ML20107F040
| ML20107F040 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 10/31/1984 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20107E986 | List: |
| References | |
| NUDOCS 8411050204 | |
| Download: ML20107F040 (63) | |
Text
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VOGTLE ELECTRIC GENERATING PLANT GEORGIA POWER COMPANY
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L l
11 AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT l.
Prepared by Bechtel Power Corporation, Los Angeles, California
. October 1984 fh A
0 g
- r. VEGP-AUXILIARY FEEDWATER PUMPHOUSE
[ DESIGN REPORT f-i TABLE OF-CONTENTS Section Page
1.0 INTRODUCTION
1
2.0 DESCRIPTION
OF STRUCTURE 2-2.1 General Description 2 2.2 Location and Foundation Support 2 2.3 Geometry and Dimensions 3 2.4 Key Structural Elements 3 2.5 Major Equipment 3 2.6 Special Features 3 3.0 DESIGN BASES 4 3.1 Criteria 4 3.2 Loads 4 3.3 Load Combinations and Stress / Strength Limits 9 3.4 Materials 9 4.0 STRUCTURAL ANALYSIS AND DESIGN 11 4.1. Selection of Governing Load Combination 11 4.2 Vertical Load Analysis 12 4.3 Lateral Load Analysis 12 4.4 Combined Effects of Three Component Earthquake Loads 13 4.5 Roof Slabs 14 4.6 Shear Walls 15 4.7 Basemat 16 i
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VEGP-AUXILIARY FEEDWATER PUMPHOUSE q DESIGN REPORT J TABLE OF CONTENTS (cont)
Section Page 5.0 MISCELLANEOUS ANALYSIS AND DESIGN 17 5.1 Stability Analysis 17 I 5.2 Tornado Load Effects 18 5.3 Foundation Bearing Pressure 19/20
6.0 CONCLUSION
19/20
7.0 REFERENCES
19/20
]
TABLES
' FIGURES
. APPENDICES.
A Definition of Loads B Load Combinations C Design of Structures for Tornado Missile Inpact ii QI
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN. REPORT
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( LIST OF TABLES Tables Page 1 Auxiliary Feedwater Pumphouse Seismic Acceleration Values 21 2 Tornado Missile Data 22
- 3. Design Results 23 4 Design.Results for Shear Wall 7 25 5 Factors of Safety for Structural Stability 26 6 Tornado Missile Analysis Results 27 7 i Maximum Foundation Bearing Pressures 28 iii
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT l_
%y 3
m- -
LIST OF FIGURES Figure
{
l Location of Auxiliary Feedwater Pumphouse - Unit 1 2 Location of Auxiliary Feedwater Pumphouse - Unit 2 3 Auxiliary Feedwater Pumphouse Floor Plan - Unit 1 4 Auxiliary Feedwater Pumphouse Roof Plan and Elevation 5 Location of Shear Walls 6 Dynamic Incremental Soil Pressure Profile 7 Wind and Tornado Effective Velocity Pressure Profiles 8 Concrete Reinforcing Details iv
y a
w VEGP-AUXILIARY FEEDWATER PUMPHOUSE &
DESIGN. REPORT
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1.0 INTRODUCTION
jg in :
The Nuclear Regulatory. Commission Standard Review Plan, j-NUREG-0800, requires the preparation of design reports for jf Category 1 structures.
This design report represents one of a series of 11 design 9F reports and one seismic analysis report prepared for the Vogtle qL Electric Generating Plant (VEGP). These reports are listed [I below: a
- Containment Building Design Report fh
- Containment Internal Structure Design Report
- Auxiliary Building Design Report y
- Contro3 Building Design Report j_
- Fuel Handling Building Design Report Tb
- NSCW Tower and Valve House Design Report _
- Diesel Generator Building Design Report i_
- Auxiliary Feedwater Pumphouse Design Report $
- Category 1 Tanks Design Report ;
- Diesel Fuel Oil Storage Tank Pumphouse Design Report I
- Category 1 Tunnels Design Report i_
- Seismic Analysis Report $-
?
The seismic Analysis Report describes the seismic analysis -=
methodology used to obtain the acceleration responses of $
Category 1 structures and forms the basis of the seismic loads in all 11 design reports.
}1 1
The purpose of this design report is to provide the Nuclear (E Regulatory Commission with specific design and construction information for the auxiliary feedwater pumphouse, in order to f
assist in planning and conducting a structural audit. Quantita- #
tive information is provided regarding the scope of the actual [.
design computations and the final design results. f k
The report includes a description of the structure and its 5 function, design criteria, loads, materials, analysis and design f procedures, and a design summary of representative key structural [
elements, including the governing design forces.
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VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT
2.0 DESCRIPTION
OF STRUCTURE 2.1 GENERgLDESCRIPTION The auxiliary feedwater pumphouse is a rectangular, box type, one story, reinforced concrete structure. There is one pumphouse per plant unit. The pumphouse houses the safety-related auxiliary feedwater pumps and related equipment. It also serves as a transition structure between the condensate storage tanks and the auxiliary feedwater tunnel. Interior walls are provided for train ceparation. The center portion is raised to allow access to the condensate storage tank missile structure area. Addi- m tional walls are provided at the north and south ends of the structure for missile protection of the access areas.
2.2 LOCATION AND FOUNDATION SUPPORT All Category 1 structures are founded within the area of the power block excavation. The excavation removed in-situ soils to elevation 130't where the marl bearing stratum was encountered.
All Category 1 structures are located either directly on the marl bearing stratum or on Category 1 backfill placed above the marl bearing stratum. The backfill consists of densely compacted select sand and silty sand. The nominal finished grade elevation is 220'-0". The high groundwater table is at elevation 165'-0".
Ea.ch auxiliary feedwater pumphouse is located in the Category 1 yard area between the condensate storage tanks and the main -
steam tunnel (see figures 1 and 2). It is slightly embedded, extending approximately 24 feet above grade. The structure is supported by a 3-foot-thick mat foundation. The top of the basemat is approximately 4 feet below grade. The basemat plan .,
dimensions are 40 feet by 66 feet. The basemat is founded on approximately 80 feet of Category 1 backfill placed on the marl bearing stratum. It is approximately 50 feet above the high water table.
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VEGP-AUXILIARY FEEDWATER PUMPHOUSE =
DESIGN REPORT i s;-
2.3 GEOMETRY AND DIMENSIONS y The auxiliary feedwater pumphouse is 40 feet by 86 feet in plan. [
The top of roof levels are 26 feet and 18 feet above the top of I the basemat. All walls are 2 feet thick and all roofs are 21 --
inches thick. Structure plans and section are shown in figures 3 =y
+*
and 4.
