ML19255C443
| ML19255C443 | |
| Person / Time | |
|---|---|
| Site: | Three Mile Island  |
| Issue date: | 08/13/1982 |
| From: | GENERAL PUBLIC UTILITIES CORP. |
| To: | |
| Shared Package | |
| ML19255C444 | List: |
| References | |
| NUDOCS 8208190210 | |
| Download: ML19255C443 (12) | |
Text
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TECHNICAL EVALUATION REPORT WIND AND TORNADO LOADINGS (SEP, III-2)
DAIRYLAND POWER COOPERATIVE LACROSSE NUCLEAR GENERATING STATION
=- - - ,
NRC DOCKET NO. 50-409 FRC PROJECT C5257 NRC TAC NO. 41611 FRC ASSIGNMENT 14 NRC CONTRACT NO. NRC-03-79-118 FRC TASK 408 Prepared by Frsakiin Research Center Author: D. J. Barrett 20th and Race Street Philadelphia, PA 19103 FRC Group Leader: D. J. Barrett Prepared for Nuclear Regulatory Commission Washington, D= C. 20555 Lead NRC Engineer: D. Persinko August 16, 1982 This report was prepared as an account of work sponsored by an agency of the United States Government. Neither the United States Government nor any agency thereof, or any of their employees. makes any warranty, expressed or implied, or assumes any legal liability or responsibility for ..iy third party's use, or the results of ruch use, of any information, appa-ratus, product or process cisclosed in this report, or represents that its use by such third party would not infringe privately owned righ.s.
_ 00.Franklin Research Center A Division of The Franklin Institute The Benemin Franghn Partwey. Phila . Pa 19103(215)4484' 4 62C81902C1 U20010 ApocK C500040v_
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TECHNICAL EVALUATION REPORT WIND AND TORNADO LOADINGS (SEP, III-2)
DAIRYLAND POWER COOPERATIVE LACROSSE NUCLEAR GENERATING STATION NRC DOCKET NO. 50-409 FRC PROJECT CS257 NRC TAC NO. 41611 FRC ASSIGNMENT 14 NRC CONTRACT NO. NRC-03-79-118 rRC TASK 408 Prepared by Franklin Research Center Author: D. J. Barrett 20th and Race Street Philadelphia, PA 19103 FRC Group Leader: D. J. Barrett Prepared for Nuclear Regulatory Commission Washington, D.C. 20555 Lead NRC Engineer: D. Persinko August 15, 1982 This report was prepared as an account of work sponsored by an agency of the United States Government. Neither the United States Government nor any agency thereof, or any of their employees, makes any warranty, expressed or implied, or assumes any legal liability or responsibility for any third party's use, or the results of such use, of any information, appa-ratus, product or process disclosed in this report, or represents that its ute by such third party would not inf ringe privately owned rights.
Prepared by: Reviewed by: Approved by:
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Pri hal Author Pr7 ject Manager 6ep'artment I/[redor
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D te:E.,.ra <f c31 Date: /-/l -/1 Date: P-/ te -9 2-
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TER-C5257-408 CONTENTS Se ction Title Page 1 INTRODUCTION . . . . . . . . . . . . . 1 1.1 Purpose of Review . . . . . . . . . . . 1 1.2 Generic Issue Background . . . . . . . . . 1 1.3 Plant-Specific Background . . . . . . . . . 2 2 REVIN CRITERIA. . . . . . . . . . . . 5 3 TECHNICAL EVALUATION . . . . . . . . . . . 7 3.1 General Information . . . . . . . . . . 7 3.2 Diesel Generator Building . . . . . . . . . 9 3.3 Electrical Penetration Room . . . . . . . . 10
- 3. 4 Turbine Building . . . . . . . . . . . 11 3.5 Control Room . . . . . . . . . . . . 13 4 CONCLUSIO!G . . . . . . . . . . . . . . 15 5 REFERENCES . . . . . . . . . . . . . 17 APPENDIX A - DIESEL GENERA'IOR BUILDING DESIGN REVIN CALCUIATIONS APPENDIX B - ELECTRICAL PENETRATION ROOH DESIGN REVIN CALCULATIONS APPENDIX C - TURBINE BUILDING JESIGN REVIN CALCUIATIONS APPENDIX D - CONTROL ROOM DESIGN REVIm CALCULATIONS iii ddU Franklin Research Center A Dms.on at The ihrd&n annutote
TL2-C5257-408 TABLES Number Title Page 1 Summary of Conclusions from Lacrosse SEP Topic III-2 SAR . . 3 2 Strength Sammary of the Structural Components Analyzed . . . 15 4.s IV E00 Franklin Rceearch Center A Dms4pn of The FranmJm mantute
TER-C5257-408 FORDf0RD This Technical Evaluation Report was prepared by Franklin Research Center under a contract with the U.S. Nuclear Regulatory Cozu:nission (Office of Nuclear Reactor Regulation, Division of Operating Reactors) for technict.1 assistance in support of NRO operating reactor licensing actions. The technical evaluation was conducted in accordance with criteria established by the NRC.
