ML20107F055

Diesel Fuel Oil Storage Tank Pumphouse Design Rept

ML20107F055
Person / Time
Site:	Vogtle
Issue date:	10/31/1984
From:	BECHTEL GROUP, INC.
To:
Shared Package
ML20107E986	List: ML20107E990 ML20107E993 ML20107E999 ML20107F009 ML20107F017 ML20107F027 ML20107F033 ML20107F040 ML20107F043 ML20107F055 ML20107F062 ML20107F066
References
NUDOCS 8411050212
Download: ML20107F055 (61)

Text

G ll:-

VOGTLE ELECTRIC GENERATING PLANT GEORGIA POWER COMPANY i

DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT Prepared -

by Bechtel Power Corporation, Loc Angeles, California October 1984 8411050212 841031 PDR ADOCK 05000424 PDR A

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT f

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 3 3.1 Criteria 3 3.2 Loads 4 3.3 Load Combinations and Stress / Strength Limits 8 3.4 Materials 8 4.0 STRUCTURAL ANALYSIS AND DESIGN 10 4.1 Selection of Governing Load Combination 11 4.2 Vertical Load Analysis 11 4.3 Lateral Load Analysis 12 4.4 Combined Effects of Three Component Earthquake Loads 13 4.5 Roof Slabs 13 .

4.6 Shear Walls 14 4.7 Wall Footings 16 5.0 MISCELLANEOUS ANALYSIS AND DESIGN 16 5.1 Stability 16 5.2 Tornado Load Effects 17 5.3 Foundation Bearing Pressure 18 i

cx VEGP-DIESEL-FUEL OIL STORAGE TANK PUMPHOUSE

~ DESIGN REPORT TABLE OF CONTENTS (cont) l Section Page

6.0 CONCLUSION

18 7.0 . REFERENCES 18 TABLES FIGURES APPENDICES A Definition of Loads B Load Combinations C Design of Structures for Tornado Missile Impact 11

P

'VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT LIST OF TABLES

' Table Page 1 ~ Diesel Fuel Oil Storage Tank Pumphouse Seismic Acceleration Values 19 2 Tornado Missile Data 20 3 Design Results 21 4 Tornado Missile Analysis Results 22 5 Maximum Foundation Bearing Pressures 23/24 iii

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VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT -i LIST OF FIGURES Figure 1 Location of Diesel Fuel Oil Storage Tank Pumphouse - l

' Unit 1 2 Location of Diesel Fuel Oil Storage Tank Pumphouse -

Unit 2 3 ' Diesel Fuel. Oil Storage Tank Pumphouse Plan and Sections 4 . Location of East-West Shear Walls 5 Location of North-South Shear Walls 6 Dynamic Incremental Soil. Pressure Profile 7 Wind and Tornado Effective Velocity Pressure Profiles 8 Reinforcing Details iv

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_ VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE' DESIGN REPORT-

1.0 INTRODUCTION

- The Nuclear Regulatory [ Commission Standard Review Plan, NUREG-0800,: requires the preparation of Design Reports.for

. Category,1 structures.-

This 'designnreport represents one .of a series of ~ 11 design

reports"and:one seismic-analysis report prepared for the Vogtle Electric Generating Plant.(VEGP).- These' reports are listed below:

• Containment _ Building Design Report

'*' ' Containment Internal Structure Design Report

• -Auxiliary Building Design Report-L

-* Control Building Design Report

-* -Fuel Handling Building Design Report

• . NSCW Tower and Valve House Design Report

-* Diesel Generator Building Design Report

-* Auxiliary Feedwater Pumphouse Design Report

• ~  ; Category 1 Tanks Design. Report

• Diesel Fuel Oil Storage Tank Pumphouse Design Report b

~

• Category 1 Tunnels Design Report

-

• 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 c -in all.11 design. reports.

b The purpose of this design report is to provide the Nuclear

Regulatory Commission'(NRC) with specific design and construc-

. tion information for the diesel fuel oil storage tank pumphouse

.(DFOSTPH), in-order to assist'in planning and conducting a struc-

tural--audit. Quantitative information is provided regarding the ccope of the actual design computations and the final design

- -results.

The report includes a description of the structure and its

-function, design criteria, loads, materials, analysis and design rethodology, and a design summary of representative key structural

.clements including governing design forces.

1

mm 7 vr _

FT -

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE

. DESIGN; REPORT-

2.0 DESCRIPTION

OF-STRUCTURE

. 2 .1 ' ' GENERAL DESCRIPTION

>The'DFOSTPH (one'for.each unit)-is a one-story reinforced concrete box; type structure. It is substantially_ buried, with only the

. roof.and access' area projecting above grade.

