd 3rd 4th 5th Men. Other j Area columalines: 'M C/2D ib8 tbd I Elevation: St2-o Elements ev=i=l: 2 Concrete stab: Bo 5 to4 o C-Dtsr/?pr r i Concrete walls: Concrete beam-Concrete column: Concrete pedestal: Masonrywall: Structural steel : Beams, Columns, Bracing, Stair stringers: i l Doors-Penetrations: i Anchor Bolts: l Drawing reference: Comments: C12D F'ctsP C ll 0 4. - Cbe t () Sic a Aucuost &ers l AsW Au.- 71lat4 7, Mo .S t & Ars eF Dt-s w r-rs j J i Name: //d%w Date:

1. /6/9Y Date: /9 S w p 9-i Name:

jdS U/ 4 T RAB: 1/14194 file: P/CHKLIST 4 i l i J 4

7 ~ ; STRUCTURALWALKDOWN CHECKLIST / u af Walkdown Guideline: Visually examine stmetural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spalling, cmshed concrete, cracks in painted surfaces

2. Stmetural steel: Look for signs ofimpact, chipped paint, dents, bending, twir, ting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout 1

Walkdo ta: 15 4/6 i Building: h RWB TB 2nd 4th Mezz. Other - 8 / prd 6 i ~5th Floor: SB B /> /S Area columnlines: i Elevation: f66-4 i Elements examined: Concrete alab:,6b 4&J c%cm3 Concrete walls: I O Concrete column: 6.L -l /, 6.1-% -(6 C/Gaza oea /d,eu 7 C/4//C Conctete beam' Concrete pedestal: Masonry wall: A'o o ffA / <e.s Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: T/ - 55 2 . #c f>fu of pe.me=.3 ( fll-B,& M7JG'c d'C Penetrations: WRout u)w 9-td, Au-t'T<anu ruu/.s. T h c4 T Anchor Bolts: fxF 4.w/E+rr 4EcoW Drawing reference: Comments: itdccsJ ['u. 9'Ps (47xn - C o b'I -1 C300 h Aceucas A u. 'TtSt47 i 0cuJ I44-r Ace.+uGEN, Ja Arvet-toit.s Souef) C ,Up 6 thtt 0F R4 TNT C/M'/sts o Date: V/9/99 Name:(( dm c~ Name:,A, i %.Tl Date: / 9h 17 RAB: 1/14/94 file: P/CHKLIST b ee ese e game =W u.iee =e -e2empse e ein

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4 STRUCTURALWALKDOWN CHECKLIST hjc 4,5 Walkdown Guideline: h Visually examine stmetural elements for signs of damage or displacement. The following evidence may indicate that the structural member experienced some distress: W L Concrete members: Look for fresh cracks, concrete spalling, crushed concrete, cracks in painted surfaces

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortar joints and blocks, paint chips.

5. Doors: Look at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout damage.

JTM Walkdown Data: IS t# ~ Building: AB RB RWB TB Floor: SB Ist 02nd 3rd 4th 5th Mezz. other Area columnlines: N/Jit 6 - t L Elevation: 6 /3' v' Elements examined: I Concrete slab: $no r Stac /s Soan D. e6 f/zr4 fa C,Acg Concretewalls: #9 6 #1/, e Sum o# PemEs3 Concrete beam' Concrr'? column: & ID th f% r Cdwc5 eL SrducTuch 9s7253 Concrete pedestal: Masonry wall: #f.tt # 10 & /J //., e 8,er WL /pror C,2C4 r ) Structural steel : Beams, Columns, Bracing, Stair stringers: Doors:Al-1y 5:2z %n,Al> 6ansof (24sn2ES 1 Penetrations:(led /f/154 'Freve747/dA # 6 <L N 9, A c $ n a L., a r Anchor Bolts: Sir onod Drawing reference: Comments: i )2bm!M Ceetrit T4IrD -tbo 3 13 DO t ; ,6 c c ,dac.ae"

• *T j

M Nd /bmw Date: V/9/4Y Name: AA Date: / f. soy t 9 f Name: l RAB:1/14/94 4 file:P/CHKLIST i e e 6 .e e eog e.e m ge.e 4 weDWDee 6466 @ W .NeWe awailm.m e M _h '6**WNW WW."

l u STRUCTURALWALKDOWN CHECKLIST

1. 40e u Walkdown Guideline:

Visually extmine structural elemems for signs of damage or displacement. The following y y; evidence may indicate that the structural member experienced some distress:

1. Concrete members: Look for fresh cracks, concrete spa!!ing, crushed concrete, cracks in painted surfaces 1

2. Structural steel: Look for signs ofimpact, chipped paint, dents, bending, twisting, warping, loose bolts, cracked welds.

3. Penetrations: Look for breaks in the penetration seal due to displacement of pipes or conduit.

4. Masonry walls: Look for fresh cracks in mortarjoints and blocks, paint chips.

5. Doors: Iook at alignment of door with frame.

6. Anchorages: Look for loose or missing nuts or bolts, stripped threads, grout l

i damage. 7 Walkdown Data: /54M No t.aA &. 1 Building: AB RB RWB Floor: SB Ist 2nd 3rd 4th 5th Mezz. Other J Area columnlines: Ce 0 7 d ec-4 l Elevation: l Elements examined. Concrete slab: Concrete walls. i l 4 Concrete beam-l Concrete column: Concrete pedestal: Mnsonry wall: STAcA H B e d 0 ) $ tiv 7.3 A u2J A u- .Sou< uD Structural steel : Beams, Columns, Bracing, Stair stringers: Doors: Penetrations: Anchor Bolts: Drawing refsence: Comments: Atc 4I?ct.417& Tad A-L. Fix ruows ( sus % oeo3 C.Ou u a. MITA L f4c4 0s A 620Leta b Cc41ROL /S urs5 ) A l2 w~ A L l. Sta N D \\ Ato Sssus or Mcw ma7 Narne: /f( /3h Date: 'A f#'/ Name: E9C'md. - Date: / f Jhd 99-iy-RAB:1/14/94 file:P/CHKLIST (O

,g.n_ sm mm s, .+mm.mmee.m--ame----- namu m a-rasama-.~.m>~-,-o.-aaasaw, - - ~ ~.. -, - a na .--a. u o-e.-ru - -+ 6 q l l. j I ATTACHMENT 7 5 l 4 4 4 I w e i I e I l 1 i 4 i I i h 2 1 i l i 1 4 1 i i I 4

lC s l FERMI 2 LP STAGE 7 & 8 PRESSURE PLATE INSTALLATION L P EKHAUST HOOD ( j nn \\ lf / \\ l l l 60 V V C l PRESSURE PLATE 4' \\(FIXED BLADE ROTATING BLADE DIAPHRAGM) i t-V ~ ROTOR SHAFT i U P SHAFT CLANpS h. l Ap 't \\ N N N l M MAIN l BEARING (\\Th l l \\ \\ ~ N m.. \\ \\ ( N 9L h

