ML20107F033

Diesel Generator Bldg Design Rept

ML20107F033
Person / Time
Site:	Vogtle
Issue date:	10/31/1984
From:	BECHTEL GROUP, INC.
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Shared Package
ML20107E986	List: ML20107E990 ML20107E993 ML20107E999 ML20107F009 ML20107F017 ML20107F027 ML20107F033 ML20107F040 ML20107F043 ML20107F055 ML20107F062 ML20107F066
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NUDOCS 8411050198
Download: ML20107F033 (77)

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{{#Wiki_filter:1 f VOGTLE ELECTRIC GENERATING PLANT GEORGIA POWER COMPANY. DIESEL GENERATOR BUILDING DESIGN REPORT i Prepared by Bechtel Power Corporation, Los Angeles, California October 1984 8411050198 841031 -PDR ADOCK 05000424 o PDR

b I VEGP-DIESEL GENERATOR BUILDING t DESIGN REPORT 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 l 2.4 Key Structural Elements 3 2.5 Major Equipment-4 2.6~ Special Features 4 i 3.0 DESIGN BASES 4 3.1 Criteria 4 3.2 Loads 5 3.3 Load Combinations and Stress / Strength Limits 10 3.4 Materials 10 .4.0 STRUCTURAL ANALYSIS AND DESIGN 12 4.1 Selection of Governing Load Combination 13 4.2 Vertical Load Analysis 13 4.3 Lateral Load Analysis 14 4.4 Combined Effects of Three Component Earthquake Loads 15 4.5 Roof and Floor Slabs 15 4.6 Deep Beams 17 4.7 Shear Walls 18 4.8 Basemat 20 i

VEGP-DIESEL GENERATOR BUILDING ) l DESIGN REPORT TABLE OF CONTENTS'(cont) ^Section-Page 5.0 . MISCELLANEOUS ANALYSIS AND DESIGN 21 5.1 Stability Analysis 21 5.2 . Tornado Load Effects 23 5'3 Foundation Bearing Pressure 23

6.0 CONCLUSION

24

7.0 REFERENCES

24 TABLES FIGURES ~ APPENDICES A Definition of Loads B -Load Combinations C' Design of Structures for Tornado Missile Impact ii

I VEGP-DIESEL GENERATOR BUILDING DESIGN' REPORT LIST OF TABLES Table Page 1 Diesel Generator Building Seismic Accelera-tion Values 25 2 Tornado Missile Data 26 3 Design Results for Representative Slab Elements 27 4-Design Results for Representative Deep Beams 28 5 Design Results.for Representative Shear Walls 29 6 Design Results for Representative Basemat Elements 30 7 Factors of Safety for Structural Stability 31 8 Tornado Missile Analysis Results 32 9 Maximum Foundation Bearing Pressures 33/34 iii -._...-.. _ _. _.. _ _, _ _ _. ~... _ _ _ _. _ - _ _. _ _ _ _ _ _ _ _ _ _. _ - _ - _ _. _ _ _ _ _. _ _. _ _

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT LIST OF FIGURES Figure 1 Location of Diesel Generator Buildings 2 Equipment Location Layout 3-El. 220' - 255' Location of Key Structural Elements 4' El. 255' - 280' Location of Key Structural Elements ~ 5. Wind and Tornado Effective Velocity Pressure Profiles 6 Structural Steel Framing Plan at El. 255'-0" 7 Representative Slab Details 8 -Basemat Computer Model 9 Representative Basemat Analysis Results 10 Basemat Reinforcing Details iv

l-VEGP-DIESEL GENERATOR' BUILDING l - 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 design report represents one of a series of 11 design reports' and one ~ seismic' analysis: report prepared for the Vogtle Electric Generating Plan. (VEGP).

These-reports are listed below: Containment' Building Design Report Containment Internal-Structure Design Report Auxiliary Building Design Report . Control Building Design Report Fuel Bandling 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 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 in all 11 design reports. The purpose of this design report is to provide _the Nuclear Regulatory Commission with specific design and construction information-for the diesel generator building, in order to assist in planning and conducting a structural audit. Quantitative

information is provided regarding the scope of the actual

' design l computations and the final design results. The report. includes a description of the structure and its ' function, design criteria, loads, materials, analysis and design-methodology, and a design summary of representative key structural: elements, including governing design forces. 1

-} f VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT \\ 2.'O ~ DESCRIPTION OF STRUCTURE 2.1' GENERAL DESCRIPTION -The diesel generator building is a two-story,-reinforced concrete, -shear wall, box type structure. The floor and roof slabs act as rigid diaphragms spanning between the walls. There are two -diesel generator buildings,.one for each unit. The primary function of each building is to house two diesel engines and generators and the corresponding auxiliary support equipment and. I systems. Each building is divided into two separate and isolated diesel engine trains by a 2-foot-thick reinforced concrete interior barrier wall at the centerline of the building. The exterior walls and the roof have openings for heating, ventila-ting,-and air conditioning (HVAC) air intake and exhaust. There are two large openings in the level 1 south wall for engine installation, removal, and general equipment servicing. These openings are provided with removable concrete doors. 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". The diesel generator buildings are located adjacent to the containment buildings; one to the east of Unit 1 containment, and the other to the west of the Unit 2 containment. The diesel engines and generators are connected to other systems in the power block through tunnels on the north and south sides of each building. For a more detailed location of the diesel generator ' buildings, refer to figure 1. Each diesel generator building basemat is founded on Category 1 backfill. The bottom of the diesel generator building basemat is at elevation 211'-0". 2

