ML20107F009
| ML20107F009 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 10/31/1984 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20107E986 | List: |
| References | |
| NUDOCS 8411050179 | |
| Download: ML20107F009 (106) | |
Text
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[i VOGTLE ELECTRIC GENERATING PLANT
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GEORGIA POWER COMPANY
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CONTROL BUILDING DESIGN REPORT
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Prepared by
(. Bechtel Power Corporation, Los Angeles, California October 1984
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VEGP-CONTROL BUILDING DESIGN REPORT I ,
TABLE OF CONTENTS
-Srction.
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Page 120 INTRODUCTION 1
-2.0- DESCRIPTION OF STRUCTURE 2
'2.1 General Description 2 2.2 Location and Foundation-Support 3 2.3 Geometry and Dimensions 4 2.4 Key, Structural ~ Elements 5 2.5 Major Equipment 6 3.0 DESIGN BASES 6 3.1 Criteria 6 3.2 Loads 7 3.3 Load Combinations and Stress /Strengt.h Limits 12 3.4 Materials 12 4.0 STRUCTURAL ANALYSIS AND DESIGN 14 4.1 Selection of Governing Load Combination 15 4.2 . Vertical Load Analysis 15
~4. 3 Lateral. Load Analysis 16 4.4 Combined Effects of Three Component Earthquake Loads 17 4.5 Roof and Floor Slabs 17 4.6 Structural Steel Girders 19 4.7 Reinforced Concrete Columps 10 4.8 Shear Walls 21
-4.9 Basemat 23 4.10 Design Details 26 h
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'VEGP-CONTROL BUILDING DESIGN REPORT TABLE OF CONTENTS (cont)'
Section Page 5.0 MISCELLANEOUS ANALYSIS AND DESIGN '26 5.1 Stability Analysis 26 5.2 Tornado Load Effects 27 5.3 Abnormal Loads Effects 28 5.4~ Foundation Bearing Pressure 29/30 I
6.0 CONCLUSION
29/30
7.0 REFERENCES
29/30 TABLES FIGURES ArPENDICES A Definition of Loads B Lead Combinations C Design of Structures for Tornado Missile' Impact 1
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a.
VEGP-CONTROL BUILDING DESIGN REPORT LIST OF TABLES b Table Page 1 Control.-Building Seismic Acceleration Values 31 b 2 ' Tornado' Missile Data 32 3 . Design Results of Floor Slabs 33 i (f 4' Design' Results of Structural Steel Girders 34 5' Design Results of Shear Walls 35
.6 Basemat Analysis Results; Elements With Maximum
{' Moment Due to Dea'd Load 36 7- Basemat Analysis Results; Elements With Maximum Moment Due to N-S Seismic Response 37 8 .Basemat Analysis Results; Elements With Maximum b Moment Due to E-W Seismic Response 38 9 Factors of Safety for Structural Stability 39
( 10' Tornado Missile Analysis Results 40 11 Maximum Foundation Bearing Pressures 41/42
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E VEGP-CONTROL BUILDING DESIGN REPORT $
5 LIST OF FIGURES 5 -
Figure _g m
1 Location of Control Building -
2 Control Building, Floor Plan El. 180'-0", Level B, Unit 1 -
3 Control Building, Floor Plan El. 180'-0", Level B, Unit 2 5 4 Control Building Section Looking North g 5 Control Building Sections Looking East and West @
6 El. 180'-0", Level B Location of Key Structural Elements 7 El. 220'-0", Level 1 Location of Key Structural Elements _
8 El. 260'-C", Level 3 Location of Key Structural Elements 9 Dynamic Incremental Soil Pressure Profile k w
10 Wind and Tornado Effective Velocity Pressure - .
Profiles I 11 Representative Roof and Floor Slab Details 12 Representative Structural Steel Girder Design Details __
13 Representative Reinforced Concrete Column Design Details ih 14 Interaction Diagram for Column C 9.0 -C F.0 Interaction Diagram for Column C12.0" D.0 15 16 Interaction Diagram for Column C ll.0 ~ C.0 7 17 Interaction Diagram for Column C5.0" C.8 18 Interaction Diagram for Column C 6.0 -C B.6 19 Representative Shear Wall Design Details g 20 Basemat Finite Element Model 21 Basemat Main Reinforcing Steel by Zones 22 Representative Basemat Analysis Resul ts; Moment Due to [
N-S Seismic Response _ .
23 Representative Basemat Analysis Results; Moment Due to y E-W Seismic Response -
24 Interaction Diagram for Basemat Zone 1 25 Interaction Diagram for Basemat Zone 2 26 Interaction Diagram for Basemat Zone 3 ;
27 Interaction Diagram for Basemat Zone 4
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VEGP-CONTROL BUILDING DESIGN REPORT
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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 Plant (VEGP). These reports are listed.
below:
- Containment Building Design Report
- Containment Internal Structure Design Report
- Auxiliary Building Design Report
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- Control Building Design Report
- Fuel Handling Building Design Report
- NSCW Tower and Valve House Design Report
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- 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 the
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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 control building, in order to assist in planning and conducting a structural audit. Quantitative information is provided regarding the scope of the actual design computations and the final design results.
This 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 the governing design forces.
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VEGP-CONTROL BUILDING DESIGN REPORT
2.0 DESCRIPTION
OF STRUCTURE 2.1 GENERAL DESCRIPTION The control building is a six-story, deeply embedded, reinforced concrete structure common to the two-unit plant. It is situated north of and adjacent to the fuel handling building and the two containment buildings, and south of the turbine building and the turbi,ne electrical tunnel. It is separated from the surrounding structures by a 5-1/2 inch seismic gap and is supported on a mat foundation 40 feet below grade. The boxlike center section has three upper levels extending to 60 feet above grade and a partial fourth level extending an additional 20 feet. Penetration are'as east and west of the center section provide access to the two containment buildings. These are the primary areas for routing of electrical and control system cables into the containment. Directly north of each containment building is the main steam isolation valve (MSIV) room which extends 40 feet above grade.
The floor at grade (level 1) is principally occupied by the control room, technical support center (TSC), office areas, equipment building, and MSIV room. The floors immediately above (level 2) and below (level A) in the center section house the cable spreading rooms. The lowest level (level B) housec switch-gear and heating, ventilating, and air conditioning (HVAC) equip-ment. The third and fourth floors mainly contain HVAC equipment.
The fourth floor, TSC, and areas between column lines C4 to C8 above elevation 220'-0", are primarily occupied by nonsafety-related components. 1 Access shafts number 3, providing access to the containment tendon gallery and one buttress for each unit, are formed by portions of the control building.
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VEGP-CONTROL BUILDING DES 2GN REPORT
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Figure 1 shows the location of the control building with respect to the other plant structures while figures 2 through 5 show the general layout.
2.2 LOCATION AND FOUNDATION SUPPORT
( All Category 1 structures are founded within the area of the l power block excavation. The excavation removed in-situ soils to elevation 130't where the marl bearing stratum was encountered.
h 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 com-pacted select sand and silty sand. The nominal finished grade elevation is 220'-0". The high groundwater table is at eleva-tion 165'-0".
Tha control building is supported on a reinforced concrete mat foundation (basemat) 40 feet below grade (top of basemat elevation 180'-0"). The appproximate plan dimension of the basemat is 169 feet wide by 525 feet long. The basemat is a
( minimum of 7 feet thick with an increase in thickness to 10 feet adjacent to the containment building and localized increases around basemat penetrations. The basemat is founded on approxi-
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mately 40 feet of Category 1 backfill placed on the marl bearing stratum. The 10-foot-thick portion of the basemat is founded approximately 5 feet above the high water table.
The location of adjacent structures with respect to the control building, and their basemat elevations, are uummarized as follows (also refer to figure 1):
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- Turbine Building -
Located approximately 27 feet to the north; top of basemat elevation 195'-0", bottom of basemat elevation 186'-0".
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VEGP-CONTROL BUILDING DESIGN REPORT
- Containment Building - Located immediately adjacent and south of the penetration (wing) areas; top of basemat elevation 169'-0", bottom of basemat elevation 158'-6".
- Fuel Handling - Located immediately adjacent Building and south of the center section; top of basemat elevation 179'-0", bottom of basemat elevation 173'-0".
- Turbine Electrical - Located immediately adjacent Tunnel and to the north between the l turbine building and the l north wall; top of tunnel elevation 215'-0", bottom of l
tunnel elevation 197'-0".
2.3 GEOMETRY AND DIMENSIONS Figures 2 through 5 show the outline dimensions of the control building. The geometry of the Unit 2 portion of the structure is mirror image to the Unit 1 portion except between column lines g A.6 g (Unh 2, penetration area) where there is an C -C and C -C I 4 8 additional level to the structure. For the Unit 1 penetration area of the structure the roof slab is at elevation 240'-0",
while this area for the Unit 2 side extends up to a roof slab at elevation 260'-0". l l
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w VEGP-CONTROL BUILDING DESIGN REPORT The approximate maximum plan outline dimensions for each level of the structure are as follows:
Level - Maximum Plan Dimensions Elevation (E-W x N-S) Remarks B - 180'-0" 525 ft x 169 ft Note 1: Dimension
{ (Basemat) includes Unit 2 penetration area and Unit 1&2 center A - 200'-0" 522 ft x 169 ft portion.