8 2.4 KEY STRUCTURAL ELEMENTS g The auxiliary feedwater pumphouse is analyzed and designed as a Y shear wall structure. The key structural elements are the ;_
m basemat, shear walls, and roof diaphragm. The shear walls g considered are shown in figure 5. 5 I
t 2.5 MAJOR EQUIPMENT '%
The auxiliary feedwater pumphouse contains the train A and B b electric auxiliary feedwater pumps, the train C steam turbine I
=
pump, and related equipment. ;
3 I
2.6 SPECIAL FEATURES j 2.6.1 Sump e
a The auxiliary feedwater pumphouse contains a 13-foot by 15-foot 7 sump which extends 8 feet 4 inches below the bottom of the .
basemat. It is structurally separated from the basemat by an y expansion joint. [
+
-F 2.6.2 Hatches I There are three, removable, reinforced concrete hatches in the i
=p:
roof of the auxiliary feedwater pumphouse. They are missile y proof and are provided for equipment removal. E'
%m t
3
L VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT 3.0 DESIGN BASES
.3.1 CRITERIA The following documents are applicable to the design of the auxiliary feedwater pumphouse.
3.1.1 Codes and Standards
- American Concrete Institute (ACI), Building Code Requirements for Reinforced Concrete, ACI 318-71, including 1974 Supplement.
- . American Institute of Steel Construction (AISC),
Specification for the Design, Fabrication, and Erection r
of Structural Steel for Buildings, adopted February 12, 1969, and Supplements No. 1, 2, and 3.
' 3.1.2 Regulations
- 10 CFR 50, Domestic Licensing of Production and Utiliza-tion Facilities.
'3.1.3 General Design Criteria (GDC)
- GDC 1, 2, 4, and 5 of Appendix A, 10 CFR 50 t 3.1.4 Industry Standards Nationally recognized industry standards, such as American Society for Testing and Materials (ASTM), American Concrete Institute, and American Iron and Steel Institute (AISI), are used to specify material properties, testing procedures, fabrication, and construction methods.
3.2 LOADS The auxiliary feedwater pumphouse is designed for all credible loading conditions. The loads are listed and load terms defined in Appendix A. The loads are further defined as follows.
e
' ~ VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT l- 3.2.1 Normal-Loads I:
-3.2.1.1 De'a'd Loads-(D)
~
- . Reinforced concrete 150 pcf
- - Piping- 50 psf slabs and walls as applicable
- Major Equipment Electric AFW pumps -
(Refer to. figure 3 for 19.5 k each location)- Steam-turbine pump - 21.7 k 3.2.1.2 -Live Loads.(L) _
- Distributed snow or other 30 psf
. load on roofs
- Distributed. load on bas'emat 100 psf
- Distributed load on platforms 100 psf
- Concentrated load on slabs 5k )
(Applied to maximize moment.
and shear)
- At-rest lateral soil pressure .7y,H (Refer to section 3.4.6) 3.2.1.3 ~ Operating Thermal-Loads (T g)
The maximum temperature in the auxiliary feedwater pumphouse under operating conditions is 120'F.
3.2.1.4 ~ Pipe Reactions ~(Rg )
-There'are no significant pipe reactions applicable to the auxi-liary feedwater pumphouse.
3.2.2 Severe Environmental Loads 3.2.2.1 Operating Basis Earthquake, OBE (E)
Based on the plant site geologic and seismologic investigations, the peak ground acceleration for OBE is established as 0.12g.
The. free-field response spectra and the development of horizontal 5
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT and vertical floor accelerations and in-structure response spectra at the basemat and roof levels are discussed in the Seismic Analysis Report. The horizontal and vertical OBE floor ,
accelerations are provided in table 1.
The OBE damping values, as percentages of critical damping, applicable to the auxiliary feedwater pumphouse are as follows:
Reinforced' concrete structures 4 Welded steel structures 2 Bolted steel structures 4 Dynamic lateral earth pressurec are developed by the Mononabe-Okabe method for active earth pressure above the water table using-the peak ground accelerations. The dynamic incremental soil pressure profile is shown in figure 6.
3.2.2.2 Design Wind (W)
The applicable wind load is the 100-year mean recurrence interval 110 mph wind based on ANSI A58.1-1972 (reference 1). Coeffi-cients are per Exposure C, applicable for flat open country. The wind effective velocity pressure profile is shown in figure 7.
3.2.3 Extreme Environmental Loads 13.2.3.1 Safe Shutdown Earthquake, SSE (E')
Based on the plant site geologic and seismologic investigations, the peak ground acceleration for SSE is established as 0.20g.
Free-field response spectra and the development of horizontal and vertical floor accelerations and in-structure response spectra at the basemat and roof levels are discussed in the seismic Analysis Report. The horizontal and vertical SSE floor accelerations are provided in table 1.
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VEGP-AUXILIARY FEEDWATER'PUMPHOUSE DESICN REPORT The SSE damping values,.as a percentage of critical damping, applicable to 'the auxiliary _ feedwater pumphouse. are as follows:
Reinforced concrete structures 7
-Welded steel' structures 4 Bolted steel structures' 7 Dynamic lateral earth pressures are developed by the Mononabe-Okabe method for active earth pressure above the water table using the peak ground accelerations. The dynamic incremental soil pressure profile is shown in figure 6.
3.2.3.2 Tornado Loads (Wt )
. Loads due to the design tornado inblude wind pressures, atmos-pheric pressure differentials, and tornado missile strikes. 'The design-tornado parameters, which are in conformance with the Region I parameters defined in Regulatory Guide 1.76, are as follows:
- - Rotational tornado speed 290 mph
-* Translational tornado speed 70 mph maximum 5 mph minimum
- . Maximum wind speed 360 mph
- Radius of tornado at maximum 150 feet rotational speed
- Atmospheric pressure differential 3 psi
- . Rate of pressure differential change 2 psi /sec The tornado effective velocity pressure profile used in the !
design (see figure 7) is in accordance with reference 2.
The auxiliary feedwater pumphouse is also designed to withstand the tornado missile impact effects from airborne objects trans-
. ported by the tornado. The tornado missile parameters are listed in table 2. Missile trajectories up to and including 45 degrees 7
-VEGP-AUXILIARY FEEDWATER PUMPHOUSE.
DESIGN: REPORT I J
- off of' horizontal use the listed horizontal velocities. Those
- trajectories greater than 45 degrees use the. listed vertical velocities. j Tornado loading-(W ) is' defined as the worst case of the follow-t ing combinations of tornado load effects.
Wt * "tg (Vel city pressure effects)
W. = Wtp (Atmospheric pressure drop effects)
Wt * "tm (Missile impact. effects)
Wt* tq + 0.5 Wtp Wt tg
- tm
.Wt=wtq + 0.5 Wtp + wtm 3.2.3.3 Probable Maximum Precipitation, PMP (N)
The load due to probable maximum precipitation is applied to the auxiliary feedwater pumphouse roof areas. Special roof scuppers are.provided with sufficient scupper capacity to ensure that the depth of ponding water due to the PMP rainfall does not exceed 18 inches. This results in an-applied PMP load of 94 psf.