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT 2.3 GEOMETRY AND DIMENSIONS The diesel ~ generator building plan dimensions are approximately .92 feet wide by 114 feet long, and the building is 60 feet high. -The 9-foot-thick basemat has several 4-foot-deep trenches in which piping and electrical systems are routed to the diesel engines.and auxiliary equipment. In the southeast corner of level 1, there is a small 1-foot-thick concrete wall and slab enclosure that houses the diesel fuel oil day storage tank. Building plan and equipment layout drawings are shown in figure 2. 2.4 KEY STRUCTURAL ELEMENTS The key structural elements in the diesel generator building include the basem2t, shear walls, roof and floor slabs, and deep beams.. Listed below is a brief description of the function and design considerations for these elements. 2.4.1 Basemat The basemat of the diesel generator building is 9 feet thick and has several 4-foot-deep trenches to accommodate piping and electrical systems. In the southwest corner of each engine train, there-is a shaft that thickens the mat at that location to join tunnels on the south end of the building, with the bottom eleva-tion.being 202'-6". The foundations for the diesel generators and engines consist of short reinforced concrete pedestals that form an integral part of the basemat. 2.4.2 Shear Walls The shear walls in the diesel generator building extend from elevation 220'-0" to elevation 280'-0". They are 2 feet thick and located as shown in figures 3 and 4. 3

r VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT 4 2.4.3 Roof and Floor Slabs. The roof and floor slabs of the diesel generator building act as rigid diaphragms and are 2 feet thick. The slab located at elevation 255'-0" has many openings used for HVAC ducts and air handling equipment. 2.4.4 Deep Beams The deep reinforced concrete beams in the diesel generator building are located in level 2 of the building as shown in figure 4. They extend from elevation 255'-0" to 280'-0". The beams located in the south half of the building are 1 foot, 6 inches thick and those' located in the north half of the building tre 2 feet thick.. 2.5' MAJOR EQUIPMENT Major equipment housed in the diesel generator building include the diesel engines and generators, the corresponding auxiliary skid equipment, and air filtering, exhaust and silencing equip-ment. A five-ton bridge crane, used to service the diesel engine and generator in each engine train, is hung from the bottom.of the level 2 structural steel beams that support the floor slab. Electrical cable tray, HVAC ducts, bus ducts, conduits and piping systems are supported from structural steel framing or from embeded plates on walls and slabs. 2.6 SPECIAL FEATURES Reinforced concrete barriers are provided, where necessary, for tornado missile protection for the openings in the exterior walls or roof. 3.0 DESIGN BASES 3.1 CRITERIA The.following documents are applicable to the design of the diesel generator building. 4

VEGP-DIESEL GENERAT)R BUILDING DESIGN REPORT 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 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 diesel generator building is designed for all credible loading conditions. The loads are listed and defined in Appendix A. Abnormal loads, due to a high-energy pipe break accident, are not applicable to the diesel generator building. The magnitudes for the categories of loads applicable to the diesel generator building are provided in the following sections. 5

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT 3.2.1 Normal Loads 3.2.1.1 Dead Loads (D) These loads include the weights of structural steel, roof and floor slabs, walls, equipment, platforms, pipes, ducts, cable trays, and supports. The uniform loads used to account for w equipment, mechanical, electrical, and piping loads are listed below by elevation and by category. L g Category Elev. 220' Elev. 255' Elev. 280' [ Piping 75 psf 25 psf 50 psf E Cable trays / structural steel 75 psf 25 psf 50 psf psf 75 psf { HVAC ducts 50 psf

v Equipment 50 psf

[ The weights of permanent major equipment located at the appro-priate elevations were included as concentrated loads on the ~- basemat or slabs. Refer to figure 2 for the equipment 7 location. The equipment dead loads are listed below. _f Item Weight (lb) 5 7 Diesel generator / engine 314,075 Start air compressor and aftercooler package 2,650 Start air receiver 8,600 Diesel fuel oil day tank 15,200 Oily waste sump pump 2,368 Intake air filter 6,950 Exhaust silencer 15,800-f Control panel 7,000 ? h F 6 g-m

VEGP-DIESEL' GENERATOR BUILDING DESIGN REPORT' i l3.2.1.2 Live Loads (L) ~ Live loads considered include. occupancy loads, laydown. loads, -movable' equipment loads, and precipitation loads.= The uniformly distributed live loads are listed below. The minimum roof live cload of 30 psf envelops the effects of occupancy, snow, and

100-year rainwater ponding loads.

Item Uniform Load (psf) Roof' 30 Platforms 100 - Laydown area at-grade 1000 Slab at grade, except laydown area 250 Snow load 30 3.2.1.3 - Operating Thermal Loads (T ) g The operating temperature inside the diesel _ generator building ranges from-50*F'to 120*F.

3.2.1.4-Pipe-Reactions (R )

g .The-piping and equipment reactions during normal operating or shutdown conditions were considered to be negligible for the . diesel: generator building. 3.2.2

Severe' Environmental Loads

' 3. 2. 2. '. - . 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 -and.v'ertical. floor accelerations and in-structure response spectra at the basemat and slab elevations are discussed in the Seismic Analysis. Report. Table 1 shows the horizontal and - vertical floor accelerations.

, n 7

,4%- , - = v.-,-,.,v w -.me-, ,.w,-.,.,-, ,-m- -..r-+r-emre.-,-ew...,..,,we-,.re,m,,m-,,,..,ww..,-v . w m m,r,- ,, wr sv.-,,ee--

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT The OBE. damping values, as percentages of critical, applicable to the. diesel generator' building design are as follows. . Reinforced concrete structures 4 Welded steel structures 2 Bolted steel structures 4 3.2.2.2 Design Wind (W) The diesel generator building is designed for a wind velocity aof 110 miles per hour, based on a 100-year mean recurrence interval (reference 1). Exposure C, applicable for flat open country, is user. The effective velocity pressure profile for the_110-mph wind is shown in figure 5. 3.2.3 Extreme Environmental Loads 3.2.3.1 Safe Shutdown Earthquake, SSE (E') Based on t'ge plant site geologic and seismologic investigations, the peak ground acceleration for SSE is established as 0.20g. The free-field response spectra and the development of horizontal and vertical floor accelerations and in-structure response spectra at the basemat and slab elevations are discussed in the seismic Analysis Report. Table 1 shows the horizontal and vertical floor acceleration. 1 The SSE damping values, as percentages of critical, applicable to the diesel generator building design are as follows: Reinforced concrete structures 7 Welded steel structures 4 Bolted steel structures 7 3.2.3.2' Tornado Load.c (W ) t Loads due to the design tornade include wind pressures, atmospheric pressure differentials, and tornado missile t-8

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT 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 rotational speed 150 feet Atmospheric pressure differential -3 psi Rate of pressure differential change 2 psi /sec The tornado loading (W ) is defined as the worst case of the t following combinations of tornado load effects. t " "tg (Vel city pressure effects) W tp (Atmospheric pressure drop effects) W

• N t

W =Wtm (Missile impact effects) t Wt"Wtg + 0.5 Wtp t tg + tm t " "tg + 0.5 Wtp + w W tm The tornado effective velocity pressure profile used in the design (shewn below and in figure 5) is in accordance with reference 2. The effective velocity pressure includes the size coefficient and is used in conjunction with the external pressure coefficient to datermine the net positive and negative pressures. No reduction in pressure is made for the shielding effects that may be provided by adjacent structures. 4 Structural Element Tornado Pressure (psf) Level 1 wall E&W 232 Level 1 wall N&S 249 Level 2 wall E&W 232 Level 2 wall N&S 249 Roof 305 9

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT The diesel generator building is a partially vented structure. Conservatively, all walls and slabs are designed for a tornado pressure effect of 13 psi. The tornado missiles that were considered in the design of the diesel generator building are defined in table 2. l 3.2.3.3 Probable Maximum Precipitation, PMP (N) The load due to probable maximum precipitation is applied to the diesel generator building roof areas. Special roof scuppers are i l provided with sufficient capacity to ensure that the depth of 1 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 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 There are n3 postulated high-energy pipe break accidents . within the diesel generator building. Therefore, the abnormal loads do not apply. 3.3 LOAD COMBINATIONS AND STRESS / STRENGTH LIMITS The load combinations and stress / strength limits for structural steel and concrete are provided in Appendix B. 3.4 MATERIALS The f.11owing materials and material properties are used in the design of the diesel generator building. _r 10

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT u 3.4.1 Concrete Compressive strength ff=4ksi Modulus of elasticity E = 3834 ksi c Shear modulus G = 1625 ksi Poisson's ratio v = 0.17 - 0.25 3.4.2 Reinforcement - ASTM A615 Grade 60 Minimum yield stress F = 60 ksi o' y 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 Fult = 58 ksi Modulus of elasticity E = 29,000 ksi s 3.4.4 Structural Tubing - ASTM A500 Grade B Minimum yield stress F,= 46 ksi Minimum tensile strength Fult = 8 ksi Modulus of elasticity E = 29,000 ksi s 3.4.5 Foundation Media 3.4.5.1 General Description -See section 2.2 3.4.5.2 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 i 5510 ksf 40-Marl bearing stratum 11

VEGP-DIESEL GENERATOR' BUILDING DESIGN REPORT Angle of internal friction $ = 34* Cohesion C=0 3.4.5.3 Modulus of Subgrade Reaction Static 60 kcf Dynamic 85 kcf 3.4.5.4-Net Bearing Capacities Ultimate 60.9 ksf Allowable static 20.3 ksf Allowable dynamic 30.5 ksf l 4.0 STRUCTURAL ANALYSIS AND DESIGN This section provides the methodologies employed t. analyze the diesel generator building and to design its key structural elements, using the' applicable 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 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 and/or stiffness requirements are satisfied. The structural analysis is performed either by manual analysis or computer analysis. In the manual analysis, the building structure or substructure is considered as an assemblage of slabs, deep beams, walls, and columns and the analysis is per-formed using standard structural analysis techniques. In the computer analysis, the building structure or substructure is modeled as an assemblage of finite elements and the analysis is performed using the standard finite element method utilizing

a. computer program.

12

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT f r For manual analyses, the analysis techniques, boundary condi-tions,-and application of loads are provided to illustrate the method of analysis. For computer analyses, the modeling techniques, boundary condi-tions, application of loads, and description of the computer model-are provided to illustrate the overall method of analysis. In addition, for both manual and computer analyses and design, 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 combinations that govern the overall response of the structure. It is determined that load combination equation 2 for steel design (Appendix B, Table B.1) and equation 3 for concrete design (Appendix B, Table B.2) containing OBE govern over all other load combina-tions, and hence form the basis for the overall structural analysis and design of the diesel generator building. All other load combinations, including the effects of 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 o'.crall structural response, as appli-cable, to confirm that design integrity is maintained. 4.2 VERTICAL LOAD ANALYSIS The vertical load carrying elements of the diesel generator building consist of concrete slabs and steel beams that support the applied vertical loads, walls and deep beams that support .the slabs, and the basemat which transmits the loads from the walls and columns to the foundation medium. Representative vertical load carrying elements are identified in figures 3 and 4. 13

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT The snalysis of the building for vertical loads begins at the roof slab cnd proceeds progressively down through each level of the building to the basemat. Slabs are analyzed for the vertical loads applied to them. The total vertical load on a wall at a given level is computed based on its self weight, the vertical loads at that level from the slab tributary areas, and the cumulative vertical loads from the levels above. 4.3 LATERAL LOAD ANALYSIS The lateral load carrying elements of the diesel generator building consist of concrete slabs acting as rigid diaphragms to resist applied lateral loads, the shear walls which transmit the loads from the slab diaphragm through the shear walls below to the basemat, and the basemat which transmits the loads from the walls and columns to the foundation medium. Representative lateral load carrying elements are identified in figures 3 and 4. 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 are applied at each. slab level, as approprinte. The design horizontal earthquake load at each level of the building is obtained by multiplying the lumped story mass at that level by the maximum floor acceleration applicable to that level. In the analysis, the horizontal shear loads are carried progres-sively down from the roof diaphragm through each level of the building to the basemat, to obtain the story shear at each level. The story shear load at each level is distributed to the shear walls at that level in proportion to their relative rigidities. To account for the torsion caused by the seismic wave propagation effects, the inherent building eccentricity between the center of mass and center of rigidity at each level is increased by 5 per-cent of the maximum plan dimension in the computation of the torsional moment. The torsional moment is obtained as the 14

VEGP-DIESEL GENERATOR BUILDING t DESIGN REPORT cproduct of this augmented eccentricity and the story shear at that level'. The-shear in the' walls resulting from thisLtorsional y . moment is computed based on'the relative torsional rigidities of the walls. For_a given-shear wall, the' shear.due to story shear (direct

shear)

and-shear due..to torsional moment (torsional shear) are

~ combined at'a_given~1evel to obtain the total-design shear load of;that wall at that level.: The torsional shear is neglected when ~ it' acts!in'a-direction opposite to theLdirect shear. e I' 4.4 -COMBINED. EFFECTS OF THREE' COMPONENT EARTHQUAKE LOADS --The combination of'codirectional responses due to three component . earthquake' effects is performed using the' Square Root of.the Sum. ofethe. Squares =(SRSS) method,.i.e., R = (R2+R +R 1/2. <n: the 4 Component Factor. method, i.e., i R=Rg + 0.4 R$ + 0.4 Rk' R = 0.4 Rg+R$ + 0.4 Rk F 'R:= 0.4 Ri + 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. 4.5 ROOF AND~ FLOOR SLABS 1 1., p 4.5.1 Analysis and Design Methodology A representative slab panel framing plan (elevation 255'-0") of the diesel generator building is presented in figure 6, -showing the structural elements provided for vertical and ~ ' lateral. support -of the slab panels, which consist of deep beams Jand load bearing. shear walls. Based'on the panel configuration, the relative stiffness of the supporting members and type of I fixity 'provided, slab panels are analyzed for one-way or two-way action'using appropriate boundary conditions and standard beam j. .and: plate formulae. f 15

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT Slab areas that are designed to cct in composite action with the supporting steel beams via shear studs are analyzed for flange action parallel to the span direction of the beam, using conventional analysis techniques to determine the location of the composite neutral axis, the effective flange width, and the corresponding design forces in the flange. Refer to figure 7 for details of the composite design. Equivalent uniformly dictributed loads are applied to slab panels. The design vertical earthquake loads for slab panels in a level are obtained by multiplying the tributary mass from the applied loading (including its own mass) by the maximum floor acceleration at that level. The effects of the underhung bridge crane are considered by applying concentrated design loads and moments to the composite beams at the locations of the crane runway beams. Based on the floor flexibility study, it is concluded that the effects of vertical flexibility on the diesel generator building floor accelerations and response spectra are insignificant, as long as the fundamental floor (-lab-beam) system frequency is equal to or higher than 20 cps. The evaluation of the floor systems in the diesel generator building demonstrates that their frequencies are higher than this value. The frequency calcula-tions account for the stiffening effects of the structural steel columns that are selectively located to stiffen slab panels with very long spans. A representative detail of this column is provided in figure 7. 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 most critical combination of design load intensity, span, panel configuration, and support conditions. The structural design is based on strength considerations and consists of sizing and detailing the reinforcing steel to meet the ACI 318 Code requirements. In general, the reinforcing requirements are determined for the governing face of the slab 16

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT and conservatively provided on both faces. For the slab areas designed for composite action, the composite design is done in accordance with the. requirements of the AISC Code. Shear studs are welded to the-top flange of the supporting steel beams. As appropriate,' additional reinforcement is provided in the slab adjacent to large floor openings. Reinforcing steel at the periphery-of the slab is investigated to ensure that reinforce-ment requirements are satisfied to resist flexure due to diaphragm action. 4.5.2 Design'Results The design results for governing load combinations are presented in table 3 for representative slab panels. 4.6 DEEP BEAMS 4.6.1 inalysis and Design Methodology A representative plan view showing the deep beams (elevation 280'-0") is presented in figure 4. For the vertical loads analysis, the boundary conditions for the deep beams at the intersecting walls are assumed to be simply supported. For intersecting deep beams, where one deep beam is partially supported by another, compatibility of deflection is considered. Maximum moments and shears are determined using standard formulas for deep beams, satisfying the appropriate compatibility requirements. The deep beams function to support both the roof slab above and the slab below along their length. Uniformly distributed floor loads are converted to an equivalent uniform linear load 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 (includ-ing the deep beam's own mass) by the maximum floor acceleration et the appropriate level. 4 17

VEGP-DIESEL GENERATOR BUITEING DESIGN REPORT For the horizontal loads analysis, the deep beams are analyzed 'for shear loads due to the differential displacement between the diaphragm at the bottom of the deep beams and the roof diaphragm at the top of the deep beams. The structural design of deep beams is based on strength con-siderations and consists of sizing and detailing the reinforcing steel to meet the ACI 318 Code requirements. The design consists of both vertical and horizontal reinforcing bars. The horizontal 1 reinforcement in the walls is designed to resist the maximum i bending moments due to vertical design loads. In general, the flexural steel reinforcing regpirements are determined for the governing face and conservatively provided on both faces. This reinforcement is located in bands at the top and bottom edges of the deep beam. Special consideration is given to large openings by evaluating l the strips adjacent to the openings. The shear at the location of each opening is resisted by the top and bottom portions of i the remaining deep beam. The principle bending moments are combined with the secondary bending moments due to local canti-lever action of the remaining portions of the deep beam above and below the opening. The resulting local design moments and shears are used to determine reinforcing steel around the openings. 4.6.2 Design Results i The design results of representative deep beams for governing load l combinations are summarized in table 4. ( 4. 7. SHEAR WALLS r 4.7.1 Analysis and Design Methodology The location of shear walls is identified in figures 3 and 4 for representative levels. 18

VEGP-DIESEL GENERATOR BUILDING f DESIGN REPOkT l' The details of the analysis methodology used to compute the total in-plane design shear loads at various levels of a shear wall are described 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 inertia loads on the walls due to the structural acceleration caused by the design earthquake. The seismic inertia loads are applied as uniform pressure loads. The design in-plane shear force and the overturning moment acting on a shear wall at a given level are computed by considering the shear loads acting at all levels above, and the resulting over-turning moments. Conventional beam analysis is used to compute the bending moment and out-of-plane shear forces resulting from the out-of-plane design loads. At controlling sections, the combined effects of in-plane overturning 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. B. The flexural capacity of the shear wall using the reinforcement determined is obtained using the Cardenas equation, (reference 3). C. If the flexural capacity computed is less than the dcsign overturning moment, then the reinforcement required is determined in one of the following two ways: 1. The total vertical reinforcement required for the design moment is computed using the Cardenas equa-tion (reference 3) and is distributed uniformly along the length of the wall. 2. The reinforcement required in the end section of the wall to resirt the overturning moment is computed and provided. 19

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT D. The reinforcement requirements for the out-of-plane -loads are determined and combined with the requirements for the in-plane loads. 4.7.2 Design Results The design results of representative shear walls for governing load combinations are summarized in table 5. 4.8 BASEMAT 4.8.1 Analysis and Design Methodology The basemat is analyzed utilizing a finite element model with .the Bechtel Structural Analysis Program (BSAP), which is a general purpose computer program for finite element analyses. This program uses the direct stiffness approach to perform a linear elastic analysis of finite element models. Two separate two-dimensional finite element models are prepared at key transverse sections through the basemat (figure 8). The finite element models are prepared using conventional model-ing techniques.. Each is modeled with beam elements. The three nodes in the model that correspond to the locations of the three . north-south walls are restrained against translation. The first model is a representative section through the basemat near the center of the building, and includes the trenches. The second -model is a representative section through the basemat near the end of the building where the thickness is uniform. The basemat is determined to be rigid on the basis of relative stiffness between basemat and soil, and is therefore analyzed using a linear soil pressure distribution. The basemat is analyzed as a continuous two-span beam, simply supported at the three north-south walls. The foundation pressure profiles corresponding to the governing load combinations are determined manually. A finite element analysis is then performed to deter-mine the moments and shears in the basemat (refer to figure 9 for representative analysis results). 20

lb VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT AllLreinforcement in the basemat is designed and detailed in cccordance with the ACI 318 Code. For representative reinforcement details of the basemat, refer to figure 10. The. design of the basemat also considers the effects of the vibra-tion of-the diesel engines. The basemat is designed to avoid resonance by limiting the resontut frequency of the tributary mat foundation to no more than half of the operating frequency, as recommended in reference 4. The maximum operating amplitude of the foundation is determined and is within the acceptable range. 4.8.2 Design Results The design results of representative basemat elements are presented in table 6. 5.0 MISCELLANEOUS ANALYSIS AND DESIGN Once the basic design of the diesel generator building has been completed (refer to section 4), the structure is evaluated for the effects of abnormal loads and tornado loads. This is done j on a local area basis, where applicable, and additional reinforce-ment is provided as required. In addition, the overall stability of the diesel generator building is evaluated to ensure that an adequate safety factor against instability is provided. This cection describes these analyses and significant design provisions e:mployed in the diesel generator building design. r l-5.1 STABILITY ANALYSIS l The overall stability of the diesel generator building is eval-I uated by determining the factor of safety against overturning cnd sliding. Since the foundation level (elevation 211'-0") is above the high water table elevation (elevation 165'-0"), the diesel generator building is not subjected to flotation effects. 21 ,,r-, .-,----w--,-n .,e..

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VEGP-DIESEL GENERATOR' BUILDING DESIGN REPORT 5.1.1 Overturning Theffactor of safety against overturning is determined using the equivalent static' method and the. energy balance method. -The equivalent static method does not account'for the dynamic characteristics of the loading and, therefore, results in a factor of safety-lower than the energy balance method. The factor of safety obtained from the energy balance method reflects the - actual design' conditions and, therefore, provides a more appro-priate measure of the design margin. The factor of safety against overturning using the equivalent - static method is defined as the ratio of the resisting moment due-to net gravity forces to the overturning moment caused by the-maximum-lateral forces-acting on the structure. The gravity forces' are reduced to account for the effects of the vertical component of. earthquake. The factor of safety against overturning using the energy balance method is defined as the ratio of the increase in the potential energy at the point of overturning about the critical edge of the structure to the maximum kinetic energy that could be imparted to the structure as a result of earthquake' loading. The energy balance analysis methodology is described in reference 5. 5.1.2 Sliding The factor of safety against sliding is defined as the ratio of f. combined frictional and passive sliding resistance of the founda-tion to the maximum calculated lateral force. i 5.1.3 Analysis Results f The minimum required factors of safety and the calculated factors of safety for stability are provided in table 7. i-W 22

VEGP-DIESEL GENERATOR-BUILDING- ' DESIGN. REPORT 5.2 LTORNADO LOAD EFFECTS > Tornado load effects result from ' wind pressures, atmospheric pressure differentials, and tornado missile strikes. The magni- 'tude1and 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. Roof and exterior. wall panels are~ evaluated for tornado load ~ effects. The localized response of these panels is' combined with' e 'the' analysis.results of the overall structural response, as applicable, to confirm that design. integrity is maintained. Additional reinforcing steel is provided, if necessary, to satisfy-design requirements in accordance with the ACI 318. Code. -In addition, barriers are provided for the openings.in the exterior walls or. roofs unless the systems or components located in the exterior rooms are nonsafety related. In this case, the interior walls and slabs are treated as barriers for the safety-related systems or components located in the interior rooms. Any openingsTin 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. The methodology used to analyze and design the 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 8. 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 9. 23

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT l

6.0 CONCLUSION

The analysis and design of the diesel generator building 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, 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. 4. NAVFAC DM-7, March 1971, Design Manual, Soil Mechanics, Foundat.4.ons, and Earth Structures. 5. BC-TOP-4-A, Revision 3, Seismic Analysis of Structures and Equipment for Nuclear Power Plants, Bechtel Power Corp., November 1974. l l 24

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT TABLE 1 DIESEL GENERATOR BUILDING SEISMIC ACCELERATION VALUES Floor Accelerations-(g's)II) OBE SSE Elevation Horizontal' Vertical Horizontal Vertical 220' C.19 0.19 0.31 0.31 (grade level) 255' O.25 0.20 0.40 0.32 280' O.25 0.20 0.40 0.32 ~ (1) The actual acceleration values used in the design of the -structure may be higher than the ve. lues shown. 4 25

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT TABLE 2. TORNADO MISSILE DATA. End-On End-On Height Horizontal Vertical Weight Limit . Velocity Velocity Missile W (1b) (ft) (ft/sec) (ft/sec) l 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" # std x 15' Pipe 744 46 150 120 II) 211 169 13-1/2" 9 x 35' 1490 30 Utility Pole 2 Automobile (20-ft 4000 0 75 60 Projected Area) (1) To 30 feet above a'_1 grade levels within 1/2 mile of facility structures. v 26

TABLE 3 DESIGN RESULTS FOR REPRESENTATIVE SLAB ELEMENTS A Required A Provided g s III (in.2/ft) (in.2/ft) Governing Design Load, Forces N-S E-W N-S E-W Combination Moments Element Equation (k-ft/ft) Top Bottom Top Bottom Top Bottom Top Bottom y ? = 0.44 0.44 0.31 0.31 1.0 1.0 1.0 1.0 l Level 2 3 N-S Mu (3) (3) y Midspan 138.8 NY 0.31 0.31 0.98 0. 3.1 1.0 1.0 1.0 1.0 m Level 2 3 E-W 14 = g y (3) (3) (3) gm$ End Span -94.0 0.31 0.31 0.31 0.31 1.0 1.0 1.0 1.0 w-Roof 3 N-S M = H (3) (3) (3) (3) Composite 121.7 e$.. Roof 8 N-S M = u h North End 14 .0 0.45 0.45 0.45 0.45 1.0 1.0 1.0 1.0 (2) (2) (2) (2) 142.0 (2) Roof 3 E-W M = 0.31 0.31 1.29 1.29 1.0 1.0 1.33 1.33 South End (3) (3) 1116.5 (1) Load combination equations correspond to equations in Appendix B. (2) Based on load combination equation 3. (3) Governed by minimum code reinforcement requirements.

,6. TABLE 4 DESIGN RESULTS FOR REPRESENTATIVE DEEP BEAMS-A Required Aj ProvidedL s (2) -Horizontal Horizontal Governing Design (in.2) (in.2) Load Forces (3) (3) (1) Combinatior. Moment Vertical Top Center-Bottom Vertical Top ~ Center Bottom E. Element Equation (k-ft) (in.2/ft) Band Portion Band' (in.2/ft) Band Portion Band e Wall C 3 M" = i 21,385 0.36 9.60 14.4 20.84 1.0 .12.7 35.6 22.9 (5) e$ E" "O Wa.ll B 3 M =1 4,217 0.36 0.2 6.53 5.7 0.79 6.3 _25.3 6.3 bh (5) EE . 4. 0 14.0 1 Wall A 8 M =1 2,368 0.36 5.21 0.88 5.61 1.0 6.0 (4) (4)(5) (4) (4) (4) gw u 8 Wall E 3 M" = i 21,740 0.27 12.62 12.88 22.37 1.0 15.6 43.6 25.0 M .E (5) EU Wall D 3 M" = i 9,976 0.27 5.0 7.4 10.74 0.60 6.3 23.8 12.6 (5) (1) Location given in figure 4. (2) Load combination equations correspond to equations in Appendix B. (3) Reinforcement required at each face. (4) Based on load combination equation 3. (5) Governed by minimum code reinforcement requirements.

1 TABLE 5 DESIGN RESULTS FOR REPRESENTATIVE SHEAR WALLS '(1) -Design (5) Governing In-Plane Forces A Required A, Provided s Load (in.2/ft)~ (in.2/ft) V M Combination u Element Equation (k) (k-ft) Horiz Vert: Horiz ' Vert-g Level 1 8 4,105 196,306 0.72 2.70 1.27 3.12 8' South Wall (3) (3) (4) (3) (3) 8 5 Level 1 8 3,190 143,716 0.72 1.10 1.0 1.56 E~5 East Wall (3) (3) (4) (3) (3) 8o .. Q y : w til. Level 2(2) 3 1,469 35,256 0.72' O.79 1.0 1.0. Barrier Wall (4) goN" Level 2 3 2,364 56,736 0.72 0.79 1.0 1.0 South Wall (4) p 8 z-(1) Load combination equations correspond to equations in Appendix B. O (2) Interior barrier wall that isolates the two diesel engine trains. (3) Based on load combination equation 3. (4) Governed by minimum code reinforcement requirements. (5) Axial load N n compression is conservatively assumed to be zero for determining the u design shear capacity of the walls.

TABLE 6 DESIGN RESULTS FOR REPRESENTATIVE BASEMAT ELEMENTS (1) (2) Design Forces (2) Governing Moment Capacity Moment Load, (k-ft/ft) (k-ft/ft) A' Provided Combination e Element Equation Positive Negative Positive Negative (in.2/ft) k' O Trench Region 3 Top layer = 3.12 7 Thickened 2,398 2,954 1,838 2,011 Middle layer = 4.5 g Section Bottom layer = 4.5 m c$ me Trench Region 3 Top layer = 4.5 m Thinner 1,035 1,018 1,031 1,010 Bottom layer = 4.5 O Section g $f Non-Trench 3 2,112 1,996 1,897 1,900 Top Layer = 4.8 @o Region Bottom layer = 4.5 g :o E-H (1) Load combination equations correspond to equations in Appendix B. g (2) Positive moment indicates tension on top face of basemat. s E

VEGP-DIESEL GENERATOR BUILDING g DESIGN REPORT L-TABLE 7 FACTORS OF SAFETY FOR STRUCTURAL STABILITY Overturning Sliding Factor of Safety Factor of Safety Calculated Load (1)(3) Minimum Equivalent Energy Minimum Combination Required Static Balance Required Calculated D+H+E 1.5 2.39 See Note 1.5 1.89 (2) D4 H + E' 1.1 1.49 916 1.1 1.1 (1) D = Dead weight of structure H = Lateral earth pressure E = OBE E' = SSE (2) The factor of safety for the SSE load case also satisfies the minimum required factor of safety for the OBE case. (3) Lateral loads caused by design wind, tornado, and blast are less in magnitude than lateral loads caused by design OBE and SSE. 31

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT TABLE 8-III TORNADO MISSILE ANALYSIS RESULTS Panel Size Panel Description Length Width Thickness Computed . Allowable and Location (ft) (ft) (ft) Ductility Ductility South Wall 45.0 24.0 2.0 5.2 10.0 Lvl 2.D -D 4 5 East-Wall 112.0 34.0 2.0 8.9 10.0 Lvl 1 D -D A D Interior Barrier 31.7 12.6 2.0 1.7 10.0 Wall Lvl 2 13' South of DA l Roof-Slab D -D 45.0 7.0 2.0 0.5 10.0 S 6 and D -D B C Roof Slab D4.6-D4 40.75 24.0 2.0 2.2 10.0 and D -D C D (1) Governing combination of tornado load effects is Wt * "tg + 0.5 Wtp + tm i i 32

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VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT TABLE 9 ' MAXIMUM FOUNDATION BEARING PRESSURESIII Allowable Net (2) Computed Factor (3) Bearing, Capacity of Safety Gross Net Gross Net Static Static Dynamic Dynamic Static Dynamic (ksf) (ksf) (ksf) (ksf) (ksf) (ksf) Static Dynamic 3.8 2.7 -13.6 12.5 20.3 30.5 22.6 4.9 (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 >f the structure. Gross Dynamic Maximum soil pressurc under dynamic load- = ing conditions (i.e., unfactored SSE). Net Dynamic The dynamic pressure in excess of the = overburden 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 1by factors of 3 and 2 respectively..The ultimate net bearing capacity is the presture 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 i capacity divided by the net static or net dynamic bearing pressure. l l' l-l l 33/34

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VEGP-DIESEL GENERATOR EUILDING DESIGN REPORT APPENDIX A 1 DEFINITION OF LOADS

VEGP-DIESEL GENERATOR EUILDING 4 S' / DESIGN REPORT APPENDIX A DEFINITION OF LOADS .The loads considered are normal loads, severe environmental loads, extreme environmental loads, abnormal loads, and potential site 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. T Thermal effects and loads during normal operating o or shutdown conditions, based on the most critical transient or steady-state condition. R Pipe reactions during normal operating or shutdown g conditions, based on the most critical transient or steady-state conditions. A-1

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT i ~A.2 " SEVERE ENVIRONMENTAL' LOADS y ' Severe environmental loads are those loads to be infrequently i encountered during plant life. Includad,in this category are: E Loads generated by the operating basis earthquake -(OBE). These include ~the associated hydrodynamic j and dynamic incremental soil pressures.' { .W Loads generated by the design wind specified for the I plant. l A.3 EXTREME ~ ENVIRONMENTAL LOADS i Extreme environmental loads are those loads which are credible ~ -buttare highly-improbable. They-include: E' Loads generated by the' safe shutdown earthquake (SSE). These include the associated hydrodynamic and dynamic incremental-soil l pressures. L != -W L ads generated by the design tornado specified for the t l 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: l P, Pressure load within or across a compartment and/or l building, generated by the postulated break. T, Thermal loads generated by the postulated break and including T. g i-' A-2 l- =

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT R, Pipe and equipment reactions under thermal conditions generated by the postulated break and including R. g Y L ad n 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 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. r i i A-3/4

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT APPENDIX B LOAD COMBINATIONS

VEGP-DIESEL @ENERATOR BUILDING DESIGN REPORT i APPENDIX B LOAD COMBINATIONS B.1 STEEL STRUCTURES The steel structures and components are designed in accordance with elastic working strees 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

i +l TABLE B.1("I STEEL DESIGN LOAD CG NATIONS ELASTIC METH _ strometh Y bI*IIII I 'hY a E E' tf "t I I g D L P, T, T r e W e s o a service imod conditions 1 1.0 1.0 1.0 2 1.0 1.0 1.0 1.0 k 3 1.0 1.0 1.0 1.0 O 4 1.0 1.0 1.0 1.0 1.5 +0 l 5 1.0 1.0 1.0 1.0 1.0 1.5 h 6 1.0 1.0 1.0 1.0 1.0 1.5 y c$ Factored toad M t9 7 1.0 1.0 1.0 1.0 1.0 1.6 $g gg (See note b.) 0 1.0 1.0 1.0 1.0 1.0 1.6 g a e 1.0 1.0 1.0 1.0 1.0 1.6 M W 3D " (see notes e and d.) le 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.6 pg5 $h (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 12 1.0 1.0 1.0 1.0 1.0 1.6 yN 13 1.0 1.0 1.0 1.0 1.0 1.6 08 C w b see rg - 'is A for definition of load symbols, f is the allowable stress for the elastic desi p method defined

• 2 a.

O in Part 1 of the AISC, " Specification for the Design, Fabrication, and Erection of Structural Steel for 04ildtags.* The one-third increase in allowable stresses permitted for seismic or wind loadings is not considered. b. tenen ccasidering tornado missile load, local section strength may be escoeded provided there will be no lose of function of any safety-related system. In such cases, this load cas6ination without the tornado missile load is also to be considered. and Y loads, local section strength may be exceeded provided there will be no loss of tenen considering Y, Y c. function of any sahety relateI system. In such cases, this load combination without T, Y * ""O Y is also to be E j r a conssdered. d. For this load combination, in computing the required section strength, the plastic section sodalms of steel shapes. except for those which do not meet the AISC criteria for compact sections, may be used.

5 IN TABLE B.2 1 C000 CRETE DESIGIf IDAD COfBINATICIfS SN N

• Ya.a um o

z. F. T T o e a s' = "t 8 "a Y Y 's 1 r r. service Emad conditions 1 1.4 1.7 isee mete b.) 2 1.4 1.7 1.7 See mete c.) 3 1.4 1.7 1.. 4

1. 5 1.275 1.275 1.275 5

1. 5 1.275 1.275 1.275 1.275 8

U. 6

1. 5 1.275 1.275 1.425 1.275 e

M en Factored Emed Mitsens UN N= 2 1.. 1.. 1.. 1.. 1.. g isee mete d., 1.. 1.. 1.. 1.. 1.. = 1.. 1.. 1.5 1.. 1 3 . ee mete e., 1. 1.. 1.. 1.25 1.. 1.25 1.. 1.. 1.. 1.. gg is.e mete e. u 1.. 1.. 1.. 1.. 1.. 1.. 1.. 1.. 1.. g1 u 1.. 1.. 1.. 1.. u 1.. 1.. 1.. 1.. 1.. g 5 } a. see appendis h for definities of toed symmels.. is the required strem.th beood en strea.th method per hc1 31.-71. 4 b. Unless this epaties is more severe, the load combinetion 1.20*1.7w is also to be considered. g l c. Unless this ogmaties is more severe, the load combination 1.20*1.9E is also to be considered, d. tihem consideran. tornado missile load local section strength any be esceeded provided there will be me less of foncties of any safety-related system. In such cases, this load combination without the tornado missile load as also to be considered. leads. local section strength may be esceeded provsded there will be ao loss of fonction of l tenea considerang Y. Y. and Y,such cases, this load ceshination wathout Y Y, and Y,is also to be considered. e. any safety-relatedgsysfem. In f. Actual load factors used in desap may have esceeded those shown in this tble j } s i 4 i s l 1 i

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT a APPENDIX C DESIGN OF STRUCTURES FOR TORNADO MISSILE IMPACT l + t i I I I w l I:: ~

VEGP-DIESEL GENERATOE BUILDING ~ DESIGN REPORT APPENDIX C ' DESIGN OF STRUCTURES ~FOR~ TORNADO MISSILE IMPACT. C.1-INTRODUCTION. This' appendix contains methods and procedures'for analysis and design of~ steel _and reinforced concrete structures and structural j -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-2 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.

i - 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 ~ tructural response. s ~ -C.1.1 Procedures-Thel general procedures for analysis and design of structures or structural elements.for missile impact effects include: Defining the missile properties (such as type, material, a. deformation characteristics, geometry, mass, trajectory, strike orientation, and velocity). 3 C-1

e VEGP-DIESEL GENERATOR' BUILDING 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. 1 geometry, sectionEstrength, deformation limits, strain 4 I 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 i 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, and,-in the case of reinforced concrete, dislodging of concrete particles from the back face of the element (scabbing). Because of the complex physical processes associated-with missile impact, local effects are evaluated primarily by application of empirical relationships based on missile impact test results. lUnless 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. C-2 i

d .VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT L C.2.l' Reinforced Concrete Elements The parts of the building structure that offer protection for safety-related equipment against tornado-generated missiles are providedwithf[=4000psiminimumconcretestrength,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 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). 2 (E )2/3 M,V k s (2-1) .T = E p 672D k 2 where: steel plate thickness for threshold of perforation T = p (in.). m ssile kinetic energy (ft-lb). [ E = k 2 M, mass of the missile (lb-s /ft). = V, missile striking velocity (ft/s). = missile diameter (in.).I") D = For irregularly shaped missiles, an equivalent diameter is L a. 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

B-VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT ( TheI esign thickness-to prevent perforation, t, must be greater d p .than the' predicted-threshold value. The threshold value is l cincreased by 25 percent to obtain the design-thickness. t = 1.25 T (2-2) p p where: i i !< t = design thickness to preclude perforation (in.). p J 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 sWbsequently 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. I C-4

u VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT If the interface forcing function can be defined or conserva- ~ 'tively idealized.(from empirical relationships or'from theoreti-caliconsiderations),Ithe~ structure can be'modeled mathematically, Land conventional analytical or numerical techniques can be used ..g 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-L 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. 4 LThe 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 Lfunction. The response chart solution can be used with compar-able.results, provided the idealized pulse shape (interface j . forcing-function) and the. resistance function are compatible wit 21 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 i-l L c-s

VEGP-DIESEL GENERATOR BUILDING 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," ORNL 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. t C-6

VEGP-DIESEL GENERATOR BUILDING DESIGN REPORT' TABLE C. 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 (2) 0.10 <10 or 30 p-p' TSee 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.1 embers not required 10 for stability of building structures C-7

VEGP-DIESEL GENERATOR BUILDING 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 0-1. 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) E/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 Y $ 10 y(k1-F r (6) e and e are.the. ultimate and yield strains. u shallybe taken as the ASTM-specified minimum. eu l C-8

vsEP-Ol2sE L SEN23 O Ull l p, y, = DUCTILITY RATIO FOR o COMPRES$10N ONLY \\ y, = DUCTILITY RATIO FOR P'M AX1AL LOAD AND = b b FLEXURE ONLY MOMENT UNDER FOR VALUES OF 4 AND p, SEE TABLE C 1 P, P,

• 4P'

,\\ ( M,= M* \\ N N P,, M, o O 4 4 O O .'4 ~ .a J I 4 x 5 4 4 P'b b l 1 0.1 f

• A,

/ / I / I M M MOMENT u o e f ALLOWABLE DUCTILITY RATIO (Al REINFORCED CONCRETE INTER ACTION 18) ALLOWABLE DUCTILITY RATIO pVS P DI AGRAM (P VS M) Figure C-1 MAXIMUM ALLOWABLE DUCTILITY RATIO FOR REINFORCED CONCRETE SECTION WITH BEAM-COLUMN ACTION - _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _}}