1 - 220'-0" 520 ft x 155 ft Note 2: Dimension is for the MSIV room. There is one 2 - 240'-0" 520 ft x 155 ft room for each unit.
3 - 260'-0" 237 ft x 155 ft III 2 - 50 ft x 60 ft (2)
( 4 - 280'-0" 152 ft x 155 ft Roof - 301'-0" 152 ft x 86 ft 2.4 KEY STRUCTURAL ELEMENTS The key structural elements of the control building are the roof and-floor slabs, structural steel girders, reinforced concrete columns, shear walls, and the basemat. The structural analysis and design for each of these elements is described in section 4 h of this design report.
The roof and floor slabs are generally formed with metal decking
( and are 24 inches and 18 inches thick respectively (including decking) in areas housing safety-related equipment. The structural
( steel girders consist of standard rolled sections and built-up plate members that vary in depth from 24 to 84 inches. The reinforced concrete columns vary in size from 24 inches square
{ to 60 inches square. The shear walls vary in thickness from 24 inches to 66 inches. The location of the roof and floor slabs, the structural steel girders, the concrete columns, and the shear walls for representative floor levels is shown in figures 6 through 8.
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VEGP-CONTROL BUILDING DESIGN REPORT 2.5 MAJOR EQUIPMENT In the design of the control building a minimum dead load of 50 psf is considered to account for permanently attached small equipment, piping, conduits and cable trays. The use of this minimum uniform 50 psf dead load conservatively envelops the weight of equipment with an individual weight less than 25 kips, and thus " major equipment" is defined as equipment with a weight of 25 kips or more. Listed below are the major equipment con-sidered in the structural analysis and design of the control building.
Equipment Design Level Equip. Description Weight (kips)
B -
. (Basemat) None A 4160 V Switchgear 71 l (4 Units) j i
1 CTB Nonna'l Purge 30 Exhaust Unit (2 Units) 2 None -
3 Filter Unit W/AC 55 (4 Units)
ESF Chiller 37 (4 Units) 4 Normal Chiller with Compressor 59 (3 Units)
Roof None -
3.0 DESIGN BASES 3.1 CRITERIA The following documents are applicable to the design of the control building.
VEGP-CONTROL BUILDING DESIGN REPORT
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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
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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 of Testing 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
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The control building is designed for all credible loads and load combinations. The load terms are listed and defined in Appendix A.
3.2.1 Normal Loads 3.2.1.1 Dead Load (D)
The equipment dead loads considered range from 50 to 400 psf and as noted in section 2.5 the minimum uniform 50 psf dead load conservatively envelops the weight of equipment with an individual 7
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i VEGP-CONTROL BUILDING DESIGN REPORT weight less than 25 kips. Additionally, the dead weight of equipment with an individual weight greater than 25 kips and the dead weight of structural members is considered.
3.2.1.2 Live Load (L)
The live loads considered range from 0 psf (in areas where-the equipment weight is included in the dead load) to 250 psf. A minimum roof live load of 30 psf envelops the effects of occupancy, snow, and 100 year rainwater ponding loads. Static lateral earth pressure due to the Category 1 backfill, the lateral earth pressure due to a 264 psf surcharge to account for incidental surface loads, and adjacent tunnel surcharges are also considered as live loads.
3.2.1.3 Thermal Loads (Tg)
During normal operating conditions, the centrol building inside temperature is a maximum of 100 F.
3.2.1.4 Pipe Reactions (R g)
Significant loads due to pipe reactions during normal operating or shutdown conditions include pipe support reactions and occur only in the MSIV and main feedwater isolation valve (MFIV) areas.
3.2.2 Severe Environmental Loads 3.2.2.1 Operating Basis Earthquake, OBE (E)
Based on the plant site geologic and seismologic investigations, the peak ground acceleration for OBE is established as 0.12g.
The free-field response spectra and the development of horizontal and vertical floor accelerations and response spectra at the basemat and selected elevations of the structure are discussed in the Seismic Analysis Report. Table 1 provides the OBE horizontal j and vertical floor accelerations.
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L-VEGP-CONTROL BUILDING DESIGN REPORT The OBE damping values, as percentage of critical, applicable to the control building are as follows:
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Welded steel structures 2 Bolted steel structures 4
( 4 Reinforced concrete structures
{ The dynamic incremental lateral earth pressures due to the OBE are based on the Mononobe-Okabe analysis of dynamic pressures in dry cohesionless materials. The dynamic incremental soil pressure profile is shown in figure 9.
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3.2.2.2 Design Wind (W)
( The control building is designed for loads due to wind velocity of 110 miles per hour, based on a 100 year mean recurrence level of annual extreme fastest mile speed 30 feet above the ground.
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The wind effective velocity pressure profile used in the design (see figure 10) is in accordance with reference 1. Coefficients are based on Exposure C, applicable for flat open country. The pressure values take into account the dynamic response due to gusts and ignore any shielding effects that may be provided by adjacent structures.
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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.
The free-field response spectra and the development of horizontal and vertical floor accelerations and response spectra at the basemat and selected elevations of the structure are discussed in the Seismic Analysis Report. Table 1 provides the SSE
( horizontal and vertical floor accelerations.
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VEGP-CONTROL BUILDING DESIGN REPORT i The SSE damping values, as percentage of critical, applicable to the control building are as follows:
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Welded steel structures 4 Bolted steel structures 7 Reinforced concrete structures 7 The dynamic incremental lateral earth pressures due to the SSE are based on the Mononobe-Okabe analysis of dynamic pressures in dry cohesionless materials. The dynamic incremental soil pressure profile is shown in figure 9.
3.2.3.2 Tornado (Wt )
Loads due to the design tornado include wind pressures, atmospheric pressure differentials, and tornado missile strikes. The design tornado parameters, which are in conformance with the Region I parameters defined in Regulatory Guide 1.76, are as follows:
- Rotational tornado speed 290 mph
- Translational tornado speed 70 mph maximum 5 mph minimum
- Maximum wind speed 360 mph
- Radius of tornado at maximum rotational speed 150 feet
- Atmospheric pressure differential -3 psi
- Rate of pressure differential change 2 psi /sec Tornado loading (W t) is defined as the worst case of the following combinations of tornado load effects.
Wt *W tg (Vel city pressure effects)
Wt*Wtp ( AM spheric pressure differential effects)
W =W (Missile impact effects) t tm W tg + 0.5 Wtp t
W
- tg
- tm t
t
- W tg + 0.5 Wtp + wtm 10
VEGP-CONTROL BUILDING DESIGN REPORT The tornado effective velocity pressure profile.used in the design.(see figure 10) 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 determine the net positive and negative pressures. No reduction in pressure is made for the shielding effects that may be provided
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by adjacent structures.
Although the control building is a partially vented structure, it
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is conservatively designed for an atmospheric pressure differential of 13 psi.
Additionally,-the control building is designed to withstand tornado missile impact effects from airborne objects transported by the tornado. The tornado missile design parameters are listed in table 2. Missile trajectories up to and including 45* off the
[ horizontal use the listed horizontal velocities. Those trajectories greater than 45* use the listed vertical velocities.
3.2.3.3 Probable Maximum Precipitation (PMP) (N)
The load due to probable maximum precipitation is applied to the control building roof areas. Special roof scuppers are provided
( with sufficient capacity to ensure that the depth of ponding water due to the PMP rainfall does not exceed 18 inches. This results in an applied PMP load of 94 psf.
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3.2.3.4 Blast Load (B)
The blast load accounts for a postulated site-proximity explosion. It is conservatively taken as a peak positive incident overpressure of 2 psi (acting inwards or outwards) applied statically.
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3.2.4 Abnormal Loads Abnormal loads generated by a postulated high-energy pipe break accident occur only in the MSIV and MFIV areas of the control building. The loads due to the various postulated pipe breaks,
VEGP-CONTROL BUILDING DESIGN REPORT including pressure loads (P,), pipe and equipment reactions.(R,),
impulse generated by jet impingemeat (Y3 ), impact load generated by pipe impact (Y ,), impulse reaction. generated by pipe whip restraints (Y ),r and.. thermal loads generated by the pipe break
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(T,) are considered in the structural design evaluation of the -
'MSIV and MFIV areas.
3.3 LOAD COMBINATIONS AND STRESS / STRENGTH LIMITS
-The load combinations and stress / strength limits for the control building structural.. steel and concrete are provided in Appendix B. ]
MATERIALS 3.4
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The following materials and material properties are used in the design of the' control building. )
3.4.1 Concrete
- Compressive strength f = 4 ksi.