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~ -..n.. l l r i i i \\ I. l ATTACHMENT 8 1 i t a l I C 4

l [ km j HOPPER AND ASSOCIATES ENGINEERS ~ PROFESSIONAL ENGINEERING SUPPORT TO INDUSTRY L. 'W j L. 4 ie 4 ,e 5 4 J j. d 4 e 6 i .A i ,a 4 l ,e

f H2PPER AND Ass:CIATES ENGINERS Q o2 C 3M Vhta DeWar /\\ p} / Redondo Beach,CA 90277 i (3101373-5573 /\\ r( FAX: (310)791 7308 s February 4 1994 N HA-02/94-715 Detrof t Edison Company Enrico Fermi 2 Site 6400 North Dixie Highway Newport, MI 48166 Attention: Mr. Bob Bryer, Senior Engineer

Subject:

Fermi 2 Turbine Fallure - Post Event Earthquake instrumentation Data Evaluation Gentlemen: As you requested, we have completed the subject and enclose a report elucidating our work. The turbine failure at Fermi 2 on December 25,1993, should not be compared with a tectonic earthquake, and globally, the Reactor / Auxillary bu;! ding did not experience OBE excitation levels. Please allow this letter to summarize our findings and observations. The earthquake recording system in the Fermi 2 Reactor / Auxillary Building ad-Jacent to the Turbine Generator Building was activated during the December 25,1993, Tur-bine Failure Event by an excitation having an acceleration amplitude exceeding the active earthquake instrumentation trigger activation level. Subsequently, two relatively large \\ amplitude but small duration acceleration pulses were recorded approximately two and sixty-three seconds after instrumentation activation. Both of these recorded tremors ex-hibit those characteristics associated with a surface wave emanating from an adjacent sur-face impulse load and are not structurally significant. Two active and tnree passive triaxial earthquake recording devices are j mounted in the Reactor / Auxillary Building at various locations between the sub-basement and the fifth floor. These devices provide consistent records that show surface tremors passed through the Reactor / Aux!!!ary Building foundation without globally exciting the structure as a tectonic earthquake event would have. Although the data show that the Reactor / Auxillary Building did not ex-perience any significant dynamic excitation, the two impulsive waves passing through the foundation occasioned localized safe shutdown earthquake exceedence Indications in the foundation Instrumentation as would be anticipated. For this reason, the post event earthquake Instrumentation data was evaluated in accordance with those provisions es-tablished as though there had been an earthquake. The enclosed report describes data reduction, analysis, and interpretation of j time histories and response spectra from the earthquake Instrumentation. Also, the satis-factory performance of all Reactor / Auxiliary Building systems and components during and after the event and acceptable inspection of the structures after the event are docu-mented. If Questions arise, please contact the undersigne V uly / l avid M.dopper Professional Engineer Enclosure J

T S H:PPER AND AS$2CIATES ENGINMt$ 8 b l 1 ? I i l L 1 l FERMI 2 TURBINE FAILURE POST EVENT EARTHOUAKE INSTRUMENTATION DATA EVALUATION l l l l l !I ii i Prepared for: Detroit Edison Company Enrico Fermi 2 Job Site 6400 North Dixie Highway Newport, MI 48166 Prepared by: Hopper and Associates l 300 Vista Del Mar l Redondo Beach,CA 90277 February 4,1994

r HOPPER AND ASSCCIATES ENGINEERS TABLE OF CONTENTS PME i 1.0 Introduction 1 1.1 Fermi 2 History 1 1.2 Turbine Failure 1 1.3 Shock incident 1 1.4 Seismic Event Procedure Requirements 2 1.5 Resuits 2 j 2.0 History 3 2.1 Seismic Events 3 2.1.1 Previous Seismic Events 3 2.1.2 December 25,1993 3 2.2 Sequence of Events 3 2.2.1 Turbine Failure and Damage 3 2.2.2 Shutdown 6 2.2.3 Observations 6 2.2.4 Human Sensitivity to Vibration 7 2.2.5 Fermi 2 Seismic Event Procedure Requirements 7 I 3.0 Data 10 3.1 Instrumentation and Location 10 3.1.1 Passive Sensors 10 j 3.1.2 Active Sensors 10 3.2 Data Reduction 14 3.2.1 Passive Sensors 14 3.2.2 Active Sensors 14 3.2.3 Active and Passive Data Correlation Comparison 45 3.3 Results 45 t 4.0 Conclusion 47 i 5.0 References 50 .l.

HUPPER AND ASSOCIATES ENGINEERS

1.0 INTRODUCTION

1.1 Fermi 2 History 4 j The Enrico Fermi Unit 2 Nuclear Power Plant is a 1,203-MV gross Boll-Ing Water Reactor located outside Detroit, Michigan on Lake Erle. Ferml 2 has been in commercial operation since 1988, using a turbine { manufactured by English Electric of Rugby, England, now part of G.E.C. Alsthom. The facility site is located on stable land, and few j large intensity earthquakes have occurred in the facility vicinity 1 throughout documented history. l 1.2 Turbine Failure At approximately 13:15 on December 25,1993, the turbine at the En-rico Fermi Unit 2 Nuclear Power Plant failed. The turbine failure in-ciuded thrown blades, severed cooling system piping, turbine lubricating system failures, and a hydrogen explosion. Vibration im-l balance in the main turbine generator activated a turbine alarm. Al-most simultaneously, numerous alarms were received, including sels-mic event, additional turbine alarms, and reactor scram. Upon receiving the reactor scram alarm, the operator immediately began shutdown procedures of the turbine and reactor. M i 1.3 Shock incident h i Personal observations attest to a loud noise followed by a rumbling [ sound which lasted two to three minutes. The seismic event alarm 0 and the reactor scram alarm were noticed concurrent with the loud l noise and rumbling. Although the root failure cause is unclear at this j time, the rumbling sound was attributed to vibration. A L The passive peak shock record plates on the second and fifth floors }l of the Reactor / Auxiliary building recorded insignificant accelerations, j. or accelerations below the Operating Basis Earthquake (OBE). o The active strong motion time history accelerometers In the HPCI room and at the reactor pressure vessel (RPV) pedestal base recorded i measurable accelerations. The accelerometers were preset to ac-h tivate at a 0.01 g level. Subsequent to this activation, two impulsive

l acceleration excitation spikes were recorded after approximately two and sixty-three seconds. The passive peak shock record plates in L

the sub-basement of the Reactor /Auxillar/ building (HPCI room) also recorded measurable accelerations.' I 1-l

