ML20197H764
| ML20197H764 | |
| Person / Time | |
|---|---|
| Site: | Big Rock Point File:Consumers Energy icon.png |
| Issue date: | 06/21/1984 |
| From: | Barrett D, Carfagno, Pandey S CALSPAN CORP., FRANKLIN INSTITUTE |
| To: | Persinko D NRC |
| Shared Package | |
| ML20197H769 | List: |
| References | |
| CON-NRC-03-81-130, CON-NRC-3-81-130 TAC-43359, TER-C5506-431, NUDOCS 8406260360 | |
| Download: ML20197H764 (128) | |
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- E N c L.o su st.'1 TECHNICAL EVALUATION REPORT ,
l i REVIEW 0F WIND AND TORNADO LOADING RESPONSES . TORNADO WIND LOAD ANALYSIS OF THE CONCRETE CHIMNEY, THE TURE UE BUILDING PASSAGEWAY, THE CONTROL ROOM / SERVICE BUILDING COMPLEX, , 4 AND THE TURBINE BUILDING )
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CONSUMERS POWER COMPANY 1 : BIG ROCK POINT PLANT l
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4 NRC DOCKET NO. 50-155 FRC PROJECT C5506 NRCTAC NO. 43359 FRC ASSIGNMENT 17 NRC CONTRACT NO. N RC-03-81-130 FRCTASK 431 - Prepared by Franklin Research Center 20th and Race Streets Author: D. J. Barrett Philadelphia, PA 19103 FRC Group leader: D. J. Barrett Nuclear Regulatory Commission - Lead NRC Engineer: D. Persinko s Washington, D.C. 20555 June 21, 1984 This report was prepared as an account of work sponsored by an agency of the United States l 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 j responsibility for any third party's use, or the results of such use, of any information, appa-i' ratus, product or process disc!csed in this report, or represents that its use by such third party would not infringe privately owned rights.
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O t TECHNICAL EVALUATION REPORT REVIEW 0F WIND AND TORNADO LOADING RESPONSES TORNADO WIND LOAD ANALYSIS OF THE CONCRETE CHIMNEY, THE TURBINE BUILDING PASSAGEWAY, THE CONTROL ROOM / SERVICE BUILDING COMPLEX, AND THE TURBINE BUILDING CONSUMERS POWER COMPANY BIG ROCK POINT PLANT u , NRC DOCKET NO. 50-155 FRC PROJECT C5506 NRCTAC NO. 43359 FRC ASSIGNMENT 17 NRC CONTRACT NO. N RC-03-81-130 FRCTASK 431 Prepared by Franklin Research Center 20th and Race Streets Author: D. J. Barrett
. Philadelphia, PA 19103 FRC Group leader: D. J. Barrett p
Nuclear Regulatory Commission Lead NRC Engineer: D. Persinko Washington, D.C. 20555 June 21, 1984 , I
.} This report was prepared as an account of work sponsored by an agency of the United States l 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 i responsibility for any third party's use, or the results of such use, of any information, appa-i ratus, product or process disclosed in this report, or represents that its use by such third party would not infringe privately owned rights.
i Prepared by: Reviewed by: Approved by:
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t M W P cipal Author ' Project Manager ' Department D ctor / Date: h' 2^ AM Date: C/2 rW Date: 5' ' AN
.. . Franklin ResearCh Center A Division of The Franklin Institute 20th and Race Streets. Phila.. Pa. 19103 (215) 448-109 >
e a TER-C5506-431 CONTENTS Section Title Page 1 INTRODUCTION . . . . . . . . . . . . . 1 1.1 Purpose of Review . . . . . . . . . . . 1 l
., 1.2 Generic Issue Background . . . . . . . . . 1
! 1.3 Plant-Specific Background . . . . . . . . . 1 2 REVIEW CRITERIA. . . . . . . . . . . . . 3
} 3 TECHNICAL EVALUATION . . . . . . . . . . . 6 3.1 General Information . . . . . . . . . . 6
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i 3.2 Concrete Chimney . . . . . . . . . . . 8 3.3 Turbine Building Passageway . . . . . . . . 11 3.4 Control Room / Service Building Complex . . . . . . 12 l 3.5 Turbine Building . . . . . . . . . . . 13
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.; 4 CONCLUSIONS. . . . . . . . . . . . . . 15 Di 5 REFERENCES . . . . . . . . . . , . . . 17 1
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Q APPENDIX A - CONCRETE CHIMNEY DESIGN REVIEW CALCULATIONS [j
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APPENDIX B - TURBINE BUILDING PASSAGEWAY DESIGN REVI N CALCULATIONS L,: APPENDIX C - CONTROL ROOM / SERVICE BUILDING DESIGN REVIEW CALCULATIONS ;
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") APPENDIX D - TURBINE BUILDING DESIGN REVI N CALCULATIONS 1 y I e
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.c-TER-C5506-431 FOREWORD i _
This Technical Evaluation Report was prepared by the Franklin Research Center under a contract with the U.S. Nuclear Regulatory Commission (Office of Nuclear Reactor Regulation, Division of Operating Reactors) for technical assistance in support of NRC operating reactor licensing actions. The
?] technical evaluation was conducted in accordance with criteria established by 15
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3 TER-C5506-431 t 1. INTRODUCTION
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1.1 PURPOSE OF REVIEW As part of 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. After conducting an appropriate investigation,
! licensees report their analyses and conclusions in a safety analysis report j (SAR). The purpose of the present review is to provide a technical evaluation of the SAR prepared by Consumers Power Company (CPCo) for the Big Rock Point Nuclear Power Plant.
.i 1.2 GENERIC ISSUE BACKGROUND The current design criteria for nuclear power plant structures contain provisions for protection against windstorms and tornadoes. These requirements were not in effect at the time that some of the older nuclear plants were designed and licensed. Due to concerns regarding the extent to which these older plants can satisfy the current wind loading licensing
, criteria, the Nuclear Regulatory Commission (NRC), as part of the Systematic
; Evaluation Program (SEP) , initiated Tbpic III-2, " Wind and Tornado Loadings,"
]
to investigate and assess the structural safety of existing designs.
] The SEP encompasses a broad range of safety-related issues, many of which are concerned with the integrity of plant structures. The Franklin Research Center (FRC) provided technical assistance to the NRC in the review of several SEP topics and was responsible for technical evaluations for Topic III-2 under .I Assignment 17 of NRC Contract No. NRC-03-81-130.
i 1.3 PLANT-SPECIFIC BACKGROUND
,I.