- Modulus of elasticity c = 3605 ksi E
- Shear modulus G = 1540 ksi
- Poisson's ratio o = 0.17 - 0.25 3.4.2 Reinforcement - ASTM A615, Grade 60
- Minimum yield stress F y = 60 ksi
- Minimum tensile strength Fult = 90 ksi
- Minimum elongation 7-9% in 8 inches 3.4.3 Structural Steel - ASTM A36
- Minimum yield stress F y = 36 ksi
- Minimum tensile strength F ult = 58 ksi
- Modulus of elasticity E g = 29,000 ksi w
VEGP-CONTROL BUILDING DESIGN REPORT 3.4.4 Structural Bolts 3.4.4.1 ASTM A325: (1/2 inch to 1 inch diameter inclusive)
- Minimum yield stress F y = 92 ksi
- Minimum tensile strength Fult = 120 ksi 3.4.4.2 ASTM A325: (1 1/8 inch to 1 1/2 inch diameter inclusive)
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- Minimum yield stress F y = 81 ksi
- Minimum tensile strength Fult = 105 ksi 3.4.4.3 ASTM A307
- Minimum yield stress F is not applicable
- Minimum tensile strength Fult = 60 ksi 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 m = 126 pcf
- Saturated unit weight yt = 132 pcf k
- Shear modulus G Depth (Feet) 1530 ksf 0-10 f 2650 ksf 10-20 3740 ksf 20-40 5510 ksf 40-Marl bearing stratum
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- Angle of internal friction p = 34
- Cohesion c=0 f 13
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r VEGP-CONTROL BUILDING DESIGN REPORT i 3.4.5.3 Modulus of Subgrade Reaction
- St,*ic 60 kcf ,
- Dynamic 85 kcf 3.4.5.4 Net Bearing Capacities
- Ultimate 57.8 ksf
- Allowable static 19.3 ksf
- Allowable dynamic 28.9 ksf 4.0 STRUCTURAL ANALYSIS AND DESIGN This section provides the methodologies employed to analyze the control 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 radiation shielding ,
and 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 or computer methods. In the manual analysis, the building structure or sub-structure is considered as an assemblage of slabs, girders, walls and columns, and the analysis is performed using standard structural analysis techniques. In the computer analysis, the building structure or sub-structure is modeled as an assemblage of finite elements and the analysis is performed using the standard finite element method utilizing a computer program.
For manual analyses, the analysis techniques, boundary conditions, and application of loads are provided to illustrate the method of analysis.
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t h VEGP-CONTROL BUILDING DESIGN REPORT
[ 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 analysis and design, representative analysis and design results are provided to illus-trate 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-I tions is performed to determine the load combination that governs the overall response of the structure. It is determined that load l combination equation 2 for steel design (Appendix B, Table B.1)
( and equation 3 for concrete design (Appendix B, Table B.2), con-taining OBE, govern over all other load combinations, and hence forms the basis for the overall structural analysis and design of the control building.
All other load combinations, including the effects of abnormal loads and tornado loads, are evaluated where applicable on a local area basis, (i.e., sections 5.2 and 5.3). 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 control building consist of concrete slabs and steel girders that support the applied vertical loads, walls and columns that support the slabs and steel girders, 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 6 through 8.
The analysis of the building for vertical loads begins at the roof slab and proceeds progressively down through each level of the building to the basemat. Slabs and girders are analyzed 15
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VEGP-CONTROL BUILDING DESIGN REPORT for the vertical loads applied to them. The total vertical load on a wall or column 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. The basemat is analyzed for the effects of the total cumulative vertical loads from the walls and columns.
4.3 LATERAL LOAD ANALYSIS The lateral load carrying elements of the control building consist of concrete slabs acting as rigid diaphragms to resist
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applied lateral loads, the shear walls which transmit the loads frem the slab diaphragm 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 iden-tified in figures 6 through 8.
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 at each slab level, as appropriate. The design horizontal earthquake load at each level
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of the building is obtained by multiplying the lumped story mass at that level by the maximum floor acceleration applicable to that level. The design horizontal soil pressure load at each level of the building below grade is obtained from the lateral earth pressure with due consideration to the seismic effects and the surcharge effects from the adjacent structures (i.e., turbine electric tunnel and main steam tunnel). In the analysis, the horizontal shear loads are carried progressively 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 16
s VEGP-CONTROL EUILDING DESIGN REPORT tass 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 product of this augmented eccentricity and the story shear at that level.
f The shear in the walls resulting from this torsional moment is computed based on the relative torsional rigidities of the walls.
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At a given level, for a given shear wall, the shear due to story
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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 component earthquake effects is performed using either the Square Root of thesumoftheSquares(SRSS) method,i.e.,R=iRf+R +R 2k !
or the Component Factor method, i.e., \ /
R=Ri + 0.4 R$ + 0.4 Rk R = 0.4 Ri+R$ + 0.4 Rk R = 0.4 Ri + 0.4 R$+R g 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 compnnents of the earthquake.
4.5 ROOF AND FLOOR SLABS 4.5.1 Analysis and Design Methodology A representative slab panel framing plan (elevation 260'-0") of the control building is presented in figure 8. The figure shows the structural elements provided for vertical and lateral support of the slab panels, which consist of structural steel girders, load bearing walls and load bearing shear walls. Based on the panel configuration, the relative stiffness of the supporting members and the type of fixity provided, the slab panels are 17
VEGP-CONTROL BUILDING DESIGN REPORT analyzed for one way or two way slab action using appropriate boundary conditions and standard beam and plate formulas.
Equivalent uniformly distributed loads are applied to the slab panels. The design vertical earthquake load at a particular level is obtained by multiplying the effective mass from the applied loading (including the slab panel's own mass) by the maximum floor acceleration at that level.
Based on the floor flexibility study, it is concluded that the effects of vertical flexibility on the control building floor accelerations and response spectra are insignificant, as long as the fundamental floor (slab-girder) system frequency is equal to or higher than 8 cps. The evaluation of the floor systems in the control building demonstrates that their fre-quencies are higher than this value. The details of the floor flexibility study are provided in the Seismic Analysis Report.
Slab panels are selected for design on the basis of the controlling 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 and conservatively provided on both faces. Refer to figure 11.
As appropriate, additional reinforcement is provided in the slab adjacent to large floor openings and in slab areas whcre walls above the slab are not directly supported by walls or girders below the slab.
4.5.2 Design Results The design results for governing load combinations are presented in table 3 for representative slab panels.
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VEGP-CONTROL BUILDING DESIGN REPORT
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4.6 STRUCTURAL STEEL GIRDERS 4.6.1 Analysis and Design Methodology '
a A representative girder framing plan (elevation 200'-0") is
_ presented in figure 8. Stud shear connectors are welded to the top flange of all girders to provide composite action with the slab.
Appropriate support boundary conditions are selected consistent with the support conditions of each girder. Girder ruoments and '
shears are determined using standard beam formulas.
In accordance with the stiffness criterion established for the vertical flexibility of slabs (section 4.5.1), the floor system frequency is required to be greater than or equal to 8 cps. To satisfy this criterion, the girders (in addition to strength requirements) are sized to have an appropriate natural frequency.
Uniformly distributed floor loads are converted to an equivalent uniform linear load using the tributary loaa method. The design vertical earthquake load for girders is obtained by multiplying the tributary mass from the applied loading (including the girder's own mass) by the maximum floor acceleration at that level. To provide additional design margin, a 5 kip load is .
applied to each girder to maximize the design shear and moment.
To standardize the design of the girders, they are grouped on j
the basis of design load intensity, girder span, and slab panel l configuration. The girder selected for design to represent each :
group is chosen on the basis of the controlling combination of design load intensity and span. The girder is proportioned to satisfy the requirements of strength and deflection as specified in the AISC code, and stiffness where applicable. Increase in allowable stresses is permitted in accordance with Appendix B, Table B.1.
Three major built-up steel plate girders, located at eleva-tions 240'-0", 260'-0", and 280'-0" (between column line C g and
] ,
C 13, n column line Cc), are approximately seven feet deep and q.
-mmmm--
F I
~#
VEGP-CONTROL BUILDING DESIGN REPORT 2
are continuous over a center support with two equal spans of v
I approximately 52 feet each. For these girders appropriate E design consideration is given to web openings and full section -
splices. g For the design of web openings, the shear at the location of the _
opening is resisted by the top and bottom portions of the remaining I web. The principal bending stresses in the girder are combined i with the secondary bending stresses due to local cantilever action of the remainiag portions of flange and web above and ( .
below the opening. Horizontal and vertical web stiffener plates ;
are added as appropriate. Refer to figure 12. _
Full girder splices are designed for the maximum shear and moment i e
at the splice location, using bolted splice plates. Refer to -
figure 12.
r Girder end support conditions are either web clip angle pinned 4 connections per the AISC specification or bottom Zlange bearing plates secured with anchor bolts. Refer to figure 12. i 4.6.2 Design Results 7 The design results for governing load combinations are presented ia table 4 for representative structural steel girders. ?
A 4.7 REINFORCED CONCRETE COLUMNS 4.7.1 Analysis and Design Methodology The location of columns for a representative level of the control building (between elevations 240'-0" and 260'-0") are presented in figure 8. The columns are generally square and range in width _
from 24 to 60 inches.