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TER-C5257-408
- 1. INTRODUCTION 1.1 PURPOSE OF REVIEW In the Systematic Evaluation Program (SEP) , licensees are required to establish the ability of Class I structures to safely withstand a high wind or tornado strike. Af ter conducting an appropriate investigation, licensees report the conclusions in a safety analysis report (SAR). The purpose of this review is to provide a technical evaluation of the SAR prepared by the Dairyland Power Cooperative (DPC) for the Lacrosse Nuclear Generating Station
[1].
1.2 GENERIC ISSUE BACKGROUND Some operating nuclear plants were designed on the basis of local building codes which did not consider the effects of the high wind speeds of tornadoes. Since the construction of these plants, research has led to an understanding of the various phenomena that occur during a tornado strike, and this knowledge has been incorporated into the definition of a design basis tornado (DBT) in Nuclear Regulatory Guide 1.76 [2]. Dae to the concern regarding the extent to which older nuclear plants can satisfy DBT licensing criteria, the Nuclear Regulatory Commission (NRC), as part of the SEP, initiated Topic III-), " Wind and Darnado Loadings," to investigate and assess the structural safety of existing designs against current requiretents.
Licensees are required to prepare an SAR addressing the concerns of SEP Topic III-2. The SAR should identify the limiting elements of the structural design and specify the loading conditiens and threshold wind speeds at which buildings and components fail. As part of Assignment 14, the Franklin Research Center (PRC) is assessing the adequacy and accuracy of the SARs.
Typical items that are reviewed are the tornado load calculations and combinations, the structural acceptance criteria, and the method of analysis.
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TER-C5257-408 1.3 PLANT-SPECIFIC BACKGROUND The review of the Lacrosse SAR was begun in July 1982. Prior to that time, Dairyland Power Cooperative (DPC) responded to NRC requests for information by providing architectural-engineering structural drawings.
Additional sources of information were DPC letters on the SEP structural topics [3, 4, and 5] and the plant final safety analysis report [5]. The conclusions of the Topic III-2 SAR are summarized in Table 1.
Tornado le*fings were not included in the original design criteria of the Lacrosse structural systems. The reactor contair. ment was designed to resist a wind pressure of 20 lb/f t , and the turbine building complex was designed to 2
resist negative and positive pressures of 25 lb/f t . A subsequent wind and tornado analysis of the major plant structures, which considered tornado wind speeds of 300 mph, was performed in 1974. The criteria for the review in this TER are stated in Section 2 of this report.
FRC was orioinally charged with auditing the design calculations supporting the conclusions of the Lacrosse SAR. However, these calculations were not provided by DPC. Under a change in work scope for Assignment 14 but within the original budget and schedule constraints, FRC is to perform an independent tornado analysis for a limited sample of the Lacrosse Class I structures and components.