~

The purpose of this

v ~s tructure is to provide' access to and workspace around the diesel fuel oil pumps mounted on-the buried diesel fuel oil tanks.

There are two : train-oriented diesel fuel oil storage tanks per Junit. 'Each diesel' fuel oilLatorage tank pumphouse is divided into three. compartments. Independent train-oriented compartments are provided for each tank with a. common entry area between them.

2.2 LOCATION AND FOUNDATION' SUPPORT All Category l' structures are founded within the area of the power block excavation. 'The excavation removed in-situ soils to elevation 130'i 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".

Each DFOSTPH is located in the Category 1 yard area near the east-west centerline of the plant. It is located approximately 11' feet 6 inches from the diesel generator building (see figures 1 and.2). There are no other structures adjacent to the DFOSTPH.

With the exception of the-common entry area, the structure is

-substantially buried.. It is supported on continuous wall foot-ings 2 feet thick which are located approximately 9 feet below grade (see figure 3). The footings are founded on approximately 80 feet of Category 1 backfill placed on the marl bearing stratum.

The DFOSTPH is located approximately 50 feet above the high water table.

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VEGP-DIESEL' FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT 2.3 GEOMETRY AND DIMENSIONS The overall plan dimensions for each DFOSTPH are 118 feet by

-30 feet. The height above the basemat is 10 feet 6 inches for the pumphouse compartments and 20 feet 6 inches for the entry crea. Structure plans'and sections are shown in figure 3.

2.4 KEY STRUCTURAL ELEMENTS The DFOSTPH is analyzed and designed as a shear wall structure.

The shear walls spanning the width of the structure are also cnalyzed and designed as deep beams. The key structural elements cre the wall footings, the shear walls, and the roof diaphragas.

All walls and roofs are 2 feet thick. The shear wall systems considered are shown in figures 4 and 5.

2.5 MAJOR EQUIPMENT The DFOSTPH contains no major equipment.

2.6 SPECIAL FEATURES Reinforced concrete hatches have been provided in the roof of l cach pumphouse compartment.

3.0 DESIGN BASES

, -3.1 CRITERIA The following documents are applicable to the design of the diesel fuel oil storage tank pumphouse.

a 3.1.1 codes and Standards  ;

f

• American Concrete Institute (ACI), Building Code I .:

Requirements for Reinforced Concrete, ACI 318-71, including 1974 Supplement.

4 3

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~ ,, -. ._.-.,._..,_,..,..._,,,,my. -

,..m..,,,, .,mywm,.,.,,,,, y, , , ,__,.,y,,,,,,,m___m._ _ __.__m ,.n m,_.-..,...,-.,.-.

F VEGP.-DIESEL' FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT

• American Institute of Steel Construction (AISC),

Specification for the Design, Fabrication, and Erec-tion'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 Utilization Facilities 3.1.3 General Design Criteria (GDC)

• GDC 1, 2, 4, and 5 of Appendix A, 10 CFR 50 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 DFOSTPH 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.

3.2.1 Normal Loads 3.2.1.1 Dead Loads (D)

• Reinforced concrete 150 pcf

• Piping 50 psf applied to roof and slab at grade as applicable

• Steel framing (roof) 5 psf 4

[I VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE-DESIGN REPORT 3.2.1.2- Live Loads (L)

• Distributed snow load on roofs 30 psf

• Distributed load on roofs 150 psf

• Distributed load on interior 50 psf slabs

• - Concentrated-load on slabs Sk (applied to maximize moment and shear), to provide design margin for additional support and construction loads

~

• At-rest lateral soil pressure 0.7y ,H (refer to section 3.4.6) 3.2.1.3 Operating Thermal Loads (T g)

Not applicable 3.2.1.4 Pipe Reactions (R g)

There are no significant piping loads applicable to the diesel fueltoil storage tank pumphouse.

3.2.2 Severe Enviromental 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 cnd 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 in-structure OBE cccelerations are provided in table 1.

5

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOU9S DESIGN REPORT The OBE damping values, as percentages of critical damping, applicable to the DFOSTPH are as follows:

Reinforced concrete structures 4 Welded steel structures 2 Bolted steel structures 4 Dynamic lateral earth pressures are developed by the Mononabe-Okabe method of analysis for dynamic earth pressures in dry cohesionless materials. 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). Coefficients are per Exposure C, applicable to flat open country. The wind effective velocity pressure profile is shown in figure 7.

3.2.3 Extreme Environmental Loads 3.2.3.1 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 in-structure SSE accelera-tions are given in table 1. The SSE damping values, as a percent-age of critical damping, applicable to the DFOSTPH 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 of analysis for dynamic pressures in dry cohesion-less materials. The dynamic incremental soil pressure profile is shown in figure 6.