Uniformly distributed loads acting on floor slabs are applied to each column on the basis of the framing system and floor area tributary to the column. Concentrated equipment loads are appropriately distributed to adjacent columns. The vertical loads from discontinuous shear walls supported by columns are applied to the supporting columns based on the tributary shear 20
3 VEGP-CONTROL BUILDING DESIGN REPORT E
wall length. The overturning moment from the discontinuous shear walls is applied to the columns as axial compression and tension.
The design vertical earthquake load for columns is obtained by 1 multiplying the tributary mass from the applied loading (including the column's own mass) by the maximum floor acceler- i ation at that level.
The structural design of reinforced concrete columns is based on ;
strength considerations, and consists of sizing and detailing the main reinforcing steel and lateral column ties to meet the ACI 318 Code requirements. Refer to figure 13. The governing e minimum eccentricity of 0.lh (h = maximum column width) is used to compute the design moment since the unbalanced moments acting on the column are insignificant. Slenderness effects are also o considered in accordance with the provisions of the ACI 318 Code.
- The design consists of determining the maximum ultimate capacity of each column in the form of an interaction diagram, and verifying that the applied factored design loads, P and M, fall I within the design envelope.
. The design capacity of each column section is determined through the use of the BIAX computer program, which determines the ultimate capacity of reinforced concrete members subjected to (
^
combined axial force and biaxial moments. The program tabulates limiting values of moment and axial force combinations.
4.7.2 Design Results ,
? The design results for governing load combinations are presented in figures 14 through 18 for representative reinforced concrete
] columns.
i 4.8 SHEAR WALLS =
4.8.1 Analysis and Design Methodology The location of shear walls is identified in figures 6 e through 8 for representative levels.
21
m -m me
r r
VEGP-CONTROL BUILDING DESIGN REPORT i
?
The details of the analysis methodology used to compute the g total in-plane design loads at various levels of a shear wall P are described in sections 4.2 and 4.3. The in-plane design ;
loads include axial loads resulting from the overturning moment. 9 The out-of-plane design loads are considered using the soil =
pressure loads on the exterior walls, as applicable, 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. [
The design in-plane shear force and the overturning moment acting }
on a shear wall at a given level is computed by considering the ;
shear loads acting at all levels above, and the resulting over- I torning moments. Conventional beam analysis is used to compute -
the bending moment and shear forces resulting from the out-of- E plane design loads. At critical sections, the combined effects of in-plane overturning moment and axial loads, and the out-of- k 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 5 resist the design in-plane shear loads is determined.
B. The flexural capacity of the shear wall using the I determined reinforcement is obtained using the Cardenas equation (reference 3).
C. If the flexural capacity co'.puted is less than the design overturning moment, then the reinforcement i 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 equation and is distributed uniformly along the length of the wall.
22
VEGP-CONTROL BUILDING DESIGN REPORT
- 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.
4.8.2 Design Results The design results for governing load combinations are presented in table 5 for representative shear walls. Refer to figure 19 - -
I for representative shear wall design details.
l 4.9 BASEMAT 4.9.1 Analysis Methodology and Computer Model 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 a three-dimensional finite-element model.
The finite element model is prepared using conventional modeling techniques. The basemat and first story walls are modeled using plate elements, and boundary (spring-type) elements are used to characterize the stiffness effects of the soil.
The boundary (spring-type) elements are used in two applications, i.e., (1) as boundary conditions to characterize the translational ?
stiffness effect of the soil as a set of elastic soil springs in the three global directions and (2) to eliminate singularity conditions by providing boundary conditions that prevent in-plane - s rotation of the walls that are not orthogonal to one of the St .
horizontal global axes. The vertical stiffness of each soil ..
spring is determined by multiplying the nodal tributary area by the modulus of subgrade reaction. The horizontal springs stiff-nesses are computed to model the stiffness effect of the soil in 3# #
the horizontal direction. The plate elements are used to model 23 ;
e
.2
VEGP-CONTROL BUILDING DESIGN REPORT the structural walls in the first story above the basemat (to represent the stiffness interaction effects at the wall /basemat
-junction), and to model the basemat. There are a total of 1366 boundary elements, and 934 plate elements used to mathemati-cally model the basemat.
Figure 20 shows the computer plots of the basemat model indi-cating node numbers and element numbers for the portion of the
]
basemat modeled. Only one half of the basemat is modeled by accounting for the approximate symmetry of the control building in the east-west direction about column line C yy.
4.9.2 Application of Loads The magnitude and distribution of loads applied to the basemat model are obtained from the c'imulative results of the vertical and lateral load analyses of the overall building structure.
As described in the other sections of this report, the loads include dead load, live load, vertical and horizontal seismic loads, and lateral soil pressure loads.
The resultant column loads are applied to the basemat as vertical nodal loads. The resultant wall loads are distributed to the basemat nodes at the wall-basemat junction. These vertical nodal loads are based on the ratio of the wall length tributary to a basemat node to the total wall length. The uniformly distributed loads acting on the basemat itself are applied as a uniform pressure on all basemat plate elements.
Vertical seismic loads are computed for each floor level by multiplying the dead load by the applicable maximum floor acceleration value. To simplify the computer analysis, a )
weighted average acceleration value was computed to determine the cumulative vertical seismic load applied to the basemat as a fraction of the dead load applied to the basemat nodes. The vertical seismic loads are thus distributed to the surface of the basemat at the base of walls and columns in direct proportion to the cumulative dead load distribution. s 1
24
L l VEGP-CONTROL BUILDING DESIGN REPORT
[
The cumulative horizontal seisn.ic shear and accompanying over-turning moments, which are obtained from the shear wall analysis of the structure (as described in section 4.8) are applied as f nodal forces to the basemat nodes that correspond to the base of the shear walls. Since the bottom half of the first floor walls is not included in the manual computation of overturning
(
moments, the contribution to the lateral shear and overturning moment is modeled by assigning a mass density and a horizontal acceleration to the corresponding plate elements.
4.9.3 Design Methodology The design of the basemat, including the sizing and detailing of main reinforcing steel, is done in accordance with the ACI 318 Code. The size and spacing of steel reinforcing is determined
( on the basis of preliminary design. The design consists of determining the ultimate capacity of different basemat zones (refer to figure 21), in the form of interaction diagrams, and
(
verifying that the maximum factored design moment and membrane forces for that zone fall within the design envelope.
{
The capacity of the basemat zones is determined through the use of the computer program OPTCON. For each zone, the maximum
{ design moment and membrane force are determined from the basemat finite element analysis results. These values are plotted on a graph showing the membrane force-moment interaction (see figures 24 through 27). The basemat design is verified to be k adequate by confirming that the plotted values lie within the interaction diagram for the maximum capacity of the section.
The need for shear reinforcing is checked. The maximum design shear is determined on the basis of moment gradient.
4.9.4 Design Results Representative results of the basemat analysis are provided in
{
figures 22 and 23. In addition, table 6 shows elements with maximum moment due to dead loads. Table 7 shows elements with maximum moment due to north-south seismic response. Table 8 shows 25
{ .. - _ - - - _ - - - - _ -
VEGP-CONTROL BUILDING DESIGN REPORT elements with maximum moment due to east-west seismic response.
From these tables representative elements are selected and their analysis and design results are shown in figures 24 through 27.
4.10 DESIGN DETAILS Representative design details for roof and floor slabs, structural steel girders, reinforced concrete columns, and shear walls, are provided in figures 11 through 13, and 19.
5.0 MISCELLANEOUS ANALYSIS AND DESIGN As described in section 4.1, the control building is evaluated for the effects of abnormal loads and tornado loads, where applicable on a local area basis. In addition, the overall stability of the control building is evaluated. This section describes these analyses and significant special provisions employed in the control building design.
5.1 STABILITY ANALYSIS The overall stability of the control building is evaluated by determining the factor of safety against overturning, sliding, and flotation.
5.1.1 Overturning The factor 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 appropri-ate 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 s 1
to net gravity forces to the overturning moment caused by the 26 -
\
s VEGP-CONTROL BUILDING DESIGN REPORT maximum lateral forces acting on the structure. The gravity forces are reduced to account for the ef fects of buoyancy and 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 4.
5.1.2 Sliding The factor of safety against sliding is defined as the ratio of combined frictional and passive sliding resistance of the founda-tion to the maximum calculated lateral force.
5.1.3 Flotation The factor of safety against flotation is defined as the ratio of the total weight of the structure and its foundation to the
( buoyant force. The buoyant force is defined as the volume of the groundwater displaced by the submerged portion of the structure multiplied by the unit weight of water.
5.1.4 Analysis Results The minimum required factors of safety and the calculated factors of safety for stability are provided in table 9.
- 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 load effects is specified by equation 8 of Table B.2 in Appendix B.
k s 27 f.. _ - .
(
n VEGP-CONTROL BUILDING DESIGN REPORT Controlling roof and exterior wall panels are evaluated for 5 tornado load effects, and the localized response is combined with the analysis results of the overall structural response, as -
applicable, to confirm that design integrity is maintained. Addi- _
I tional reinforcing steel is provided in accordance with the ACI 318 Code, if necessary, to satisfy design requirements. In addition, barriers are provided for the openings in the exte.ior ,
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 openings _
in the exterior walls or slabs and the interior walls or slabs that may be susceptible to missile entry are evaluated to ensure [
that no safety-related systems or components are located in a potential path of the missile.