The FRC analysis seeks to estimate the level of structural strength through approximate but conservative structurai models. Design review assumptions are stated in Sections 2 and 3 of this report and in the Appendices. The results of this additional analysis are to be used to assees the conclusions reported in the SAR.
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TER-C5257-408 Table 1. Summary of Conclusione from Lacrosse SEP Tbpic III-2 SAR*
Structure Conclusion Reactor Containment No danger due to external wind forces or internal or external pressure differentials. The cylindrical shell and concrete liner will not be perforated by missiles. The upper hemispherical head may be perforated by a missile.
Ccntrol Room The roof and the south and east walls have adequate tornado resistance.
Further analysis is required for the north and west walls.
Crib House It has been determined that the plant
- n achieve and maintain cold shutdown af ter loss of the crib house.
Gas Tank Vault The roof of the subterranean gas tank vault is 3 f t below grade with the exception of two concrete access hatches at grade. While the hatches could be momentarily lifted by the design basis 3 psi underpressure, the potential for tornado and wind-induced damage to the waste gas storage tanks is minimal due to their underground location and more than adequate design pressure (300 psig).
Cable Vault The cable vault, or electrical pene tratica room, is vulnerable to some of the severe environmental effects of Regulatory Guide 1.76 DBT. The roof will not be able to withstand the severe pressure changes associated with the tornado.
1B Diesel Generator Building This structure was designed for a maximum windspeed of 111 mph and a pressure drop of 0.25 psi.
- Table 1 also includes information contained in DPC letcers LAC-8139 [5] and LAC-2788 [3]
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TER-C5257-40 8 Table 1 (Cont.)
Structure Conclusion Turbine Building The upper portion of this structure (above the 668-foot elevation) is vulnerable to damage from tornado loads. The lower portion adequately protects safety-related equipment with reinforced concrete walls. The envelope of reinforced concrete is not completely continuous.
LACBWR and Genoa 3 Ventilation A stack evaluation is in progress. An Stacks evaluation will be completed by April 15, 1982, and will be comprised of a complete re-analysis of the as-built capacity of the IACBWR and Genoa #3 stacks with respect to wind loading.
All of the considerations identified by the NRC will be addressed in the report.
Waste Disposal Building The walls of this structure will be able to withstand the effects of missiles and differentici pressures.**
- *DPC letter LAC-2788 [3} states that some of the walls of this structure are marginal for differential pressure loads.
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TER-C5257-408
- 2. REVIEW CRITERIA The intent of code regulations is to ensure Lhe safety of systems vital to the saf e shutdown of a reactor. The General Design Criteria (GDC) of 10CFR50, Appendix A [6] regulate the designs of these safety systems; in particular, GDC 2 requires that structures housing safety-related equipment be able to withstand the effects of natural phenomena such as tornadoes. The design basis must consider the most severe postulated tornado as well as the combined effects of tornado, normal, and accident conditions.
Regulatory Guide 1.76 defines a DBT in terms of the parameters of maximum wind speed, maximum differential pressure, rate of pressure drop, and core radius, given with respect to geographical location. The specified magnitudes of these regional parameters are the acceptable regulation levels, but additional analysis may be performed where appropriate to justify the selection of a less conservative DBT. In Reference 7, the NRC established the tornado parameters to be used in the SEP study of the Lacrosse plant.
Regulatory Guide 1.117 [8] assists in the identification of structures and systems that should be protected from the effects of a DBT. This -
regulatory position is elaborated in the Standard Review Plan (S RP) , Section 3.3.2 (NUREG-0800) [9]. The anal' isis presented in this repo,rt is of a repre-sentative sample of safety-related structural systems at the Lacrosse plant.
With the dynamic pressure and air flow assumptions from the SRP, Section 3.3.2, and with the aid of Reference 10, a velocity-pressure distribution model can be constructed from the DBT characteristics. The actual forces acting on a structure can be calculated from this model augmented by the experimental data reported in References 11 and 12. These forces arise from wind-induced positive and negative pressures as well as from differential pressures.