HCPPER AND ASS 2CIATES ENGINEERS Instrumentation data from both active and passive sensors were evaluated and compared to those excitation levels in the Fermi 2 Up-dated Final Safety Analysis Report (UFSAR) to verify the continuing structural integrity of the Reactor / Auxiliary building and the equip-ment inside the building. 1.4 Seismic Event Procedure Reoulrements Section 3.7.4.4 of the UFSAR states an earthquake has occurred if the seismic trigger is activated. If the seismic event exceeds the OBE, the reactor must be shut down as quickly as possible. Before normal operation can commence, the UFSAR requires data reduction, analysis, and interpretation of time histories and response spectra from instrumentation; and structure, system, and component inspec-tion. 1.5 Results Globally, the building did not experience an OBE event, and con-sequently, the Reactor / Auxiliary building was never exercised near OBE excitation levels as evidenced by the insignificant accelerations measured on the second and fifth floors of the building. Likewise, the equipment on the second and higher floors was never exercised near OBE excitation levels. Below the second floor, at the RPV pedestal, the active instrumenta-tion show OBE exceedences at high frequencies and both active and passive instrumentation exhibit OBE exceedences in the HPCI room. However, no anomalies were observed during the event, and a cur-sory inspection of both building and equipment after the event Indi-cates there to be no apparent problems. The two distinct tremors recorded by the active instrumentation mounted to the structural foundation exhibit those characteristics that would be anticipated from a surface wave system emanating from an impact at an adjacent surface location. These waves locally pass through the structural foundation with the path of the particle motion theoretically describing a single retrograde ellipse. They pos-sess none of the energy characteristics of tectonic earthquake waves and do not result in the global structural excitation experienced j during a traditional seismic event. l 2

I HCPPER AND Ass:CIATES ENGINEERS i 2.0 HISTORY 2.1 Selsmic Events 2.1.1 Previous Selsmic Events Fermi 2 is located in a relatively seismic stable area. Ap-proximately fifteen intensity VI (Modified Mercaill Scale) or greater earthquakes have occurred within a two hundred mile radius in the last two hundred years (Figure 2.1.1.1). Addition-ally, nine earthquakes of intensity V or less have occurred within a fifty mile radius of the facility (Figure 2.1.1.2). Al-though the Fermi 2 OBE is associated with an intensity VI sels-mic event, it is unlikely the facility will experience such an earthquake within its lifetime. 2.1.2 December 25,1993 The National Geophysics Data Center and the National Oceanic and Atmospheric Administration show no seismic activity for December 25,1993, within a five hundred km (310 mile) radius f of Detroit. The center has immediate knowledge of all seismic activity in the Detroit vicinity of intensity ll1 or greater. The most recent seismic event within two hundred miles of the facility site had an intensity of approximately I and oc-curred in April of 1993. The passive peak shock recorder plates i were calibrated and installed in July of 1993 (second and fifth floors) and September of 1993 (HPCI room). This evidence indi-cates the passive plate records contained only the turbine failure incident. f 2.2 Seouence of Events 2.2.1 Turbine Fallure and Damage i i it is beyond the scope of this document to chronically arrange the events of the turbine failure on December 25,1993. At approximately 13:15 or December 25,1993, the number 3 1 low-pressure turbine at Fermi 2 failed catastrophically. The i turbine threw several blades. One blade ripped through the steel turbine casing. The other blades are believed to.be in-3-

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\\ O V \\ i ~' eigeo-W 3 m n '" SCALE IN WILES l Epicenter Map, Detroit Area, Intensity V or Greater,200 Mile Ra'dius Figure 2.1.1.1 l i

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1 4r try830-I g 25 0 25 50 75 100 l SCALE IN MILES Epicenter Map, Detroit Area, All Earthquakes, So Mlle Radius' Figure 2.1.1.2 l,- I HOPPER AND ASSOCIATES '/ ENGINEERS side the condenser. Vibration caused measurements in excess of 37.5 mils peak to-peak at the turbine bearings, recorded by ,g l the Diagnostic Vibration Analysis (DVA) System. ll '1 A small hydrogen explosion occurred near the number 9 bear-ing, and the resulting fire charred the shield wall. The fire or the steam from the turbine casing activated the fire protec-l l tion system. Approximately six hundred thousand gallons of l water poured into the turbine building. Additionally, a 2" l! cooling system pipe was severed, adding more water. The tur-blne lubricating system also failed, and approximately seven- '8 teen thousand gallons of oil poured onto the floor. The ensu-I Ing mixture drained into the turbine building basement. i l Turbine vibration tore couplings, sheared bolts, and loosened l the excitor from the main turbine generator. 2.2.2 Shutdown The turbine failure activated the turbine, seismic event, and f reactor scram alarms, and both the turbine and the reactor proceeded to shutdown. All safety systems responded to achieve a satisfactory shutdown of the turbine and the reac-j tor. The event was declared an alert at approximately 13:52 due to fire potential, and later downgraded to an unusual event. i 2.2.3 Observations I i No personnel were in the vicinity of the turbine failure. Al-most all personnel nearby heard a loud noise, followed by a rumbling, which lasted two to three minutes. Some personnel felt vibrations through the building. Almost simultaneously, personnel in the buildings heard the reactor scram alarm. Those near the turbine building reported heavy smoke. } Several personnel were directed to inspect the turbine bulld-1 Ing for fire. They noted damaged parts on the third floor, and a small fire at the generator brushes, which they extinguished j with a CO2 fire extingulsher. 1 Rendaining personnel proceeded in duties as directed to facilitate the reactor shutdown. 6-

HOPPER AND ASSOCIATES ENGINEERS 2.2.4 Human Sensitivity to Vibration Work conducted by numerous researchers have established physiological limits of human perceptibility to vibration. The studies demonstrate humans can detect vibrations well below the current instrument sensitivity at Fermi 2 (Figure 2.2.4.1). 2.2.5 Fermi 2 Selsmic Event Procedure Requirements i The turbine failure activated the seismic alarm and neces-sitated the reactor shutdown. The Fermi 2 UFSAR includes a required response when the seismic event alarm is activated (Figure 2.2.5.1). If the seismic event exceeds the OBE, the reac-tor must be shutdown as quickly as possible. The decision to shutdown involves examining the active traces from the HPCI room, utilizing the playback mode of recording instrumenta-tion, and removing the HPCI room record plates and examin-j ing the data compared to the OBE. If the selsmic event produced a horizontal acceleration greater than 0.05 g, or the relevant OBE 15 exceeded, the facility is shutdown, and further L operation is not resumed until analysis and/or refurbishing of necessary structures, systems, or components is completed. I i The turbine failure necessitated the reactor shutdown im-mediately, precluding the shutdown operating decision described above. 1 Additionally, the UFSAR requires data reduction, analysis, and interpretation of accelerometer time histories and response spectra from active instruments; response spectra from pas-sive instrumcsits; and physical facility structures, systems, and compo'.ents inspection. If the event does not exceed Safe L Shutdown Earthquake (SSE) validation levels, the item is con-sidered safe for further operation. If the event exceeds validation levels, further investigation is required investigation may include establishing realistic equipment L fragility levels, detailed dynamic response analysis, or inspec-tion. The investigation results in the item proclaimed accept-I able, or the item refurbished, for normal facility operation to commence. .].