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 10. y All wall and roof panels providing protection against tornado .
load effects have a minimum thickness of 24 and 21 inches respec- [
tively, to preclude missile perforation and concrete scabbing.
5.3 ABNORMAL LOADS EFFECTS Abnormal loads generated by a postulated high-energy pipe break _
occur in the MSIV and MFIV areas, and adjacent vented areas. =
The MSIV/MFIV areas subjected to the abnormal loads consist of the " break exclusion zone" between the containment building and the five-way restraints. The MSIV/MFIV areas are located north of the containment building between column lines C yg and C gg for Unit 1 and C and C for unit 2. The zones subjected 3 4 to the abnormal loads are bounded by levels 1 and 3 for the MSIV area, and levels A and 1 for the MFIV area.
28
s VEGP-CONTROL BUILDING DESIGN REPORT
(
The MSIV/MFIV area is analyzed using the BSAP computer program, utilizing a finite element model. Conventional modeling tech-niques are used to model the structural walls and slabs in the MSIV/MFIV area. The loads applied to the model include dead loads, live loads, vertical and horizontal OBE/SSE loads, pres- '
f sure loads, and thermal loads. Load combination equations 9, 10, and 11 of Appendix B, Table B.2 are considered in determining the design forces.
(
To ensure that the requirements of the ACI 318 Code are satisfied, the reinforcing steel provided on the basis of overall structural
( response (per the design methodology described in section 4) is evaluated using OPTCON, for the design forces resulting from the effects of abnormal loads.
5.4 FO'"7ATION BEARING PRESSURE The max. mum calculated bearing pressures under the governing C design load conditions are provided in table 11.
(
6.0 CONCLUSION
The analysis and design of the control 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, 8-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.
f 4. BC-TOP-4-A, Revision 3, Seismic Analysis of Structurou and Equipment for Nuclear Power Plants, Bechtel Power Corp.,
November 1974.
{
( - - - - - - - - - - - - - -
VEGP-CONTROL BUILDING DESIGN REPORT TABLE 1 CONTROL BUILDING SEISMIC ACCELERATION VALUES i Floor Accelerations (g's)(1)
OBE SSE Horizontal Vertical Horizontal Vertical i
East- North- East- North- l Elevation West South West South . 1 180'-0" 0.15 0.17 0.24 0.26 0.26 0.40 200'-0" 0.17 0.18 0.24 0.28 0.26 0.40 220'-0" (grade 0.18 0.19 0.25 0.29 0.27 0.42 level) 240'-0" 0.24 0.33 0.44 0.37 0.49 0.67 '
260'-0" 0.30 0.40 0.53 0.45 0.50 0.72 280'-0" 0.35 0.53 0.69 0.52 0.73 0.88 301'-0"(2) 0.45 0.70 0.85 0.65 0.90 1.00 (1) The actual acceleration values used in the design of the structure may be higher than the values shown.
(2) The acceleration values shown for elevation 301'-0" are used in the design of the structure and are higher than the values obtained from the seismic analysis.
31
VEGP-CONTROL BUILDING DESIGN REPORT TABLE 2 TORNADO MISSILE DATA End-On End-On Height Horizontal Vertical Weight Limit Velocity Velocity Missile W (lb) (ft) (ft/sec) ( f t/sec) 4" x 12" x 12' Plank 200 216 200' 160 l 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 I1) 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.
s.
(
32
-- .. ________________________________1_________________.______________._____________________
- " - - - - - n n - - .- _
TABLE 3 DESIGN RESULTS OF FLOOR SLABS Slab Panel Location (1} Governing-As. Required by Ag Provided Slab Comb tion For Col Line Thickness Equation Mu (ft-k). Design (in.2/ft) (in.2/ft) $.
O C -C 8 24 in. 7 I 6 1.00 (roof) 3 59.0 0.71 Q ,
C A.5
-C B.6 E !
- o C g -C 10 1.00 k
18 in. 3 35.0 0.60 C p-C g w C -C b
w 11 12 18 in. 3- 9.8- 0.30 1.00 E l
I C~C B D C yy -C 12 i 18 in. 3 54.0 0.97 1.00 g CD-C E I l
C -C 4 3
h South of 36 in. 10 156.0 1.10 2.54 O R
C c,g (1) All representative slab panels are for the level 260'-0" slab.
TABLE 4 DESIGN RESULTS OF STRUCTURAL STEEL GIRDERS j Design Actual Allow.
Girder Location (1) Governing Forces Stress Stress M V f fy F Fy Co tion 3 b Col. Line Size Equation (ft-k) (k) (ksi) (ksi) (ksi) (ksi) Remarks g !
I o
C Plate Girder Web = 1-1/2" x 36" '?
B.6 42" x 2 1,169.6 158.0 6.27 2.51 24.0 14.4 o C4 -C 5 550 lb/ft Flange = 3" x'18" '@
s C
C Plate Girder Web = 1-1/2" x 77" '$&
42" x 2 7,830.0 680.4 12.00 5.40 2G.0 14.4 C g -C 13 965 lb/ft Flange = 3-1/2" x 24" g CC 5 w W36X170 2 515.9 84.7 10.67 3.44 24.0 14.4 $
C~98 $
C W36X300 with .g D . u2 1/2" x 14" 2,925.2 357.1 23.50 10.02 24.0 14.4 y C -C yy top and bottom 2 10 flange plates z C W36X300 with N 1/2" x 14" 3 C -C yy top and bottom 2 2,073.6 270.2 22. s ?. 7.58 24.0 14.4 g 10 flange plates (1) All representative girders shown are for level 260'-0".
~ ~ ~ ~ ~ ~
__, -, ~ ~
~ ~ v - - - v v >m_ __r - _ -. m n TABLE 5 DESIGN RESULTS OF SHEAR WALLS Wall Designator Governing Load Design Forces III A, Required (2) A Provided(2)
Floor Wall Combination Col. Line Elev. Thick. Equation V Nu Mu Mo Horiz. Vert. Horiz. Vert.
u C 180' 48" 3 12,400 1,428 1,971,837 381 1.44 I3) 4.56 1.58 4.59' h A
C -C 1 21 O C 180' 66" 3 27,675 2,575 976,871 504 1.98 I3I 6.62 6.24 8.00 b C -C A F.2 East of C 4 200' 24" 3 1,208 163 24,160 5.5 0.72 I3) 0.75 0.88 0.88 @
I CA.5 - CB.6 East of C EO 180' 24" 3 1,752 2,445 96,902 4.6 0.72(3) 0.74 0.88 0.88 I4I -
w g vi C
B.5 - CC.4 Cg 180' 24" 3 12,648 2,311 1,320,447 4.6 0.72(3) 0.70 1.20 1.20 y C -C 15 O 7
(1) V = In-Plane shear force (kips) u N = Ax al force (kips). . . .
u
(-) tension g Z
M u
= In-P lane overturning moment (ft-kips)
Mg = Out-of-plane bending moment (ft-kips) @
m O
(2) As required and As Provided are total reinforcement (in.2/ft of wall) for both y faces of the wall.
(3) Governed by minimum Code reinforcement requirements.
(4) Additional bars added as end reinforcement.
e e
TABLE 6 BASEMAT ANALYSIS RESULTS; ELEMENTS WITH MAXIMUM MOMENT DUE TO DEAD LOAD Vertical I1I Dead Load III Seismic N-S Seismic III E-W Seismic III Element Membrane Moment No. Zone Direction Membrane Moment Membrane Moment Membrane Moment 25 1 East / West -4 -327 -1 -105 5 49 10 -3
-5 -339 -2 -109 5 56 16 -6 hh 43 1 East / West O 12 285 4 92 14 144 10 30 ]3 140 1 East / West 0 8 321 2 103 2 177 16 42 C) 157 1 East / West 220 -6 -246 -2 -79 -86 -9 60 -33 pd 2 East / West O 345 3 East / West -11 -340 -4 -110 -57 -266 -32 -359 t*
918 3 East / West 6 -437 2 -141 -129 -336 -38 -430
-68 -4 54 1 -21 l $( 927 2 East / West -2 -210 -1 {}
23 1 North / -13 -283 -4 -91 16 182 37 5 $2 South c)
-9 -81 10 31 45 5 hj 26 1 North / -28 -252 u)
South H C) 50 1 North / -23 -265 -7 -85 -24 -347 25 1 5
South
-101 10 201 15 4 b North / -313 -5 59 1 South
-16
[j
/1
-15 -151 -6 -926 -44 -10 r3 196 2 North / -47 -470 South
-5 -70 12 184 2 3 200 2 North / -14 -218 South 920 3 North / 8 -223 3 -72 -29 -570 24 -127 South 925 2 North / -42 -586 -14 -189 -5 -892 -38 -21 South (1) Sign conventions:
Membrane forces (kips) . . . (+ ) Tension . . . . . . . . . . . . (-) Compression Moments (ft-kips). . . . . . . (+) Tension on bottom of basemat . . (-) Compression on bottom of basemat
- - - mmmen m _
TABLE 7 BASEMAT ANALYSIS RESULTS; ELEMENTS WITII MAXIMUM MOMENT DUE TO N-S SEISMIC RESPONSE VerticalIII Dead Load (1) Seismic N-S SeismicIII E-W SeismicIII Element No. Zone Direction Membrane Moment Membrane Moment Membrane Moment Membrane Moment 68 1 East / West -6 -181 -2 -58 -21 -223 9 -9 159 1 East / West 4 309 1 100 17 221 1 40 @
260 4 East / West -1 157 0 50 -104 168 -5 -10 O
b 322 3 East / West -5 -349 -2 -113 -105 -236 -43 -357 %
w 334 3 East / West 12 -372 4 -120 -91 -372 -14 -423 O M
344 3 East / West -29 -327 -9 -105 -39 -192 -42 -326 g C
w 347 3 East / West 14 -313 5 -101 -56 -283 7 -359 H 377 3 East / West 3 -45 1 -15 2 225 4 -126 b g
2:
3 1 North / 16 -59 5 -19 4 354 41 -9 O
,' South e trj 69 1 North / -11 -181 -4 -58 -15 -400 14 0 (n South y I
106 1 North / -6 -84 -2 -27 -21 -360 6 -1 South N trj .