An additional tornado load is tne impact of wind-borne missiles against s tructures. The potential missiles are identified in the missile spectrum of the SRP, Section 3.5.1.4 [13], while the particular missiles to be included in this study were identified by the NRC as part of the SEP assignment [7] .
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TER-C5257-408 References 14 and 15 assist in the determination of the structural effects of missile impact, while the guidelines of the SRP, Section 3.3.2 indicate acceptable comoinations of impact effects with the loads resulting from wind and differential pressures.
Since the DBT is considered an extreme environmental event, tornado-induced loads are part of the loading combinations to be used in extreme environmental design (see Article CC-3000 in the ASME Boiler and Pressure vessel Code [16] and the SRP, Section 3.8.4 [17]). The structural effects of these loading combinations are determined by analysis; stresses are calculated either by a working stress or ultimate strength method, whichever is appro-priate for the structure under consideration. The ASME Code specifications for an extreme environmental event permit the application of reserve strength f actors to allowable working stress design limits, and also permit local strength capacities to be exceeded by missile loadings (concentrated loads) provided that this causes no loss of function in any safety-related systems.
The sources of criteria described above and other source documents used in the evaluation are listed below:
NRC Regulatory Guide 1.76, " Design Basis Tornado for Nuclear Power Plants" [2]
NRC Regulatory Guide,1.117, "Tarnado Design Classification" [8]
NUREG-0800, Standard Review Plan Section 3.3.2, " Tornado Loadings" [9]
J*ction 3.5.1.4, "Kissiles Generated by Natural Phenomena" [13 ]
bection 3.5.3, " Barrier Design Procedures" [18]
Section 3.8.1, " Concrete Containment" [19]
Section 3.8.4, "Other Seismic Category I Structures" [17]
Section 3.8.5, " Foundations" [20]
AISC Specification for Design, Fabrication and Erection of Structural Steel for Buildings [21]
ACI-318-77, " Building Code Requirements for Reinforced Concrete" [22]
ASME Boiler and Pressure Vessel Code,Section III, Division 2 (ACI-35 9) ,
" Standard Code for Concrete Reactor Vessels and Containments" [16]
NRC/SEB, " Criteria for Safety-Related Masonry Wall Evaluation,"
Structural Engineering Branch (1981) [23]
ACI-307-79, " Specification for the Design and Construction of Reinforced Concrete Chimneys" [24].
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TER-C5257-408
- 3. TECHNICAL EVALUATION 3.1 GENERAL INFORMATION The structures included in this review are the diesel generator building, the electrical penetration room, the turbine building, and th>s control room.
These structures are classified seismically as Category I NucAear Safety Related. The plan of the building arrangement at the Lacrosse site is shown in Figure 1.
The DBT characteristics taken as a basis for analysis are (unit abbreviations are from the SRP, Section 3.3.2):
Maximum wind speed 360 mph Maximum pressure drop 3.0 psi Rate of pressure drop 2.0 psi /sec core radius 150 f t .
These characteristics yield a dynamic pressure of 332 psf. For applica-tion of this pressure to external flat surfaces of structures, the shape coefficients are 0.80 for windward walls (positive pressure), 0.50 for leeward walls (suction), and 0.70 for roofs (suction) . Gust factors for tornado loadings ere taken as unity.
The design basis missiles are C and F from the Standard Review Plan, Section 3.5.1.4 missile spectrum.
Missile C: Steel rod: 1-in diameter, 3-f t length, 8-lb weight, 220-f t/sec velocity; strikes at all elevations.
Missile F: Utility pole: 13.5-in diameter,. 35-f t length,1490-lb weight, 147 f t/sec velocity; strikes in a zone limited to 30 f t above grade.