6

e -

I 4 I .,

'VEGF-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT-3.2.3.2 Tornado Loads-(Wt )

-Loads due to the design tornado include wind' pressures, atmospheric pressure'diffierentials, 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:

y '

• ' Rotational tornado speed 290 mph

• - Translational tornado speed 70 mph maximum 5 mph minimum

• - Maximum wind speed 360 mph

• Radius of tornado at' maximum rotational speed 150 feet

• Atmospheric pressure

' differential -3 psi

, * .' Rate of pressure differential change 2 psi /sec The resultant -tornado effective velocity pressure profile used in m the design (shown in figure 7) is in accordance with reference 2.

The DFOSTPH is a partially vented structure. Conservatively, all walls and slabs are designed for a tornado pressure effect of 13 psi.

Tornado loading (W ) is defined as the worst case of the follow-t ing combination of tornado load effects:

Wt* tg (Velocity pressure effects) ,

W t * "tp (Atmospheric pressure drop effects)

W t * "tm (Missile impact effects)

Wt tg + 0.5 Wtp

-W t* tg

• tm Wt " "tg + 0.5 Wtp t "tm The DFOSTPH is also designed to withstand tornado missile impact effects from airborne objects transported by the tornado.

The tornado missile parameters are listed in table 2. Missile trajectories up to and including 45 degrees off of horizontal

use the listed horizontal velocities. Those trajectories greater than 45 degrees use the listed vertical velocities.

7

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT 3.2.3.3 Probable Maximum Precipitation, PMP (N)

The' load due to probable maximum precipitation is applied to the DFOSTPH entry section roof area.

Special roof scuppers are provided with sufficient capacity to ensure that the-depth of ponding water due to the PMP rainfall on this portion of the roof does not exceed 18 inches. This results in an applied PMP load of 94 psf. The lower roof sections have no parapets and, therefore, appreciable ponding will not occur.

3.2.3.4 Blast Load (B)

The blast load accounts for a postulated site-proximity explosion.

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 ,

3 T,, R'a r' i' m}

There are no significant abnormal loads applicable to the DFOSTPH.

3.3 LOAD COMBINATIONS AND STRESS / STRENGTH LIMITS The load combinations and ' stress /st.rength limits for structural steel and reinforced concrete are'provided in Appendix B.

! 3.4 MATERIALS' The following materials and material properties were used in the

[

design of the DFOSTPH.

l 3.4.1 Concrete

• Compressive strength f' = 4.0 ksi 2* Modulus of elasticity E = 3,605 ksi c

i

• Shear modulus G = 1440 ksi

• Poisson's ratio v = 0.17 - 0.25 l

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VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE-DESIGN REPORT 3.4.2 Reinforcement - ASTM A615, Grade 60 F

Minimum yield stress y = 60 ksi

• Minimum tensile stress F ult

= 90 ksi

• Minimum elongation 7-9% in 8 inches 3.4.3 -Structural Steel - ASTM A36 Minimum yield stress F y = 36 ksi

• Minimum tensile strength F = 58 ksi ult

• Modulus of elasticity E = 29,000 ksi s

3.4.4 Structual Bolts 3.4.4.1 ASTM A325 - (1/2 inch to 1 inch inclusive)

• Minimum yield stress F = 92 ksi y

• Minimum tensile strength Fult = 120 ksi 3.4.5 Anchor Bolts and Headed Anchor Studs 3.4.5.1 ASTM A36

• Minimum yield stress F = 36 ksi

• Minimum tensile strength F = 58 ksi ult 3.4.5.2 ASTM A108

• Minimum yield stress F Y

= 50 ksi

(~

• Minimum tensile strength F = 60 ksi l ult 3.4.5.3 ASTM A307

• Minimum yield stress F is not applicable y

• Minimum tensile strength F = 60 ksi ult j 3.4.6 Foundation Media i-The DFOSTPH is founded on Category 1 backfill. The design parameters of the Category 1 backfill are as follows:

9

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT i 3.4.6.1 General Description See section 2.2 f 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,- $ = 34*

• Cohesion C=0 3.4.6.3 Net Bearing Capacities

• Ultimate 81.9 ksf

• Allowable static 27.3 ksf

• Allowable dynamic 41.0 ksf 4.0 STRUCTURAL ANALYSIS AND DESIGN This section provides the methodologies employed to analyze the DFOSTPH and to design its key structural elements, using the cpplicable loads and load combinations specified in section 3.0.

A preliminary proportioning of key structural elements is based on plant layout and separation requirements, and, where applicable, the minimum thickness requirements for the prevention of concrete ccabbing or perforation due to tornado missile impact. The

[

proportioning of these elements is finalized by confirming that otrength requirements and, where applicable, ductility require-ments are satisfied.