196 2 North / -47 -470 -15 -151 -6 -926 -44 -30 o South w H
262 2 North / 1 -87 0 -28 9 261 0 12 4
South 292 1 North / 1 -84 0 -27 11 257 -1 9 South 347 3 North / 8 -179 3 -58 -31 -485 14 -96 South 375 3 North / 5 -175 -2 -57 -9 -515 0 -99 South (1) Sign conventions:
Membrane forces (kips) . . . . (+) Tension . . . . . . . . . . . . (-) Compression Moments (ft-kips). . . . . . . (+) Tension on bottom on basemat . . (-) Compression on bottom of basemat
j l QbO$$UgCs5gZOgnHO* g@pc m
t n 4 7 3 2 9 9 8 0 4 6 7 9 4 9 7 6 o I
9 7 9 8 9 2 3 t I e 2 6 2 6 5 2 3
2 1
3 4
4
- - - - - - 1 1 t I m 3 3 4 3 3
- - - - o c o - - - - - - b i M m n s o i e e n nn S a 4 3 8 4 4 2 0 2 6 4 4 oot r 5 6 4 7 7 1 1 - 2 2 iia W- b m
4 3 1
1 1
1 3
1 - -
- ssm E e
- sse ees T M rra N ppb mm E t 5 0 6 4 9 0 2 oof M ) n 3 2 2 3 3 3 5 6 5 8 7 0 6 6 7 2 CCo O 1 e 8 5 7 3
6 2
8 2
6 2
6 3 3
8 2 4 3 5 3 4 5 6 M
( m 1 2 - - - - ))
c o - - - - - - - - - - -
i M ((
M m U s ..
i e M e n 1 5 9 5 1 4 4 8 2 9 9 ..
I S a 3 2 1 0 6 2 3 3 - 1 - 2 1 r 5 7 9 5 5 4 2 X S b - - - - - - 1 - - - - - .t A
ME N
- m e
- .ame S M .s -
HN a
.b TO t n 6 4 0 5 1 8 1 1 0 8 6 5 8 4 2 9 IP e 0 1 2 0 0 8 5 4 2 5 3 4 3 5 7 7 .f WS E l I m o
1 1
1 1
1
- - 1
.o SR I lc M .mo T ai -
.tt NC cm e o 8 EI i s n .b MM ti a 2 2 0 5 3 3 2 re r 9 3 4 0 5 0 3 3 3
- .n E ES eS b - - - - -
o L LI V m B EE e nn M oo A S ii o T ;
ss SW t n 0 4 2 5 3 1 9 7 3 9 1 8 7 6 3 6 4
nn ee T- I e 3 5 7 2 1 7 5 3 6 7 1 3 1 6 2 2 2 TT LE I m 3 3 3 3 3 2 1 4
- 1 1
1 1
1 U I o - - - - - - - ))
SO d M + +
a ((
ET o R L e n
E d a SU 6 8 6 0 5 0 8 6 . .
a r 7 0 2 1 4 0 8 8
- 1 1 ID e b 2 1 1 1 -
S D m - -
Y e . .
M L ) .
A n t t t t t t t t s p.
N o s s s s s s s s A i e e e W
e W
e W
e W
e W
e
/ / / / / / / /
i k .
t c
W
/
W
/
W
/ / / / / / hh hh hh hh hh hh hh hh : ()
e t t t t t t t t tt tt tt tt tt tt tt tt s s ru n sp
'm l i D
r E
s a
E s
a E
s a
E s
a E
s a
s a
E E s
a E
s a
ru oo NS ru oo NS ru oo NS ru oo NS ru oo NS ru oo NS ru oo NS oo NS i ck o ei E t r-S l n ot A e e ff n v (
B O 3 3 3 3 3 1 3 3 3 3 3 3 3 3 3 n e Z
3 o ns c at rn t n be g mm n.
e mo 2
3 3 3 4 3
6 4
7 4
9 5
4 6
8 1 3 4 7 4
9 5
1 6 7 3 4 7
0 2
9 1
2 9
i eo S MM 3 3 3 9 3 3 3 3 3 3 eN 3 3 3 3 )
l 1 E (
g=
r l: l l(lljlll t! iIl llll l jlllI l
7- e _ r-m r- r, r- _r r r- t. rm m r . r- rt r m. rm r-- , r-, v 7
TABLE 9
'l FACTORS OF SAFETY FOR STRUCTURAL STABILITY Overturning Sliding Flotation Factor of Safety Factor of Safety Factor of Safety Calculated $
Q Load (1)(3) Minimum Equivalent Energy Minimum Minimum 7 Combination Required Static Balance Required Calculated Required Calculated @
z D+H+E 1.5 See Note See Note 1.5 1.8 - -
@ l (2) (2) @
D+H+E' l.1 1.6 1710 1.1 1.3 - -
E
$ D + F' - - - - -
1.1 24 o 5
O (1) D = Dead weight of structure o H= Lateral earth pressure .E E= OBE y E' = SSE z F' = Buoyant force (2) The factor of safety for the SSE load case also satisfies the minimum o 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.
VEGP-CONTROL BUILDING DESIGN REPORT TABLE 10 TORNADO MISSILE ANALYSIS RESULTS II) l Panel Size Panel Description Length Width Thickness Computed Allowable and Location (ft) (ft) (ft) Ductility Ductility :
Exterior 7.7 9.0 2.0 10.0 10.0 Wall Level 4; l C~9 C -C 8 and C 9 Exterior 24.3 18.0 3.0 See 10.0 Wall Level 2; Note C
4 and (2)
C -C A.5 B.6 Exterior 14.0 18.0 4.0 1.2 10.0 Wall Level 3; C
8 and C -C p 24.5 22.0 2.0 1.5 10.0 l.Roofslab elevation 301'-0" 4 C -C 13 14 l and C E-C p Roof slab 14.5 11.8 1.8 1.2 10.0 Level 4; C13-C14 and C A.6 -C 3 (1) Governing combination of tornado load effects is Wt
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l 40 ,
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- VEGP-CONTROL BUILDING DESIGN REPORT
[
TABLE 11
{ MAXIMUM FOUNDATION BEARING PRESSURES (1)
Computed (3)
( Allowable Net (2) Factor Bearing Capacity of Safety Gross Net Gross Net
( Static Static Dynamic Dynamic Static
.(ksf)
Dynamic (ksf) (ksf) (ksf) (ksf) (ksf) Static Dynamic 4.3 -1.3 13.4 '7.8 19.3. 28.9 I4) 7.4
[
Note:
(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 L overburden pressure at the base of the structure.
( Gross Dynamic = Maximum soil pressure under dynamic load-ing conditions (i.e. unfactored SSE).
Net Dynamic = The dynamic pressure in excess of the
{ overburden pressure at the base of the structure, f (2) The allowable net static and dynamic bearing capacities are obtained by dividing'the ultimate net bearing capacity by factors of 3 and 2 respectively. The ultimate net
[ bearing capacity is the pressure in excess of the overburden pressure at the foundation level at which shear failure may occur in the foundation stratum.
.(3) The computed factor of safety is the ultimate net bearing capacity divided by the net static or net dynamic bearing pressure.
(4) The. static factor of safety is not applicable since the n'et static' bearing pressure is negative.
(
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= 2
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P = 2_R, d H yg= S0lt MOIST UNIT WEIGHT,PCF
- DERIVED USING THE PEAK GROUND ACCELERATIONS OF 0.12g AND 0.20g FOR OBE AND SSE RESPECTIVELY.