HUPPER AND ASSOCIATES ENGINhitR$ i 1,

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HOPPER AND AS$8CIATES ENGINEERS l 3.0 DATA 3.1 Instrumentation and Location 3.1.1 Passive Sensors Engdahl PSR1200 peak shock recorders are the passive record-Ing instrumentation located in the Reactor / Auxiliary building. The sensors record various ground motion and in-structure response shock spectra in three orthogonal directions. The sensors contain twelve reeds, each with a diamond tipped stylus, which etches a scribe mark on a metal record plate. [ Each reed is tuned to a predominant structural frequency, ranging from approximately two to twenty-five Hz. The record plate and the scribe mark provide a permanent Indica-I tion of the dynamic excitation at a particular frequency. Reed i deflection is calibrated as a linear function of acceleration. After a seismic event, the plates are removed and the reduced j data estabilshes the response spectra. Three Engdahl recorders are located in the Reactor / Auxillary j building, in the HPCI room, the second floor, and the fifth l floor (Figures 3.1.1.1 through 3.1.1.3). The recorders are posi-O tioned to measure accelerations in the vertical, north / south, j and east / west directions at each sensor. 1 Passive sensors are calibrated and the plates replaced after a s seismic event or approximately every 18 months. The plates for the Reactor / Auxiliary building were last calibrated and re- ] placed in July of 1993 on the second and fifth floors, and Sep-tember of 1993 in the HPCI room. 3.1.2 Active Sensors Teledyne/Geotech Model 37800 strong motion triaxial time his-tory accelerometers are the active recording Instrumentation located in the Reactor / Auxillary building. The active system Includes the accelerometer sensors, seismic triggers, MTS-1008 l monitor and recorder, PMO101/201 playback system, and an l alarm panel. The accelerometers have a preset event trigger at 0.01 g, which energizes and activates the recording system. The system records over a frequency range of 0 to 40 Hz for a specified time length after motion has stopped. The o'utput j'

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HOPPER AND ASSOCIATES O9 n sEE sEcTiON / RECORDER E THtS SHEET PEAK SHOCK ll. D@. = _. = [ LJ o w / D RFTH FLOOR PLAN A KEY PLAN 90t0cicAt SHIELD NTS X-REACTOR N PRESSURE VESSEL \\ STH n 00R / c 1 -l 4TH ROOR y 3PO FLOOR A ~ ~ W $[,S TURBNE M LL \\ . /,, 3tt CONTAINWENT i i RPV PEDESTM. y l y ,r 1ST FLOOR .m, T. $t _y aa-1 4p APPROX. ROCK + r-4 l r O O ~~ O OXOXOn #o ',, g 33 g O U O o909o9o3o3o3o o g n ,, n o,o,,o_o 204*- 1 sr-r 116*-f TURBINE HOUSE AUXIUARY DLDG. REACTOR BUILDNG SECTION LOOKING SOUTH NTS Passive Instrumentation Location at Fifth Floor i Figure 3.1.1.3

HOPPER AND ASSOCIATES ENGINEERS produces a time history strip chart and a magnetic data tape 6 of the event. The active instrumentation provides time his-tories from which response spectra may be generated. 3 t Two Teledyne/Geotech accelerometers are located in the Reactor / Auxillary building, in the HPCI room sub-basement and r at the RPV pedestal (Figure 3.1.1.1). The accelerometers measure longitudinal, transverse, and vertical acceleration, l which correspond to the vertical, north / south, and east / west directions of the passive recorders. O 3.2 Data Reduction 3.2.1 Passive Sensors The record plates from the three passive sensors in the Reactor / Auxiliary building were removed for data reduction. The plates were inspected for scribe marks, and the calculated accelerations were plotted against the relevant OBE and SSE response spectra (Tables 3.2.1.1 through 3.2.1.9 and Figures 3.2.1.1 through 3.2.1.9). Additionally, the instrument sen-sitivity was plotted. The passive sensor is capable of measur-Ing accelerations greater than 0.01 g. The Engdahl peak shock recorders have 2% damping, and have i 3% accuracy at 1 g. i The sensors were last callbrated and the plates replaced in July of 1993 (second and fifth floors) and in September of 1993 (HPCI room). i 3.2.2 Active Sensors ] l l; Subsequent to the activation of the instrumentation, two dis-tinct tremors were recorded. The first event occurred at ap-proximately two seconds, with a duration of approximately l 0.1 second, and the second event occurred at approximately l, one minute, also with a duration of approximately 0.1 second. l-Time history acceleration data recorded by the two active sen-sors in the Reactor / Auxiliary building were digitized by Detroit ,,l' Edison Company (Figures 3.2.2.1 through 3.2.2.6). A simple Fortran routine was used to produce the response spectra. The generated response spectra were plotted against the l7 jg relevant OBE and SSE response spectra (Figure 3.2.2.7 through 3.2.2.12). 14-I

l9 T H3PPER AND ASSOCIATES ENCINERS l 1 l l I Reed No. Hz Measured mm inch g/ Inch g 1 2.11 2.5 0.098 0.349 0.034 l 2 2.54 4.25 0.167 0.528 0.088 3 3.45 4.5 0.177 0.865 0.153 i' 4 4.07 6.25 0.25 1.24 0.31 5 5.1 2.5 0.10 1.98 0.19 6 6.36 1.0 0.04 3.14 0.12 I 7 7.95 0.25 0.01 5.18 0.05 8 10.16 0.25 0.01 7.26 0.07 9 12.75 0.5 0.02 13.61 0.27 l, 10 15.58 0.25 0.01 18.10 0.18 30.66 11 20.33 L 12 25.25 46.98

t ll 1

ll ll .i D30-N005 Passive Instrumentation, Vertical Direction Records - HPCI Room Table 3.2.1.1 15-

l H:PPER AND Ass".CIATES ENGINEWts i l-i l \\ l l Reed No. Hz Measured mm Inch glinch g 1 2 0.357 ( 2 2.5 0.5 0.02 0.52 0.01 0.84 3 3.17 1.35 4 4.15 1.90 5 4.95 3.26 6 6.4 3 4.69 7 7.75 8 9.8 1.0 0.04 7.38 0.29 12.39 9 12.65 ? 10 15.9 18.11 11 20.29 29.40 45.50 12 25.41

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l D30-N005 Passive instrumentation, North / South Direction Records HPCI Room Table 3.2.1.2 !