3.2.3.4 Blast Load (B)
The blast load accounts for a pos'tulated site-proximity explo-sion.- The blast load is conservatively taken as a peak positive incident overpressure of 2 psi (acting inwards or outwards) applied as a static load.
3.2.4 Abnormal Loads (P ,
a T,, Rg , Yr , Y$ , Y,)
Pressure (P,) and jet impingement (Y$ ) loads are developed for the high-energy pipe lines in the auxiliary feedwater pumphouse.
These are applied to the impacted structural elements. The magnitude of the most severe of these loads are as follows:
- P = 1.7 psi a
- Y3 = 63.5 psi 8
L
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VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT There are no other significant abnormal loads applicable to the cuxiliary feedwater pumphouse.
3.3 LOAD COMBINATIONS AND STRESS / STRENGTH LIMITS The load combinations and stress / strength' limits for structural eteel and reinforced concrete are provided in Appendix B.
3.4 MATERIALS The following materials and material properties were used in the '
design of the auxiliary feedwater pumphouse:
3.4.1 Concrete
- Compressive strength f = 4.0 ksi
- Modulus of elasticity E c = 3605 ksi
- Shear modulus G = 1440 ksi
- Pois.;)n's ratio v = 0.17 - 0.25 f
3.4.2 Reinforcement - ASTM A615 Grade 60
- Minimum yield stress F y = 60 ksi
- Minimum tensile strength Fult = 90 ksi
- Minimum elongation 7-9% in 8 inches
! 3.4.3 Structural Steel - ASTM A36
- Minimum yield stress F = 36 ksi Y
- Minimum tensile strength F = 58 ksi ult
)
- Modulus of elasticity E s
= 29,000 ksi 3.4.4 Structural Bolts - ASTM A325: (1/2 inch to 1 inch
, inclusive)
- Minimum yield stress F y = 92 ksi
- Minimum tensile strength F = 120 ksi ult 9
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT
~
'3.4.5~ Anchor Bolts and Headed Anch'or Studs 3.4.5.1 JLS131 A36 -
Minimum yield stress F y = 36 ksi
- Minimum tensile strength Fyyg = 58 ksi 3.4.5.2 ASTM A108 4
-* Minimum yield stress F = 50 ksi F
ult = 60 ksi
- . Minimum tensile strength
- )
3.4.5.3 AS135 A307
- Minimum yield stress F is not applicable y
- Minimum tensile strength Fult = 60 ksi 3.4.6 Foundation ~ Media 3.4.6.1 General Description See section 2.2.
3.4.6.2 Category 1 Backfill
- Moist unit weight y,= 126 pcf
- Saturated unit weight yt = 132 pcf
- Shear modulus G Depth (Feet) 1530 ksf 0-10 2650 ksf 10-20 3740 ksf 20-40 5510 ksf 40-Marl bearing stratum
- Angle of internal friction p = 34*
- Cohesion C=0 10
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VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGNEREPORT.
3~.4.6.3 , Net' Bearing Capacities
- . Ultimate 92.5 ksf
- ' Allowable static 30.8 ksf
- -Allowable-dynamic 46.3 ksf 4.0 STRUCTURAL' ANALYSIS AND DESIGN This section provides-the methodologies employed to analyze the cuxiliary feedwater pumphouse aind to design its key structural olements, using the applicable loads and load combinations cpecified in section 3.0.
.A preliminary proportioning of key structural elements is based on_plantilayout and separation requiremente, and, where appli-cable,'the minimum thickness requirements for the prevention of concrete' scabbing or perforation due to tornado missile impact.
- The proportioning of these elements is finalized by confirming
- that strength requirements and, where applicable, ductility
.cnd/or stiffness requirements are satisfied. -
The structural ~ analysis and design are primarily performed by Scanual calculations. The building structure is considered as en assemblage of slabs and walls. The analysis is performed using standard structural analysis techniques. The analysis techniques, boundary conditions, and application of loads are provided to illustrate the methods of analysis and design.
.In addition, representative analysis and design results are provided.to illustrate the response of the key structural I olements for governing load combinations.
4.1' SELECTION OF GOVERNING LOAD. COMBINATION An evaluation of load magnitudes, load factors, and load combinations is performed to determine the load combination that governs the overall response of the structure. It is determined .that load combination equation 3 for concrete design
.(Appendix B, Table B.2) containing OBE governs over all other 11
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VEGP-AUXILIARY FEEDWATER PUMPHOUSE' DESIGN REPORT l
load combinations, and hence forms the basis for the overall '
structural analysis and design of the auxiliary feedwater pumphouse. -
All other load combinations, including the effects of Mbnormal loads and tornado _ loads, are evaluated where applicable on a local' area basis, i.e., section 5.2. The localized response is combined with-the. analysis results of the overall structural response, as' applicable, to confirm that design integrity is l maintained. -
4.2 VERTICAL LOAD ANALYSIS The vertical load carrying elements of the auxiliary feedwater pumphouse consist of concrete roof slabs that support the applied vertical loads, the walls that support the roof slabs, and the basemat which transmits the loads from the walls to the founda-
- tion medium. Representative vertical load carrying elements are identified in figure 5. .
(
The analysis of the building for vertical loads begins at the '
' roof slab and proceeds down through the walls of the building tc
.the.basemat. Slabs are analyzed for the vertical loads applied to them. The total vertical load on a wall is computed based on its self weight and the vertical loads from the roof slab (
- ' tributary areas.
4.3 LATERAL LOAD ANALYSIS The lateral load carrying elements of the auxiliary feedwater l pumphouse consist of concrete roof slabs acting as rigid diaphragms, the shear walls which transmit the loads from the roof diaphragm l through the walls below to the basemat, and the basemat which transmits the loads from the walls to the foundation medium.
Representative lateral load carrying elements are identified in l figure 5. I Since the building structure utilizes the slab diaphragms for horizontal shear distribution, the lateral load analysis is -
F 0
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~ _ , . . . _ _ - _ _ _ . , _ . _ _ , _ . - , _ . _ _ . . _ _ _ _ . _ _ , . _ _ _ _ _ _ - _ _ _ , _ . , . . - - - -
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT performed by a conventional rigidity and mass analysis. In this analysis, the maximum horizontal design forces for earthquake loads are applied statically. The design horizontal earthquake load (story shear load) at the roof level is obtained by multi-plying the lumped roof story mass by the maximum roof acceleration. The story shear load is distributed to the shear walls in proportion to their relative rigidities.
To account for the torsion caused by seismic wave propagation effects, the inherent building eccentricity between the center of mass and center of rigidity is increased by 5 percent of the maximum plan dimension in the computation of the torsional moment.
The torsional moment is obtained as the product of this augmented eccentricity and the roof story shear. The shear in the walls resulting from this torsional moment is computed based on the relative torsional rigidities of the walls.