In a previously issued work [1], a technical evaluation of the wind and
] tornado loading analysis [2] prepared by CPCo for the Big Rock Point Plant was performed. This evaluation was hampered, however, by the lack of data available for the review. Therefore, for some of the structures, the review i
was limited to an audit of CPCo's calculations and an assessment of the l . I nklin Research Center A Dnemen of The Fransen insenar
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TER-C5506-431 - i reported conclusions in the light of previous FRC experience. The FRC evaluation concluded that, although some structures such as the spherical I containment vessel were analyzed and reviewed in a reasonable manner, the - stated strength ratings of other structural systems were questionable. The CPCo tornado loading analysis was used as the basis for performing a i probabilistic risk assessment (3) of the consequences of a tornado strike. Because of this, the present review centered on verifying the conclusions of L
- the original CPCo tornado analysis. FRC's approach to this task was to t i perform an independent analysis of critical structures. The calculated strengths could then be used as a basis of comparison in judging the validity h of CPCo's conclusions.
To perform the tornado analysis, FRC gathered structural data from a set of architectural-engineering structural drawings, the seismic safe'ty margin reports (4), and the plant hazard summary report (5).
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- 2. REVIEW CRITERIA
. i The intent of code regulations is to ensure the safety of systems vital to the safe 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
.j _ able to withstand the effects of natural phenomena such as tornadoes. The
! 'i design basis must consider the most severe postulated tornado as well as the combined effects of tornado, normal, and accident conditions.
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The Nuclear Regulatory Guide 1.76 (7) defines the design basis tornado y (DBT) in terms of six descriptive parameters: the maximum wind speed, the .l [ rotational speed, the translational speed, the maximum atmospheric pressure q drop, the rate of pressure drop, and the core radius. The specified f; magnitudes of these regional parameters (listed with respect to geographical
] location) are the acceptable regulation levels; however, where appropriate, j additional meteorological analysis may be performed to justify the selection i . of a less conservative DBT. In Reference 8, the NRC established the tornado parameters to be used in the SEP study of the Big Rock Point Plant. *
] Regulatory Guide 1.117 (9] identifies the structures and systems that d should be protected from the effects of a DBT. This information is elaborated on in Branch Technical Position AAB 3-2 found in the Standard Review Plan (SRP) , Section 3.5.1.4 (NUREG-0800) (10]. The CPCo analysis (3) included all of the safety-related structural systems of the Big Rock Point Plant.
d A velocity pressure model of a windstorm can be constructed from the pressure and air flow assumptions stated in Section 3.3.1 of the SRP (11] and ai y the American National Standards Institute (ANSI) design loading guide (12]. A (.<.: velocity pressure model of a tornado strike can be constructed from the DBT g characteristics based on the guidance of Section 3.3.2 of the SRP (13] and the ; j engineering literature (14, 15]. The actual loads acting on a structure are I calculated from these models through the use of experimentally determined
; pressure coefficients [12, 16]. The loads act on the structural surfaces as
,6 positive and negative pressures induced by the change in momentum of the wind
, j and in the atmospheric pressure.
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s i t TER-C5506-431 An additional tornado load is the impact of windborne missiles against structures. The potential missiles are listed in the missile spectrum of Section 3.5.1.4 of the SRP (10), and the particular missiles to be included in this study were identified by the NRC as part of the SEP assignment (8). References 17 and 18 assist in the determination of the structural effects of j missile impact, whereas the guidelines of the SRP (10] indicate acceptable .i combinations of impact effects with the loads resulting from wind and
} differential pressures.
f Since the'DBT is considered an extreme environmental event, tornado-i 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 [19] and Section 3.8.4 of the SRP (20]). The structural effects of these loading combinations are determined by analysis; stresses are calculated either by a working stress or an ultimate strength method, whichever is appropriate for the structure under consideration. The ASME Code specifications for an extreme environmental event permit the application of reserve strength factors to allowable working stress design limits. The
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P specifications 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" (7] NRC Regulatory Guide 1.117, " Tornado Design Classification" [9] NUREG-0800, Standard Review Plan Section 3.3.1, " Wind Loadings" (11] Section 3.3.2, " Tornado Loadings" (13] Section 3.5.1.4, " Missiles Generated by Natural Phenomena" (10] Section 3.5.3, " Barrier Design Procedures" (21] Section 3.8.1, " Concrete Containment" (22] Section 3.8.4, "Other Seismic Category I Structures" (20] Section 3.8.5, " Foundations" (23] Mlju0U Franidin Research Center A DMeson of The Frarden buemar
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, AISC Specification for Design, Fabrication, and Erection of Structural Steel for Buildings, Eighth Edition (24]
l ACI-318-77, " Building Code Requirements for ' Reinforced Concrete" (25] ASME Boiler and Pressure Vessel Code, Section III, Division 2 (ACI-359),
" Standard Code for Concrete Reactor Vessels and Containments" (19]
- s j NRC/SEB, " Criteria for Safety-Related Masonry Wall Evaluation,"
i Structural Engineering Branch (1981) [26] j
] ACI-307-79, " Specification for the Design and Construction of Reinforced j Concrete Chimneys" (27].
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- 3. TECHNICAL EVALUATION 3.1 GENERAL INFORMATION -
The structures included in this review are the concrete chimney, the
; turbine building passageway, the control room / service building complex, and
,j the turbine building. The plan of the building arrangement of the Big Rock
! Point site is shown in Figure 1.
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/! The DBT characteristics taken as a basis for analysis are as'follows (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 ft These characteristics yield a dynamic pressure of 332 psf. For
, application of this pressure to external flat surfaces of structures, the
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shape coefficients are 0.80 for windward walls (positive pressure), 0.50 for lee' ward walls (suction) , and 0.70 for roofs (suction) . The shape coefficient
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, t for the cylindrical ventilation stack is 0.70. Gust factors for tornado
, loadings are taken as unity.
$; The design basis missiles are C and F from the Standard Review Plan, Section 3.5.1.4 missile spectrum.
l l Missile C: Steel rod: 1-in diameter, 3-ft length, 8-lb weight, 220 lf ft/sec velocity; strikes at all elevations.
'} Missile F: Utility pole 13.5-in diameter, 35-ft length, 1490-lb
, ; weight, 147 ft/sec velocity; strikes in a zone limited to 30
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ft above grade. i The full effects of a tornado are experienced by the main structural-s ; members only if the skin of the building (walls, panels, roof decks, etc.) l - j can properly transmit the associated loadings. For the purpose of analysis, the most conservative circumstances of integrity or failure of these elements are assumed. i l ' 00bu Franklin Research Center A Onisson of The Franstn insensee
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1 STCGAGE VAULTS nernoxtunit scat.t s'= sso' 2 iso- o est BALER NCL5E N l l l Figure 1. Site Plot Plan i
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l TER-C5506-431 1-For most 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 face pressure and leeward face suction are uncoupled when their actions are resisted by separate structural elements. In this study, the most conservative loading cases are chosen accordingly. The goal of analysis is to identify a structure's weakest members and to {
! establish the threshold wind speed at which these members fail the structural acceptance criteria. 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 rodified to account for 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: i
- 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 . intact. Additional ascomptions are identified on the calculation sheets (see l appendices). , 3.2 CONCRETE CHIMNEY I 3.2.1 Evaluation i The chimney is a tall, slender, reinforced concrete structure with a circular cross section and a parabolic taper with height. It rises 240 ft above the adjacent grade of elevation 595 ft 6 in. At grade, the outside diameter of the chimney is approximately 17 ft 4 in, whereas at the top it is 5 ft 4 in. There are two flue openings located at the base of the chimney. nklin Research Center A h at w =m m ,
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! TER-C5506-431 The foundation of the chimney is a 4-ft-thick reinforced concrete mat j that is octagonal in plan with a distance of 34 f t 4 in between opposite M
j sides. The bottom of this mat is 15 ft 6 in below grade. Sitting on the mat and supporting the chimney is a hollow pedestal of octagonal exterior and
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', circular interior. The internal diameter of the pedestal is 15 ft 3 in, and
.} the distance between opposite outside faces is 18 ft 6 in.