10

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT The structural analysis and design are primarily performed by manual calculations. The building structure is considered as an assemblage of slabs, beams, walls, and for. tings. 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. In addition, representative analysis and design results are provided to illustrate the response of the key structural elements for governing load combinations.

4.1 SELECTION OF GOVERNING LOAD COMBINATION An evaluation of load magnitudes, load factors and load combina-tions 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 load combinations, and hence forms the basis for the overall structural analysis and design of the DFOSTPH.

All other load combinations, including the effects of abnormal 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 maintained.

4.2 VERTICAL LOAD ANALYSIS The vertical load carrying elements of the DFOSTPH consist of concrete roof slabs that support the applied vertical loads, the walls and deep beams that support the roof slabs, and the wall footings which transmit the loads from the walls to the founda-tion medium. Representative vertical load carrying elements are

~

identified in figures 4 and 5.

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l . _ . _ . _ . . . . . . .

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT The analysis of the building for vertical-loads begins at the roof slab and proceeds down through the deep beams and walls to the wall footings. Slabs are analyzed for the vertical loads applied to them. The total vertical load on a wall or deep beam 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 DYOSTPH consist of concrete roof slabs acting as rigid diaphragms, the shear walls which transmit the loads from the roof diaphragms to the wall footings, and the wall footings which transmit the loads from the walls to the foundation medium. Representative lateral load carrying elements are identified in figures 4 and 5.

Since the building structure utilizes the slab diaphragms for horizontal shear distribution, the lateral load analysis is performed by a conventional rigidity and mass analysis. In this analysis, the maximum horizontal design forces for earthquake loads and soil pressure loads are applied statically. The design horizontal earthquake load (story shear load) at the roof level is obtained by multiplying the lumped roof story mass by the maximum roof acceleration. The design horizontal soil pressure components acting on the structure below grade are included in the lateral load analysis. The roof story shear load is distri-buted to the shear walls in proportion to their relative rigidities.

To account for the torsion caused by seismic wave propagation l effects, the inherent building eccentricity between the center of mass and center of rigidity is increased by 5 percent of the I 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. Th'e shear in

! the walls resulting from this torsional moment is computed based on the relative torsional rigidities of the walls.

! 12

.r-VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT 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 responses due to three compon-ent earthquake effects is performed using either the Square Root of the Sum of the Squares (SRSS) method, i.e.,

! or the Component Factor method, i.e.,

R =-

Rf+R +R R=Rf + 0.4 R$ + 0.4 Rk R-=

0.4 Ri+R$ + 0.4 Rk R = 0.4'Rf + 0.4 R3+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.

4.5 ROOF SLABS 4.5.1 Analysis and Design Methodology A layout of the roof slab panels of the DFOSTPH is presented in figure 3. Based.on the panel configuration, relative stiffness

-of the supporting members and the type of fixity provided, slab panels are analyzed for one-way or two-way slab action using appropriate boundary conditions and standard beam formulae.

Equivalent uniformly distributed loads are applied to roof slab panels. The design vertical earthquake loads for roof slab

. panels are obtained by multiplying the effective mass from the applied loading (including its own mass) by the maximum roof acceleration.

Slab panels are selected for design on the basis of the con-trolling combination of design load intensity, span, panel configuration and support condition. The structural design is primarily based on strength considerations and consists of 13

'VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT sizing and detailing the reinforcing steel to meet the ACI 318 Code requirements. Design results are shown in table 3, and design details are presented in figure 8. In general, the rein-forcing requirements are determined for the governing face of the slab and conservatively provided on both faces.

As appropriate, additional reinforcement is provided in the roof adjacent to large openings.

'4. 6 SHEAR WALLS 4.6.1 Analysis and Design Methodology The location of shear walls are identified in figures 4 and 5.

The details of the analysis methodology used to compute the total in-plane design loads of a shear wall are described under lateral load analysis in sections 4.2 and 4.3. The in-plane design loads include axial loads resulting from the overturning moment.

The out-of-plane design loads are considered using the soil pressure loads on the' exterior walls and the inertia loads on the walls due to the structural acceleration caused by the design earthquake. Soil pressure loads are applied as triangular and uniform pressure loads. 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.

L At controlling sections, the combined effects of in-plane over-l turning moment and axial loads, and the out-of-plane loads are evaluated.

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.

l B. The flexural capacity of the shear wall using the reinforcement detcrmined is obtained using the Cardenas

! equation, (reference 3).

i l 14

e

.VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT C. 'If the' flexural capacity computed is less than the design overturning moment, then the reinforcement required is determined in one of the following two ways:

1. The1 total vertical reinforcement required for the design moment is computed using the Cardenas equation and is distributed uniformly along the length of the wall.