For a given shear wall, the shear due to roof story shear (direct shear) and shear due to torsional moment (torsional shear) are combined to obtain the total design shear load. The torsional shear is neglected when it acts in a direction opposite to the direct shear.
4.4 COMBINED EFFECTS OF THREE COMPONENT EARTHQUAKE LOADS The combination of co-directional reponses due to three component earthquake effects is performed using either the Square Root of the Sum of the Squares (SRSS) method, i.e., +R l R = (R2+R )1/2 or the Component Factor method, i.e.,
R=Ri + 0.4 R$ + 0.4 Rk R = 0.4 Ri+R$ + 0.4 Rk R = 0.4 Rg + 0.4 R$+Rk wherein 100 percent of the design forces from any one of the three components of the earthquake is considered in combination with 40 percent of the design forces from each of the other two components of the earthquake.
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VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT 2 3
4.5 ROOF SLABS 1 9
4.5.1 Analysis and Design Methodology 3 A layout of the roof slab panels of the auxiliary feedwater _3 pumphouse is presented in figure 4. Based on the panel con- (
figuration, relative stiffness of the supporting members and the i type of fixity provided, slab panels are analyzed for one way h
slab action using appropriate boundary conditions and standard (
beam formulae. g Equivalent uniformly distributed loads are applied to rcof slab i s
panels. The design vertical earthquake loads for roof slab y panels are obtained by multiplying the effective mass from the !
applied loading (including its own mass) by the maximum roof &
acceleration. 4 Based on the floor flexibility study, it is concluded that the effects of vertical flexibility on the auxiliary feedwater pump-house floor accelerations and response spectra are insignificant, 4, 4-as long as the fundamental floor system frequency is equal to or higher than 25 cps. The evaluation of the floor systems in the
{
pumphouse demonstrates that their frequencies are higher than 4 this value. The details of the floor flexibility study are provided in the Seismic Analysis Report. ],
Slab panels are selected for design on the basis of the cchi.rol- pF ling combination of design load intensity, span, panel con- !!fl figuration, and support condition. The structural design is j ;
primarily based on strength considerations and consists of sizing l and detailing the reinforcing steel to meet the ACI 318 Code i requirements. Design results are shown in table 3, and design !
details are presented in figure 8. In general, the reinforcing f requirements are determined for the governing face of the slab 4 s
and conservatively provided on both faces and in both directions. .; l As appropriate, additional reinforcment is provided in the roof adjacent to large openings. (i 1
4 14 ]
_ _ _ . . . . . . . . 3
s_ .rm- -x VEGP-AUXILIARY FEEDWATER PUMPHOUSE I DESIGN REPORT p-t 4.6- SHEAR WALLS- ;
l 4.6.1- Analysis 'and'De' sign' Methodology
, The locations of shear walls are identified in figure 5.
o The' details of the analysis methodology used to compute the L total in-plane design 11oads of a shear wall are described under lateral load analysis in sections 4.2 and 4.3.
The in-pline design loads include axial loads resulting from the overturning moment.
The out-of-plane design loads are considered using the inertia loads -on the valls due' to the -structural acceleration caused by the design earthquake. The seismic inertia loads are applied as uniform pressure loads.-
Conventional-beam analysis is used to compute the bending moment and shear forces resulting from the out-of-plane design loads.
At controlling sections, the combined effects of in-plane over-turning, moment and axial loads, and the out-of-plane loads are
'evaluatSd.
~
i.
The-shear wall design is performed in accordance with the ACI 318 Code using the following methodology:
A. The horizontal and vertical . reinforcement required to resist the design shear loads is determined.
1 B. The flexural capacity of the shear wall using the
," reinforcement determined is obtained using the Cardenas
>'- equation, (reference 3).
.y .;2C If the flexural capacity computed is less than the l
design overturning moment, then the reinforcement o I required is determined in one of the following two ways:
N 1. The total vertical reinforcement required for the Tj f(- design moment is computed using the Cardenas equation and is distributed uniformly along the length of the wall.
s, 15
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT 2.- The reinforcement required in the end section of the wall to resist the overturning moment is computed.
D.' The' reinforcement requirements for the out-of-plane loads are determined and combined with-the requirements for:the in-plane loads.
Design results are shown in tables 3 and 4, and design details are
- presented in figure 8.
f I
4.7 BASEMAT
-4.7.1 Analysis and Design Methodology A' plan: view showing the basemat dimensions is provided in figure 5.
}
The basemat is first checked for rigidity by investigating beam strips spanning between shear wall support points using standard beam-on-elastic-foundation criteria. Each strip is determined to be rigid. The basemat analysis is, therefore, based on a linear soil reaction profile.
The magnitude and distribution of the soil reaction loads are determined by applying statics to the overall auxiliary feedwater pumphouse structure, and summing equilibrium forces at the bottom of the basemat. The-result is a linearly varying soil reaction pressure profile.
'The basemat is analyzed by statically applying the soil reaction pressure profile to the basemat. The walls behave as support points. Basemat panels are selected for design on the basis of
.t21e controlling combination of design load intensity, span, and configuration. Key spans between the support walls are analyzed as beam strips applying standard beam formulas. The structural design is primarily based on strength considerations and consists I of proportioning and detailing the reinforcing steel to meet the ACI 318 Code requirements. Design results are shown in tables 3 l and 4, and design details are presented in figure 8. In general, I 16 L - __ l
L VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT
~.
the~ reinforcing requirements are determined for the governing
- face:of the slab and conservatively-provided on both faces and in both directions. . Appropriate consideration ~is given in the basemat design to,the large sump openings.
5.0 . MISCELLANEOUS ANALYSIS AND DESIGN 1
As' described in section 4.1,~the-auxiliary'feedwater pumphouse.is
' evaluated.for the effects of abnorr.al loads and tornado loads, where applicable'on a local area basis. In addition, the overall stability of the auxiliary'feedwater pumphouse is evaluated.
This section describes thesa analyses and significant special provisions employed in the auxiliary building design.
5.1 STABILITY ANALYSIS The overall stability of the auxiliary feedwater pumphouse is
. evaluated by determining the factor of safety against over-turning, ~and ' sliding. Since the foundation level (eleva-tion :212'-0") is above the high water table elevation (eleva-tion 165'-0"), the auxiliary feedwater pumphouse is not subjected
- - to flotation' effects.
1 5 .1.' 1 -Overturning
[ LThe . factor of safety against overturning is determined using the l equivalent static method.
The. factor of safety against overturning using the equivalent
- ' static method is. defined as the ratio of the resisting moment due
, -toLnet gravity. forces to the-overturning moment caused by the
, maximum lateral forces acting on the structure. The gravity i forces are reduced to account for the effects of the vertical
- ; component of earthquake.
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'VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT.
5.1.'2 Sliding
'The : factor of safety. against~ sliding is defined as the ratio of a combined frictional.and-passive sliding resistance of the founda-tion-tolthe maximum calculated lateral. force.