1 The compressive strength of the concrete in the chimney is 3.5 ksi, and
.; the yield strength of the reinforcing steel is 40 kai (4]. The allowable dead load bearing stress of the soils under the stack is 4 ksf.
.i In CPCo's SAR [2], the Licensee reported a chimney wind resistance of 175 l
lj mph. The calculation of this strength was based on a maximum strength design
; [28] which permitted compressive concrete stresses of 0.8 f ' and tensile
! reinforcing steel stresses of 0.9 f . The calculation of the wind forces Ji Y
; acting on the structure employed a shape factor of 0.55 (as given in ASCE l 'l Paper No. 3269 (16)). In the subsequent probabalistic risk assessment report
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j [3], the strength of the stack was restated to be 200 mph. No reason or data A
.j to substantiate this change in the strength rating were given.
d d To examine the stack under loading from tornado wind speeds and to verify
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~! the strength capacities reported by CPCo, a design review of the stack based '
1 on ultimate strength design (USD) principles was performed. In this analysis,
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the stress in the rebar is permitted to reach the yield stress and the maximum steel strain is limited to 0.07. The stress in the concrete is permitted to approach its ultimate compressive strength. [.-1 In constructing the USD model of the chimney, the following assumptions
] were made:
- 1. The longitudinal steel is placed towards the outside f ace of the chimney, and there is a 2-in cover over the circumferential reinforcement.
, 2. Thermal effects do not influence the strength conclusions for an extreme environmental event. (This assumption is supported by the thermal longitudinal stress analysis on pages A-14 to A-16.)
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TER-C5506-431
- 3. The drag coefficient for a cylindrical stack for large windspeeds and high Reynold's number is 0.70. (This value is based on experimen-tally determined values (29) and on comparison to an analytical estimating procedure (30], see pages A-4 to A-6.)
The wind loading corresponding to various levels of soil pressure was found (31]. Also, the foundation bending strength was determined by both USD
.I and working stress design (WSD) principles.
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1 In addition to the static effect of the tornado wind loads, the ej
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vibrational effects due to the wind flow must be studied. Wind flowing past a stack gives rise to the regular shedding of vortices. The vortices cause a q pressure drop across the cylinder, which produces lateral forces. If the shedding frequency of the vortices matches a natural frequency of the stack
- (resonance), then significant dynamic effects can result. Based on the natural frequencies of the ventilation stack (4], the wind speeds at which resonance is likely to occur were calculated, l
Another dynamic effect due to wind flowing past a stack is ring vibration j in the sectional plane (ovalling). Wind speeds at which this phenomenon is
$ likely to occur were also estimated.
d . _1 II 3.2.2 Conclusion The USD procedure predicts a longitudinal and a circumferential stress t
, resistance in the chimney corresponding to the loads produced by a 172-mph and i 157-mph wind speed, respectively. The longitudinal stress calculation j corroborates the Licensee's original claim of 175-mph windspeed resistance. ' 1 I For an allowable dead load bearing stress of 4 ksf as specified on the 1
l chimney design drawings, the limiting allowable wind speed is 136 mph. For an j allowable live load plus dead load bearing stress of 5 ksf as permitted in the l soils under the turbine building, the limiting allowable wind speed is 161 mph. Finally, for an allowable soil pressure of 6.65 ksf as claimed in the SAR [2), i
; the limiting allowable wind speed is 185 mph.
i i The foundation substructure was estimated to have a wind resistance of
, 84 mph by USD and 171 mph by WSD. (These values are considered conservatively
)
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1 1 TER-C5506-431 low because the size of the rebar, which was not specified on the design drawings, was assumed to be a small value.) Also, the chimney can resist overturning forces in excess of those provided by 200-mph winds (for the
$ analysis, the buoyancy forces, soil weight, etc. were taken from the SAR; see page A-24) .
The vortex shedding analysis predicts wind speeds corresponding to the
.], third and fourth modes of vibration of 90 and 160 mph. Because the fourth d 1 mode wind speed is close to the longitudinal strength resistance of the I chimney, the limiting wind speed of the chimney may actually be 160 mph due to the amplification of stresses that occur at a resonant wind speed.
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.. j 3.3 TURBINE BUILDING PASSAGEWAY
- l' 3.3.1 Evaluation j The turbine building passageway is the physical access and electrical control link between the reactor building and the turbine / service building.
, j This structure consists of tuo levels: the ground floor cable penetration ij area at elevation 593 f t and the passage floor at elevation 616 f t (there is
. 'hy also a minor platform at elevation 600 f t 7 in) . This structure is bounded hj and shielded on the north by the containment vessel, on the south by the
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turbine / service building, and on the west by the steam pipe tunnel. The east wall and the top part of the west wall are exposed to the atmosphere and consist of insulated metal siding supported by structural steel members.
' .,} The top of this structure (approximate elevation 627 ft 6 in) consists of
] built-up roofing supported by metal decking and steel framing. The passage floor is a 4-1/2-in-thick reinforced concrete slab. The principal structural 7 component for support of the roof and floor slab and for resisting lateral
'i wind loads on the east face is the steel column 8-Ea.
CPCo reported a windspeed resistance of 159 mph for the east wall l column. In the present study, this column was modeled as a beam under axial loading with support points at its base and at the floor slab. The column was examined for several modes of failure including: i
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- 1. bending under lateral loading for the complete siding system intact
- 2. bending under lateral loading with the passage room siding destroyed 1
; 3. pullout of the column from the concrete slab support.
In addition to the east face column, the west face steel and the principal supporting members of the roof steel were modeled and examined.