2. :The reinforcement required in the end sections 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.

Uniformly distributed roof loads are converted to equivalent uniform loads using the tributary load method. The design vertical earthquake load for the deep beams is obtained by multiplying the tributary mass from the applied loading (including the wall's own mass) by the roof acceleration.

The east-west shear walls are also analyzed and designed as deep

' beams spanning between the north-south walls. The effective deep beam.section selected is the continuous region of the wall, uninterrupted by openings. Conservative support boundary condi- _

tions-are selected to maximize the internal design forces of the deep beam. The analysis-and design are based on strength consider-ations. In general, additional tension steel is added to that required by-the in-plane shear analysis.

Design results'are shown in table 3, and design details are pre-sented in figure 8.

15 7--o-w-sv,ea

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-VEGP-DIESEL FUEL ~ OIL STORAGE TANK PUMPHOUSE DESIGN. REPORT

/ 4'. 7 WALL FOOTINGS 4~.7.1- . Analysis of Design Methodology ITheimagnitu'de.and distribution of the soil reaction loads are l

. derived by. applying statics to the overall.DFOSTPH structure, and summing' equilibrium forces at'the bottom of the wall' footings.

, -The result is a linearly varying soil reaction pressure profile.- -

~

E. The wall footings are sized to limit the maximum soil pressure su'rcharge to the allowable values specified by the diesel fuel

• ~

i

-oil storage tank supplier..

The wall footings'are analyzed by statically applying the soil reaction' pressure profile. The walls behave as support points for the footings.-

u 2

The footing is analyzed and designed as a' cantilever beam extending perpendicular to the direction of the wall. The peak

' soil reaction intensity which occurs along the length of the '

footing is applied as a uniform load. The footing design is i

- primarily based on strength requirements and consists of pro--

portioning and detailing the. reinforcing steel in accordance with

.the ACI;318 Code.' Design results are shown in table 3, and design details are-presented in figure 8.

5.0 MISCELLANEOUS ANALYSIS AND DESIGN As described in section 4.1, the DFOSTPH is evaluated for the effects of. tornado loads on a local area basis. In addition, the

.overall~ stability of the DFOSTPH is evaluated to ensure that an adequate factor of safety against instability is provided. This section describes these analyses.

5.1 STABILITY Overall safety factors for stability are not calculated for the DFOSTPH as'the structure is substantially buried and significant sliding or overturning cannot occur under design loading conditions. Also, since the foundation level (the lowest i-16

. . . _ . . - , ~ . _ ~ , _ . . . _ _ _ _ _ - . . _ . . - _ . _ _ _ _ __ _ _ ..._._ _ _ _

VEGP-DIESEL FUEL OIL STORAGE TANK'PUMPHOUSE DESIGN REPORT

~

!Zoundation~ elevation is. elevation'209'-6") is above the high water table-(elevation 165'-0"), the DFOSTPH.is not subjected to flotation effects.

5.2 TORNADO LOAD EFFECTS

> Tornado load effects result from wind pressures, atmospheric

pressure differentials,.and tornado missile strikes. The magni-

-tude and combinations'of tornado load effects considered are

' described in section~3.2. The load combination involving tornado

~

11oad effects is specified by equation 8 of Table B.2 in Appendix B.

Controlling roof and exterior wall panels are. evaluated for tornado load effects; and'the localized response is combined with the

analysis.results of the overall structural response, as appli-

~ cable,.to. confirm that' design integrity is maintained. Addi-tional reinfo'rcing steel :bs provided, in accordance with the -

'ACIL318-Code, as-necessaryLto. satisfy design requirements.

^

In addition', : barriers are provided for the openings :bi the exterior walls or roofs unless-the systems or components located Lin the exterior rooms are nonsafety-related. In'this case, the interior walls and slabs ~are-treated as barriers for the safety-

related systems ~cn components located in the interior rooms. Any openingsJin the exterior. walls or slabs and the interior walls or p islabs 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.

The'methodologyfused to analyze and designLthe structural elements

- to withstand the tornado load effects is described in reference 2.

. Specific procedures used for analysis of missile impact effects

~

-are described in Appendix C.

[ Representative results of the. tornado missile analysis are

[

provided in table'4, t 'All' wall and roof panels providing protection against tornado

, load' effects have-a minimum thickness of 24 and 21 inches respec-I tively, toLpreclude missile perforation and concrete scabbing.

17 i

4 ew -w wwre w we-nw.,-,ym-w,.-,ws,- me-,-w,,=-emww . . m -vv .w w. r.e- - v-e v ,w-r e.m,*.e ,.w,.w,- .,v- ,g,,.c- w-,,-mm.- ,,.-.--m,.y,,,,y.--

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT 5.3 FOUNDATION BEARING PRESSURE The maximum calculated bearing. pressures under the governing design load conditions are provided in table 5.