l

HPPER AND Ass:CIATES ENGINMS E l l 1. L Reed No. Hz Measured mm inch g/ inch g i 1.96 2.75 0.108 0.376 0.041 [ 2 2.39 6.0 0.236 0.556 0.131 l' 3 3.16 6.5 0.256 0.89 0.23 li 4 3.96 3.2 0.126 1.29 0.16 ] 5 F 95 2.0 0.079 2.10 0.17 3.18 i 6 L il 7 7.9 3.25 0.128 4.86 0.62 7.58 1 8 9.89 11.58 9 12.27 10 15.7 0.5 0.02 18.87 0.37 4 l 11 19.67 1.5 0.059 30.08 1.78 48.78 12 25.71 u: I l l \\ D30-N005 Passive Instrumentation, East / West Direction Records - HPCI Room l Table 3.2.1.3 l-i

l HOPPER AND AS$3CIATES ENCINEstS Reed No. Hz Measured mm inch g/ Inch g 1 2.05 0.322 2 2.45 0.494 3 3.21 0.784 4 3.96 1.243 5 4.86 1.918 6 6.35 3.101 7 7.84 4.9 l 8 10.08 7.85 9 12.59 11.7 10 15.98 19.23 11 20.49 29.85 12 25.18 45.72 L t D30 N601 Passive instrumentation, Vertical Direction Records - Second Floor Table 3.2.1.4 18-

g. 9 HSPPER AND ASSUCIATES ENGINEWts L ]: l\\ 'l i Reed No. Hz Measured mm inch g/ Inch g 0.362 1 1.99 l 2 2.59 0.13 0.005 0.536 0.003 3 3.11 0.821 4 3.93 1.31 5 5.03 1.99 6 6.39 3.21 7 7.96 4.86 7.44 L 8 10.13 9 12.54 12.31 18.35 10 15.88 28.73 11 19.91 12 25.04 47.04 l l D30-N601 Passive Instrumentation, North / South Direction Records - Second Floor i Table 3.2.1.5 ! j

i E HDPPER AND ASSCCIATES ENCWEWts l I l t l h i Reed No. Hz Measured mm inch g/ inch g 0.372 1 2.14 L 2 2.54 0.524 0.831 3 3.29 5 4 3.95 1.32 1.95 h 5 5.12 l 6 6.33 3.17 4.82 7 7.78 7.48 f 8 9.92 12.27 9 12.91 18.61 10 15.89 11 20.19 29.63 } 45.99 12 25.53 1 } l s i D30-N601 Passive Instrumentation, East / West Direction Records Second Floor Table 3.2.1.6 1 20-

HOPPER AND ASSSCIATES ENGINEWts s l 'l l Reed No. Hz Measured mm inch g/ inch g 0.306 1 2 0.508 2 2.58 3 3.25 0.15 0.006 0.819 0.005 1.29 4 4.05 'I 5 5.05 2.01 3.16 6 6.5 5.5 7 7.85 7.06 8 9.8 9 12.8 11.96 20.42 10 15.8 28.99 11 20.2 44.42 12 25.2

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ll l i i i i ( D30 N006 Passive Instrumentation, Vertical Direction Records - Fifth Floor Table 3.2.1.7 21-l l

l HOPPER AND AS$2CIATES anomsmes 1 f \\ i i r Reed No. Hz Measured mm inch g/ Inch g i 2.14 0.4 0.518 2 2.38 3 3.2 0.843 4 4 1.29 5 5.1 2.07 6 6.45 3.28 7 7.95 4.84 8 10.05 7.75 i 9 12.57 0.13 0.005 11.90 0.06 l 10 15.7 19.05 l 29.2 11 20.3 12 25.2 47.07 1 k i D30 NOO6 Passive instrumentation, North / South Direction Records - Fifth Floor Table 3.2.1.8 f J

[ HEPPER AND Ass:CIATES ENGINEWt$ } 8 I t I i i f Reed No. Hz Measured mm inch g/ Inch g 0.371 1 2.11 0.522 2 2.58 0.833 3 3.25 1.33 4 4.15 1.85 5 4.9 l 6 6.3 0.25 0.01 3.11 0.03 4.84 ij 7 7.9 7.31 1 8 10.2 11.68 9 12.5 10 15.8 0.125 0.005 17.62 0.09 i 28.59 11 20.1 48.21 12 25.1 i'l ll '1 l I i D30-N006 Passive Instrumentation, East / West Direction Recort - Fifth Floor l' Table 3.2.1.9 l 23-l; ll

HOPPER AND ASSOCIATES ENGINEERS l r 1

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HOPPER AND ASSUCIATES ENGINEst$ l 2% DAMPING 43 0 MNd /h XykNhk /\\ hkhINkd$h)Nb\\.4$ 2:3 'b ,c o ,jhv 'i; -D S'd, ,f s' 88 I"/ '* ^ XI *E"[K4W// 'VN///V^ 'N N 6'0 '/tX /NNJ N X X/N [x; $N</ '\\ /xW@@W/ /\\ /N ,a N 'MkNbh /\\ / Nbd2$bDNIM4$ \\/ 10 xs ,- s i s </f/x,x 3 x, g m << ff7 ,x gA j$' $;'.4; i 4 jf7 xfX',l$ ^ ^'^ ^ M\\\\\\1Y/'M'A ^ N d 6 Xfx .X N W;4.>y/ X XjN x dY & \\g /\\ /hN /\\ /h \\ ')$ s b %%V'N X30( 2 w. p n.x/ x-g ] n \\ V /s, h \\ ./- "', \\ ..Q'f', ' Q: '4',C '4' - G^f:'/ / 3 //N / X/N ^ //N / x A A> j '///A'A /\\ N NY///A'A A h g M// X/\\ .X \\ M// x/\\ X W/ /\\ /lx OC$h/ /\\ /s l y N' f },/\\ .c2 // W : N 1.0 2A 4.0 6.0 80 10.0 20.0 40.020 FREQUENCY (Hz) I D30 N005 Passive Instrumentation, North / South Response Spectra - HPCI Room Figure 3.2.1.2 i 25-2

l L. r HOPPER AND ASSCCIATES ENCINEERS A l' I 2% DAMPING <3 0 4% /fN @@{x%X /\\ Y'Y 4khI'YbY Ak ,c, M&lMs'tCRs 'l.l /ny,2 %, n >.- A,.'JS,j MM',: W Cr ye u_n x,y N he#'// e p/s 6.0 ////,A/ /NX1 NE d A N j j g\\ VON $m< /N kbk/Y'Yk Ak ' y{fx % ' XK' K f M 1 /,A,OBE if / )\\,,'N .t c ,v ,/,,,;- to s,

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K HOPPER AND ASSOCIATES ENGINEERS i i l 2% DAMPlNG l 40 0 l1-l bff l h%h$f,f'/ 66ik, d'%$VX$$ $ k^ [d l 7" &A ^ 6xhXxFK1,+ f</v'x ff v 6 0 </// Ap-A Ag^p;gx I W /,j/ A, g.g xn sxxx w v- < x /;gu A / A i 1 g/jjt)f,/\\ igg j W/ /N /h NM$$KX/ ^N fx ,o %T / \\tAdd}[d2MM/\\ M DI M @ @D %x --z$ s' N / 20 [, fg ' - v x G //' '3 h M 'v A OBE' /4x.X s 10 m f,-. m.x..w.mm