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3.3.2 Conclusion i Two limiting cases of failure were found. For the load case of " passage room siding destroyed," the east wall column was found to have a limit rating of 0.40 psi (119 mph) for differential pressure and 71.9 psf (168 mph) for tornado dynamic pressure, which are comparable to the limit ratings reported
.i for this column in the CPCo SAR. For column pullout, the limit rating was O.51 psi (135 mph) for differential pressure and 106 psf (203 mph) for tornado
, dynamic pressure. It is noted that the integrity of the slab support is crucial to the turbine building passageway; if it fails, the column is f
6 unsupported for differential pressure loads, which will result in major
- j destruction of this structure.
3.4 CONTROL ROOM / SERVICE BUILDING COMPLEX
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! 3.4.1 Evaluation The control room is housed on the third level (elevation 616 f t) of the i
service building. Except for the interior south wall, which is composed of 3 i steel partitions and concrete block, the walls and roof of the control room j are of reinforced concrete. The cable spreading area, which is on the second level (elevation 612 ft) of the service building, has only one exterior wall,
't the north face, which is reinforced concrete. The interior walls are concrete t
'l block and architectural partitioning.
The service building itself is a steel frame structure with steel i supported siding systems and built-up roofing. In the review of the control room, the weakest reinforced concrete
. component (the east wall, which will be exposed with failure of the service I
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p = - - _ , _ + ~ I TER-C5506-431 1 building claddir.g) was examined for tornado loadings. Also, the service building roof steel in the vicinity of the control room south wall was { examined, since failure of these components will expose that wall to tornado loadings. The walls of the cable spreading area, which have minimal strength, will I also be exposed to tornado loadings with failure of the service building cladding. For this reason, the girts adjacent to the control room and the cable spreading area were examined. 3.4.2 Conclusion
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4 i The east wall of the control room was found to have resistance in excess l r j of 2.36 psi (289 mph) for differential pressure and 425 psf (407 mph) for tornado dynamic pressure. The weakest component of the service building roof steel had limit ratings of 0.19 psi (83 mph) for differential pressure and 39.9 psf (125 mph) for tornado dynamic pressure. The CPCo SAR reports the i strength of the control room south wall to be 0.57 psi. m
.j The walls of the cable spreading area will be exposed at the limit rating
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of the girt steel which is 0.23 psi (91 mph) for differential pressure and _.[ 3 41.2 psf (128 mph) for tornado dynamic pressure. The CPCo SAR reports the strength ef these components to be 0.28 psi. A possible cause for the
. differench 3n strength values is that the present analysis considered the effects of biaxial bending due to the dead weight of the girts and siding.
.9 3.5 TURBINE BUILDING i
i 3.5.1 Evaluation i ~ The turbine building is not a seismic Category 1 structure. However, the north and west faces of'this structure are adjacent to the control room and within column length distance of the turbine building passageway so that catastrophic failure of this structure may have an impact on safety-related structures. 1
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TER-C5506-431 The turbine building is an open multi-bay steel frame structure with the roof steel supported by trusses which are, in turn, supported by columns. The walls at the ends of the open bay area are siding systems supported by steel columns. The north wall is supported by light steel columns which rest on a
, reinforced concrete wall.
i In this review, the north wall columns were examined for resistance to lateral wind loads. Therefore, columns were modeled as beams under axial i
] loads and were examined under various support conditions. The limiting
, conditions for support' and loading were thus found.
.I 3.5.2 Conclusion
- i lI The turbine building columns 6-B, 6-C, and 6-D were found to have limit
.] ratings of 0.126 psi (67 mph) for differential pressure and 26 psf (101 mph) j for tornado dynamic pressure. These relatively low limit ratings are attributable to the J.arge unbraced length of the compression flange of the columns. Because these columns are attached to the roof t'russes through bracing, their failure can place lateral loads on the adjacent truss, which
,7 .[4 could lead to extensive failure of the north end of the turbine building.
,:. 1 Furthermore, even though the control room is adequately protected, the turbine building passageway and the cable spreading area may be affected by this
- failure.
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; TER-C5506-431 4 4. CONCLUSIONS d
] The results of the tornado wind load and vibration analysis of the concrete chimney are summarized in Tables 1 and 2.
a
! Table 1. Reinforced Concrete Chimney Strength Summary
-i d Limiting Concern Analysis Type Wind Speed (mph)
-i Longitudinal Stress Ultimate Strength Design 172 j Circumferential Stress Ultimate Strength 157
-j Overturning Rotation About Edge >200
'];i Soil Pressure (1) Allowable Pressure = 4000 psf 136 Allowable Pressure = 5000 psf 161
'j Allowable Pressure = 6650 psf 185 Foundation Ultimate Strength Design 84 (2) 4
, Working Stress Design 171 (2) i
- 1. Concrete Chimney Drawing No. C-315 specifies an allowable dead load y bearing stress under the stack of 4.0 ksf. Turbine Building Drawing
, .j No. C-251 permits a dead plus live load bearing stress of 5.0 ksf.
-1 3 2. These values are rough estimates based on an assumed size for the
] foundation rebar and on the extrapolation of windspeed ratings from known values of applied moment.
l 4
-1.;
j Table 2. Vibration Analysis Summary 1
;! Concern Mode of Vibration Resonant Wind Speed (mph)
,}
j Vbetex Shedding 5 and 6 90
-; Vortex Shedding 7 and 8 160
; Ovalling Fundamental 327 The results of the tornado wind load analysis of the turbine building passageway, the control room / service building complex, and the turbine building are summarized in Table 3. I l
! ' I nklin Research Center A DMe an of The Franhaalneeue I
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TER-C5506-431 Table 3. Strength Summary of the Structural Components Analyzed Wind Speed (mph)
~
Differential Dynamic Pressure Pressure
; Structure Element Failure Failure Turbine Building Passagway Column 8-Ea, Passage
! Room Siding Intact 164 231
.; Column 8-Ea, Passage I Room Siding Destroyed 119 168 i
, Slab Failure 135 203 .
i
, Cantilever Roof Beam 172 259
.l
.; Control Room / Service East Wall of Control Room >289 --
I Building Complex W12x19 Roof Beam
-- i 83 125 I.
- . j W14x38 Roof Girder 167 251 North Wall Girts 91 128
-. s <; Turbine Building Columns 6-B, 6-C, and 6-D 67 101 a
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,1
[ 5. REFERENCES i
- .1 1.1 .
i'
- l. D. J. Barrett and R. Agarwal
?1 " Wind and Tornado Loadings, Big Rock Point Plant"
- J.i Franklin Research Center, Technical Evaluation Report
'cf TER-C5257-405, September 1982 4
- 2. R. A. Vincent (CPCo)
,j Letter with Attachments to D. M. Crutchfield (NRC) j
Subject:
Consumer Power Company Evaluation of SEP Topic III-2 " Wind and - 'i Tornado Loadings," for the Big Rock Point Plant
;j August 3, 1983 j Docket No. 50-155
., 3. K. A. Toner (CPCo)
-l Letter with Attachments to D. M. Crutchfield (NRC) a
Subject:
SEP Topics III-2 and III-4.A PRA Evaluations
] July 5, 1983
! 4. Seismic Safety Margin Evaluation: Reinforced Concrete Stack l D' Appolonia Report, Volume IV - Appendix E
; Project No. 78-435
.; April 1980, Revision 1, August 1981
.1 5.