Figure 9 DYNAMIC INCREMENTAL SOIL PRESSURE PROFILE
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, = 0.00256 (360 m,-h)2
= 332 Psf C, = EFFECTIVE EXTERNAL PRESSURE COEFFICIENT P = (.64) (332 psf) C,
= 212 C (psf) p Figure 10 WIND AND TORNADO EFFECTIVE VELOCITY PRESSURE PROFILES
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[ Figure 14 INTERACTION DIAGRAM FOR { l COLUMN C 9 .0 - CF.0 b .__ - - - _ _ _ _ _ _ - _ _ _ - _ _ _ _ _ _ _ _ _ _
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-3000
*PER FOOTNOTE C, TABLE 3.2, APPENDIX 8.
{ l e Figure 15 l INTERACTION DIAGRAM FOR COLUMN C12.0 - CD.0 1 - _ _ _ _ _ _ _ _ _ - -
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-4000
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'PER FOOTNOTE C, TABLE 3.2, APPENDIX R.
I Figure 16 { INTERACTION DIAGRAM FOR COLUMN C11.0 - CC.0 l -_ . _ _ - _ _ - - - _ _ _ _ _ _ _ _ _
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[ Figure 17 i INTERACTION DIAGRAM FOR COLUMN C 5 .0 -C C 8 l - _ _ _ _ _ _ _ _ _ _ - _
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Figure 18 {- INTERACTION DIAGRAM FOR COLUMN C 6 .0 - CB.6 [ - _ - - _ - - - - - - - - --_
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Figure 20 BASEMAT FINITE ELEMENT MODEL . (Sheet 3 of 3) 8411050179 -/1
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@ 1 LAYER #18 @ 12 1 LAYER #18 @ 36
@ 2 LAYERS e 18 @ 12 10 FEET
@ 1 LAYER #18 @ 12 1 LAYER #18 0 36 NOTE: THE EAST / WEST MAIN REINFORCING STEEL FOR EACH ZONE CROSSES THE ZONE BOUNDARIES a-a AND b-b AND IS FULLY DEVELOPED BEYOND THESE BOUNDARIES.
Figure 21 BASEMAT MAIN REINFORCING STEEL BY ZONES
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! " ";"n "",,'#M MOMENT PROFILE ATaa 40 -
A
~
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-60 -
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-100 -
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-100 40 -
30 - -200 N - 10 - -300 M,, o (FT-KIPS) -10 -400
-450 -
MOMENT PROFILE MOMLNT PROFILE ATcc AT b-b d i l Figure 23 REPRESENTATIVE BASEMAT ANALYSIS RESULTS; MOMENT DUE TO E-W SEISMIC RESPONSE R
-300s A ""* ";"fA"Mfa?
t b = 12" g I' ~i y
.d' = 10.64"h o g "
A' = 8.0 a" d = 75.36"
-2000 A, = 8.0a" 5
i E E I I
- h--1000 E
O E E h I [ 50 157
) /
0 f 0 LT}-159 2000 N-2000 MOMENT (FT-KIPS) r r NOTE: NUMBERS INSID E THE INTERACTION DIAGRAM LOAD DESION LOAD REFER TO BASEMAT ELEMENT NUMBERS ELEMENT COMBINATION N O. EQUATION P (KIPS) M (FT-KIPS) 50 3 -103 -1095 157 3 28 896 159 3 40 959 Figure 24 INTERACTION DIAGRAM FOR BASEMAT ZONE 1
L
" "~c ";"?k T,,'E a?
r L L
/\ b = 12" f
g Id' = 9.51"a o A; = 5.33n" f
' d = 76.49"
/ -2000 \ t = 84" A, = 5.33a" O "
y 7 E R r = 1 b E E h--1000 - E E l \ ! / 200 220 0
-2000
}O 927 2000 MOMENT (FT V
NOTE: NUMBERSINSIDETHEINTERACTION DIAGRAM REFER LOA 0 OESIGN LOA 0 TO BASEMAT ELEMENT NUMBERS. ELEMENT COMBINATION NO. EQUATION P (KIPS) M (FT-KIPS) 200 3 -48 -710 220 3 -31 -527 927 3 -1 -480 Figure 25 INTERACTION DIAGRAM FOR BASEMAT ZONE 2
^ ""*"d5NEYENE"5
{ l _b = 12"_ d* = 1 .64" "
> -3000
< e m
/ _
a I A' = 8.0a" d = III 36" g g , A, = 8.0a" ,
, t = 120" 5 '
t E E--2000 e 2 . E 1 I E [
-1000
( 918 377
% m O }
-5000 -4000 0 2000 4000 6000
-2000] 21 MOMENT (FT-KIPS)
NOTE: NUMBERS INSIDE THE INTERACTION DI AGR AM REFER LOAD DESIGN LOAD TO BASEMAT ELEMENT NUMBERS. ELEMENT COMBINATION NO, EQUATION P (KIPS) M (FT-KIPS) 377 3 4 -597 918 3 -161 -1792 921 3 -9 -1690 Figure 26 INTERACTION DIAGRAM FOR BASEMAT ZONE 3 1 _ _ _ _ _ _ _ _ _ _ - - - - _ - - - _ _ _ _ - _ _ _ _ - _ - _ _ - - _
"*-* %" fan'.%M I
L __b= 12"_ _ o d' = 9.51"" " g
-3000 A' = 5.33a" f f
[ \ d = 112.49" t = 120" I A, = 5.33o" O g 7 s E -2000 5 E N 5 Y.i a: E w 5 -1000
=
5 ( 260 0
-6000 -4000 0 4000 6000
]2000 2000/
MOMENT (FT-KIPS) I NOTE: NUMBERSINSIDETHEINTERACTION DIAGRAM REFER LOAD DESIGN LO A0 TO BASEMAT ELEMENT NUMBERS. ELEMENT COMBINATION N O. EQUATION P (KIPS) M (FT-KIPS) 260 3 -195 585 Figure 27 lNTERACTION DIAGRAM FOR BASEMAT ZONE 4 l . _ _ _ . . . . . .
VEGP-CONTROL BUILDING DESIGN REPORT 4 APPENDIX A DEFINITION OF LOADS ( l ( -
VEGP-CONTROL CUILDING DESIGN REPORT ( APPENDIX A DEFINITION OF LOADS The lor.ds 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. To Thermal effects and loads during normal operating or shutdown conditions, based on the most critical transient or steady-state condition. Rg Pipe reactions during normal operating or shutdown conditions, based on the most critical transient or steady-state conditions. { { l A-1 ( _ - - - - - - - - -
VEGP-CONTROL BUILDING 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 dyncmic 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. W L ads generated by the design tornado specified for the t 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.
T, Thermal loads generated by the postulated break and including T g. s A-2
L VEGP-CONTROL BUILDING DESIGN REFORT 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 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. l l l-A-3/4 l .
h VEGP-CONTROL BUILDING DESIGN REPORT \ \ APPENDIX B LOAD COMBINATIONS
)
I l l
~ - - - - -- - - - - - -__ _- ____ __ _ m
VEGP-CONTROL BUILDING 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 Th'e 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. 4 d 4 / N / 5 p ( i ? 4 f l o B-1/2
m_ m. - m m m m ,x m __m c _
- - - c-- .
.-- w ,
TABLE B.1("} STEEL DESIGN LOAD COMBINATIONS ELASTIC METHOD Strength Pa To Ta Wt Ro Ra Y Yr Ya Limit (f s) EgM' D L E E' W 1 N B Service Load conditions 1 1.0 1.0 1.0 l 2 1.0 1.0 1.0 1.0 g 1.0 N 3 1.0 1.0 1.0 l 4 1.0 1.0 1.0 1.0 1.5 rl ' O 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 g O D Factored Load 7 1.0 1.0 1.0 1.0 1.0 1.6 $' H 1.0 1.0 1.0 1.6 g (See note b.) 8 1.0 1.0 O 1.0 1.0 1.0 1.0 1.6 3- 9 1.0 H W 1.0 1.0 1.0 1.0 1.0 1.6 25 (See notes c and d.) 10 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.7 (See notes c and d.) 11 1.0 1.0 1.0 12 1.0 1.0 1.0 1.0 1.0 1.6 h 13 1.0 1.0 1.0 1.0 1.0 1.6 $ O 25 See Appendix A for definition of load symbols. f is the allowable stress for the elastic design method defined ky a. in Part 1 of the AISC, " Specification for the Desfgn, Fabrication, and Erection of Structural Steel for o y Buildings." The one-third increase in allowable stresses permitted for seismic or wind loadings is not H considered.
- b. Wen considering tornado missile load, local section strength may be exceeded provided there will be no loss of function of any safety-related system. In such cases, this load combination without the tornado missile load is also to be considered,
- c. Wen considering Y , Y and Y loads, local section strength may be exceeded provided there will *oe no loss of functionofanysafetyrelate5 E system. In such cases, this load combination without Y), Yr , 2nd 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.