The full effects of a tornado are experienced by the main structural members only if the skin of the building (walls, panels, roof decks, etc.) can properly transmit the associated loadings. For the purpose of analysis, the most conservative circumstances of integrity or failure of these elements are assumed. For instance, a steel roof deck may fail when subjected to the DBT differential pressure. However, even though the roof deck failure provides M
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TER-C5257-408 w+
GAS STORAGE VAULT CHIMNEY WASTE DISPOSAL g
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\ / REACTOR CONTAINMEMT LOCK I CABLE VAU'.T 91wi a s DIESEL GENERATOR co9'9990@g j
- BUILDING CONTROL TURB:NE ROCM BUIL DING OFFICE NORTH CRIB HOUSE Figure 1. Site Plot Plan g [2d Franklin Research Center A Dmsson sd The f fanen ensutute
TER-C5257-408 ver eing, the tornado loads are still assumed to exist so that the strength of e ther, stronger structural elements can be analyzed.
Por moat structures, a wind flow field acting at an angle to the surfaces of a building is not as demanding as a frontal attack because the elements resisting lateral forces are oriented and framed so that the effects of adjacent wall loadings are uncoupled. Likewise, the action of windward f ace pressure and leeward f ace suction are uncoupled when their actions are resisted by separate structural elements. The most conservative loading cases are chosen .ccordingly.
The goal of analysis is to identify a structure's naakest members and to establish the threshold wina speed at which these members fail the structural
~
acceptance criteria [17]. This wind speed limit rating depends on the postulated loading conditions. Once a limiting member is identified, the loading conditions used to determine subsequent limiting members are in some cases modified to account ror failure of the weaker member. Therefore, conclusions about the strength of structural components are based on a supposition of sequential failure.
The following are typical assumptions for the structural modeling in this report:
- 1. No snow load exists during a tornado strike.
- 2. Thickened floor slabs can be used to transmit lateral loads.
- 3. Connections are designed in accordance with good engineering practice.
- 4. Unless noted otherwise, steel roof decking is assumed to remain in tact.
Additional assumptions are identifien on the calculation sheets (see appendices) .
3.2 DIESEL GENERATOR BUILDING 3.2.1 Evaluation The roof of the one-story diesel generator building is a 3-1/2-in precast concrete slab which is supported by structural steel framing. The steel frame is multi-bayed and contains cross bracing. The walls of this building are constructed of unreinforced solid masonry block. Zhe foundation mat is at
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a TER-C5257-408 elevation 641 f t, the roof steel is at elevation 653 f t 8 in, and the top of the roof slab is at elevation 654 f t 4 in. The adjacent grade is at elevation 639 ft.
The north side of this building is adjacent to the turbine building and the cable vault. The south, east, and west sides are exposed to the atmosphere. The diesel generator is located in the southwest corner of this structure.
For positive pressures, the concrete block walls are analyzed as simply supporteu between the foundation slab and the roof steel. For negative pressures, the bent tie connections are examined for a possible change of the masonry model to a cantilevered beam.
The roof deck is assumed to remain intact with the roof beams so that these beams are subjected to uplift, axial, and in the case of edge beams, transverse bending loads. To examine the eclumns, a masonry wall failure is postulated, and the columns are modeled as beams under axial loads, resisting lateral wind loads acting over a reduced tributary area. The cross braces are checked for the ability to resist the overall lateral forces on the structure.
3.2.2 Conclusion The limiting members of the~ diesel generator building are the unreinforced concrete block walls which have limit ratings of 0.09 psi (50 mph) for differ-ential pressure,18.4 psf (85 mph) for tornado dynamic pressure, and 14.9 psf (62 mph) for high wind dynamic pressure. The limiting elements of the steel frame are a 12W27 roof girder with a limit rating of 1.76 psi (223 mph) for differential pressure, a 12W27 roof beam with a limit rating of 2.83 psi (282 mph) for differential pressure, and an BW24 column with a limit rating of 311 psf (348 mph) for tornado dynamic pressure.
3.3 ELECTRICAL PENETRATION ROOM 3.3.1 Evaluation The electrical penetration room is the above grade portion of the cable vault. The twf of the vault is a reinforced concrete slab supported on a AA id Franklin Research Center A Dmson of he Framhn insatute
TER-CS257-408 concrete girder and wall. The walls are constructed of reinforced concrete and unreinforced solid concrete blocks. The below grade portions of this structure can be accessed through a plug in the ground floor. The ground floor is at elevation 640 ft, and the adjacent grade is at elevation 639 f t.
The top of the roof slab is at elevation 656 f t 3 in.
The east side of the structure is adjacent to the reactor containment.
The south and west walls are common with the turbine building structures. The north wall is partially shielded by the diesel generator building.
The roof slab and girder are modeled as beams subject to uplift loading.
The exposed reinforced concrete wall is examined for all the tornado loadings. The concrete block wall, while not directly exposed to the atmosphere, will be subjected to tornado loadings when the skin of the diesel generator building fails. The block walls are modeled as simply supported beams. The concrete .loor plug is checked for displacement under differential pressure loadings.
3.3.2 Conclusion The limiting member of the electrical penetration room is the concrete block wall which has limit ratings of 0.82 psi (152 mph) for differential pressure and 148 psf (440 mph) for tornado dynamic pressures. The concrete roof girder has a limit rating of 2.42 psi (261 aph) for differential pressure. The roof slab, the concrete walls, and the floor plug are found to have adequate tornado resistance.
3.4 TURBINE BUILDING 3.4.1 Evaluation The roof of the turbine building is a 3-1/2-in precast concrete slab which rests on a grid of steel girders and beams. The roof steel is supported by structural steel framing. With the exception of the columns along the westernmost column line, the columns of the frame bear on concrete structures at the main floor level. The steel frame is multi-bayed and contains cross g bd Franklin Research Center A Dmason of The Frarmhn Msatute
TER-C5257-408 bracing and moment connections. The skin of the turbine building is aluminum siding supported by steel girts. At the main floor, the structural framing is composed of reinforced concrete beams, columns, and slabs. The north concrete wall beneath the main floor contains two openings sealed with multiple courses of removable unreinforced concrete blocks. The wect wall is constructed of a si'll e course of unreinforced concrete blocks with a brick facing layed up to the main floor elevation. The ground floor is at elevation 639 f t 6 in, the mezzanine is at elevation 654 f t, and the main floor is at elevation 668 f t.
The roof steel is at eleve tion 699 f t and the adjacent grade is at elevation 640 ft.
The turbine building has exterior siding over the steel framing on all four faces. The concrete block walls on the south and west f aces are completely exposed. On the north side, the turbine building is partially shielded by the service building. In the northwest section of the main floor slab, there is a 570-sq-f t opening which allows access through to the ground floor.
The multiple course block walls are analyzed as single simply supported beams subject to positive and negative pressures. The single beam model is verified by checking the level of the shear stresses. The west face single course block wall is analyzed as a simply supported beam and the integrity of the underlying steel member is examined. The roof slabs are assumed to remain intact with the roof beams, and the beams and girders are analyzed as subject to uplif t pressures and reactions. The capacities of the girts are found for positive and negative pressures.
3.4.2 Conclusion The limiting elements of the turbine building are the steel girts whose weakest element has limit ratings of 0.109 psi (55.4 mph) for differential pressure,12.3 psf (56.6 mph) for high wind dynamic pressure, and 19.6 psf (87.5 mph) for tornado dynamic pressure. Failure of these elements exposes the control room west wall to tornado loadings. The 12W40 frame member is loaded by pressures acting on the west wall of the turbine building and has gg dN Franklin Research Center ao, onor w non.eninu me
TER-C5257-408 limit ratings of 0.206 psi (76 mph) for differential pressure, 22.5 psf (94.2 mph) for high wind dynamic pressure, and 37.1 psf (123 mph) for tornado dynamic pressure. The weakest element of the roof steel has limit ratings ot 0.431 psi (110 mph) for differential pressure, 64.9 psf (120 mph) for hich wind dynamic p: essure, and 88.7 psf (186 mph) for tornado dynamic pressure.
The weakest concrete block wall has limit ratings of 0.41 psi (108 mph) for differential pressure, 61.5 psf (127 mph) for high wind dynamic pressure, and 74.1 psf (170 mph) for tornado dynamic pressure. Failure of the concrete block walls, the 12W40 frame member, and the skin elements of the steel frame exposes safety-related equi? ment to the tornado loadings.
3.5 OONTROL ROOM 3.5.1 Evaluation The control room is the top floor of the concrete structure idjacent to the northeast corner of the curbine building. The roof of the control room is a 2-f t-thick reinforced concrete slab. The south and east walls are constructed of reinforced concrete. The roof is supported by the walls and structural steel members. The south wall consists of ciding, girts, and steel plates. The west wall divides the control room frem the service building and the main floor of the turbine building and is constructed of reinforced concrete and unreinforced solid concrete block. The operating floor is a reinforced concrete slab supported by steel beams. An opening in the operating floor provides access to the walkway above the mezzanine level. The mezzanine is at elevation 654 f t, the walkway is at elevation 663 f t 6 in, the operating floor is at elevation 668 f t, and the top of the roof slab is at elevet!on 684 f t.
The west side concrete block wall is examined for negative and positive pressures since this wall will be exposed to tornado loadings with f ailure of the skin of the turbine building. The capacity of the girts in the north wall is found. Since the type of connection is not known, the girts are assumed to act independently of the steel plates. The floor beams are examined for dif ferential pressure lo&ds to which they wil.1 ae subjected with f ailure of the mezzanine level siding and closure of the ws;Away access.
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ten-C5257-408 3.5.2 Conclusion The liaiting elementa of the con".rol room are the girts with limit ratings of 0.238 psi (82 mph) for cafferential pressure, 26.8 psf (80 mph) for high eind dynamic pressure, and 42. 8 psf (129 mph) for tornado dynamic pressure. The concrete ulock walls h6ve lhit ratings of 0.268 psi (87 rphi for differential presnure, 31.2 psf (66 mph) for high wind dynamic pressure, end 4 8.3 psf (137 mph) for tornado dynamic presstre. The reviewed floor beam will ne able *.o r esist the tcrnado loade.
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- 4. CONCLUSIONS The results of the tornado structural analysis for the electrical penetration room, the olesel generator building, the turbine building, and the control room are summarized in Table 2.
Table 2. Strength Sun. mary of the Structural Components Analyzed (*'
Wind Speed Structure Element (b) Cause of Pailure(c) (mph)
DieseA Generator Concrete Block Wall 2 50 Building 3 62 1 85 12W27 Roof Girder 2 223 12W27 Roof Beam 2 282 8W24 Column 1 348 Electrical pene- Concrete Block Wall 2 15 2 tration Room 1 240 Concrete Roof Girder 2 261 Turbine Building Girts 2 ,
55 3 57 1 88 12W40 Prame Member 2 76 3 94 1 12 0
- a. The ratings of some structural components are not definitive but estimates based on approximate mode ing.
- b. Note that this table does not imply that all inadequate elements have been identified or that the most limiting element of the design nar been found. Structural details not included in this review are windows, doors, and roof deckc.
- c. r,3 y: 1 = tornado dynamic pressure; 2 = differential pressure; 3 = high wind dynamic pressure. Tangential wind speeds are listed for differential pressure failures.
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TER-C5257-46d Wind Speed Structure Element (D) Cause of Failure ic) (mph)
Concre*.e Block Wall 2 10 8 Opening $2 3 127 1 170 14W22 Roof Beam 2 110 3 129 1 186 14nt30 Roof Beam 2 19 7 1 332 Concrete Block Wall 2 218 Openina il 1 344 Control Room Girts 3 80 2 82 1 129 Concrete Block Wall 3 86 2 87 1 137 While not specifically reviewed, additional areas of concern are the waste disposal building and the LACBWR and Genoa 3 ventilation stacks.
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TER-C5257-408
- 5. REFERD4CES
- 1. Dairyland Power Cooperative (DPC)
Letter with Attachments to NRC LAC-7738
Subject:
Lacrosse SEP Toric III-2 Wind and Tornado Icadings August 6, 1981
- 2. " Design Basis Tornado for Nuclear Power Flants" NRC, April 1974 Regulatory Guide 1.76
- 3. Madgatt (DPC)
Le tter to Giambusso (NRC)
LAC-2788 October 9,1974
- 4. F. Linder (DPC)
Letter with Attachments to D. Barrett and T. Stilwell (FRC)
Subject:
SEP Topics III-7.B and III-2, Lacrosse LAC-7793 September 15, 1981
- 5. F. Linder (DPC)
Letter to D. M. Crutchfield (NRC)
Subject:
SEP Topic III-2, Wind and Tornado Ioadings LAC-8139 March 5, 1982
- 6. Code of Federal Regulations, Title 10, Part 50 Appendix A, " General Design Criteria"
- 7. E. J. Butcher (NRC) letter to S. P. Carfagno (FRC)
Subject:
Tentative Work Assignment P April 23, 1981
- 8. "7brnado Design Classificatio 2" NRC, Rev. 1, April 1978 Regulatory Guide 1.117
- 9. Standard Review Plan Section 3.3.2, " Tornado Ioadings" NRC, July 1981 NUREG-0800 Lbu Franklin Research Center A Ikomaan of N F rennha hsutate
TER-C5257-408
- 10. Mcdonald, J. R., Mehta, K. C., and Minor, J. E.
" Tornado-Resistant Design of Nuclear Power Plant Structures" Nuclear Safety, Vol. 15, No. 4, July-August 1974
- 11. " Wind Forces on Structures" New York: Transactions of the American Society of Civil Engineers, Vol.126, Part II,1962 ASCE Paper No. 3269
- 12. " Building Code Requirements for Minimum Design Ioads in Buildings and Other Structures" New York: American National Standards Institute, 1972 ANSI A58.1-1972
- 13. Standard Review Plan Se ction 3. 5.1. 4, " Missiles Generated by Natural Phenomena" NRC, July 1981 NUREG-0800
- 14. Williamson, R. A. and Alvy, R. R.
" Impact Effect of Fragments Striking Structural Elements" Holmes and Naruer, Irc.
Revised November 1973
- 15. " Full-Scale 'Ibrnado-Missile Impact Tests" Palo Alto, CA: Electric Power Research Institute, July 1977 Final Report NP-440, Project 399
- 16. ASME Boiler and Pressure Vessel Code,Section III, Division 2
" Standard Code for Concrete Reactor Vessels and Containments" New York: American Society of Mechanical Engineers, 1973 ACI-359
- 17. Standard Review Plan Section 3.8.4, "Other Seismic Category I Structures" NRC, July 1981 NUREG-0800
- 18. Standard Review Plan Section 3.5.3, " Barrier Design Procedures" NRC, July 1981 NUREG-0800
- 19. Standard Review Plan Section 3.8.1, " Concrete Containment" NRC, July 1981 NUREG-0800
\
gg ..n Frankhn Research Center A Dmnion of The FrarwJm institute
TER-C5257-408
- 20. Standard Review Plan Section 3.8.5, " Foundations" NRC, July 1981 NUREG-0800
- 21. " Specification for Design, Fabrication and F.rection of Structural Steel for Buildings" New York: American Institute of Steel Construction, 1978
- 22. " Building Code Requirements for Reinforced Concrete" De troit: American Concrete Institute,1977 ACI 318-71
- 23. Criteria for Safety-Related Masonry Wall Evaluation NRC, Structural Engineering Brr .ch,1981
- 24. " Specification for tne Design and Construction of Reinforced Concrete C.imneys" American Concrete Institute,1979 ACI 307-79 g ddd Franklin Research Center A Dew e of The Frerudm kisutut.
APPENDIX A DIESEL CENERATOR BUILDING DESIGN REVID4 CALCUIATIONS ah Franklin Research Center A Division of The Franklin Institute The Bengmm Franen Pa*erwey. Phiin.. Pa. 19103 (215)442-1000
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