5.1.3 -Analysis Results-
-The minimum required factors of safety and the calculated factors of safety. tor stability 'are provided in table ' 5.
5.2 TORNADO LOAD EFFECTS Tornado load effects result from wind pressures, atmospheric pressure differentials, and tornado missile strikes. The magni-
. tude mui combinations of tornado load effects considered are described in section 3.2.- The load combination involving tornado -
load' effects is specified by equation 8 of Table B.2 in Appendix B.
, controlling roof and exterior wall panels are investigated for tornado' load effects, and the localized response is combined with the analysis results of the overall structural response, as applicable, to confirm that design integrity is maintained.
Additional reinforcing steel is provided in accordance with the ACI 318 Code, if-necessary, to satisfy design requirements. In
. addition, barriers are provided for the openings in the exterior walls and roofs. Any openings in'the exterior walls or slabs and the interior walls or slabs that may be susceptible to missile entry are evaluated to ensure that no safety-related systems or
- components are located in a potential path of the missile.
t
, The methodology used to analyze and design the structural elements fto withstand the' tornado load effects is described in reference 2.
Specific procedures used for analysis of missile impact effects 1 are described in Appendix C.
i Representative results of the tornado missile analysis are pro-
.vided in table 6.
i 18
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT All wall' and roof panels providing protection against tornado load effects have a minimum thickness of 24 and 21 inches respectively, to preclude missile perforation and concrete scabbing. (
5.3 FOUNDATION BEARING PRESSURE The maximum calculated bearing pressures under the governing design load conditions are provided in table 7.
6.0 CONCLUSION
The analysis and design of the auxiliary feedwater pumphouse includes all credible loading conditions and complies with all applicable design requirements.
7.0 REFERENCES
- 1. " Building Code Requirements for Minimum Design Loads in Buildings and Other Structures," ANSI A58.1-1972, America'n National Standards Institute, New York, N.Y., 1972.
- 2. BC-TOP-3-A, Revision 3, Tornado and Extreme Wind Design Criteria for Nuclear Power Plants, Bechtel Power Corp.,
August 1974.
- 3. Design Provisions for Shear Walls, Portland Cement Association, 1973.
- 4. BC-TOP-4-A, Revision 3, Seismic Analysis of Structures and l Equipment of Nuclear Power Plants, Bechtel Power Corp.,
November 1974.
l l
I I
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I 19/20
VEGP-AUXILIARY FEEDWATER-PUMPHOUSE DESIGN REPORT
{
TABLE 1 AUXILIARY FEEDWATER PUMPHOUSE SEISMIC ACCELERATION VALUES Floor Accelerations (g's)(1)
-(ft) E-W N-S Vert. E-W N-S Vert.
216 0.24 0.24 0.24- 0.14 0.14 0.14 232 0.25 0.25 0.25- 0.15 0.15 0.14 (1) The actual acceleration values used in the design of the structure may be higher than the values shown.
21
VEGP-AUXILIARY FEED'.fATER PUMPHOUSE DESIGN-REPORT
]
TABLE 2 TORNADO MISSILE DATA End-On End-On Height Horizontal Vertical Weight Limit Velocity Velocity Missile W (lb) (ft) (ft/sec) (ft/sec) 4" x 12" x 12' 200 216 200 160 Plank 3" 9 std x 10' 78.5 212 200 160 Pipe 1" 9 x 3' 8 Unlimited 317 254 Steel Rod 6" 9 std x 15' 285 101 160 128 Pipe 12'.' # std x 15 ' 744 46 150 120 Pipe 13-1/2" 9 x 35' .1490 30 III 211 169 Utility Pole Automobile 4000 0 75 60 (20-ft2 Projected Area)
(1) To 30 feet above all grade levels within 1/2 mile of facility structures, l
22
TABLE.3 a
DESIGN RESULTS (Sheet 1 of 2)
Governing S r -
t- A s Required A, Provided Load Force Combination (Factored) Moment Shear (2) (Each Face)~ (Each Face) 'M Wall Equation (k) (ft-k/ft) (k/ft) (in.2/ft) (in.2/ft) @'
1 3,5 423.8 17.6 5.51 0.36(3) 1.05 2 3,5 233.2 13.8 4.32 0.36(3) 1.05 p 3 3,5 434.2 17.6 5.51 0.36(3) 3.05 ts 4 3,5 188.6 17.6 5.51 0.36(3) 1.05 E U 5 3,5 213.6 13.8 4.32 0.36(3) 1.05 h@
6 3,5 200.7 13.8 4.32 0.36(3) 1.05 gE 7 3,5,7 149.0(1) 41.4 21.8 0.49 1.05 @
8 3,5 206.7 13.8 4.32 0.36(3) 1.05 NE 3,5 17.6 5.51 0.36(3) 1.05
- 9 214.9 10 3,5 119.0 2.45 2.04 0.36(3) 1.05 11 3,5 77.2 1.94 1.62 0.36(3)
. 1.05 12 3,5 142.1 2.45 2.04 0.36(3) 1.05 A 13 3,5 119.0 2.45 2.04 0.36(3) 1.05 (1) See table-4 for detailed loading on this key wall (2) Allowable shear = .126 ksi - sufficient for all cases (3) Governed by minimum code reinforcing requirements
TABLE 3 1
-DESIGN RESULTS (Sheet 2 of 2)'
Governing Loading Design A s Required A g Provided Combination- Moment Element Equation (ft-k) (in.2/ft) (in.2/ft)
Roof 3 162 1.21- 1.33 -@'
Basemat 3 123 .97 1.05 .
n
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TABLE 4 DESIGN RESULTS-FOR SHEAR WALL 7 Governing Overturning A s Provided A Required Load Shear' Moment s Combination (Unfactored) (Unfactored) (Each Face) (Each Face)-
Pier Equation (k) (ft-k) (in.2/ft) (in.2/ft)
^
N 1 3' 24.6 63.2 1.22 6.8 @
2 3 14.4 18.5 .0.63 3.2 $-
3 3 39.5 56.3 1.22 7 .' 4 h 4 3 53.9 301.0 10.08 22.1 5 3 46.7 458.4 10.59 22.6 yg g 6 3 31.7 215.4 7.42 15.9 {g A 3 78.4 725.8 5.84 42.0 B 3 78.4 1291.1 19.41 42.0 E.
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VEGP-AUXILIARY FEEDWATER PUMPHOUSE -
DESIGN REPORT i
TABLE 5 FACTORS OF SAFETY FOR STRUCTURAL STABILITY Overturning Sliding Factor of Safety Factor of Safety Lead (1)(2) Minimum Minimum ,
Combination Required Calculated Required Calculated l D+H+E 1.5 3.43 1.5 2.40 D + H + E' 1.1 2.06 1.1 1.35 (1) D = Dead weight of structure -
H = Lateral earth pressure F. = OBE ,
E' = SSE (2) Lateral loads caused by design wind, tornado, and blast are less in magnitude than lateral loads caused by design OBE and SSE.