7

6.0 CONCLUSION

The analysis ~and design of the diesel fuel oil storage tank pump-house includes all credible loading condit' ions 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, American 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.

a i

18

a VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT TABLE 1 DIESEL FUEL OIL STORAGE TANK PUMPHOUSE SEISMIC ACCELERATION VALUES (1) h Operating Basis Earthquake Horizontal = 0.15g Vertical = 0.15g Safe Shutdown Earthquake Horizontal = 0.25g Vertical = 0.25g (1) The actual acceleration values used in the design of the structure may be higher than the values shown.

'VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE

. DESIGN REPORT P

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' Plank 200 216 200 160 3" 9 std x 10' Pipe 78.5 212 200 160 1" 9 x 3' Steel Rod 8 Unlimited 317 254 6" 9 std x 15' Pipe 285 101 160 128 12" 9 std x 15' Pipe 744 46 150 120 13-1/2" 9 x 35' 1490 30 II) 211 169 Utility Pole 2

Automobile (20-ft 4000 0 75 60 Projected Area)

(1) To 30 feet above all grade levels within 1/2 mile of

, facility structures.

20

TABLE 3 DESIGN RESULTS Governing

. Load Design Force Combination A A P k) s(Reqyired s(rovjded g Item Equation Mu (ft-k) Vu in. ) in. ) o

-m Wall 1 3 3198 376.2 0.36/ft 1.0.in./ft b:

Appendix B y en Walls 1, 5 3 426 59 0.94 1.76 E Deep girders Appendix B 2

2 3 802 22/1t 1.34 1.76 eE Appendix B yo w See 3 3 1250 Fig. 4 Appendix B 23.8/ft 2.09 3.52 h

,y tn o 4 3 1250 23.8/ft 2.09 2.09 -37 Appendix B yQ Roof 3 60.5 9.58 0.82/ft E-W H l.00./ft E-W Appendix B 0.44/ft N-S(y) h 0.44 fft N-S Footings 3, 10.3 6.1/ft 0.44/ft III 0.44/ft h Appendix B g

C (1) Governed by minimum code reinforcement requirements. y

-VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT TABLE 4 TORNADO MISSILE ANALYSIS RESULTS II)

Panel Panel Size Description Length Width Thickness Computed Allowable and Location (ft) (ft) (ft) Ductility Ductility Roof (center 25- 24 2 5.5 10 section)

Wall (center 25 12 2 2.0 10 section)

(1) . Governing combination of tornado load effects is:

Wf = Wtg + 0.5 Wtp

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VEGP-DIESEL FUEL-OIL STORAGE TANK PUMPHOUSE DESIGN REPORT TABLE 5

' MAXIMUM FOUNDATION BEARING PRESSURES (1) 4 Computed (3)

Allowable Net I2) Factor of

~ Gross' LNet . Gross- Net.

Static Static Dynamic Dynamic Static Dynamic

- ( ks f) - .( ksf) (ksf). .(ksf) (ksf) (ksf) Static Dynamic

'l.7 0.4- 2.5 1.2 27.3 41.0 204.8 68.3

- (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

' overburden pressure at the base of the structure.

Gross Dynamic = Maximum soil pressure under_ dynamic loading conditions (i.e.,Lunfactored SSE).

NetfDynamic = The dynamic pressure in excess of the overburden pressure at the base of the structure.

(2)--The allowable-net static and dynamic bearing capacities c

'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 t

the, overburden pressure at the-foundation level at which shear failure may occur in the foundation stratum.

L - (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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1 APPENDIX A DEFINITION OF LOADS

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, -io; LVEGP-DIESEL FUEL OIL ~ STORAGE TANK PUMPHOUSE DESIGN REPORT

-APPENDIX A

. DEFINITION OF LOADS v<The:floadsL~ considered'are normal loads, severe environmenta) aloads,cextreme environmental loads, abnormal loads', and potential siteiproximity 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 cu their related internal moments and

forces, including' hydrostatic loads and any permanent loads except prestressing forces.

i L . Live loads <n: their related internal moments and

. forces, including any movable equipment loads and other-loads which vary w'ith intensity and occurrence, e.g.,~1ateral' soil pressures. Live load intensity

'. varies depending:upon-the load condition and the type of structur'al element.

T.g Thermal effects and loads during normal operating

" or shutdown conditions, based on the most critical

. transient or steady-state condition.

. Pipe reactions during' normal operating or shutdown R.g conditions, based on-the most critical transient or steady-state conditions.