Big Rock Point Plant
.j Final Hazards Summary Report j Docket No. 50-219
{
- 6. Code of Federal Regulations, Title 10, Part 50 -
Appendix A, " General Design Criteria"
., 7. " Design Basis Tornado for Nuclear Power Plants" NRC, April 1974 i , Regulatory Guide 1.76
- 1 l 8. E. J. Butcher (NRC) i Letter to S. P. Carf agno (FRC)
,'j
Subject:
Tentative Work Assignment P J April 23, 1981
.{
I 9. " Tornado Design Classification" Regulatory Guide 1.117 NRC, Rev.1, April 1978
- 10. Standard Review Plan
, Section 3.5.1.4, " Missiles Generated by Natural Phenomena" NRC, July 1981 NUREG-0800 1
I l '. -17
, Anwiin ae.earch cente, A Denman of The Frenten buenas
-., , - - ._. ~ , - . _ . , . - . , - . . - - . , < . .-, .. . .. =-
be'=
, TER-C5506-431 1
I
- 11. Standard Review Plan l Section 3.3.1, " Wind Loadings" _
NRC, July 1981 NUREG-0800
; 12. " Building Code Requirements for Minimum Design Loads in Buildings and Other Structures" New York: American National Standards Institute, 1982 ANSI A58.1-1982 i 13. Standard Review Plan Section 3.3.2, " Tornado Loadings" NBC, July 1981 NUREG-0800
- 14. J. R. Mcdonald, K. C. Mehta, and J. E. Minor
" Tornado-Resistant Design of Nuclear Power Plant Structures" Nuclear Safety, Vol.15, No. 4, July-August 1974 i
, 15. K. C. Mehta, J. R. Mcdonald, and J. E. Minor i
" Tornadic Loads on Structures" Proc. of U.S.-Japan Research Seminar on Wind Effects on Structures, 1976
- 16. " Wind Forces on Structures" New York: Transactions of the American Society of Civil Engineers, Vol. 126, Part II, 1962
. ASCE Paper No. 3269
, 17. R. A. Williamson and R. R. Alvy .
fyj " Impact Effect of Fragments Striking Structural Elements"
] Holmes and Naruer, Inc.
2 P :t Revised November 1973
-a J 18. " Full-Scale Tornado-Missile Impact Tests" l ~ ii, Palo Alto, CA: Electric. Power Research Institute, July 1977 l " l(, Final Report NP-440, Project 399
.g
- ed 19. ASME Boiler and Pressure Vessel Code, Section III, Division 2
! [.! " Standard Code for Concrete Reactor Vessels and Containments"
- ('[ American Society of Mechanical Engineers,1973
' ;- j ACI-359
, :,1:4 .
.] 20. Standard Review Plan Jj Section 3.8.4, "Other Seismic Category I Structures" 1 NRC, July 1981 l
l NUREG-0800 i I d
- nklin Research Center A Denman of The Franetn innebag
- l .L..._. .._..._.~__._.,_- _ _ _ . - _
i. TER-C5506-431
, 21. Standard Review Plan
, Section 3.5.3, " Barrier Design Procedures" NRC, July 1981 NUREG-0800 U
- 22. Standard Review Plan
'], Section 3.8.1, " Concrete Containment"
; NRC, July 1981 .
, NUREG-0800
- 13. Standard Review Plan l Section 3.3.5, " Foundations" ~
l NRC, July 1981
$ NUREG-0800
- 24. Specification for Design, Fabrication, and Erection of Structural Steel
,q for Buildings .
y New York: American Institute of Steel Construction, 1978 i
*! 25. " Building Code Requirements for Reinforced Concrete" Detroit: American Concrete Institute, 1977 ACI 318-71
; 26. Criteria for Safety-Related Masonry Wall Evaluation -
, NRC, Structural Engineering Branch,'1981 j 27. " Specification for the Design and Construction of Reinforced Concrete
; Chimneys" O American Concrete Institute, 1979 'l ACI 307-79 -
- 28. L. C. Maugh and W. S. Rumman
" Dynamic Design of Reinforced Concrete Chimneys" American Concrete Institute Journal, Title No. 64-47, September 1967, l, pp. 558-567
- 29. A. Roshko j " Experiment on the Flow Past a Circular Cylinder at Very High Reynolds j Number," Journal of Fluid Mechanics, Vol. 10, 1961, pp. 345-356
; 30. B. J. Vickery
" Suggested Method of Determining Drag Wind Loads on Tall Reinforced Concrete Chimneys" Report to the American Concrete Institute Committee 307, January 1982
- 31. E. H. Gaylord and C. N. Gaylord Structural Engineering Handbook McGraw-Hill Book Company, New York, 1968 1
nidin Research Center
. A Denman af The Fran@iinsumme
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__ _ _ . . __ _ _ _ . _ _ I
APPENDIX A a.w - REINFORCED CONCRETE Cl!IENEY DESIGN REVIEW CALCULATIONS 1 l t E t I
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~j Our agsults match the trend of those at lower Reynolds numbers, as wel,1 as j this can bc slotermined from the multivalued behaviocr, and it is appsrent that
>i C,increaws in the rance 10* < R < & 108, ho:n a valae of about 0 3 to about -
t 4 4 0 7, and then levela off at the latter value. It will be noted prewntly that the value R = 3 5 x 10' apparently marks the end of a transition rance. Also shown on figure 2 is the value oiCa obtained hy 1)ryden i Hi!! (1930)in
- i. l some experiments that are apparently not well krown.- These measurements were made on a smoke stack with a clear height of 120 ft., the values of C, beit.g gi obtained from pressure distributions at a section 41 ft, from the top, where the
;a diameter was 118ft. The wind speeds were about 25-40m.p.h., which corre-Ei sponds to Revnolds numbers of 3-5 x 108. Th;ir mean value of C, for a irroup of 1 cbsecratioca is 0 67 t 0 04, r.nd it may he seen that this a;;caea quite wed v.th our resulta. A point of interest is ths: Dryden &. Hill inferred :he wind cred from the mecouremema ou the cylirder, making use of the fact that the mai-
! mum pressure is stagnation pressure, while tne preuuro et 31' on cir.her eide of that point must be neirly static pressure. For experiments in the natural wind.