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I 26
W VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT TABLE 6 TORNADO MISSILE ANALYSIS RESULTS(l)
Panel Size
' Panel Description Length Width Thickness Computed Allowable ;
and Location (ft) (ft) (ft) Ductility Ductility
%. Roof .38.0 23.0 1.75 See 10 Note (2)
Wall 30.'O 17.0 2.0 See 10 Note (2)
Missile 40.0 4.0 2.0 6.5 10 Barrier (1) Governing combination of tornado load effects is Wt
- tg + 0.5 Wtp + "tm I (2) Remains elastic l
l
, 27
. . , _ . . . _ . . . . ~ _ . . , . . _ _ _ . _ _ _ . . _ _ _ _ _ _ _ _ _ . . . _ _ _ . _ _ _ _ _ . _ . _ _ _ _ _ , . _ _ - , , , , _
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT TABLE 7 MAXIMUM FOUNDATION BEARING PRESSURES II)
Computed (3)
Allowable Net (2) Factor Bearing Capacity of Safety Gross Net Gross Net Static Static Dynamic Dynamic Static Dynamic (ksf) (ksf) (ksf) (ksf) (ksf) (ksf) Static Dynamic 1.6 0.6 3.2 2.2 30.8 46.3 154.3 42.0 (1) Maximum foundation bearing pressures are defined as follows:
Gross Static = Total structure dead load plus operating live load divided by total basemat area.
Net Static = The static pressure in excess of the over-burden pressure at the base of the structure.
Gross Dynamic = Maximum soil pressure under dynamic load-ing conditions (i.e., unfactored SSE).
Net Dynamic = The dynamic pressure in excess of the over-burden pressure at the base of the structure.
(2) The allowable net static and dynamic bearing capacities are obtained by dividing the ultimate net bearing capacity by factors of 3 and 2, respectively. The ultimate net bearing capacity is the pressure in excess of the overburden pressure at the foundation level at which shear failure may occur in the foundation stratum.
(3) The computed factor of safety is the ultimate net bearing capacity divided by the net static or net dynamic bearing pressure.
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VEL'F-AUXILIARY FEEDWATER PUMPHOUSE ('_ DESIGN REPORT 4 APPENDIX A DEFINITION Or LOADS i um 's ' ' em '
tt E VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT- s APPENDIX A DEFINITION OF LOADS The loads considered are normal loads, severe environmental loads, extreme environmental loads, abnormal loads, and potential cite proximity loads.
'A.1 NORMAL LOADS Normal loads are those loads to be encountered, as specified, during construction stages, during test conditions, and later, during normal plant operation and shutdown. They include the following:
.D Dead loads or their related internal moments and forces,-including hydrostatic loads and any permanent loads except prestressing forces.
L Live loads or their related internal moments and forces, including any movable equipment loads and other loads which vary with intensity and occurrence, e.g., lateral soil pressures. Live load intensity [ varies depending upon the load condition and the type of structural element.- Tg Thermal effects and loads during normal operating or shutdown conditions, based on the most critical transient or steady-state condition. Rg Pipe reactions during normal operating or shutdown conditions, based on the most critical transient or steady-state conditions. A-1
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VEGP-AUXILIARY FEEDWATER PUMPHOUSE I DESIGN REPORT i l A.2 SEVERE ENVIRONMENTAL LOADS Severe environmental loads are those loads to be infrequently l encountered during plant life. Included in this category are: E Loads generated by the operating basis earthquake (OBE).. These include the associated hydrodynamic and dynamic incremental soil pressures. a 'i
;\ ,-.'W Loads generated by the design wind specified for the plant.
A.3 EXTREME ENVIRONMENTAL LOADS Extreme environmental loads are.those loads which are credible
.but are highly improbable. They include:
]
.E!' Loads generated by the safe shutdown earthquake (SSE).
These include the associated hydrodynamic and dynamic incremental soil pressures. Wt L ads generated by the design tornado specified for the plant. They include loads due to wind pressure, differential pressure, and tornado-generated missiles.
~
N Loads generated by the probable maximum precipitation. B Loads generated by postulated blast along transporta-tien routes.
'A.4 ABNORMAL LOADS Abnormal-loads are those loads generated by a postulated high-energy pipe break accident within a building and/or compartment thereof. Included in this category are the following:
P Pressure load within or across a compartment and/or a building, generated by the postulated break. T, Thermal loads generated by the postulated break and including T g. A-2
- J s
- i. VEGP-AUXILIARY FEEDWATER PUMPHOUSE
' DESIGN REPORT R, Pipe and equipment reactions under thermal conditions generated by the postulated break and including Rg. Y r Load n a structure generated by the reaction of a ruptured high-energy pipe during the postulated event. Y. Load on a structure generated by the jet impingenant 3 from a ruptured high-energy pipe during the postulated break. Y, Load on a structure or pipe restraint resulting from the impact of a ruptured high-energy pipe during the postulated event. A-3/4
- t. VEGP-AUXILIARY FEEDWATER PUMPHOUSE l_ DESIGN REPORT APPENDIX B f- LOAD COMBINATIONS
t VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT f APPENDIX B LOAD COMBINATIONS B.1. STEEL STRUCTURES The steel structures and components are designed in accordance with elastic working stress design methods of Part 1 of the American Institute of Steel Construction ( AISC) specification, using the load combinations specified in table B.1. ' B.2 . CONCRETE STRUCTURES The concrete structures and components are designed in accor-dance with the strength design methods of the American Concrete Institute (ACI) Code, ACI 318, using the load combinations specified in table B.2. B-1/2
_ ,_. -__m _ _. _ _ - . . , TABLE B.1 STEEL DESIGN LOAD COMBINATIONS ELASTIC METHOD i Strength Y sI g D L P, T, Ta E E' 'W t R, ((Y r a N 'B i i service Load conditions 1.0 1 1.0 1.0 1.0 1.0 _g 2 1.0 1.0 3 1.0- 1.0 1.0 1.0 y 1.0 1.0 1.5 >* 4 1.0 1.0 1.0 1.0 1.5 h 5 6 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.5- y w C l> Factored Load t'3 lIS 1.0 1.0 1.6 .$N i (See note b.) 7 8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.6 yy as 1.0 1.0 1.0 1.0 1.6 g
! $ 10 9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.6 h E' I (See notes c and d.)
(See notes e and d.) 11 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.7 3$ 12 1.0 1.0 1.0 1.0 _ 1.0 1.6 $@ 1.0 1.0 1.0 1.6 g 13 1.0 1.0
- a. See Appendix A for definition of load symbols, f is Fabrication, @
j l in Part 1 of the AISC, " Specification for the Design, theand allowable stress Erection of for the Structural Steel elastic for design method m definei Buildings." The one-third increase in allowable stresses permitted for seismic or wind Icadings is not trj 1 considered, When considering tornado missile load, local section strength may be exceeded provided there will be no loss of function of any safety-related system. In such cases, this load cocbination without the tornado missile load is b. also to be considered. j c. When considering Y , Y and Y loads, local section stren9th may be exceeded provided there ""d will Ibeisnoalsolosstoof be i function of any saketyE relate 5 system. In such cases, this load combination without Y), Yr ' n considered. For this load combination, in computing the required section strength, the plastic section modulus of steel I d. shapes, except for those which do not meet the AISC criteria for compact sections, may be used. i 1 i l i
- 4.
T TABLE B.2i* IO' CONCRETE DESIGN LOAD COMBINATIONS
-STRENGTH METHOD T T W R 'R Y Strength-E9E D,, _,1,,_
f
' _Pa_,, ,,g,_ _,a,,, _J,_ E._ _W, , , __ 1 _p,_ _, a,,,,,, . _1,,, ,Y[,,
,Y,m,_ ._E_. _ 1 Lieit Service Load conditions 1 1.4 1.7 U-(See note b.) 2 1.4 1.7 1.7 .U g (See note c.) 3 1.4 1.7 1.9 U y 4 1.05 1.275 1.275 1.275 U >.
5 1.05 1.275 1.275 1.275 1.275 U h 6 1.05 1.275 275 1.425 1.275 U p H Factored Load Conditions U>' tsj p3 7 1.0 -1.0 1.0 1.0 MM 1.0 U H g l (See note d.) 8 9 1.0 1.0 1.0 1.0 1.5 1.0 1.0 1.0 1.0 1.0 U kh ! (See note e.) 10 1.25 1.0 1.25 1.0 U h 1.0 1.0 1.0 1.0 1.0 1.0 U g (See note e.) 11 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 U O >3 12 13 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
- 1. 0 - U U
h$ y
- a. See Appendix A for definition of load symbols. U is the required strength based on strength method per ACI 318-71. -
O
- b. Unless this equation is more severe, the load combination 1.2D+1.7W is also to be considered. C
- c. Unless this equation is more severe, the load combination 1.2D+1.9E is also to be considered. M ,
- d. When considering tornado missile load, local section strength may be exceeded provided there will be no loss of function of I'I '
any safety-related system. In such cases, this load combination without the tornado missile load is also to be considered.
- e. When considering Y , Y , a loads, local section strength may be exceeded provided there will be no loss of function o '
any safety-related isysfem.ndInY,such cases, this load combination without Y , Y , and Y,is also to be considered.
- f. Actual load factors used in design may have exceeded those shown in this t ble r l
l
?, , VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT c (: [: APPENDIX C DESIGN OF STRUCTURES FOR TORNADO MISSILE IMPACT t
- h. +
VEGP-AUXILIARY FEEDWATER PUMPHOUSE
-DESIGN REPORT.
APPENDIX C h DESIGN OF STRUCTURES FOR-TORNADO MISSILE IMPACT C.1 INTRODUCTION ThisLappendix contains methods an'd procedures for analysis and design of steel and reinforced concrete structures and structural elements-subject to tornado-generated missile impact effects. Postulated missiles, and other concurrent loading conditions are identified in Section 3.2 of the Design Report. Missile impact effects are assessed in terms of local damage and structural response. Local damage (damage that occurs in the immediate vicinity of the impact area) is assessed in terms of perforation and scabbing.
- Evaluation of local effects is essential to ensure that protected items would'not be damaged directly by a missile perforating a protective barrier or by scab particles. Empirical formulas are used to assess local damage.
{ Evaluation of structural response is essential to ensure that
- protected items'are not damaged or functionally impaired by
- deformation or collapse of the~ impacted structure.
Structural. response is assessed in terms of deformation limits, strain energy capacity, structural integrity, and structural stability. Structural dynamics principles are used to' predict structural response. C.1.1 Procedures The general procedures for analysis and design of structures or structural elements for missile impact effects include:
;a. . Defining the missile properties (such as type, material, deformation characteristics, geometry, mass, trajectory, strike orientation, and velocity).
C-1 b ' - - 4 - -
. . . . . _______.____..__m._ _ _ _ _ _ _ _ - . - - -
VEGP-AUXILIARY FEEDWATER PUMPHOUSE o DESIGN REPORT
- b. Determining impact location, material strength, and thickness required to preclude local failure (such as
-perforation for steel targets and scabbing for rein-forced concrete targets).
c .~ Defining the structure'and its properties (such as geometry, section strength, deformation limits, strain energy _ absorption ~ capacity, stability characteristics, and dynamic response characteristics). d .' Determining structural response considering other concurrent loading conditions.
'e. Checking adequacy of structural design (stability, integrity, deformation limits, etc.) to verify that local damage and structural response (maximum defor- -
mation) will not impair the function of safety-related items. C .' 2 LOCAL EFFECTS Evaluation of local effects consists of estimating the extent of local ~ damage and' characterization.of the interface force-time function used to predict structural response. Local damage is confined-to_the immediate vicinity of the impact location on the struck element and-consists of missile deformation, penetration of the missile into the element, possible perforation of the element, auud, in the case of reinforced concrete, dislodging of concrete particles from the back face of the element (scabbing).
-\
Because of1the complex physical processes associated with missile
-impact, local effects are evaluated primarily by application of empirical-relationships based on missile impact test results.
Unless_otherwise noted, these formulas are applied considering a normal incidence of strike with the long axis of the missile
-parallel to the line of flight.
1 C-2
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT
'C.2.1 Reinforced Concrete Elements The-parts of the building structure that offer protection for safety-related equipment against tornado-generated missiles are provided with f = 4000 psi minimum concrete strength, have 24-inch-minimum-thick walls, and have 21-inch-minimum-thick roofs.
Therefore, the walls and roofs of these structures are resistant to perforation and scabbing by the postulated missiles discussed in Section 3.2 of the Design Report under tornado loads. C.2.2 Steel Elements Steel barriers subjected to missile impact are designed to preclude perforation. An estimate of the steel element thick-ness for threshold of perforation foi nondeformable missiles is provided by equation 2-1, which is a more convenient form of the Ballistic Research Laboratory.(BRL) equation for perforation of steel plates with material constant taken as unity (reference 1). 2 (Ek ) ! MV m Tp = 672D E k 2 (2-1) where: Tp = steel plate thickness for threshold of perforation (in.). E = missile kinetic energy (ft-lb). k 2 M, = mass of the missile (lb-s /ft). V = missile striking velocity (ft/s). s D .= missile diameter (in.).I")
- a. For irregularly shaped missiles, an equivalent diameter is used. The equivalent diameter is taken as the diameter of a circle with an area equal to the circumscribed contact, or projected frontal area, of the noncylindrical missile. For pipe missiles, D is the outside diameter of the pipe.