2:

A-1

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT A.2 SEVERE ENVIRONMENTAL LOADS Severe environmental loads are those loads to be infrequently 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.

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-tion 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.

Ta Thermal loads generated by the postulated break and including T g .

A-2

r s.

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT R, Pipe and equipment reactions under thermal conditions generated by the postulated break and including R g.

Y L ad_on a structure generated by the reaction of a r

ruptured high-energy pipe-during the postulated event.

Y. Load on a structure generated by the jet impingement J

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

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT APPENDIX B LOAD COMBINATIONS

7-VEGP-DIESEL' FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT 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.l.

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

e s

.m TABLE B.l I "}' l STEEL DESIGN LOAD' COMBINATIONS ELASTIC METHOD Strength M D L _

P, Y, Ta E E' W "t R, R, . {JY r. Y, .N B- Limit (f,)'

service Load Conditions o

. 4 1 1.0 1.0 '1.0 h; 2 1.0 1.0 1.0 1.0 -M-M 3 1.0 1.0 1.0 1. 0 - (A 4 1.0 1.0 1.0 1.0  : l'. 5 .h' 5 1.0 1.0 1.0 1.0 1.0 1.5 6 1.0 1.0 1.0 1.0 1.0 1.5 -

Factored Load _h

. to O 7 1.0 1.0 1.0 1.0 1.0 1.6 'HH OF to (See note b.) 8 1.0 1.0 1.0 1.0 1.0 1.6 .2

Ch to 9 1.0 1.0 1.0 1.0 ~ 1.0 1.6 93 (See notes c and d.) 10 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.6 m (See notes c and d.) 11 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.7 @g.

12 1.0 1.0 1.0 1.0 1.0 1.6 HM 13 1.0 1.0 1.0 1.0 1.0 1.6 F3.

N

a. See Appendix A for definition of load symbols. f is $'

in Part 1 of the AISC. " Specification for the Design. the allowableand Fabrication, stress for theofelastic Erection design Structural method Steel for defined g Buildings." The one-third increase in allowable stresses permitted for seismic or wind loadings is not g considered. o

b. When considering tornado missile load, local section strength may be exceeded provided there will be no loss of C function of any safety-related system. .In such cases, this load combination without the tornado missile load is to also to be considered. M

c. When considering Y , Y and Y loads, local section stren9th may be exceeded provided there will be no loss of functionofanysafety# relate 5 system. In such cases, this load combination withoutjY , rY , and Y,is also to be considered.

d. For this load combination, in computing the required section strength, the plastic section modulus of steel shapes, except for those which do not meet the AISC criteria for compact sections, may be used.

d TABLE ~B.2 I "II t 4 CONCRETE-DESIGN LOAD COMBINATIONS

. STRENGTH. METHOD Strength.

1Y To ~W R Ra Y Ya g D I, Pa ~T a E 'E' W t o r N 8' Limit Service toad conditions

-U g- g 1 1. 4 ' 1.7 1.7 -U~ h .'

(See note b.) 2 1.4 1.7-U M (See note c.) 3 1.4. 1.7 1.9 4 1.05' 1.275 1.275 1.275- -U $

O 1.275 1.275' 1.275 U' 5 1.05 x1.275 1.275 1.425 1.275 U 6 1.05 1.275 Factored Load conditions 'h mO 1.0 1.0 U Mw 7 1.0 1.0 1.0 U hU

~

tu (Sae note d.) 8 1.0 1.0 1.0 1.0 1.0 1.0 U M 1.0 1.0 1.5 1.0 (See note e.)

.9 10 1.0 1.0 1.25 1.0 -1.25 1.0 1.0 1.0 1.0' U hh (See note e.) 11 1.0 1.0 1.0 1.0 1.0 1.0 1.0' 1.0 '1.0 U- $

12 1.0 1.0 1.0 1.0 1.0 U %g 1.0 1.0 1.0 U 13 1.0 1.0 >3

a. See Appendix A for definition of load symbols. U is the required strength based on strength method per ACI 318-71. m-

b. Unless this equation is more severe, the load combination 1.2D+1.7W is also to be considered. -

c. Unless this equation is more severe, the load combination 1.2D+1.9E is also to be considered.

d. When considering tornado missile load, local section strength may be exceeded provided there will be no loss of function of Z any safety-related system. In such cases,-this load combination without the tornado missile load is also to be considered.

loads, local section strength may be exceeded provided there will be no loss of function of h-e.