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P HOPPER AND ASSOCIATES ENGINEERS l 2% DAMPlNG l n0 l 4' M / N Nf/ZdX'>NK /'N ' $N v/hk$Y& Mk / KVilfst%## [ ll JYWRtM kM'x K v /w x n x w t w,- //// / X. s x w//~y n n watw///+/^n8 so 9MX/// X /N [X W/ / lX. /N !XfN,,W$N/ /\\ /\\ W/ /\\ */hs \\t ,g l MX / 'Nt My@{M '0BE\\ N b'dAkkb'h b b Ak >.f ' Y / Y l ,/ c / /\\ II O / / 3g s ' s 4W/x x ;<w xm'x x^ + ', _ D ~// f X. IN. \\VN \\{N NN Nv^sfsX ///Y / X /x Xs g A/ /N A ////f\\/ /N A h g g / X/\\ .X N NN9W//'n /N K ~ g W 68 C /, /\\ /\\ \\ M$5X< / X\\ /N 4 %#N %92k%%' #XN

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) f 2 \\ / / NY V/0[- R SOV$ '/' > y ///v / e /x xx g ///v/ x /x,-x 's l ~06 O'/ /' A A \\ \\Y//A'A /\\ h // X/\\ X W// X/\\X \\ l p W/ /T/N '\\ hx. '/ /\\ /x (N> /\\ Nfkb\\h /\\ g l N2@$)Wb?'@ .02 1.0 2.0 4.0 6.0 8.0 10.0 20.0 40.0 50.0 FREQUENCY (Hz) D30-N601 Passive Instrumentation, North / South Response Spectra Se'cond Floor j Figure 3.2.1.5 28-

L 1; HOPPER AND ASSOCIATES ENGINEERS }. 2% DAMPING >$'sn,/ 'sj X{$}$X'A9' /Nj' k'v/fh v'hk,(.h h f /' \\ no ,,, +, -, n. .n ,n , :hWNM??4 ,/22'N'js_ ? ec esa /y w b,/xx//s/ fy n x s q 60 ;vjj tg,j\\ tgj - ggjj g j\\ x 40 I-- 1 Rh /\\t ';fys'[@[0BE\\ A ,o \\' \\k Y : /,'/sf' N ['/ I O' s 1 a s, ' ,/ ,/ / s ,x \\_ >b =to m/ 4. ~A ., -.x / ~ v/ s/ 1. \\ .I i n o e<, A / ,s A m tw .x//v,s /s iv' ' 'ff,# 'y l_ g s_\\lq //fl', ,( N Xw ~ 'A j b '/P A A NAl\\\\\\V///A/A A N g 6 f \\NNnW//M /\\ .X WY,1/\\ X 0 /\\ /h '\\')I'dW/ XN /\\ ^ b 6NXWN XBOMXN'X #XN N Nb, a . <//ve A x /f M j ' K ,e\\ A N xu / x .x n x -? - x / .v/- y,, A v- '33 l /// Y j 'f~X /\\ A N,_ ///f A/A A is,- g/// Ar' A Al N ( W// X /N X \\ W// XfN LX %/ M/\\ \\ )3). 6 T</ /\\ /\\ g, kM3 [\\ ii 'AN / /\\ Mkx $ $g A$WWk4Y .c, 1.0 2.0 4.0 6.0 8.0 10.0 20.0 40.0 50.0 l-FREQUENCY (Hz) l1l l. 1 l 1 D30-N601 Passive Instrumentation, East / West Response Spectra - Second Floor i Figure 3.2.1.6 o l 29- !t lt I l

i 4 HOPPER AND ASSOCIATES ENGINEERS j 2 2% DAMPING h/ /f\\. hf'k kk# h /f\\ ,, Nb ZIbI!MNt 4k M Ikh /)N/ .,,( Vd$WXil},h s y '/,,-li y ' b Nl-$x'iN:{ -;'i '9 y. s n x y vs1 ov. x.- 2a i /.//./ / X /N ~ ' M////W. ' N C#// / 16'/\\ tX.I N,J j?fW// \\.X 40 6N'X /'N?A@AN>$$M' /'N l N 2- /77 /' /Q / / s s h('oss' hkY h k,, &, s. .x x im / x f/f .4 ^A-i z A-A /s < / A v-ei n ex w, a/ / y 1 es iv' v g, //),< /N A 'i '-fNNN ///V, 4 V'N _A. \\//// /'/ / I /N \\, Zh* /NV /\\l /N! \\/NdN\\N t ,f X /\\ tXfNWXX// / XAN tX E$ ~ h UM/ ['d /\\ 'N ?$2Ei62 s ( / /h O '4 R$85% &fN X%NRS88X'4/\\j N1% s&5@Mk 3 N 7 y 7 / X 'N l \\ 7b / .J.N, l; AYY'/>M Hf,0l \\ i su "8 .///y' / 4 A x.1 i f///, ~xAAs // 'N !'I \\ 'hM// /'/ I /N \\ k 'X/// X /\\ !X' 's M// .X. /N !X. ~05 f . ID/ /\\ /\\ W/ /\\ /N i ORR$h% /\\ y >$s38 -/e X3 i NhA$k2$)Mh83$ to 2.0 4.0 6.0 8.0 10.0 20.0 40.0500 FREQUENCY (Hz) i D30-N006 Passive instrumentation, Vertical Response Spectra - Fifth Floor Figure 3.2.1.7 30-t

l / HOPPER AND ASSOCIATES ENCINEERS 1 2% DAMPING 40 0 ., / / \\ ? i $Ybb$/W'AYh $ k b ,,,, n r. k k m n,,,. -n //.y i ^ i < .NP // / _- 's/xix g /.//v _ A /s 2: -AAAA .g s 1 ,, x/?v n s w w/us/ n n ', l ,, b?M/ fxt yh. %Wh 0 bel /_lXI IX/// X /N [X. h _ !X4X///$ /\\ x l RWK /fNt l>@W>6XSt< /'N N6'dAkkMANh Ak I 'N'{, D g /,/ / Kg' { ~ { / / k N s# h (O \\ V g 10 m /, ^?;, J K O'. ' /, w;/, n-i 8 v N/ XV /, /x iv 1 B,,Q '// / / v',N A iv WA y/. xAA4 /s.'.sa ///ya x A A > 3 1 c 4,6f Aj /q NANNwy//Af\\ /q N x, ~ . 9,4 X /N iX N ANMx/// .X\\/N [X l W ?M7 /N /N N M5N9<x'/ /d As ~, l NS8SXi&f\\ X30<>il$88X fX l 1 / 'A /\\ \\ -;3 //lQ',,D.K ~$ ' 'l/)-lX$ ) ///x AAA ///y', XA X^ '/Y'AlNNN WUl^'^ ^ \\ ~06 X/'// X /\\ !X \\ // X/\\X ?W/ /N/\\ \\')) / /N /\\ Y)kNMNM /\\ M,/ /I\\. YAkNhhWW$h n 1.0 2.0 40 6.0 8.0 10.0 20.0 40.0 500 FREQUENCY (Hz) I D30 NOO6 Passive Instrumentation, North / South Response Spectra - Fifth Floor Figure 3.2.1.8 31-l

r HOPPER AND ASSOCIATES ENGINEstS 2% DAMPlNG r 00 , k /1'\\l X'XM A\\ '/d'fhd,d@NNN [d Yb?khh h R '#' /- 0 // w a'v in < /f u,'I ~ A"/\\V h/N /Q ~Ny^Q g g/ /N/ /N1/N N W/ / LX._ / nix.iN,,N V5X// / X AN X W/ /\\ }/h. \\tYAhW/ /\\l/\\ ,o l RM'X /\\t '$sTR$fAkdOBEN !/ \\ \\/ \\ /b h-N!)l,s ( s~

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HOPPER AND ASSOCIATES escussets 1.25-1.00 0.75j 0.50f $ 0.255 p J ~ de @ 0.00 - 4' w aw-0.255 O U <-0.50 - EVENT AT ~ 2 SECONDS EVENT AT ~ 63 SECONDS -0.75' -1.00j -1.25 1.90 1.05 1.90 1.95 2.00 2.05 ~ 63.10 63.15 63.20 63.25 63.30 63.35 TIME, SECONDS i l D30-NOO3 Accelerometer, Vertical Direction Time History - HPCI Room i Figure 3.2.2.1 l

M HLPPER AND ASSOCIATES escasses 1.25-1.00 ~ ~ 0.75 A ci0.50' g 0.2s; A P A IN Q' [ ^ y 0.00 : v .y g -0.25 ' O -0.50j EVENT AT~ 2 SECONDS ' EVENT AT ~ 63 SECONDS -0.75f -1.00h -1.25 ~ \\ 1.80 1.85 1.90 1.95 2.00 2.05 N ~ 63.20 63.25 63.30 63.35 63.40 63.45 TIME, SECONDS D50-NOO3 Accelerometer, North / South Direction Time History - HPCI Room Figure 3.2.2.2

- - - - - - -. - = - _ _ - - _ - HIPPER AN3 ASSOCIATES escosmets 1.25-1.005 O.75' cp O.50' y 0.255 b- \\ k .00: y A da e0 w ) ui a W-0.255 l ;. O y O

1. -0505 EVENT AT ~ 2 SECONDS EVENT AT ~ 63 SECONDS

-0.75k Y -1.00 \\ -1.25 ~ g ~ 63.20 63.25 63.30 63.35 63.40 63.45 1.80 1.85 1.90 1.95 2.00 2.05 TIME, SECONDS D30-NOO3 Accelerometer, East / West Direction Time History - HPCI Room Figure 3.2.2.3

m----___ HOPPER AND ASSOCIATES i encassets e 1.25-1.00' 0.75 & 0.505 z 0.255 9 ,/'"\\y% l E A e 0.00 g V w-0.2sf O O 4-0.50j EVENT AT ~ 2 SECONDS EVENT AT - 63 SECONDS -0.75 -1.00' -1.25' 1.80 1.85 1.90 1.95 2.00 2.05 ~ 63.00 63.05 63.10 63.15 63.20 63.25 TIME, SECONDS D30-N002 Accelerometer, Vertical Direction Time History - RPV Pedestal Figure 3.2.2.4

HIPPER AND ASSOCIATES m cuse m s 1.25: 1.00 0.755 oi0.50j Z. O .255 A A.A ~ 0 m o. g 0.00_ j 7 y w I. aw -0. 25 - U j O

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HOPPER AND ASSOCIATES secessens 1.25-1.005 0.755 c, 0. 50 ' O.25f k k_ ^ N ~ E. $,O.00 _ N I-f} to-0.25: O O

1. -050j EVENT AT - 2 SECONDS EVENT AT ~ 63 SECONDS

-0.75' i - 1. 00 ' -1.25'............................................... 1.00 1.85 1.90 1.95 2.00 2.05 ~ 62.95 63.00 63.05 63.10 63.15 63.20 TIME, SECONDS D30-NOO2 Accelerometer, East / West Direction Time History - RPV Pedestal Figure 3.2.2.6

k Y HOPPER AND ASS @CIATES ENGINEWtS 1 } 9 3 '" MY _/N N$sRx%X'/Ns D0h A$3%Q$ l h EVENT AT g ~ 2 SECONDS I tc 0 gsums ~or Y 4 z .-<.lh /,,N',' fx: $( h$W$ 80 60 - N//// N NA N ////An- /N NA ' s; gjj

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• 40-i l

) l i HOPPER AND ASSOCIATES i ENGINEWt$ ) 3 l i l 2% DAMPING i 6'yN( /N xj@MM4 /\\ N Mk f Mk zhh 2co -4$ x'.I> l /J / -EVENT AT ,,%; ;.'w1, %, / /, n ~ 63 SECONDS P N ,J y l 10 0 - ~ ~ ./ / w- /v//- / _y n y /;,, - j 32'9 ///v. 80 //z 2 s 3'. y/s 1 ~ ~. h f// /' f /N ^ 'N .////@ 'N Y.ck 98.V/5/ X / j i W// iXA l \\ X (iNy W/QN /h 'N'D2P3:4/1/\\ /N j R'SN Z\\$y.TX)6NSKTI-(\\ EVENT AT /Y .) ~ 2 SECONDS e J g2S y' rt;/ ?j, p ) y p l R X - ( N ,'g/,A k E Ns 0BE e ( ll .5 g',,y fy, 10 m ff x. ,,.x /g s //3. x., s - x g x_., s. .N~n V//.V / N /\\ Y' /// /.'s /x --s

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i HOPPER AND ASSOCIATES l ENCINERS i ) 4 i \\ 2% DAMPING

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H3PPER AND Ass:CIATEs s c:m mets l l 2% DAMPlNG l CD / h ( /\\ x r k NObb /N'MNNb AN k k,rm~hh( Nh k 10 0 ,y y gg 47 g BD gg's i / /c ///// x a. / //// A/A A h /////,/ /s /q W// x {\\e NW// X/N X-EVENT AT nW/GR/k 'hbM/ /\\ // ~ 2 SECONDS [ $30,BEM x\\ h(RMg /yi N 2_, ' ' D W 6) ',2 ' Y SSE l' y - /' -EVENT AT x [DN z ,/ / ~ 63 SECONDS 5 v 8 y ',-[j'](/j, J 'h' \\ hk?') ('\\ ).[ [ ~~ y-8 u ff, yn, , sy. gfffyf g fx, s 3 / A/A A NA NNNYX//,5/A A h p W X/\\ .x NN W;sV/\\x /x X 1 /\\ /x \\MZM/VNA 1 xS e e/N Wact%N bt N.' 1 s %* l / ' ' ' / x \\ /. ,. W /N J / k A%G'>n< W sc 'yGM W'ic# M ///V f X/s X4._ 'fNN'sf ///V / XsX A ////AfA A %/\\ %////AfA A h M// X/\\ .X. \\ < MW// X/\\ X ) W/ /\\ /\\ % M6W/ /\\ /x 3, _ N LN I to 2n 40 sh 80 ton no coson \\ FREQUENCY (Hz) l l I D30-NOO2 Accelerometer, North / south Response spectra RPV Pedestal Figure 5.2.2.11 l HOPPER AND ASSOCIATES ENGINEERS r 2% DAMPING 6%'< /\\ 18yZiXM$X /'N b /kh h /k -EVENT AT ~ 2 SECONDS k$w,'jj;[dh(] ",l,3j'<^NAf4RK! ! /A nA 's /r/ /x , s w//_ s%1s w ^ x " W W /M /k.. WS N?' X4/\\ 4 [EVENTAT ,, >SK$0,BEr'% 'gf,\\RR$4'v /7- ~ 63 SECONDS b'# Zhk y,b 4 gw y y, Se; yNN[ 5 v I i s "3-h zx x * \\Em G o - '/v, A.x ,vss_x v/ev / A-x b A/ /N /' A \\~NNN/fV/XN/ /\\ /N h N t W' X/\\ X XNN2&V/\\X /\\ ,X. /\\ /\\ 'N '/n5%\\/W L x'NX$X 4/N X3OdMY M' Wk bh&DDWW i' ? Nsu$b N M sam ww l ////A/A A \\A NNsv'///A/A A

• s W//

X/\\ X \\ D2W// X/\\ X l N/ /\\ /\\ $ MEhN/ b /\\ 04 s // \\ .02 1.0 1.0 40 60 t_0 10.0 20.0 60500 FREQUENCY (Hz) l' D30-N002 Accelerometer, East / West Resportse Spectra - RPV Pedestal I' Figure 3.2.2.12 iL. I HOPPER AND ASSOCIATES l ENGINEERS 1 1 4 1 3.2.3 Active and Passive Data Correlation Comparison 4 The HPCI room passive instrumentation data for the vertical ] and east / west directions exhibited similar data trends and ac-celeration magnitudes compared to the active instrumenta-tion. However, precise amplitude correlation at all j frequencies was not possible. 1 l l Reasons for the anomalies likely are associated with the short j duration of the events, and the intrinsic differences between the recording methods of the two Instrumentation systems. To fully understand the discrepancies, a further comprehen-sive study would need to be undertaken. However, the phenomenological similarity of the data is sufficient quantita-tively to establish essential structural and equipment response characteristics at this time. P 3.3 Results A The turbine failure on December 25, 1993, did not result in a sig-nificant Reactor / Auxiliary building dynamic excitation or a building global exceedence of the OBE. This was demonstrated by the Insig-nificant accelerations recorded by the passive sensors on the second o and fifth floors of the Reactor / Auxillary building. Below the second floor in the foundation, the building and equip-ment experienced local OBE and SSE exceedences recorded by the active and passive sensors located at the RPV pedestal and the HPCI 1 room sub-basement. The active instrumentation at the RPV pedestal exhibit OBE and SSE exceedences at higher frequencies in all directions. The RPV pedestal sensor in the vertical direction is less severe than the HPCI room vertl-cal direction, while the other directions are similar. Instrumentation in the HPCI room also experienced local OBE and SSE exceedences. The active instrumentation exhibit OBE and SSE ex-ceedences in the vertical direction, and OBE exceedences in the high frequencies in the north / south and east / west directions. The passive exhibit OBE exceedences in the low and high frequencies. The HPCI room vertical and east / west passive plates show very similar data trends and acceleration magnitudes compared to the HPCI room ac-tive vertical and east / west data records. 4S-

l i HOPPER AND ASSOCIATES sucmasas l Generally, the event at time two seconds was more severe than the event at time one minute. All equipment in the building functioned as expected during the tur-bine failure and reactor shutdown. An inspection after the event 1 produced no indications of structural damage. Furthermore, the ex-tant safe shutdown equipment adequacy was proven by the satisfac-tory safe shutdown experience. l l I i l i 4 l l f l

HOPPER AND ASSOCIATES ENGINEERS i

4.0 CONCLUSION

The turbine failure at Fermi 2 on December 25,1993, should not be com-pared with a tectonic earthquake, and globally, the Reactor / Auxillary build-ing did not experience OBE excitation levels. The turbine failure was a shock incident, resulting in dynamic response phenomena or two single cycle waves propagating through the building foundation without exciting the structure above (Figure 4.0.1). An earthquake imparts long duration, broad range frequencies, and high energy into a structure, while a shock impulse imparts short duration, high amplitude, and low energy into a structure. Industry standards recognize shock impulses do not cause significant structural stresses (Figure 4.0.2). The shock wave length resulting from the turbine event at Fermi 2 was small compared to the building, and therefore produced local high accelerations, but the short duration, low energy, and small deformations associated with these high frequency accelerations did not compromise the structural in-tegrity of the Reactor / Auxillary building or the equipment therein. t i l l l l 47-I i

k H:PPER AND ASSUCIATES 0 F,NCINEERS h c CAP TURBINE B LDING B'fLD!NG O j ~ ] AuxiuARY L 4l , 4 -,,-l l l BU!LDNG v

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VERTICAL l l 475' 205' I t=0 [ Schematic Representation of shock impulse Wave Length i~ Compared to Building Dimension Figure 4.0.1 HOPPER AND ASSOCIATES J ENGINEsts 0 i B I i l i ~ IMPULSE TREMOR

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HOPFER AND ASSUCIATES ENGINEEt$

5.0 REFERENCES

1) Detroit Edison Company, Enrico Fermt 2, Updated Final Safety Analysis i Report. 2) Hasrouni/ Hopper; Detroit Edison, Enrico Fermi 2 Site Visit Fermi 2 Turbine Fallure - Post Event Earthquake Evaluation; January 11,1994. 3) Detroit Edison Company; Technical and Engineering Services Report 94H711; Digitizing Seismic Monitor Magnetic Tape Data for December 25,1993 Actuation; January 17,1994. 4) Detroit Edisors Company; Technical and Engineering Services Report 94R711; Analysis of DVA Vibration Alarm /Coastdown Magnetic Tape j for Fermi 2 MTG; January 11,1994. l 5) The Ralph M. Parsons Company; Enrico Fermi 2 Atomic Power Plant; Recommended Earthquake Recording System; Job No. 4577 3; January 1972. l 6) Engdahl Enterprises; Selsmic instruments for Nuclear Power Plants; November 1977. j 7) Detroit Edison Company; Written Observations from Fermi 2 Person-nel; December 25,1993. 8) The Cleveland Electric illuminating Company; Seismic Event Evalua-l tion Report; Perry Nuclear Power Plant Docket Nos. 50-440, 50-441; February 1986. 9) Detroit Edison Company; Vendor Manuals VMCi-143.1 and VMCl143.3; December 18,1989. l r i ' 1

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