C-3 w - l
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT The' design-thickness to prevent perforation, tp , must be greater than the predicted threshold value. The threshold value is increased by 25 percent to obtain the design thickness. t p
= 1.25 Tp (2-2) where:
t = design thickness to preclude perforation (in.). p C.3 STRUCTURAL RESPONSE DUE TO MISSILE IMPACT LOADING When a missile strikes a structure, large forces develop at the missile-structure interface, which decelerate the missile and accelerate the structure. The response of the structure depends on the dynamic properties of the structure and the time-dependent nature of the applied loading (interface force-time function). The force-time function is, in turn, dependent on the type of impact (elastic or plastic) and the nature and extent of local damage. C.3.1 General In an elastic impact, the missile and the structure deform . elastically, remain in contact for a short period of time (dura-tion of impact), and subsequently disengage due to the action of elastic interface restoring forces. In a plastic impact, the missile or the structure or both may deform plastically or sustain permanent deformation or damage (local damage). Elastic restoring forces are small, and the missile and the structure tend to remain in contact after impact. Plastic impact is much more common in nuclear plant design than elastic impact, which is rarely encountered. For example, test data indicate that the impact from all postulated tornado-generated missiles can be characterized as a plastic collision. C-4
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT If'the-interface-forcing function can be defined or conserva-tively idealized (from empirical relationships or from theoreti-cal. considerations), the structure can be modeled mathematically, and conventional analytical or numerical techniques can be used to predict structural response. If.the interface forcing func-tion cannot be defined, the same mathematical model of the structure can be used to determine structural response by appli-cation of conservation of momentum and energy balance techniques with due consideration for type of impact (elastic or plastic). In either case, in lieu of a more rigorous analysis, a conserva-tive estimate of structural response can be obtained by first determining the response of the impacted structural element and then applying its reaction forces to the supporting structure. The predicted structural response enables assessment of struc-tural design adequacy' in terms of strain energy capacity, defor-mation limits, stability, and structural integrity. Three different procedures are given for determining structural response: the force-time solution, the response chart solution, and the energy balance solution. The force-time solution involves numerical integration of the equation (s) of motion and is the most general method applicable for any pulse shape and resistance function. The response chart solution can be used with compar-able results, provided the idealized pulse shape (interface forcing function) and the resistance function are compatible with the response chart. The energy balance solution is used in cases where the interface forcing function cannot be defined or where an upper limit check on structural response is desired. This method will consistently overestimate structural response,
-since the resisting spring forces during impact are neglected.
In defining the mass-spring model, consideration is given to local' damage that could affect the response of the element. For concrete slab elements, the beneficial effect of formation of a fracture plane which propagates from the impact zone to the back of the slab (back face fracture plane) just prior to scabbing l C-5
m VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT (reference 2).is neglected. The formation of this fracture plane limits the forces transferred to the surrounding slab and signifi-cantly reduces overall structural response. Since scabbing is-to be' precluded in the design, the structural response check is made assuming the fracture plane is not formed. It is recognized, however, that should the missile velocity exceed that for thresh- , old of scabbing, - structural response would be limited by this mechanism. 1- Therefore, the structural response is conservatively evaluated ignoring formation of the' fracture plane and any reduction in response. C.3.2 Structural Assessment The-predicted structural response enables assessment of design adequacy in terms of strain energy capacity, deformation limits, stability, and structural integrity. For structures allowed to displace beyond yield (elasto-plastic response), a check is made to ensure that deformation limits j L would not be exceeded, by comparing calculated displacements or required ductility ratios with allowable values (such as those contained in table C-1). L C.4 REFERENCES
- 1. Gwaltney, R. C., " Missile Generation and Protection in Light-Water-Cooled Power Reactor Plants," ORNL NSIC-22, Oak Ridge National Laboratory, Oak Ridge, Tennessee, for the i USAEC, September 1968.
- 2. Rotz, J. V., "Results of Missile Impact Tests on Reinforced Concrete Panels," Vol 1A, pp 720-738, Second Specialty
- Conference on Structural Design of Nuclear Power Plant
- Facilities, New Orleans, Louisiana, December 1975.
i 1 C-6 l
L VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT ( TABLE C-1 DUCTILITY RATIOS (Sheet 1 of 2) Maximum Allowable Value Member Type and Load Condition of Ductility Ratio (p ) Reinforced Concrete Flexure (1), Beams and one-way slabs (2) 0.10 110 P-P' Slabs with two-way reinforcing I) 0.10 110 or 30 p-p' (See 3 and 4) Axial compressionIII: Walls and columns 1.3 Shear, concrete beams and slabs in region controlled by shear: Shear carried by concrete only 1.3 Shear carried by concrete and stirrups 1.6 Shear carried completely by stirrups 2.0 Shear carried by bent-up bars 3.0 Structural Steel Columns (5) 2/r 120 1.3 1/r >20 1.0 Tension due to flexure 10 Shear 10 e Axial tension and steel plates in 0.5 Y membrane tension (6) compression members not required 10 for stability of building structures C-7
VEGP-AUXILIARY FEEDWATER PUMPHOUSE DESIGN REPORT TABLE C-1 DUCTILITY RATIOS (Sheet 2 of 2) Notes: (1) The interaction diagram used to determine the allowable ductility ratio for elements subject to combined flexure and axial compression is provided in figure C-1. (2) p and p' are the positive and negative reinforcing steel ratios, respectively. (3) Ductility ratio up to 10 can be used without an angular ' rotation check. (4) Ductility ratio up to 30 can be used provided an angular rotation check is made. (5) 2/r is the member slenderness ratio. The valte specified is for axial compression. For columns and beams with uniform rcment the following value is used: 14 x 104 , 1 < 10 F I bb\' ~ y \r / (6) e and e are the ultimate and yield strains. e u shallybe taken as the ASTM-specified minimum. u 1 C-8
[uNNfuNs$Er!NaYdN i ?
,, p, a DUCTILITY RATIO FOR o COMPRES&lON ONLY
#g = DUCTILITY RATIO FOR Pb ' "b
= AX1AL LOAD AND FLEXURE ONLY MOMENT UNDER FOf1 VALutS OF 4 AND M, SEE TABLE C 1 P
u % . u 4 o
\
g- M,- cM;
\
N N P'u u O
-O 4 8 3 a a d
<- b x
E 4 4 P'M b b I I 0.1 fl A, I
/
/ I
, i MOMENT u "o Mc Mr ALLOWABLE DUCTILITY RAT 10 tAl REINFORCED CONCRETE INTE R ACTION 88) ALLOWA8LE DUCTILITY RATIO #VS P DI AGR AM (P VS M)
Figure C-1 MAXIMUM ALLOWABLE DUCTILITY RATIO FOR REINFORCED CONCRETE SECTION WITH BEAM-COLUMN ACTION _ _ _ - _ _ - _ _ _ - _ - _ _ _ _ - _ _ - _ _ _ - - _ - _ _ - _ _ _ _ _ _}}