When considering iYsysfem.

any safety-related , Y , andInY,such cases, this load combination without Y4 , Y,, and Y,is also to be considered. m

f. Actual load factors i. sed in design may have exceeded those shown in this tdble. m l

.VEGP-DIESEd FUEL OIL STORAGE TANK PUMPHOUSE 3

DESIGN REPORT i

t 4

e L

1

^

APPENDIX C DESIGN OF STRUCTURES FOR TORNADO MISSILE IMPACT J

l a

4

.- . . . . -, . . ,. . _ , . ~ . ~ ~ . - - . , - , _ . ~ . - . , . _ _ _ . _ _ _ _ _ . _ _ _ _ . - . _ _ _ . , . _ . - _ _ . _ _ . . _ , . _ . . . . _ . _ , _ , - _ . .

y . - .

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN _ REPORT APPENDIX C DESIGN OF STRUCTURES FOR TORNADO MISSILE IMPACT 3'

C.1 INTRODUCTION 6

. This. appendix contains methods and 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, i

strike orientation, and velocity).

C-1

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE 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 o'f 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

' +u confined to the immediate vicinity of the impact location on the W struck element and consists of missile deformation, penetration jf.

;;', ld[ of the missile into the element, possible perforation of the

<.w.

1 .- S,4 element, and, in the case of reinforced concrete, dislodging of pdygj concrete particles from the back face of the element (scabbing).

ra ' ,

Ih Because of the complex physical processes associated with missile y impact, local effects are evaluated primarily by application of

. "5 .

empirical relationships based on missile impact test results.

D

.f Unless otherwise noted, these formulas are applied considering a

r 't C.in1 normal incidence of strike with the long axis of the missile parallel to the line of flight.

i$kfi.

b S

p. 4

' dde:: e-

.F.

C-2

VEGP-DIESEL FUEL ~ OIL STORAGE TANK 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

.n i 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 for 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).

(Ek ) / M,Vf T = E *

(2-1) p 672D k 2 where:

T = steel plate thickness for threshold of perforation p

(in.).

E = missile kinetic energy (ft-lb).

k 2

M, =

mass of the missile (lb-s /ft).

Vg = missile striking velocity (ft/s).

D = missile diameter (in.).(a)

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 I

projected frontal area, of the noncylindrical missile. For pipe missiles, D is the outside diameter of the pipe.

C-3 i

n _

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DESIGN REPORT The design thickness to prevent perforation, t p, 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 T p (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-strncture 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

'n:

iN ,

s I-VEGP-DIESEL 1 FUEL' OIL STORAGE TANK PUMPHOUSE DESIGN REPORT If the interface forcing. function can be defined or conserva-f .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 imost 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 localcdamage 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

~

C-5

r VEGP-DIESEL FUEL OIL STORAGE TANK 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.

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 would not be exceeded, by comparing calculated displacements or required ductility ratios with allowable values (such as those contained in table C-1).

C.4 REFERENCES

1. Gwaltney, R. C., " Missile Generation and Protection in Light-Water-Cooled Power Reactor Plants," CRNL NSIC-22, Oak Ridge National Laboratory, Oak Ridge, Tennessee, for the 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.

C-6

l VEGP-DZESEL FUEL OlL STORAGE TANK 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 FlexureI }:

Beams and one-way slabs I) 0.10 $10 P-P' Slabs with two-way reinforcing (2) 0.10 $10 or 30 p-p' (See 3 and 4) l Axial compressionII}:

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 l

Shear carried by bent-up bars 3.0 l

Structural Steel Columns (5) f/r 120 1.3 2/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 l

C-7

VEGP-DIESEL FUEL OIL STORAGE TANK PUMPHOUSE DCSIGN 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 value specified is for axial compression. For columns and beams with uniform moment the following value is used:

14 x 104 , 1 < 10 y [ kiY' 2-y \r /

(6) e" and e are the ultimate and yield strains.

e shall Ybe taken as the ASTM-specified rai; imum.

l l

C-8

TTYN$UYPM U 2 E E p* = DUCTILITY RATIO FOR N.- e, COMPRESSION ONLY

(-

p, = DUCTILITY RATIO FOR P b .M b

= AX1AL LOAD AND FLEXURE ONLY MOMENT UNDER

^

FOR VALUES OF y, AND pg

! SEE TABLE C 1 P, ,

P,

• Pf &

\

x. M,- cMl,

\

N N-P,, M o a a 1:

a 4

s x

R <

4 P,M b b I

-1 o.1 f; A 9 I

i

/

/ I e I 0 M Mc Mt MOMENT u o ALLOWABLE DUCTILITY RATIO

..o IAl REINFORCED CONCRETE INTERACTION (B) ALLOWABLE DUCTILITY RATIO MVS P DI AGRAM (P VS M) o Figure C-1 MAXIMUM ALLOWABLE DUCTILITY RATIO FOR REINFORCED CONCRETE SECTION 9 WITH BE,AM-COLUMN ACTION