this technique is clearly better than one using a velocity measurement at some location removed from the cylinder. l
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DETERMlMATION OF MEAN DRAG LOADS
- SUCCESTED METM)O OF DETERMINING DRAG
' WINO IDADS ON TAI.L R. C. CHIMNEYS
- 1) w is) = Cg (s) . Dis) . n o u *(s)
Fespered (or AQ Ctese 307
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= IJ Cp (M-l.3 Dy) > s > H
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= 1.0 kQ 1*
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BIG ROCK POINT PLANT SEP TOPIC III-2,*HIGH n.IhD AND IORNADO LOADS' REINF00ED CONCRETE CHIMNEY
*** CUT DESCRIPTION TABLE ***
CUT - ELEVATION H RATIO / NOTES / 239.00 1A 0.996 . EXHAUST CONTOUR (TOP) 18 236.33 0.985 EXHAUST CCNTOUR (BOTTOM) 2 226.33 0.943 UPPER BALCONEY 3 206.33 0.860 - 4 186.33 0.776 5 166.33 0.693 6 146.33 0.610 7 126.33 0.526 - 8 106.33 0.143 LCWCA BALCONY 9 86.33 0.360 10 06.33 0.276 PLATFORM 10A 56.33 0.235 REFERENCE' CUT (SEE TOPIC III-2 SAR) 11 46.33 0.193 6 12 26.33 0.110 , 13A 16.33 0.068 - 13.8 16.33 0.06R INTERNAL EQUIPMENT SUPPORT 81 14A 7.83 0.033 14B 7.83 0.033 INTERNAL EQUIPMENT SUPPORT 82 i 15 7.15 0.030 FLUE OPI'NINGS (WEST 000RS) ~ 16 0.00 0.000 FLUE QPENINGS (EAST 000RS) AND GRADE (EL. 595.5') Ac~fc'dc~4CC" ' I, ds7v4sf 6svs14c7' sea / (o , PA4ki/4 4 /so, d'~/ - T7f-(,, /
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BIG ROCK POINT PLANT SEP TOPIC III-2,*HIGH WIND AND TORNADO LOAD 5' 3 REINF00ED CONCRETE CHIMNEY
* *
- 8 A S I 0: GEOMETRY T A B L E 81 ***
CUT DUTSIDE WALL CONCRETE. AREA OF- REINFORCEMENT STEEC STEEL, DIAMETER THICKNESS AREA INERTIA 8/BAR t/BAR AREA- RATIO (FT) (IN) (FT**2) (FT**4) (Ih**2) 1A 5.33 9.5 11.29 30.0 18 5.44 6.0 7.76 23.9 ' 2 5.73 6.0 8.21 28.3-3 6.31 6.0 9.13 38.9 4 6.90 6.0 10.05 51.7 5 7.60 6.0 11.11 70.7 18/ 4 18/ 4 7.06 .00441 6 8.44 6.0 12.40 98.6 25/ 4 25/ 4 9.80 .00549, 7 9.31 6.0 13.15 134.8 33/ 4 33/ 4 12.94 .00653: 8 10.33 6.1 15.65 190.5 37/ 4 37/ 4 14.50 .00644, 9 11.63 6.3 18.05 280.7 27/ 5 27/ 5 16.58 .00638: 10 12.92 6.4 20.55 397.1 29/ 5 29/ 5- 17.81 .00602. 10A 13.56 6.5 22.03 470.4 31/ 5 29/ 5 19.42 .00581; 11 14.23 6.6 23.59 555.6 31/ 5 31/ 5 19.03 .00560 12 15.56 6.9 26.'4 758.9 33/ 5 33/ 5 20.25 .00524 13A 16.23 7.0 28.40 878.5 33/ 5 26/ 7 25.76 .00628 , 138 16.23 8.0 32.36 988.5 26/ 7 26/ 7 31.25 .00670 1 11A 16.79 7.5 31.53 1038.7 26/ 7 26/ 7 31.25 .00688 148 16.79 10.0 41.10. 1333.7 26/ 7 31/ 8 39.96 .00669 15 16.94 9.8 40.93 1325.4 26/ 7 31/ 8 39.96 .00678 *
; 16 17.33 8.0 34.63 1213.9 26/ 7 31/'8 39.96 .00801 i HEIGHT ABOVE BASE 240.00 (FTJ TOP ELEVATION 240.00 (FTJ GPADE ELEVATION 0.00 (FT) 0.0 AT OHIMNEY TOP 5.33 (FT)
I.L. AT OHIMNEY TOP 3.75 (FT)
~
FLUE OPENINGS CUT 5 BETA GAM 4A (DEG) (DEG) 15 1 18.93 0.00 16 1 18.48 0.00 l i 1 i l' ' l FORM CSFRC81 1
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9 BIG ROCK POIf4T PLANT SEP TOPIC III-2,*HIGH WTVO AND TORMA00 LOADS' REINF02ED C0dCHEIE CHI.4NEY 4 3
*** B A 5 I C CEOMEIRY T'A B L E s2 ***
CUT SECTION EXPOSURE. SECTION MOMEtaf 9 VOLUME AREA ARM . AREA (FT**2) (FT**2) (FT) (FT**3) 1A 11.29 5.33 0.50 2.67 18 25.60 14.38 1.33 36.04 2 79.85 55.84 4.96 509.91 3 173.45 120.42 9.84 3205.60 4 191.78 132.09 9.85 8426.41 5 212.06 145.00 9.84 16413.96 l' 6 236.28 160.42 9.83 27451.51
; 7 263.12 177.51 9.84 41866.99 8 295.83 196.46 9.83 60017.34 9 339.06 219.58 9.80 82319.02
.; 10 388.27 245.42 9.82 109270.71
; 10A 214.11 132.40 4.96 124651.80 j 11 229.36 138.96 4.96 141389.52
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- 150 (PCF)
.I STEEL Dj YIELD STRENGTH # 40000 (PSI)
' M0JULUS OF ELASTICITY 29000. (KSI)
YIELD STPAIN 00138 q . MODULAR RATIO 8.09 STRENGTH RATIO 11.43
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$v.%7[ $wn:~V. M:;."dd./ . $Kffs A/.du,Vfd BIG ROCK POINT PLANT SEP TOPIC III-2,'HIGH =INO AND TOHNADO LOA 05' REINFOCED CONCRETE CHIMNEY
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- B A 3 I :: L0ADING T A B L E ***
CUT DEAD SERVICE TOTAL WIND WIND MOMENT SHEAR SHEAR LOAD LOADS LOAD PRESSURE LOAD FOP 0E STRESS (KIPS) (EIPS) (KIPS) (PSF) (KIPS) (K4FT) (KIDS) (PSI) 1A 1.69 0.00 1.69 102.4 0.38 0.2 0.38 0.24 1B 3.84 0.00 5.53 102.4 1.03 2.6 1.41 1.27
; 11.98 0.00 17.51 102.4 4.00 36.6 5.42 4.58 3 26.02 0.00 43.53 102.4 8.63- 229.8 14.05 10.68 4 28.77 0.00 72.30 102.4 9.47 604.0 23.52 16.25 i'
~ 31.81 0.00 104.10 102.4 10.39 1176.6 33.91 21.20 6 35.44 0.00 139.55 A02.4 11.50 1967.7 45.41 25.43 7 39.47 0.00 179.01 102.4 12.72 3001.0 58.13 29.35 8 44.37 0.00 223.39 102.4 14.08 4302.0 72.21 32.04 9 50.86 0.00 274.25 102.4 15.74 5900.6 87.95 33.83 10' 58.24 0.00 332.49 102.4- 17.59 7832.5 105.55 35.67 10A 32.12 0.00 364.60 102.4 9.49 8935.0 115.04 36.26 11 34.40 0.00 399.01 102.4 9.96 10134.8 125.00 36.80 12 76.01 0.00 475.02 10 2 ~. 4 21.35 12845.1 146.35 37.87 13A 41.73 0.00 516.75 102.4 11.39 14365.2 157.75 38.45 13B 0.00 14.80 531.55 102.4 0.00 14365.2 157.75 33.83 14A 41.02 0.00 572.57 102.4 10.06 15748.0 16 T . 6 0 36.96 14P 0.00 0.00 572.57 102.4 0.00 15748.0 167.80 28.08 15 4.28 0.00 576.85 102.4 0. B3 15863.6 168.63 28.61 16 40.85 0.00 617.69 102.4 8.75 17099.7 177.38 35.57 *
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*** 5 T R E N G T H T A B L E ***-
CU1 MOMENT NEUTRAL STEEL CONCRETE TORNADO TORNADO ! CAPACITY AXIS STRAIN STRAIN PRESSURE WINDSPEED (KIP *FT) (DEG) (PSF) (HPH) 5 1364.3 14.2 0.07000 0.00109 118.7 215.4 STEEL'7% 6 2091.5 16.9 0.07000 0.00155 108.8 206.2 STEEL 7% 7 3032.4 19.4 0.07000 d.00205 103.5 201.0 STEEL 7% l B 3896.7 19.7 0.07000 0.00212 92.8 190.3 STEEL 7% 9 5135.8 20.0 0.07000 0.00217 89.1 186.6 STEEL 7%. 10 6384.9 19.7 0.07000 0.00212 83.5 180.6 STEEL.7% 10A 7078.1 19.5 0.07000 0.00207 81.1 178.0 STEEL.7% 11 7833.8 19.3 0.07000 0.00202 79.2 175.8 STEEL 7% i 12 9513.9 19.0 0.07000 0.00195 75.8 172.1 STEEL.7% 13A 11919.4 20.9 0.07000 'O.00239 85.0 182.2 STEEL 7% 138 13657.7 21.0 0.07000 0.00240 97.4 195.0 STEEL 7% 14A 14488.6 22.0 0.07000 0.00263 94.2 191.8 STEEL 7% 148 17101.o 20.0 0.07000 0.00217 111.2 208.4 STEEL.7% 15 15796.6 37.5 0.02608 0.00300 102.0 199.6 CON 2 RETE 16 16599.7 40.0 0.02264 0.00300 99.4 197.1 CONORETE FORM CS-FRC-81
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BIG ROCK POINT PLANT SEP TOPI: III-2,'HIGH WINO A40 TORMA00 LOADS' 8 % ~d /A/ 0af4a^M,, * 'ifj,'9 REINFO:ED CONCPETE CHI 4 NET 20 ROOK.047 ISGR3CK.DBG 20 1 1 40000 29003 3500 150 ' 240 240. O. 5.3333 3.75 1AEXHAUST 00XTOUR (TOP) 239.00 5.333 9.5 18 EXHAUST CONTOUR (BOTTOM) 236.33 5.438 6.0 2 UPPER BALC3NEY 226.33 5.729 6.0
*3 206.33 6.313 6.0 4
186.33 6.896 6.0 5 1h6.33 7.604 6.0 18 4 18 4 6 146.33 8.438 6.0 25 4 25 4 7 126.33 9.313 6.0 33 4 33 4 8 LOWER BALCONY . 106.33 10.333 6.125 37 4' 37 4
- 9 86.33 11.625 6.25 27 5 27 5
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; 11 46.33 14.229 6.625 31 5 31 5
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- 26.33 15.563 6.875 33 5 33 5 13A 16.33 16.229 7.0 33 5 26 7 138 INTERNAL EQUIPPEtlT SUPPORT #1 16.33 16.229 8.0 26 7 26 7 14A 7.833 16.792 7.5 26 7 26 7 148 INTER.NAL EQUIPMENT SUPPORT s2 7.833 16.792 10.0 26 7 31 8 15 FLUE OPENI.TOS (bEST COURS) 7.146 16.839 9.825 26 7 31 8 1
) 16 FLUE OPENINO3 (EAST 000RS) Ad0 GRADE (EL. 595.5') 0.0 17.333 9.0 26 7 31 8 1 15' 1 18.93 0. t 16 1 18.48 0, 10A 0.0 102.4
, 1A 0.0 102.4 11 0.0 102.4 18- 0.0 102.4 12 0.0
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!6 0.0 102.4 8 0.0 102.4 i 9 0.0 102.4 '
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l Title TAT /ML& /L, A:/ N7* 67 M MC" b 40f; bl47* *E ks e s04/Wi*W /W $f WiM i CRACKED RING MODEL OF R.C.CHIMNE 5 USED TO STUDY THE STRESS RESULTANTS OF THE SECTION DUE TO RADIAL PRESSURE LOADS. THE PRESSURE DISTRIBUTIDM IS BASED ON A HIGH REYNOLD'S NUMBER WIND PLOW (10**7,R08HKO) KEY TO VARIABLES 1 i . Ps STAGNATION PRESSURE
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W 4,v,os,/4# st7 CM 4d' /0 *MC PRESSURE LOADING TABLE PNT ,ANCLE MORI: VERT FORCE FH FV (DEG) (R) (R) (P*B*R) (P*B*R) (P*R*R) 1 5.00 0.0872 0.9962 0.16493 =0.01437 =0.16431 2 15.00 0.2588 0.9659 0.12828 =0.03320 =0.12391 3 25.00 0.4226 0.9063 0.06196 =0.02619 =0.05615 4 35.00 0.5736 0.8192 =0.02007 0.01151 0.01644 5 45.00 0.7071 0.7071 =0.12479 0.ORR24 0.08924 6 55.00 0.8192 0.5736 =0.23300 0.19086 0.13364 7 65.00 0.9063 0.4226 =0.31416 0.28472 0.13277 8 75.00 0.9659 0.2588 =0.34558 0.33380 0.08944
, 9 85,00 0.916? 0.0972 =0.31416 0.31296 0.02738 ,' 10 9b.00 0.9967 =v.Dd72 =0.'43998 0.23907 =0.02092 11 105.00 0.9659 =0.2588 =0.17017 0.16437 =0.04404 1 12 115.00 0.9063 =0.4226 =0.14661 0.13287 =0.06196 l 13 125.00 0.8192 =0.5736 =0.14661 0.12009 =0.08409 l 14 135.00 0.7071 =0.7071 =0.14661 0.10367 =0.10367 15 145.00 0.5736 =0.8192 =0.14661 0.08409 =0.12009 16 155.00 0.4226 =0.9063 =0.14661 0.06196 =0.13287
- l 17 165.00 0.2588 =0.9659 -=0.14661 0.03794 =0.14161 -
18 175.00 0.0872 =0.9962 =0.,14661 0.01278 -=0.14 60 5 CUT LOCATION TABLE {' p toTT 6*C41221 RLfKy JO
- CUT ANGLC HORIZ VERT (DEG) (R) (R) .'
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1 10.00 0.1736 0.9848 . 20.00 0.3470 i ' l 2 0.9397 3 30.00 0.5000 0.8660 -
-l 4 40.00 0.6429 0.7660 5 50.00 0.7660 0.6428 6 60.00 0.0660 0.5000 7 70.00 0.9397 0.3420 '
8 80.00 0.9848 0.1736 .- 9 90.00 1.0000 0.0000 .. 10 100.00 0.9848 =0.1736 I 11 110.00 0.9397 =0.3420 ' < 12 120.00 0.8660 -0.5000 , 13 130.00 0.7600 =0.6428 - 14 140.00 0.6428 =0.7660 , 15 150.00 0.5000 -0.8660 16 160.00 0.3420 -0.9397 17 170.00 0.1736 =0.9848 ' 18 180.00 0.0000 =1.0000
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Sker 55xfD Note 7 kid $!Tso/4" & Af STRESS RESULTANT TABLE FOR Av4 ws Locar x FREE-FIXED MODEL gg i CUT MOMENT AXIAL SHEAR TOTFH TOTFV ANGLE (P*B*R**2) (P*B*R) (P*B*R) (PSB*R) (P*B*R) (DEG) 1 -0.01437 0.00000 -0.16493 -0.01437 =0.16431 10.00000 2 -0.05387 0.02228 =0.29127 -0.04758 -0.28822 20.00000
! 3 =0.10831 0.04347 =0.34949 -0.07376 -0.34437 30.00000 l
4 -0.16310 0.03343 =0.33211 -0.06225 -0.32793 40.00000 5 =0.20032 -0.04678 -0.23651 0.02599 -0,23969 50.00000 6 -0.20026 =0.22527 =0.08674 0.21685 -0.10604 60.00000 7 -0.14644 =0.49734 0.07034 0.50158 0.02672 70.00000 8 -0.03066 =0.82208 0.18853 0.83538 0.11617 80.00000 9 0.14355 -1.13146 0.24309 1.14834 0.14355 90.00000 10 0.36169 -1.37145 0.24309 1.38741 0.12263 100.00000 11 0.60459 -1.53903 0.21354 1.55178 0.07859 110.00000 0.85673 -1.67680 12 0.16339 1.68466 0.01663 120.00000 1.10839 -1.80376 13 0.09009 1.80475 -0.06746 130.00000 i 14 1.35193 -1.91607 -0.00415 1.90842 =0.17113 140.00000 i 15 1.57995 -2.01031 -0.11646 1.99251 -0.29122 150.00000
! 16 1.78552 -2.08361 -0.24342 2.05447 -0.42409 160.00000
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e . ENCLOSUDE 2 RE00EST FOR ADDITTONAL INFORMATION RY THE , OFFICE OF NUCLEAR REACTOR PEGULATION RE PRA ANALYSIS RY CONSUMERS POWER COMPANY RIG ROCK POINT PLANT DOCKET NO. 50-155
- 1. The PRA analysis used calculated capacities in determinina whether a particular structure and enclosed components are available; however, possible interaction between structures or the generation of missiles as one structure fails was not considered. The structural interaction can be due to structures being in near proximity to other structures or structurally interconnected such that the failure of one structure causes failure of the other. Can the failure of one structure at a lower wind-speed lead to damage or failure of other structures that were calculated to have hiaher windspeed resistance due to either a) structural inter-action or b) generation of missiles?
- 2. The PRA analysis was based on the premise that above a tornado windspeed of 150 mph, damaae from wind loadings beains to dominate whereas below 150 mph, damage from tornado missiles dominates; therefore, the analysis did not consider the effect of tornado wind loadinas below 150 mph.
Structural capacities presented in Table 1 of the PRA analysis as well as' capacities calculated by the staff indicate that limitina structural capacities of certain structures (e.g., control room / service buildino complex, turbine building) lie below 150 mph. How does this affect the conclusions reached in the PRA?
- 3. The PRA analysis only considered structural capacity in terms of velocity pressure (wind flow around a structure) and did not consider capacity in terms of differential pressure (pressure drop). The capacity to resist differential pressure should be converted to an associated windspeed and the lesser used to determine probability of exceeding that windspeed. -
Staff calculations do not always support capacities presented by the licensee regarding resistance to differential pressure. Note that in Section 4.5.2 of the IPSAR, the staff concluded that the containment is , adeauate to resist any loads induced by differential pressure and thus i this aspect of containment failure need not be considered in the pRA ! analysis. l
- 4. Other than containment, it does not appear that the effects of the loads imposed by missile impact on other structures have been considered.
- 5. Provide your basis for the assumption that missile damace to the cable penetration room and station power room occurs prior to or simultaneous with, a loss of offsite power 50 percent of the time.
- 6. Your analysis assumes that certain functions can occur after loss of the protective metal sidina since the main structure will still remain intact. Has consideration been aiven'to the effect that dirt and debris generated by the tornado will have on components (e.a., switchgear, instrumentation, motor control centers, motors, etc.) formerly protected by the siding.
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- 7. Tornado missile analyses performed per EPRI NP-768, 760 and 2005 are generic. For nlant-specific reviews, the evaluation must take into account such items as plant geometry, potential missiles as a result of a site review, and missile location relative to plant-specific structures.
It appears that such an analysis has not been performed for Rig Pock Point but rather, extrapolations from other analyses were made. Justify your conclusions regarding tornado missiles in light of differences between the EPRI reports and the extrapolations performed for Big Rock Point.
- 8. Below a windspeed of approximately 165 mph (usino the Mcdonald's upper 95th percentile tornado hazard estimate), the probability of exceedina threshold windspeed for straight winds dominates over the probability of exceeding threshold windspeed for tornados; however, the PPA presented by the licensee only considered plant risk from tornados. Therefore, plant risk from straight winds must also be considered.
- 9. It was stated that 80 mph corresoonds to the original design criteria, below which no damage from tornado missiles is postulated to occur.
Justify that no unacceptable missile damage will occur below 80 mph given that the original design, even thouah 80 mph, did not consider missiles. l
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