TABLE B.2 I ")IO CONCRETE DESIGN LOAD COMBINATIONS STRENGTH METHOD P, To Ta E E' W "t Rg R, Y r Y, y g f,[ EQN D L Service Load Conditions 1 1.4 1.7 U < 1.4 1.7 1.7 U h f (see note b.) 2 1.4 1.7 1.9 U y l (see note c.) 3 1.275 U () l 4 1.05 1.275 1.275 O 1.275 1.275 U 5 1.05 1.275 1.275 1.275 U g 6 1.05 1.275 1.275 1.425 O V Factored Load Conditions 01 1.0 1.0 U C 7 1.0 1.0 1.0 H 1.0 1.0 U (See note d.) 8 1.0 1.0 1.0 f 9 1.0 1.0 1.5 1.0 1.0 U g
.4 1.0 1.0 1.0 1.0 U Z 10 1.0 1.0 1.25 1.0 1.25 Q (See note e.) 1.0 1.0 1.0 1.0 U (See note e.) 11 1.0 1.0 1.0 1.0 1.0 12 1.0 1.0 1.0 1.0 1.0 U h 1.0 1.0 1.0 U [
13 1.0 1.0 O Z W tr2
- a. See Appendix A for definition of load symbols. U is the required strength based on strength method per ACI 310-71. 'T2
- b. Unless this equation is more severe, the load combination 1.2D*1.7W is also to be considered. O Unless this equation is more severe, the load combinatio.1 1.2D+1.9E is also to be considered.
c.
- d. When considering tornado missile load, local section Strenoth may be exceeded provided there will be no loss of function of k any safety-related system. In such cases, this load combination without the tornado missile load is also to be considered.
When considering Y , Y , loads, local section strength may be exceeded provided there will be no loss of function of e. and any safety-related sysfem. In
$ Y,such cases, this load combination without Y , Y, and Y, is also to be considered.
- f. Actual load factors used in design may have exceeded those shown in this t ble 1
l
- ~ _ _ _
VEGP-CONTROL BUILDING DESIGN REPORT 4-APPENDIX C DESIGN OF STRUCTURES FOR TORNADO MISSILE-IMPACT l
'h 'g '
c VEGP-CONTROL BUILDING DESIGN REPORT 4 r , APPENDIX C DESIGN OF STRUCTURES FOR TORNADO MISSILE IMPACT r C.1 INTRODUCTION L
.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. p 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 i 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
- f. protected items are not damaged or functionally impaired by deformation or collapse of the impacted structure.
( Structural response.is assessed in terms of deformation limits, strain energy capacity, structural integrity, and structural stability. Structural dynamics principles are used to predict structural response. C.1.1 Procedures The general procedures for analysis and design of structures or { structural elements for missile impact effects include:
- a. Defining the missile properties (such as type, material, deformation characteristics, geometry, mass, trajectory, strike orientation, and velocity).
{ C-1 l.. . .
. . . ~ . . . . . . . . . . . - . - .
VEGP-CONTROL BUILDXNG DESIGN REPORT
- b. Determining impact location, material strength, and thickness required to preclude local failure (such as perforation for steel targets and scabbing for rein-forced concrete targets).
- c. Defining the structure and its properties (such as geometry, section strength, deformation limits, strain energy absorption capacity, stability characteristics, and dynamic response characteristics).
- d. Determining structural response considering other concurrent loading conditions.
- e. Checking adequacy of structural design (stability, integrity, deformation limits, etc.) to verify that local damage and structural response (maximum defor- -
mation) will not impair the function of safety-related items. C.2 LOCAL EFFECTS Evaluation of local effects consists of estimating the extent of local damage and characterization of the interface force-time function used to predict structural response. Local damage is confined to the immediate vicinity of the impact location on the struck element and consists of missile deformation, penetration of the missile into the element, possible perforation of the element, 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. Unless otherwise noted, these formulas are applied considering a 7 normal incidence of strike with the long axis of the missile hb parallel to the line of flight. g 1-4 W C-2 hh s
VEGP-CONTROL BUILDING DESIGN REPORT C.2.1 Reinforced Concrete Elements The parts of the building structure-that offer protection for safety-related equipment against tornado-generated missiles are , provided with f = 4000 psi minimum concrete strength, have 24-inch-minimum-thick walls, and have 21-inch-minimum-thick roofs. Therefore,'the walls and roofs of these structures are resistant to' perforation and scabbing by the postulated missiles discussed in.Section 3.2 of.the Design' Report under tornado loads. C.2.2 -Steel Elements Steel barriers subjected to missile impact are designed to preclude perforation. An estimate of the steel element thick-ness for threshold of perforation 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) gv 2 Tp = 672D E,g e 2 (2-1) where: T = steel plate thickness for threshold of perforation p l (in.). E = missile kinetic energy (ft-lb). k 2 M, = mass of.the missile (lb-s /ft). V = missile striking velocity (ft/s). s D = missile diameter (in.).I") f.
- 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 f projected frontal area, of the noncylindrical missile. For pipe missiles, D is the outside diameter of the pipe.
C-3 l .
VEGP-CONTROL BUILDING 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 Tp (2-2) where:
t = design thickness to preclude perforation (in.). p C.3 STRUCTURAL RESPONSE DUE TO MISSILE IMPACT LOADING When a missile strikes a structure, large forces develop at the missile-structure interface, which decelerate the missile and accelerate the structure. The response of the structure depends on the dynamic properties of the structure and the time-dependent nature of the applied loading (interface force-time function). The force-time function is, in turn, dependent on the type of impact (elastic or plastic) and the nature and extent of local damage. C.3.1 General In an elastic impact, the missile and the structure deform elastically, remain in contact for a short period of time (dura-tion of impact), and subsequently disengage due to the action of elastic interface restoring forces. In a plastic impact, the missile or the structure or both may deform plastically or sustain permanent deformation or damage (local damage). Elastic restoring forces are small, and the missile and the structure tend to remain in contact after impact. Plastic impact is much more common in nuclear plant design than elastic impact, which is rarely encountered. For example, test data indicate that the impact from all postulated tornado-generated missiles can be characterized as a plastic collision. C-4
VEGP-CONTROL BUILDING DESIGN REPORT If the interface forcing function can be defined or conserva-tively idealized (from empirical relationships or from theoreti-cal considerations), the structure can be modeled mathematically, and conventional analytical or numerical techniques can be used to predict structural response. If the interface forcing func-tion cannot be defined, the same mathematical model of the structure can be used to determine structural response by appli-cation of conservation of momentum and energy balance techniques with due consideration for type of impact (elastic or plastic). In either case, in lieu of a more rigorous analysis, a conserva-tive estimate of structural response can be obtained by first determining the response of the impacted structural element and , then applying its reaction forces to the supporting structure. [ The predicted structural response enables assessment of struc-tural design adequacy in terms of strain energy capacity, defor-( mation limits, stability, and structural integrity. Three different procedures are given for determining structural ( response: the force-time solution, the response chart solution, and the energy balance solution. The force-time solution involves numerical integration of the equation (s) of motion and is the ( most general method applicable for any pulse shape and resistance r function. The response chart solution can be used with compar-1 able results, provided the idealized pulse shape (interface forcing function) and the resistance function are compatible L with the response chart. The energy balance solution is used in cases where the interface forcing function cannot be defined or r [ 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 C-5
VEGP-CONTROL 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.
C-6 f
VEGP-CONTROL BUILDING DESIGN REPORT TABLE C-1 DUCTILITY RATIOS (Sheet 1 of 2) Maximum Allowable Value Member Type and Load Condition of Ductility Ratio (p ) Reinforced Concrete Flexure (1); Beams and one-way slabs (2) 0.10 <10 P-P' Slabs with two-way reinforcing (2) 0.10 <10 or 30 p-p' Tsee 3 and 4) Axial compressionIII: ) i 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) A/r <20 1.3 1/r.>20 1.0 Tension due to flexure 10 Shear 10 e Axial tension and steel plates in 0.5 E Y membrane tension (6) Compression members not required 10 for stability of building structures C-7
VEGP-CONTROL 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 C-1. (2) .p and p' are the positive and negative reinforcing ~ steel fratios, 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 i
-rotation check is made.
(5) 1/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 gz + y < 10 , F - y \r /
-(6) e and e are the ultimate and yield strains, u
e shallybe taken as.the ASTM-specified minimum. u C-8
L p o$$ RIrYn L. {
- p. p, = DUCTILITY RATIO FOR o COMPRESSION ONLY p g
- DUCTILITY RATIO FOR P' = l L LOAD AND b b FLEXURE ONLY MOMENT UNDER BALA ED CMDITION FOR VALUES OF g AND p, SEE TABLE C 1 P, ,
Pu
- P
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N N f P,. M u O a a O .a J N s a 5 P.M b b I l I 0.1 ff A ' t
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/ 1 MOMENT e o Mc Mr ALLOWABLE DUCTILITY RATIO lA) REINFORCED CONCRETE INTER ACTION IBl ALLOWABLE DUCTILITY R ATIO pVS P Dt AGR AM iP VS Mi Figure C-1 MAXIMUM ALLOWABLE DUCTILITY RATIO FOR REINFORCED CONCRETE SECTION WITH BEAM-COLUMN ACTION l _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - . _ _ _ _ _ _ _ .a}}