ML20107E993
| ML20107E993 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 10/31/1984 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20107E986 | List: |
| References | |
| NUDOCS 8411050162 | |
| Download: ML20107E993 (15) | |
Text
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~ CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT
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Bechtel Power Corporation, Los Angeles, California October 1984
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W-VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT TABLE OF CONTENTS ( S :ction Page
1.0 INTRODUCTION
1 {-
2.0 DESCRIPTION
OF STRUCTURE 2 2.1 General Description 2 2.2 Location and Foundation Support 2 2.3 Geometry and Dimensions 3 2.4 Key Structural Elements 3 2.5 Major Equipment 7 2.6 Special Features 7 [ 3.0 DESIGN BASES 9
- b. 3.1 Criteria 9 3.2 Loads 10 3.3 Load Combinations and Stress / Strength Limits 15
( 3.4 Materials 15 [ 4.0 STRUCTURAL ANALYSIS 19 4.1 Primary Shield Wall (PSW) 19 { 4.2 Secondary Shield Wall (CSW) 23
. 4.3 Structural Steel Annulus Structure 28 4.4 Operating Floor 32 4.5 NSSS Supports / Anchorages 33 4.6 Polar Crane Support System 36 STRUCTURAL DESIGN 37
[ 5.0-5.1 Primary Shield Wall (PSW) 37 (- 5.2 Secondary Shield Wall (SSW) 40 5.3- Structural Steel Annulus Structure 41 5.4 Operating Floor 41 ( 42 5.5 NSSS Supports / Anchorages 5.6 Polar Crane Support System 43 i
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT l J TABLE OF CONTENTS (cont) y J
~
Section Page n J 6.0 MISCELLANEOUS ANALYSIS AND DESIGN 43 6 .1- Stability Analysis 43 6.2 Refueling Canal Liner Plate 43
]
7.0 CONCLUSION
44 8.0 REFERENCE 44
. TABLES- ]
FIGURES ] APPENDICES
}
A Definition of Loads
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B Load Combinations '
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.VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT
(- LIST OF TABLES Table Page [ 1 Containment Internals Seismic Acceleration Values 45 2: PSW BSAP Finite Element Analysis Results 46 3- SSW BSAP' Finite Element Analysis Results' 48 ( 4 Structural Steel Manual Analysis Results 58 5 Structural Steel Finite Element Analysis Results 59 [ 6 Representative Operating Floor Analysis Results 62 PSW Design Results 7 . 63 8' SSW Design Results 64
- 9. Structural Steel Design Results 65 10 Representative Operating Floor Design Results 66
[ 11 Upper and Lower Pressurizer Support Design Results 67 h 12 Polar-Crane Runway Girder Design Results 69/70 [ [ [ p [? [ [ (- iii r .
E VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT k F LIST OF FIGURES S _a Figure y mr m 1 Containment Plan View (Unit 1) 7 2 Containment Section (Unit 1) $ 3 Containment Section (Unit 1) [ 4 Reactor Coolant System Supports Arrangement (Unit 1) 1 5 Primary Shield Wall and Reactor Cavity Plan Views i (Unit 1)
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[ 6 Primary Shield Wall and Reactor Cavity Sections Views 3 (Unit 1) f 7- Primary and Secondary Shield Wall Anchorage to Basemat E 8 Schematic Views of Reactor Coolant System Component c
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Supports
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9 Reactor Pressure Vessel Support Embedments _ 10 NSSS Support Anchorage to Basemat (Unit 1) [ 11 Steam Generator Lower Lateral Support Embedments - 12 Steam Generator Upper Lateral Support Embedments E 13 Reactor Coolant Pump Lateral Support Embedments [ 14 Pressurizer Support and Anchorage [ 15 Major Equipment above the Operating Floor -- 16 Polar Crane Runway Girder r 17 Containment Total Dead Load in Annulus Area - 7 18 Primary Shield Wall Finite Element Model _i 19 PSW Finite Element Model Key Locations 20 Secondary Shield Wall Finite Element Model 21 SSW Finite Element Model Key Locations 5 22 Structural Steel Finite Element Model 23 Upper Pressurizer Support Analysis Results ; 24 Lower Pressurizer Support Analysis Results ' 25 Polar Crane Runway Girder Analysis Results -
-26 PSW Design Details E
-27 SSW Design Details 28 Structural Steel Design Details 29 Representative Operating Floor Slab Design Details ,
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h' VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT . i
. Nomenclature and Abbreviations
( ACI - American Concrete Institute
.AISC - American Institute of Steel Construction
[ AISI - American Iron and Steel Institute ASME - American Society of Mechanical Engineers ASTM - American Society of Testing Materials { AWS - American Welding Society HVAC - Heating, Ventilating, and Air Conditioning IAD =- Interaction Diagram ISI - In-Service Inspection ( MSLB - Main Steam Line Break NSSS - Nuclear Steam Supply System OBE: - Operating Basis Earthquake
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{ - Primary Shield Wall PSW
. -RCP - Reactor Coolant Pump RCS - Reactor Coolant System RPV - Reactor Pressure Vessel
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.SSE - Safe Shutdown Earthquake SSW - Secondary Shield Wall 3
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VEGP-CONTAINMENT. INTERNAL STRUCTURE DESIGN REPORT
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' 1.' O INTRODUCTION hb The Nuclear Regulatory Commission Standard Review Plan, 7 NUREG-0800, requires the; preparation of design' reports for Category 1 structures.
f 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
*- Control Building. Design Report to- Fuel Handling Building Design Report o' NSCW Tower and Valve House Design Report h
- 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 s
{I' The seismic Analysis Report describes the seismic analysis methodology used to obtain the acceleration responses of CatAgory 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 containment internal structure, in order to
. assist in planning'and conducting a structural audit. Quantita-tive information is provided regarding the scope of the actual design computations and the final design results.
=
=The' report includes-a. description of the-structure and its
([ -function, design crit'eria, loads, materials, analysis and design methodology,'and'a design summary of representative key [ . structural' elements, including the governing design forces. ( l r . . .
4
, VEGP5CONTAINMENT INTERNAL: STRUCTURE DESIGN REPORT.
- 2 .'O -DESCRIPTION OF STRUCTURE The containment internal. structures (internals). consist of the
- concrete and steel structures located'inside'the containment building (see figures.1, 2 and 3). The internals do not include ]
.any part of_the pressure boundary, which is formed by the con-
- tainment build'ing liner plate attached to the basemat, shell, and ]
~ dome. The design details of the containment building are provided
- in theLContainment' Building Design Report. l J
' 2 .1: ' GENERAL-DESCRIPTION
' The internals. include the primary shield wall, secondary shield and pressurizer compartment walls, refueling canal walls, fill .
slabs, operating floor,' structural steel ~ annulus structure, in-service inspection (ISI) platfcrms, polar crane runway girders,' and anchorage.embedments for the nuclear steam supply ] system (NSSS) equipment supports. The NSSS equipment ~is com-prised of the reactor pressure vessel (RPV), steam: generators, reactor: coolant pumps (RCP), and the pressurizer. In addition to providingEsupport for the NSSS components and related equipment and: systems'(electrical, piping, and heating, ventilating,.and air conditioning [HVAC]), the concrete internals
]
provide-radiation shielding, a means for the underwater transfer of fuel assemblies between the reactor and the fuel handling
- building, and protection for the containment pressure boundary .}
= liner plate'from postulated accident-generated missiles. The -
structural steel internals provide convenient platform levels forLaccess/ egress, ISI, and plant maintenance.
- 2.2 LOCATION AND FOUNDATION SUPPORT
- The polar crane runway girders are supported by the containment ]
shell._-The remaining containment internals are supported by the
- containment building basemat. The Containment Building Design
]
; Report describes the location of and foundation support for the
. containment building basemat. '
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2 - k g 1- en ti .
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT 2.3 GEOMETRY AND DIMENSIONS The major portions of the concrete internals are located inside, but not attached to, the shell liner plate (70-foot-nominal-inside radius). These extend from the basemat liner plate at elevation 169'-0" up to a maximum elevation of 268'-0". This envelope encompasses all portions of the concrete internals except for the reactor cavity fill slab at elevation 143'-6". The structural steel internals are supported by the concrete internals and the containment building basemat, and extend from the basemat fill slab at elevation 171'-9" up to a maximum elevation of 261'-0". This range of elevations encompasses all structural steel except for the ISI platforms in the reactor cavity and the polar crane runway girders which are located at approximately elevation 321'-0". A more detailed description of the individual portions of the concrete and steel internals is provided in sections 2.4 and 2.6. 2.4 KEY STRUCTURAL ELEMENTS 2.4.1 Primary Shield Wall (PSW) and Reactor Cavity The primary shield walls enclose and support the reactor pressure vessel. The shield walls provide radiation shielding during normal operation, maintenance, and inspection. The space within the primary shield walls, which extends down into the depressed portion of the basemat, is called the reactor cavity. The reactor pressure vessel, up to its flange, is located in i this cavity. The primary shield wall and reactor cavity are illustrated in figures 4 through 6. The primary shield is a quasi-cylindrical, reinforced concrete structure extending from the basemat at elevation 169'-0" to approximately elevation 194'-0". The walls are anchored into the containment basemat with reinforcing steel. Continuity of reinforcing steel across the basemat pressure boundary liner plate is achieved with B-series Cadweld splices welded to both sides of the thickened liner plate (see figure 7). 3
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VEGP-CONTAINMENT INTERNAL STRUCTURE E DESXGN REPORT % The primary shield wall is designed with a small vent area [ around the nozzles into the reactor cavity in order to limit the - flow of steam / water into the annular space around the reactor ; pressure vessel (RPV). This design limits the differential _ pressure loadings on the RPV and thus on the RPV supports. An a annular ring with eight access ports is provided in the primary $ shield wall extending above and below the nozzle elevation for - providing access to nozzle welds for ISI. Primary loop pipe E penetrations through the primary shield wall are provided with 3 special restraints to limit the postulated nozzle break area. ? i 2.4.2 Refueling Canal 2 The refueling canal is a stainless steel-lined passageway that extends from the reactor area to a point near the containment E shell at the fuel transfer tube. During refueling operations, the canal is filled with borated water which provides biological E shielding and permits the underwater transfer of fuel assemblies E between the reactor pressure vessel and the fuel handling j building. The canal also provides a laydown area for the c reactor internals after their removal during refueling _ e operations. The refueling canal is a reinforced concrete structure with the entire interior surface lined with 1/4-inch-thick-stainless - steel plate (see figures 4 and 5). The upward extension of the - primary shield from elevation 194'-0" to the operating floor at . elevation 220'-0" forms a portion of the canal. Outside the primary shield walls, walls extend from approximately elevation - 182' to the operating floor, to form the remainder of the canal. a 2.4.3 Secondary Shield Wall (SSW) 7 The secondary shield walls together with the refueling canal ; walls and primary shield walls form the four steam generator compartments. Each steam generator compartment houses and supports a steam generator, a reactor coolant pump (RCP), and - 4
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l VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT [ nuclear steam supply piping. Additionally, the steam generator compartment walls provide radiation shielding during plant [ operation and maintenance. The secondary shield is a series of reinforced concrete walls ( anchored into the containment basemat in a manner similar to the primary shield walls to allow for load transfer to the basemat { (see figure 7). The configuration of the steam generator compartment changes at the operating floor (elevation 220'-0"), (L as shown in sheets 2 and 3 of figure 1, and extends up to elevation 238'-0". [ 2.4.4 Pressurizer Compartment b The pressurizer compartment houses and supports the pressurizer vessel, provides biological shielding during plant operation and ( maintenance, and provides protection for the containment pressure boundary liner plate from postulated accident-generated missiles. The pressurizer compartment is a rectangular reinforced concrete
.3tructure built integrally with the secondary shield wall on the outside of the loop 4 steam generator compartment (see figures 1 and 4).
The pressurizer compartment walls are anchored into the containment basemat in a manner similar to the primary shield walls to allow for load transfer to the basemat (see figure 7). The pressurizer compartment extends from the basemat up to its roof elevation 268'-0" and has large vent areas in its walls, near the basemat and its roof, to provide for the venting of compartment pressure resulting from postulated pipe breaks. 2.4.5 Operating Floor { The operating floor at elevation 220'-0", shown in figure 1, sheet 3, is the main floor of the containment and serves as the [ primary work and laydown area during refueling operations. The operating floor is constructed mainly of reinforced concrete slabs { ( 5 [ - - - - - - - - - -
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT which provide biological baielding and laydown areas. The slab g interior to the SSW is supported by the refueling canal walls and I the SSW. The slab exterior to the SSW is supported by the SSW and the structural steel annulus structure. l Structural steel with grating covers all four RCP hatches and all areas exterior to the SSW which are not concrete. l 2.4.6 Fill Slabs Fill slabs are reinforced concrete floors placed immediately on top of the containment pressure boundary floor liner plate. The fill slabs provide a working surface and protect the floor liner plate. The major fill slab is 2 feet 9 inches thick with top of concrete elevation at 171'-9" (see figures 2 and 3) and protects the basemat liner plate. A minor fill slab is 11-3/4 inches thick with top of concrete at elevation 143'-6", and is provided to protect the basemat liner plate in the reactor cavity. 2.4.7 Structural Steel Annulus Structure The structural steel annulus structure is a seven level platform structure occupying the annulus between the SSW and the containment shell. This structure provides support for piping, cable tray, HVAC duct, conduit, instrumentation and equipment. It additionally provides a convenient means for access / egress, ISI, and maintenance. The floor framing at each level is supported by the SSW and by columns anchored into the fill slab at elevation 171'-9" (see figures 1, 2 and 3). At the operating floor, the structural steel floor framing is integrated with the concrete slabs to serve as the primary work and laydown area during refueling q operations (see figure 1, sheet 3 ) . Above the operating floor, floor framing is provided at two levels to support the containment ccolers, containment { auxiliary coolers, preaccess filtration units, hydrogen L 6
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT
,recombiners, and their associated electrical and HVAC systems.
(- The floor framing provided at four levels below the operating floor do not support large equipment. At each level, the floor framing is covered by grating, except for the lowest level and h_ the concrete areas of the operating floor level. 2.5 MAJOR EQUIPMENT The' following is a list of the major equipment located within { the containment building. Equipment Quantity Per Unit ( Reactor pressure vessel 1 Reactor coolant pumps 4
' Steam generators 4
{- Pressurizer 1 Pressurizer relief tank 1 Accumulator tanks 4 Refueling machine 1 Polar crane 1 Containment cooling units 8 Hydrogen recombiners
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2 Auxiliary cooling uaits 2 Preaccess filtration units 2 Figures 1, 2, 3, 4, 8, and 15 show the configuration and location of the equipment listed above. 2.6 SPECIAL FEATURES This'section describes the NSSS equipment support systems and (_ L- the polar crane runway. (1 2.6.1 Reactor Pressure Vessel (RPV) Support System The RPV is supported by four seats under two hot leg and two cold leg nozzles which are spaced approximately 90 degrees apart in the primary shield wall. The RPV supports are designed in 7 L.. .
! VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT such a way as to provide for radial thermal growth of the reactor coolant system (RCS), including the RPV, but so as to restrain the vessel against lateral and torsional movement during a loss-of-coolant accident (LOCA). The vertical loads are carried by the support seats to the embedded steel weldments under each support, while the radial and tangential loads are carried by the embedded steel weldments in the primary shield wall placed radially and tangentially to the wall. Reactor 1 pressure vessel support seats and the associated embedded weldments are shown in figures 5, 6, 8, and 9. 2.6.2 Steam Generator Support System The steam generator support system is shown in figure 8. The steam generator is vertically supported by four steel columns, pinned at both ends and bolted to support pads on the vessel and basemat embeds (see figure 1, sheet 1, and figure 10). A pipe restraint is provided on the hot leg near the steam generator inlet nozzle to prevent the formation of a plastic hinge at the
/
primary shield wall and to limit the break area for a steam generator inlet nozzle break. A lower lateral component support is supplied by bearing blocks and a steel beam which spans the inside of the compartment walls (see figures 4 and 11). The upper lateral component support (see figure 12) consists of a < bearing ring located near the center of gravity of the steam generator. The bearing ring is in turn restrained by a combina-tion of hydraulic snubbers and a hard stop in the direction of thermal growth, and by hard stops in the perpendicular direction. The steam generator is supported such that a main steam line or I feedwater line break does not result in a break in the RCS or vice versa. 2.6.3 Reactor Coolant Pump Support System I The reactor coolant pump component supports consist of three steel columns, pinned at both ends and bolted to support pads on the pump and basemat embeds. Figures 4 and 8 show the general 8 L
i H VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT arrangement and design features. Horizontal steel tie rods, anchored to the primary and secondary shield walls, are provided for lateral support (see figure 13). 2.6.4 Pressurizer Support System The pressurizer is supported on a steel ring bearing plate bolted to the flange of the pressurizer support skirt. This ( ring, in turn, rests on a structural steel frame which is attached to steel embeds in the pressurizer compartment walls
.(see figure 8, sheet 2, and figure 14, sheets 2, 3, and 4). The
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-pressurizer is also supported laterally at an upper level by four stops projecting from embeds within the pressurizer compartment walls (see figure 14, sheet 1).
2.6.5 Polar Crane Runway
. The polar crane' runway is composed of a series of 37 box girders arranged in a circular pattern around the containment. A circular rail (67'-0" radius)-sets on top of the runway box girders and has a top of rail elevation 321'-10-5/8" (see figures 2, 3, and 16). The r.unway box girders are supported by a series of 37-equally spaced brackets which are considered as an integral part of the pressure boundary liner plate system. The bracket design details are provided in the Containment Building Design Report.
3.0 DESIGN BASES 3.1 CRITERIA The'following documents are applicable to the design of the containment internals. L 9 ( . .
VEGP-CONTAINMENT INTERNAL STRUCTURE , DESIGN REPORT 3.1.1 Codes and Standards
- American Concrete Institute (ACI), Building Code Requirements for Reinforced Concrete, Standard .
ACI 318-71 including the 1974 Supplement. Applicable-to all concrete components of the internals.
- American Institute of Steel Construction (AISC),
Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings, adopted February 12, 1969, and including Supplements 1, 2, and 3. Applicable to all steel components of the internals. 3.1.2 Regulations
- 10 CFR 50, Domestic Licensing of Production and Utilization Facilities.
3.1.3 General Design Criteria (GDC) l t
- GDC 1, 2, 4, 5, and 50 of Appendix A to 10 CFR 50 and 10 CFR 50.55a.
3.1.4 Industry Standards Nationally recognized industry standards, such as American Society of Testing Materials (ASTM), American Concrete Institute (ACI), and American Iron and Steel Institute (AI5I), are used to specify material properties, testing procedures, fabrication, and construction methods. l 3.2 LOADS I The containment internals are designed for all credible loadings. The loads are listed and defined in Appendix A and supplemented as follows. 10
i VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT Wind loads'(W), tornado loads (Wt), blast-loads (B), and probable maximum precipitation loads (N) are not applicable to the design of the internals because of the protection provided by the' containment building, which is a sealed structure. 3.2.1 Normal Loads k 3.2.1.1- -Dead Loads _(D) Dead loads include-the weight of steel framing, roofs, floors, walls,' cable trays, HVAC ducts, piping, and permanent equipment. The vertic'al and lateral static pressure of liquids
'is also. considered a dead load.
The dead load of major permanent equipment is in accordance with the manufacturer's vendor data, drawings, reports, and criteria,
-if any.
[ . Based upon-the actual density and size of piping, cable tray, HVAC ducts and their respective supports, uniform dead loads are determined for each floor level of the structural steel cnnulus structure. An example of these uniform dead loads is given in figure 17. 3.2.1.2 Live Loads (L) Live loads on the internals include floor loads, laydown loads during' plant shutdown, and crane lifted loads. The floor live loads vary depending on the location and material h of the floor. For all grating areas including the operating floor, the live load is 150 psf. This is applied on all floor { grating areas except where permanent equipment is bolted to the structural steel. For concrete laydown and non-laydown r areas of the operating floor, the live load is 300 psf. p For concrete laydown areas of the operating floor, the laydown load'(during plant construction or plant shutdown) is 1300 psf or the actual load, whichever is greater. The actual laydown loads are based on dead weights provided by the suppliers and are applied to areas designated for each laydown item. 11 r - _ - - - - - -
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT LA concentrat'ed-load of 5 kips is applied to beams and girders to maximize moment and shear to provide design margin for
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additional support and-construction loads. 3.2.1.3 Operating / Shutdown Thermal Loads (To ) .During normal. plant operation, thermal effects are generated by the' heat of the reactor and the attenuation of gamma and neutron radiation originating from the reactor core. By providing an -insulation and cooling system, these effects are limited to a uniform increase in temperature. 3.2.1.4- Operating / Shutdown Pipe Reactions (R g) Pipe reactions and reactions of equipment supports on the internal structures due to equipment / pipe nozzle loads during normal operating or shutdown conditions are considered as R g loads.- 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
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at the basemat and selected elevations of the internals are discussed in the Seismic Analysis Report. Table 1 provides the OBE horizontal and vertical floor accelerations. Operating basis earthquake damping values, as percentages of critical, applicable to the containment internals are as follows. Welded steel structures 2 Bolted steel structures 4 Reinforced concrete structures 4 J 12 l
1 h.J VEGP-CONTAINMENT. INTERNAL STRUCTURE DESIGN REPORT Hydrodynamic loads on the refueling canal walls and floor due to
/ an OBE event'during refuelin'g are considered part of the OBE h; loading. The hydrodynamic loads are determined based upon reference'1 (section~8.0).
b Operating basis earthquake seismic reactions for equipment are in accordance with the manufacturer's seismic qualification
' reports.
L3.2.3 Extreme Environmental Loads
'3.2.3.1 -Safe Shutdown Earthquake, SSE (E')
Based on the plant site geologic and seismologic investigations, L the peak ground acceleration for SSE is established as 0.20g. h* 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 internals are discussed in the seismic Analysis Report. Table 1 provides the SSE-horizontal and. vertical floor accelerations.
-Safe shutdown earthquake damping values, as percentages of critical, applicable-to the containment internals are as follows.
Welded steel. structures 4 Bolted steel structures 7 Reinforced concrete structures 7 Hydrodynamic loads on the. refueling canal walls and floor due to an SSE. event during refueling are not applicable since the plant is shutdown. Safe shutdown earthquake seismic reactions for equipment are in accordance with the manufacturer's seismic qualification reports. 3.2.4 -Abnormal Loads 3.2.4.1 Accident Pressure (Pa) The'subcompartment walls of.the containment internals (principally, the primary shield walls, the steam generator 13 r
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT compartment walls, and the pressurizer compartment walls) are designed to withstand the transient differential pressures due to any postulated high-energy line break. l 3.2.4.2 Thermal Loads under Accident Conditions (Ta l For the primary shield wall design, under LOCA conditions, the steady-state operating thermal gradient (T g) is considered to 1- act in conjunction with the accident pressure differential because the low thermal conductivity of the concrete prevents rapid changes in the temperature profile through the wall. The peak pressure differential is of short duration since y equalization immediately begins to take place through the primary I shield wall passages into the steam generator compartments and the free volume of the containment. As such, the initial temp-erature effects (T ) due to a LOCA are considered negligible and a the operating thermal effects (Tg) are used for design. A similar situation occurs for the SSW and pressurizer compart-ment walls; therefore, T effects due to LOCA are considered a negligible and the operating thermal effects (Tg) are used for design. 3.2.4.3 Pipe / Equipment Reactions (Ra) Pipe reactions and reactions of equipment supports on the internal structures due to equipment / pipe nozzle loads under thermal conditions during postulated accident conditions are considered as R a 1 ads. 3.2.4.4 Pipe Rupture Loads (Y$ , Y r, and Y ,) The containment internals are designed to withstand the loads imparted on the structure by the postulated high-energy line breaks. 1 [ 14
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT u. 3.3 LOAD COMBINATIONS AND STRESS / STRENGTH LIMITS The load combinations and allowable stress limits for structural steel and strength limits for concrete are as listed in Appendix B. As previously discussed, wind loads (W), tornado loads (W I' t ( blast loads (B), and probable maximum precipitation loads (N) are not applicable to the containment internals; therefore, these loading terms are excluded from the load combinations ( -listed in Appendix B. 3.4 MATERIALS
- The following materials and material properties are used in the design of the containment internals.
3.4.1 Concrete
- Compressive strength f' = 5 ksi
- Modulus of elasticity E = 3,865 ksi c
- Shear modulus G = 1,610 ksi
- Poisson's ratio v = 0.17 - 0.25 3.4.2 Reinforcement - ASTM A615, Grade 60
- Minimum yield stress F y = 60 ksi
- Minimum tensile strength F = 90 ksi ult
- Minimum elongation 7 to 9% in 8 inches
( 3.4.3 Structural Steel 3.4.3.1 ASTM A36
- Minimum yield stress F = 36 ksi
- Minimum tensile strength Fult = 58 ksi
- Modulus of elasticity E = 29,000 ksi s
15 t - - _ - - - - -
VEGP-CONTAT"NT INTERNAL STRUCTURE
*IGN REPORT-3.4.3.2 ASTM A500, Grade B Structural Tubing Minimum yield stress F y = 46 ksi
- Minimum tensile strength Fult = 58 ksi
- Modulus of elasticity E = 29,000 ksi s
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3.4.3.3 ASME SA-516, Grade 70
- Minimum yield stress F y = 38 ksi
- Minimum tensile strength Fult = 70 ksi
- Modulus of elasticity E = 29,000 ksi s
3.4.3.4 ASME SA-537, Class 1 (2-1/2 inch thickness and less)
' Minimum yield stress F y = 50 ksi h
- Minimum tensile strength Fult = 70 ksi
- Modulus of elasticity E = 29,000 ksi s
3.4.3.5 ASTM A588 (4 inch thickness and less)
- Minimum yield stress F = 50 ksi Y
- Minimum tensile strength F ult = 70 ksi
- Modulus of elasticity E = 29,000 ksi s
l- 3.4.4 Structural Bolts The following bolts are used in structural steel connections in the internals. The minimum yield stress and minimum tensile stress. vary-depending on the bolt diameter and the values used l are in accordance with the appropriate edition of the specification. L 3.4.4.1 ASTM A325 (1/2 inch to 1 inch diameter inclusive)
*- Minimum' yield stress F = 92 ksi Y
- Minimum tensile strength Fult = 120 ksi 3.4.4.2 ASTM A325 (1-1/8 inch to 1-1/2 inch inclusive)
F Minimum yield stress y = 81 ksi
- Minimum tensile strength F = 105 ksi ult 16
L f - VEGP-CONTAINMENT INTERNAL' STRUCTURE DESIGN REPORT
'3.4.'4.3_. ' ASTM A35'4, Grade BD (2-1/2 inch diameter and less)
* . Minimum yield stress F y = 130 ksi
- Minimum tensile strength F ult = 150 ksi 3.4.4.4 ASTM'A490
- Minimum yield stress Fy = 130 ksi
- Minimum tensile strength F ult = 150 ksi 3;4.5 Steel Lin'er Plate 3.4.5.1 ASTM A240, Type 304L (Stainless steel refueling canal liner plate)
Minimum yield stress F y = 25 ksi (
- Minimum tensile strength Fult = 70 ksi
- Modulus of elasticity E = 29,000 ksi s
3.4.5.2 ASTM A36 (Carbon steel primary shield 1/4 inch thick liner platie) Minimum yield stress F y = 36 ksi
- Minimum tensile strength Fult = 58 ksi
- Modulus of elasticity E = 29,000 ksi s
3.4.5.3 ASTM A537, Class 1 (Carbon ~ steel primary shield 5/8 inch and 1 inch thick liner plate) Minimum yield stress F y = 50 ksi
- Minimum tensile strength Fult = 70 ksi
- Modulus of elasticity E = 29,000 ksi s
;3.4.6 Anchor Bolts and Headed Anchor Studs l 3.4.6.1 ASTM A36 and ASME SA-36
- Minimum yield stress F = 36 ksi y
- Minimum tensile strength Fult = 58 ksi i
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT
'3.4.6.2 ASTM A108
- Minimum yield stress F = 50 ksi y
- Minimum tensile strength Fult = 60 ksi 3.4.6.3 ASTM A193, Grade B7 (2-1/2 inch diameter and less)
- Minimum yield stress F = 105 ksi Y
Minimum tensile strength Fult = 125 ksi 3.4.6.4 ASTM A307
- Minimum yield stress is not applicable Minimum tensile strength F ult = 60 ksi 3.4.6.5 ASTM A320, Grade B8, Class 1
- Minimum yield stress F = 30 ksi Y
- Minimum tensile strength 5 ksi Fult =
3.4.6.6 ASTM A354, Grade BD (2-1/2 inch diameter and less) Minimum yield stress F y = 130 ksi
- Minimum tensile strength F = 50 ksi ult 3.4.6.7 ASME SA-540, Grade B23 A. Class 1 Minimum yield stress F y = 150 ksi Minimum tensile strength F ult = 165 ksi B. Class 2
- Minimum yield stress F = 140 ksi Y
- Minimum tensile strength Fult = 155 ksi C. Class 4
- Minimum yield stress F = 120 ksi Y
- Minimum tensile strength F = 135 ksi ult j
18
, VEGP-CONTAINMENT INTERNAL STRUCTURE y DESIGN REPORT 4.0 STRUCTURAL ANALYSIS This section describes the structural analysis methodologies I employed to determine design forces at key locations of the containment internals using the applicable loads and load com-l binations specified in section 3.0. The structural analysis is performed either by manual or computer , analysis. In the manual analysis, the building structure or sub-structure is considered as an assemblage of slabs, beams, 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 and the Bechtel Structural Analysis 5 Program (BSAP), which is a general purpose computer program for linear-type finite element analyses. This program uses the j direct stiffness approach to perform linear elastic analyses of one , two , or three-dimensional structural models. j For manual analyses, the analysis techniques, boundary condi-tions, and application of loads are provided to illustrate the i method of analysis. For computer analyses, the finite element modeling techniques, boundary conditions, application of loads,
= and computer plots of the finite element model are provided to illustrate the overall method of analysis.
- For both manual and computer analyses, representative results are
~
provided to illustrate the overall behavior of the structure and the magnitude of design forces acting at the key locations. e 4.1 PRIMARY SHIELD WALL (PSW) 5 i 4.1.1 Analysis Methodology and Computer Model The primary shield wall _is analyzed with the BSAP computer
- program using a three-dimensional fixed-base finite element model which represents the structure with seven layers of eight
} node brick elements (see figure 18). The openings in the PSW for - the hot and cold leg NSSS piping are modeled as rectangular 19
VEGP-CONTAINMENT INTERNAL STRUCTURE
. DESIGN REPORT ,
?
openings as shown in figure 18, sheets 1, 6, 7, and 9. The ?, neutron detector slots are modeled as shown in figure 18, g sheets 2, 3, and 4, to simulate the gaps in the interior face of the PSW. The steel bumpers for RPV lateral restraint are - approximated by brick elements as shown in figure 18, sheet 5. g The refueling canal slab is not included in the PSW model, but the slab stiffness is represented with boundary elements (trans- E lational liner springs). The entire PSW model consists of 1,892 [ nodal points, 1,029 brick elements, 48 boundary elements, and 32 ; truss elements.
=
A static analysis is performed on 27 primary load cases described in the following section. _ e m 4.1.2 Application of Loads _ Live loads (L) and piping loads (Rg and Ra ) are insignificant for - the PSW design and are excluded from the BSAP analysis. Pipe rupture missile loads (Ym ) affect localized areas only and are i therefore excluded from the BSAP analysis. = A comparison between the OBE (E) and SSE (E') seismic events in I conjunction with their appropriate load factors and load combi-nations results in the SSE event being excluded from the BSAP analysis because the load combinations which include OBE govern. = E 4.1.2.1 Dead Load (D) The self weight of the modeled structural elements is accounted for by means of the element mass density input parameter. The ! weight of the reactor pressure vessel is accounted for by applying the Westinghouse supplied dead load reactions to the ; appropriate support locations. The reactions are applied to the model as nodal loads and brick surface pressure loads. }- The dead load of the walls and floors attached to the PSW, but not included in the PSW model, is accounted for by using the _ results of the secondary shield wall (SSW) analysis. Since the e 20
r
.VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT nodes of the SSW and PSW analyses do not coincide, the nodal
[ forces from the SSW analysis are redistributed to the appropriate PSW nodes based upon their tributary length. 4.1.2.2 ' Operating Basis Earthquake, OBE (E) The accelerations on the PSW for this three directional seismic
-cvent are input.as three separate primary load cases. Static cquivalent accelerations for the vertical and two horizontal
. diractions are applied to the mass of each individual element cf the model based on the maximum accelerations applicable to
.the PSW.
The seismic loads on the PSW due to attached (but not modeled) walls and floors are accounted for by using the results of the SSW analysis. Since the nodes of the PSW and SSW analyses do (- not coincide, the nodal' forces from the SSW analysis are redistributed to the appropriate PSW nodes based on their tributary length. The redistributed PSW three-directional nodal. loads are included in the appropriate OBE primary load cases such that the directional characteristics of each load case are maintained. The seismic reactions on the PSW due to the RPV are applied as nodal loads and brick surface pressure loads based upon Westinghouse supplied reactions. Due to the nature of the reactor pressure vessel seismic restraints and the geometry of
~t he PSW, the horizontal seismic reactions are applied as four h separate primary load cases (ncrth, south, east, and west).
4.1.2.3 Accident Pressure Loading (Pa) The subcompartment accident pressure loadings for the worst case break in each quadrant are analyzed as four separate primary load cases. A dynamic load factor of 1.2 is applied to all pressure differentials to account for the dynamic effect of this loading. The pressure loads are applied to the interior compartments of the PSW as brick element surface pressure loads. f 21 (
+ VEGP-CONTAINMENT-INTERNAL STRUCTURE DESIGN REPORT The Westinghouse supplied RPV support reactions induced by subcompartment pressurization are applied to-the model as brick element surface pressure loads. 4.1.2.4 ' Operating Thermal Loads (Tg) The operating temperature of the PSW concrete, excluding the reactor cavity, is basically a uniform 120 degrees through the wall thickness. The design concrete construction temperature is
.70 degrees. Thus, a uniform temperature increase of 50 degrees is applied to all brick elements in the finite element model.
1 Additionally,~ thermal loads occur on the PSW due to the thermal growth of-the reactor pressure vessel. These loads are applied to the model as cither nodal loads or brick element surface pressure loads depending on the characteristics of the reactor pressure vessel support.
\\
4.1.2.5 Accident Thermal Loads (Ta l Due to the thickness of the PSW and the low thermal conductivity of the concrete, the worst case concrete thermal load will not act concurrently with the other abnormal loads. Since it takes a considerable amount of time before a significant concrete loading change due to T, occurs, the operating thermal load (Tg ) is used in conjunction with the accident loads. 4.1.2.6 Pipe Rupture Load (Y ) r The PSW is subjected to LOCA induced RPV support reactions and
. hot and cold leg restraint reactions. The dynamic effects of these Westinghouse supplied reactions are considered in their dynamic analyses.
The reactor pressure vessel support reactions are applied to the model as nodal loads or brick element surface pressure loads.
'The hot and cold leg restraint reactions are applied as nodal loads to the appropriate nodes in the hot and cold leg PSW openings.
22
= y . . g, 7 4<
;l r
- VEGP-CONTAINMENT-INTERNAL STRUCTURE
- p -
- DESIGN REPORT 54;1.2.75 Pipe Rupture Load (Y )
h 3 i A hotfor cold leg break ~causes-jet impingement loads on the ) iinSpection-tunnel portion of the PSW. These' jet impingement L o
/ loa'ds: (envelope evalues for' the ~ hot / cold breaks .in each quadrant
. q.
apecused)1areiapplied to the model.as brick. element surface { , pressure. loads. 4(Additionally,~the.above described' jets impact the reactor {M pressure vess'el. .The-Westinghouse supplied' loads are applied to
- the=model as'. nodal: loads;or. brick element' surface pressure loads
- depending on the characteristics of the' reactor. pressure vessel support.
(g .. y
" 1A dynamic load ! factor of 1.2..is f applied to all jet impingement loads to account for.their dynamic effect.
h.
.4.1.3- : Analysis-Results Resultant forces are evaluated at every point in the PSW.
- Analysis results are presented in this report for a selected-number:of key locations and other representative locations (see
- figure-:19). Refer to table 2 for analysis results.
4i2 --SECONDARY SHIELD WALL'.(SSW)-- h 4.2.1 Analysis ~ Methodology and Computer Model L 1The.SSW, pressurizer compartment walls, the operating floor, and h.; refueling canal walls / slab are analyzed with the BSAP computer program using a Lthree dimensional fixed-base finite element model. ( 'The PSW and structural steel columns are also included in the o _ imodel, but only-to account ~for their stiffnesses since they are e .. 1both analyzed by separate, more-refined models. See figure 20,
? sheets 1 through 6, for the compuL= plots of this finite element model.
This model'~uses'shell elements to represent all structural elements except for the structural steel columns and the concrete
. pressurizer column which are modeled using beam elements. The structural steel columns are shown in figure 20, sheet 6.
?
'( 23 f , .. ... -
_i VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT ;
=
w The entire model consists of 2,229 nodal points and 2,591 shell, boundary, and beam elements which results in 12,627 degrees of [ freedom. A static analysis is performed on 38 primary load cases i as described in the following section. f 4.2.2 Application of Loads d v A comparison between the OBE and SSE seismic events in conjunc- 7 tion with their appropriate load factors and load combinations g results in the SSE event being excluded from the BSAP analysis E because the OBE event governs. : Pipe rupture missile loads (Ym) affect localized areas only and ' are therefore excluded from the BSAP analysis. _ 4.2.2.1 Dead Load (D) The self weight of the modeled structural elements is accounted for by means of the element mass density input parameter. : The dead loads for the steam generators, reactor coolant pumps, b and reactor pressure vessel have little or no influence on the -
=
structural elements under analysis; hence, they are not . considered. The Westinghouse supplied pressurizer dead load is distributed through the pressurizer support beams to the g pressurizer compartment walls and is applied to the model as - concentrated nodal loads. = The dead loads for the structural steel, grating, HVAC ducts, cable trays, piping, and equipment are accounted for by _ distributing the dead load mass to the affected nodes by conventional tributary area methods. See figure 17 for sample _ floor dead loads on structural steel. 5 4.2.2.2 Live Load (L) ; The live load on the concrete portions of the operating floor is applied to the slab plate elements as downward acting i pressure loads. The live loads on the structural steel grating 24
- . . . . . , , m, ,
L-
' ~
-VEGP-CONTAINMENT INTERNAL STRUCTURE
. DESIGN REPORT l -
~
jareas'are applied to the model as concentrated nodal loads-determined by distributing the load to the affected nodes by conventional tributary area methods.
.NSSS; equipment laydown. loads'(occurring only during refueling) y fare-applied ~to the appropriate operating floor nodes as concen-jtratedfforces. All other non-laydown areas of-the operating.
h floor have'the normal concrete slab' live loads applied concur-
'rently;with:the laydown: loads.
~
J4'.2.2.3 Operating Thermal Loads (T g)
'The operating temperature.of the concrete internal structures is l basically 120' degrees uniform through the wall / slab thickness.
~
The design concrete construction temperature is 70 degrees.
;Thus,fa' uniform temperature increase of 50 degrees is applied to h.1 ' all concrete. elements of the model.
'4.2.2.4 ' Operating / Shut'down' Pipe Reactions (Rg )
Individual pipe. support loads are insignificant with respect to
-the overall structural response and-are excluded ~from the-BSAP Lanalysis. 'However, the pressurizer applies a significant load (induced-by operating-thermal load) into the lower pressurizer support. This Westinghouse supplied load is distributed through
;the support beams to the pressurizer compartment walls and is I appliedito the model as concentrated three directional nodal loads.
b 4.2.2.5- Operating Basis Earthquake, OBE (E)
!. The accelerations on.the structural elements for this three-
)" Ldirectional seismic event are input as three separate primary load cases. Static equivalent accelerations for the vertical and two horizontal directions are applied to the mass of each individual felement and to the dead' load mass (structural steel, grating, HVAC ducts,ccable trays, piping and equipment) which is distributed to
'the affected nodes as discussed in the dead load section.
25 L -
l h:
-VEGP-CONTAINMENT INTERNAL STRUCTURE 4 -DESIGN REPORT'
-Th'?e loads on the structure due to the seismic accelerations on thel25 percent live-load (that is assumed'to exist during a seismic
, event)lare applied:to the model'as either shell element pressure
, cloads or nodal loads.
TheLstructural responses for the three-directional seismic loads idiscussed above are combined by the Square Root of the Sum of the _ Squares'(SRSS). -The SRSS results.are.then combined with the NSSS equipment seismic loads by the Absolute Sum method. The NSSS Eloads,zsupplied by Westinghouse, are applied to the model as concentrated loads applied to the nodes corresponding to the
. concrete / support interface.
LT he controlt rod. drive mechanism (CRDM)' tie rods provide lateral support to the; reactor integrated head during a seismic event. These Westinghouse supplied loads are applied to the appropriate operating floor nodes as concentrated forces. The hydrodynamic loads due to a-seismic event occurring during - refueling are applied'to the refueling canal walls / slab as pressure loads. The hydrostatic loads are conservatively lumped
-in with the hydrodynamic loads. This is conservative because the load factor for.this hydrodynamic load is.l.9, whereas the load
~ factor'the hydrostatic. load is 1.4.
4.2.2.6- Accident Pressure (P3) s
-Five1 worst case accident pressures are investigated. Three of -
these cases involve LOCAs in the lower steam generator compart- . ments. The other two cases involve the worst case break in the - upper' steam generator compartment and the worst case break in the pressurizer compartment. Dynamic load factors of 1.2 are applied to all pressures,'and.the pressures are applied to the finite
. element model as nodal loads and plate element pressure loads.
'4'.2.2.7 Accident Thermal Loads (T,)
Due to the thickness of the concrete walls / slabs and the low [
- thermal conductivity of the concrete, the worst case thermal load h 26
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN-REPORT t will not act concurrently with the other abnormal loads. Since [ it takes a considerable amount of time before a significant concrete-loading change due to T, occurs, the operating thermal load (Tg ) is used in conjunction with the accident loads. 4.2.2.8 Accident Pipe / Equipment Reactions (Ra ) NSSS equipment loads, supplied by Westinghouse, due to nozzle loads induced by thermal conditions for postulated accident cases occur on the upper and lower steam generator supports, and reactor coolant pump tie rods. These loads are applied to the finite element model as concentrated nodal loads. During normal operation, air flows down the airshafts from the containment coolers. During a LOCA, the airshaft flow reverses which results in the immediate closure of the backdraft dampers [. located at the top of the airshafts (elevation 220'-0"). The resultant uplift load is applied to the operating floor as
-concentrated nodal loads. A dynamic load factor of 1.2 is
( applied to the uplift loads. ( 4.2.2.9 Pipe Rupture Jet Impingement Loads (Y ) 3 Seven jet impingement loads are investigated as the worst case { loadings on various structural walls. Four of these involve postulated primary loop breaks. Two cases involve postulated
; main steam line breaks, and one case involves a postulated main feedwater break.
I The jet impingement cases are input as seven separate primary load cases. Dynamic load factors of 1.2 are applied to all jet f impingement loads, and these final loads are applied to the finite-element model as plate element pressure loads. f 4.2.2.10 Pipe Rupture Restraint Loads (Y ) r f Eleven separate primary load cases are investigated to account for pipe whip restraint reactions or NSSS equipment reactions caused by a postulated pipe break. All loads are applied to the { , model as concentrated nodal loads. k 27 f _ - -. --
l' VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT The. worst case loads for the steam generator (upper and lower lateral' supports), reactor coolant pump tie rods, and pressurizer f (upper and lower supports) are all investigated and these loads are combined with the applicable jet impingement load cases. } Five of the eleven primary load cases involve possible worst case pipe whip restraint reactions. Of these, four cases are for main } steam line restraints and one case is for a main feedwater line restraint. J 4.2.3 Analysis Results Resultant forces are evaluated at every point in the SSW, pres-surizer compartment walls, refueling canal walls and slab, and
]
selected portions of the operating floor. Analysis results are presented in this report for a selected number of key locations and other representativa locations (see figure 21). Refer to table 3 for the analysis results. 4.3 STRUCTURAL STEEL ANNULUS STRUCTURE 4.3.1 Analysis Methodology ) The structural steel framing described in section 2.4.7 consists of girders, beams, columns, and horizontal and vertical bracing. ) Horizontal bracing is analyzed manually using standard pinned-end truss techniques. Vertical bracing and the associated columns are analyzed by the BSAP computer program en a two-dimensional model which encompasses all seven levels of the annulus structure. } Appropriate end boundary conditions are selected consistent with the end connections of each member. ] Girders and beams are designed manually using standard beam formulas for determining moments and shears. The beams and ] girders are analyzed as simply supported members (horizontally and vertically) which is representative of the boundary condi-
]
tions at their support points.
]
1 J 28
L VEGP-CONTAINMENT INTERNAL STRUCTURE
' DESIGN REPORT 4.3.2 Application of Loads
( ' An evaluation of load magnitudes, load factors, and load combina-tions is performed to determine the load combination that governs
-the design. It is determined that load con,bination equation 5, as specified in Table B.-2 in Appendix B, governs over all other load combinations.
. ~4.3.2.1 Dead ~ Load (D)
The uniform dead loads as discussed in section 3.2.1.1 and as shown in figure 17 (example uniform dead load intensities for elevation 207'/210') are converted to equivalent beam linear loads using the tributary area method. 4.3.2.2 Live Load (L) (. The grating floor loads discussed in section 3.2.1.2 are converted from uniformly distributed floor loads to equivalent linear beam
-loads using the tributary area method. To provide additional design margin, a 5 kip concentrated load is applied to each beam / girder to maximize design shear and moment.
4.3.2.3 Piping Loads-(R g)
. Piping loads are applied to the beams / girders in all three orthogonal directions (local to the member). These loads are based upon the worst design case between concentrated loads versus uniform loads.
4.3.2.4 Operating Basis Earthquake, OBE (E) Three-directional seismic loads are applied to the beams / girders based upon multiplying the beam / girder tributary mass (all dead load plus 25 percent live load) by the maximum floor acceleration at that level. Member axial loads due to truss action of the framing system and local torsional effects due to the eccentric application of
. horizontal seismic loads (horizontal seismic loads due to grating 29 r ___ _ . _ -- -
) VEGP-CONTAINMENT INTERNAL STRUCTURE l [ DESIGN REPORT l dead load plus 25 percent floor live load are applied to the top l flange) are also considered. 4.3.3 Analysis Results Resultant forces are evaluated for the critical member (i.e., the longest, most heavily loaded) for each member size. Analysis results are presented for two key girders and one key column. The key members include a built-up box girder at elevation 184'-0", a girder which supports large equipment loads, and a column (which supports large equipment and is part of a vertical truss subsystem). The analysis results for the governing load combination are presented in table 4. 4.3.4 Three-Dimensional Confirmatory Analysis A confirmatory analysis of the main structural steel is performed to evaluate the global effects of the annulus structure on the design of key structural members and to verify the column reaction forces at the fill slab. 4.3.4.1 Analysis Methodology and computer Model The analysis is performed by the BSAP computer program using a three-dimensional finite element model which models the steel columns, girders, beams, bracing, and the concrete slabs at the operating floor (see figure 22). Figure 22, sheet 1, shows a typical framing plan below the operating floor (elevation 210'-0", north half) and the north half of the operating floor framing plan (elevation 220'-0"). Figure 22, sheets 2 and 3, shows the framing at the upper two equipment levels (north half is shown, south half is similar). The upper plot on each sheet shows how the equipment is. accounted for in the finite element model. The steel columns, girders, beams, and bracing are modeled with beam elements. Member end releases are employed to properly 1 30
g
$ .VEGP-CONTAINMENT: INTERNAL STRUCTURE DESIGN REPORT l' [ depict-.the end_ conditions 'of each member. The major equipment
- is modeled with ,tiruss elements. The operating floor concrete h '
elabs-are'modeled with plate elements. The' entire model consists of 1,778 nodes, 3,151 beam elements, h 120' plate elements,--and 78 truss elements.
- A static analysis is-
? performed'on all-loads except the seismic loads for which a
~
C combined static and a response spectrum analysis is performed.
'4.3.4.2 Application.of Loads 4.3.4.2.'1' ' Dead Load (D). The weight of each modeled structural I clement:is accounted for by means of the element mass density input parameter. All'other dead loads'(permanent equipment and
- uniform floor loads) are applied to the members as-uniform linear
-loads based'upon-the tributary area method.
C 4.3.4.2.2' Live ~ Load (L). Uniform floor live loads on grating
-areas _.are converted _to equivalent uniform linear loads based upon the tributary area' method. Uniform floor live loads on concrete
- areas of the operating floor are. applied to the plate elements as S : pressure loads.
(Operating ~ floor'laydown loads are applied to the plate elements as pressure loads. 4.3.4.2.3 Subcompartment Pressurization-(P). Portions of the j operating _ floor concrete slab areas are subjected to pressure loads due a main-steam line break (MSLB). These loads are applied to the plate elements as pressure loads. h Seismic Loads, (E and E'). The mass due to dead 4.3.4.2.4 Lloads (excluding structural dead load) and 25 percent of the floor-live loads are manually lumped to the adjacent nodes based on'the tributary area method. The mass of the structural members is calculated and lumped to nodal points automatically by the BSAP computer program. The three-directional seismic loads are calculated by BSAP based upon the maximum floor acceleration for the vertical and two horizontal directions. 31 h ( - _
2 , ~_ J VEGP-CONTAINMENT INTERNAL STRUCTURE 1 DESIGN REPORT. ; 14.3.4.=2.5 " Localized' Loads. Loads which~ influence only localized areas of the structural steel framing are not included'as primary
. load cases for.the,three-dimensional model BSAP. finite ~ element analysis. -For: example, pipe rupture: loads (Y ,'Y 3 r' ""d YmI "#"
not-included,since only one break is postulated to occur at a tir.e Land the effect 'of the pipe rupture load is localized. These localized effects.are analyzed manually and the results superimposed with the computer analysis results.
' Adjustments in the layout of the structural steel framing are made to avoid interaction between structural members and the jet impingement. zones of influence . rom postulated pipe breaks for
'the'two largest high energy lines (i.e., main steam and main feedwater) outside the SSW. Jet impingement loads from smaller line breaks are accommodated by the load resisting capabilities
-(three orthogonal. directions) of the framing and by the allowable stress' increases'shown in Table B.2 of Appendix B.
4.3.4.3 ResultsEfor Three-Dimensional Confirmatory Analysis Representative analysis results are provided in table 5.
- 4.4 OPERATING FLOOR As shown in figure 1, sheet 3,. the operating floor consists of concrete slab ~ areas and structural steel framing with grating areas. All structural steel areas are analyzed as discussed in section 4.3. Selected concrete slab areas are analyzed by
' computer as part of the SSW BSAP finite element analysis (see section 4.2 and. figure 20). The remaining concrete slabs are analyzed manually.
4;4.1 Analysis Methodology A typical, manually' analyzed slab is at the reactor head laydown area. This slab is analyzed by conventional one-way or two-way slab techniques. 32
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT 4.4.2 Application of Loads An evaluation of load magnitudes, load factors, and load combina-tions is performed to determine the load combination that governs the reactor head laydown area slab. Due to the very large laydown load (live load), it is determined that load combina-tion 3, Table B.1 of Appendix B, governs over all other load ( combinations. 1.4D + 1.7L + 1.9E (3) f The floor live load (applicable only to non-laydown areas) and ( s' lab dead load are applied as uniform loads. Laydown live loads are evaluated under two conditions as discussed in section 3.2.1.2. The slab is' initially analyzed using a uniform laydown load of ( 1.3 ksf which is designated as an upperbound load which encompasses all credible refueling operation laydown loads. Secondly, the
~
slab is analyzed with the actual integrated reactor head laydown
- loads as supplied by Westinghouse. These actual loads consist of the integrated head dead weight and the resultant seismic loads should an OBE event occur during refueling. The actual loads are
( then applied to the six support pedestals. Analysis Results ( '4.4.3 The analysis results for the governing load combination are presented in table 6. ( 4.5 NSSS SUPPORTS / ANCHORAGES NSSS supports / anchorages (see figures 4, 5, 6, and 8 through 14) are analyzed either manually (RPV, RCP, steam generator, and {. upper pressurizer support anchorage) or by the BSAP computer program (lower pressurizer support / anchorage). The pressurizer supports / anchorages are discussed herein since the upper support anchorage l's representative of the NSSS anchorage manual analysea (' and the lower support represents a computer analysis method. ( 33 r - - - _ _ - - - - - - - - - -
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT lq 4.5.1 Analysis Methodology 4.5.1.1 Opper Pressurizer Support Anchorage This support provides lateral restraint only (no vertical restraint). The support (see figure 8, sheet 2, and figure 14, sheet 1) is analyzed, designed, and provided by Westinghouse. The anchorage, provided by Bechtel, is analyzed using the Westinghouse supplied reactions. Conventional manual techniques l are used to analyze all anchorage components. 4.5.1.2 Lower Pressurizer Support / Anchorage This support (see figure 8, sheet 2, and figure 14 sheets 2, 3, and 4) provides both lateral and vertical restraint. The steel support frame and anchorages are analyzed and designed by Bechtel using Westinghouse supplied pressurizer reactions. The frame is analyzed with the BSAP computer program using two finite element models as shown in figure 14, sheets 5 and 6. i The model shown in figure 14, sheet 5, (hereafter termed the
" pressurizer stiffness model") takes into consideration the stiffness of.the pressurizer by using the rigid link (multipoint constraint) method. The master node corresponds to the vertical centerline of the pressurizer vessel. The finite element model has a total of 16 beam elements and 25 nodes.
The second model (figure 14, sheet 6), hereafter termed the
" local effect model", conservatively ignores the stiffness l
provided by the pressurizer, but takes into consideration the local effects (i.e., torsion) caused by the vessel anchor bolt configuration. This model has a total of 40 beam elements and 44 nodes. Boundary conditions for each model are selected which represent the actual connection details. l 34
r e - VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT 4.5.2 Application of Loads 4.5.2.1 Upper Pressurizer Support Anchorage The Westinghouse supplied reactions include the axial force, thear force, and bending moment at the face of the anchorage. These reactions include the effects of dead load, thermal load, , reismic load, and pipe rupture load. ( 4.5.2.2 Lower Pressurizer Support / Anchorages The Westinghouse supplied reactions at the base of the pressur-(l izer (skirt flange) are distributed to the support frame based on the bolts pattern. These reactions include the effects of dead load, thermal load, seismic load, and pipe rupture load. ( Loads are applied to the " pressurizer stiffness model" as concen- [ trated nodal forces at the pressurizer center of gravity node. Loads are applied to the " local effect model" as concentrated forces at the nodes corresponding to the anchor bolt locations. For both models, the self weight of the support frame is accounted for by means of the element mass density input parameter. 4.5.3 Analysis Results The governing load combination is equation 11 from Appendix B, ( tables B.1 (for concrete design) and B.2 (for steel design). 4.5.3.1 Upper Pressurizer Support Anchorage The analysis results for the governing load combination are ( presented in figure 23. 4.5.3.2 Lower Pressurizer Support / Anchorage { The analysis results for the governing load combination are presented in figure 24. 35 L _ - _ -
b - 0 VEGP-CONTAINMENT-INTERNAL STRUCTURE
.)
DESIGN REPORT 4.6 POLAR CRANE SUPPORT SYSTEM .-
~iThe polar crane support system' described in section'2.6.5-con-Lsists:of the5 runway box girders.(which directly support the polar ]
~
crane)-and.the: brackets-(which'~ support the runway box girders). The bracketsare anchored into the containment shell and are discussed in'the containment Building Design Report, whereas the }
- runway box ~ girders are entirely;inside of the pressure boundary
- and'are ~ discussed in this design report.
4.6.1' . Analysis Methodology
~ ALtypical girder (all 37~ girders.are identical) is presented in
. figure.16. A manual calculation is performed using standard beam ]
. formulas for determining-girder moments and shears. The girder is analyzed as'a simply supported beam (horizontally and vertically) which is representative of the boundary conditions, at its support points.
'4.'6.2 Application of Loads
'Most of the loads listed'in section 3.2 are not applicable to the girder due to'its location,. design features, etc. For example, pressure. loads ~are not applicable since vents (see figure 16) are -
provided to equalize this loading. The load combinations listed in Table B.2 of Appendix B reduce to the following: ] Equation D + L (construction lift with impact) 1 D + L (service lift) + E 2 D + L-(service. lift) + E' 7 All loads listed above (excluding construction lift with impact) ) are-obtained from the supplier's seismic report. The governing girder design loads occur when the polar crane trolley is posi-tioned at its "end-of-travel", (main hook is 12 feet from the
. runway rail centerline). The polar crane wheels and seismic d
restraints are positioned such that the resultant shears, moments,
.and torsion on the girder are maximized.
l 36 1
VEGP-CONTAINMENT INTERNAL STRUCTURE
. DESIGN REPORT
.The dead load of the runway box girder and its associated three component seismic inertia loads are additionally considered in
( the total applied load on the girder. (. 'An. evaluation'of load magnitudes, load factors and applicable load combinations is performed to determine the governing load combination for the analysis and design of the girder. It is l determined that load combination equation 2 containing OBE l
-governs; therefore, all other load combinations are excluded from further conside. ration.
h 4.6.3 Analysis Results The analysis results for the governing load combination are presented in figure 25. ( 5.0 STRUCTURAL DESIGN This section provides the design methodology and a summary of ( design results for selected critical structural elements. structural elements are designed either manually or by computer The in accordance with the applicable sections of the codes listed in section 3.1.1. 5.1 PRIMARY SHIELD WALL (PSW) 5.1.1 Design Methodology { The PSW (excluding shear reinforcement) is designed by computer in accordance with the strength provisions of the ACI 318 Code. { The design requirements considered in proportioning the PSW are strength and radiation shielding. [ The computer design is accomplished using the OPTCON module of program BSAP-POST. BSAP-POST (which consists of a collection of modules that perform specific independent tasks) is a general purpose, post-processor program for the BSAP finite element analysis program. BSAP-POST reads computed BSAP results, which ( ( 37 t - _ - - _ - - - - - - - - - -
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT are usually stored on a magnetic tape, into an internal common data storage base and optionally performs one or several addi-tional operations (e.g. plotting) or calculations (e.g. creating l load combinations or designing reinforced concrete members). In general, the OPTCON processor is a reinforced concrete analy- l sis and design program for doubly reinforced concrete sections which creates reinforced concrete interaction diagrams (IAD) based on the maximum allowable resistance of a section for given stress and strain limitations (code allowables). Any load combination whose design axial force and corresponding moment (load set) fall within the IAD indicates all stress and strain code criteria are satisfied. OPTCON also has the capability of calculating the thermal moment, considering the concrete cracking and reinforcement yielding effects, due to a given linear thermal gradient (i.e., a differ-ence in temperature between the two concrete faces). For each load combination, the state of stress and strain is determined before the thermal load is applied. Then the thermal moment is approximated based upon an iterative approach which considers equilibrium and compatibility conditions, and is based on the assumption that the section is free to expand axially without any constraints. the final force-moment set (which includes the cracked section final thermal moment) is checked to verify that it falls within the code allowable IAD. For sections with a liner plate, OPTCON has the capability to include the effects on the section due to a hot liner plate, and to include any applicable liner plate stress / strain criteria in the formulation of the IAD. The term " utilization factor" or UF refers to the amount of l resistance of the IAD that has been used relative to the zero curvature line. The zero curvature line refers to a line defined by a series of points whose force-moment load set creates con-stant strain across the section, a neutral axis at infinity, and a strain diagram curvature of zero. A UF of 100 indicates that the section is 100 percent utilized by the design load. 38
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT / L The combination of co-directional responses due to three compon-ent earthquake effects are performed using the Square Root of j the sum of the Squares (SRSS) method, i.e.,R='(R2+R 4
+R 2)1/2 or the Component Factor method, i.e.,
R=iR i i 0.4 R 1 0.4 R k R = i 0.4 R i iR i 0.4 R k l R = 1 0.4 R i i 0.4 R iR k wherein 100 percent of the design forces from any one of the l three components of the earthquake is considered in combination with 40 percent of the design forces from each of the other two ccmponents of the earthquake. Load combination equations for the design of the PSW are shown in Appendix B, Table B.1. Load combination equations 2, 5, 8, 12, end 13 are non-governing because wind, tornado, blast, and ( probabl.e maximum precipitation are not applicable to the internal structure as discussed in section 3.2. An evaluation of load { ' magnitudes, load factors, and load combinations is performed which determines that the possible governing load combinations are equations 9 and 10 from Table B.1 of Appendix B. 5.1.2 Design Results The design results for the representative key elements for the governing load combinations are presented in table 7. 5.1.3 Design Details Representativo design details are provided in figure 26. 5.1.4 Transverse Shear Transverse (out-of-plane) shear results are obtained for each primary load case from the BSAP finite element analysis. The primary load case shears are combined in accordance with the load ( combinations listed in Appendix B, Table B.1 to obtain the design values. Shear ties are designed manually in accordance with the ( ACI 318 Code. 39 ( t.
ec 7 Je sVEGP-CONTAINMENTtINTERNAL. STRUCTURE DESIGN REPORT
]
.5.2 SECONDARY SHIELD WALL 1(SSW).
- 5. 2.1: _ Design Methodology sThe SSW'(excluding. shear reinforcement)'is designed by computer in accordance with the strength provisions of the ACI.318 Code.
The~ computer design is accomplished using the OPTCON module of the BSAP.-POST computer program as described in section 5.1.1.
-.The design requirements considered in proportioning the SSW are strength and radiation shielding.
The co-directional responses due to three component earthquake effects ~are combined as discussed in section 5.1.1. ') Load combination equations for the design of the concrete compon-ents; included.in the SSW finite element model are shown in )
~ Appendix B, Table B.1. The BSAP finite element analysis primary
- load case results are combined using the.OPTCON module of the
]
BSAP-POST computer program. Load combination equations 2, 5, 8, 12, and 13 are non-governing
]
because~ wind,-tornado, blast, and probable maximum precipitation
- are not applicable to the internal structures as discussed in section 3.2. An evaluation of load magnitudes, load factors,.and
]
load combinations is performed which determines that the possible
. governing load combinations are equations 6, 9, and 10 from Appendix B, Table B.1.
Thermal effects are accounted for in the OPTCON module of the BSAP-POST computer program as described in section 5.1.1.
'5.2.2 Design Results The design results for .the representative key elements for the gov.erning load combinations are presented in table 8.
]
-5.2.3 Design Details Representative design details are provided in figure 27. )
]
40 1 1
'VEGP-CONTAINMENT INTERNAL' STRUCTURE
' DESIGN REPORT 5.2.4 Transverse and Membrane Shear h- Transverse (out-of-plane) and membrane (in-plane) shear results cre obtained for each primary load case from the BSAP finite h clement: analysis. The primary load _ case shears'are combined in accordance1.with the load combinations listed in Appendix B, Table B.1 to obtain the design values. Shear ties are designed
{ nanually in.accordance with the ACI 318 Code. 5.3 STRUCTURAL STEEL ANNULUS STRUCTURE 5.3.1 Design Methodology The' structural steel is designed manually in accordance with the AISC Specification. The design requirements considered in proportioning the_ members are strength and stability. The resultant design forces for the selected representative {. olements are' discussed in section 4.3.3 and summarized in table 4. q Standard design techniques are-used to determine tension, com-pression, shear, and bending stresses; section compactness, local buckling,'and overall buckling.
.5. 3. 2 - Design Results -The design results for the representative key elements for the governing-load combination are presented.in table 9.
L 5.3.3 Design Details ( Representative design details are provided in figure 28.
'5.4 OPERATING FLOOR 5.4.1 Design Methodology
(- The operating floor slabs are designed either manually or by computer in accordance with the strength provisions of the ACI'318 Code. The computer designed slabs are included as ( part of the SSW design (section 5.2). ( 41 ( - _-_-
P VEGP-CONTAINMENT INTERNAL STRUCTURE Z DESIGN REPORT A typical manually analyzed (see section 4.4) and designed slab p. is at the reactor head laydown area. The resultant design forces b for the slab are shown in table 6. Standard reinforced con- E crete design techniques are used to size and detail the rein-forcement. - 5.4.2 Design Results - The design results for the governing load combination are pre- f
=
sented in table 10.
}
~
5.4.3 Design Details ; Representative design details are provided in figure 29. 5.5 NSSS SUPPORTS / ANCHORAGES - e 5.5.1 Design Methodology The NSSS supports / anchorages are designed manually in accordance with the AISC Specification. The design requirement considered ' in proportioning the anchorages is strength. The design require- f ments considered in proportioning the lower pressurizer support - frame are strength and stability.
?
The resultant design forces are shown in figures 23 and 24 for the upper and lower pressurizer supports respectively. Standard _ i design techniques are used to determine axial, bending, pure shear and torsional shear stresses. _ 5.5.2 Design Results The design results for the upper pressurizer support anchorage and lower pressurizer support / anchorage are presented in table 11. r 5.5.3 Design Details Design details for the upper pressurizer support anchorage are I provided in figure 14, sheet 1. Details for the lower pres-surizer support / anchorage are provided in figure 14, sheets 2, 3, and 4. 42
5 L VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT ( 5.6 POLAR CRANE SUPPORT SYSTEM 5.6.1 Design' Methodology ( The polar crane runway girders (all 37 girders are identical) are designed manually in accordance with the AISC Specification. The design requirements considered in proportioning the girders { are strenrJth, stability, and deflection limitations. The resultant design forces for the girder are shown on figure 25. ( Standard design techniques are used to determine tension, compres-sion, shear, and bending stresses, section compactness, local buckling, overall buckling, and deflection. 5.6.2 Design Results The design results for the governing load combination are pre-sented in table 12. ( 5.6.3 Design Details Representative design details are provided in figure 16. 6.0 MISCELLANEOUS ANALYSIS AND DESIGN 6.1 STABILITY ANALYSIS As described in section 2.0, the containment internals and con-tainment building share a common foundation. See the containment Building Design Report for a discussion of the containment (- building stability analysis. REFUELING CANAL LINER PLATE ( 6.2 As described in section 2.4.2, the refueling canal is lined with ( stainless steel plate. Concrete forms are used during the construction of the refueling canal walls, and the liner plate is later welded to existing embedded strip plates. This " wallpaper { type" liner plate serves no structural function. Anchorages through the liner plate and the embedded strips are ( manually analyzed using standard techniques, and are designed in accordance with the ACI Code and AISC Specification. 43 {. .
~
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT
]
7.0 CONCLUSION
The analysis and design of the containment internal structures
)
includes all credible loading conditions and complies with all applicable design requirements.
]
8.0 REFERENCE
}
- 1. U.S. Atomic Energy Commission, Nuclear Reactors and Earthquakes, Division of Technical Information, Report TID-7024, August 1963.
]
]
)
)
J J t
)
44 ]
W VEGP-CONTAINMENT INTERNAL STRUCTURE - DESIGN REPORT L TABLE 1 CONTAINMENT INTERNALS SEISMIC ACCELERATION VALUES Floor Accelerations (g's)I") [ OBE SSE Horizontal Vert. Horizontal Vert. Description E-W N-S E-W N-S ( Elev. 163.9' Basemat 0.14 0.13 0.23 0.21 0.20 0.38 { 195.0' Fig 21, Sheet 2 0.15 0.15 0.29 0.21 0.22 0.45 1 218.0' Operating Floor 0.17 0.20 0.32 0.24 0.27 0.48 236.0' (South) 0.18 0.23 0.27 0.25 0.30 0.41 236.0' (North) 0.18 0.23 0.27 0.25 0.30 0.43 258.0' (South) 0.21 0.28 0.27 0.32 0.37 0.41 258.0' (North) 0.21 0.29 0.27 0.31 0.38 0.43 (a) The actual acceleration values used in.the design of the structure may be higher than the values shown. ( ( ( 45 I
, 1 TABLE 2 PSW BSAP FINITE ELEMENT ANALYSIS RESULTS (Sheet 1 of.2)'
Analysis Results.for PSW Concrete - PSW/Basemat-Junction Borizontal Reinforcement Vertical Reinforcement A*I*1 A*I* Grid Type Primary' Type ##* " Force nt Load of h Element Primary of c Load case Load z s Number Load Case y y y (a) Numbe r (b) (k/ft) (ft-k/ft) Number (b) (k/ft) (ft-k/ft) n: 1 D -20 1 1 D -81 19 . 1 -419 y 2 E -16 -63 2 E -83 3 E 13 48 3 E 40 327' 4 E 10 1 4 E 44 12 @
-29 5 E -6 -157 m 5 E 3 "
7 E 1 -19 7 E 4 -144 0 9 E -18 29 O*
$ 9 E -7 17 16 12 P 31 9 12 18 P
Y"# -17 -104 18 Y"I -60 -503 E-5 23 T 3 -11 23 T 9 -41 26 0 -3 26 Y 1 , ca D -16 0 1 D -108 22 'cn 5 1
-263 FI 2 E -23 -61 2 E '- 69 3 -E 10 17 3 E 23 77 @
9 3 4 E 45 12 o 4 E 5 E O -17 5 E -10 -92 7 E 1 -2 7 E 6^ -27 9 E -5 4 9 E -62 45 12 P 19 34 12 P 29 .-19 l 19 Y"I -17 -32 19 Y"I -266 -98 23 T 2 1 23 -11 -9 l 26 Y -1 -9 26 Y, 0 -2 T[ I B (a) Refer to figure 19. (b) Refer to Appendix A for definition of loads, a w u u e u u t__2 u n u a m
- m. v r v r v rm rm m v v r m- r TABLE 2 PSW BSAP FINITE ELEMENT ANALYSIS RESULTS (Sheet 2 of 2)
Analysis Results for PSW Concrete - PSW/Basemat Junction Horizontal Reinforcement Vertical Reinforcement A*I* A*'" Grid Type Primary Type Fo m Moment Force Moment Load of g Element Primary of z O Number Load Case Load y y Case Load z (a) Number (b) (k/ft) (ft-k/ft) Number (b) (k/ft) (ft-k/ft) 7 i 8 D -9 -8 1 D -93 4 $ 28 1 321 2 E 33 61 2 E 107 > H 3 E 1 15 3 E -8 96 l 4 E 8 1 4 E 45 6 Es mM 6 E 1 -23 6 E -17 -140 i 8 E 6 -2 8 E 2 -8 22 Z 9 E -5 0 9 E -24
$ 10 P 19 16 10 P - 30 -138 g" 15 Y"# -8 -76 15 Y"# -123 -354 to k 23 T 6 -6 23 T 1 -22 gto 24 Y 0 -2 24 Y -4 -18 g e
31 1 D -13 -4 1 D -78 9 m 2 E 21 61 2 E 56 300 y 3 E 13 17 3 E 33 74 c: 4 E 35 0 0 4 E 6 2 6 E 3 -18 6 E 3 -125 $ 7 E 3. -12 8 E 8 -14 g 9 E -5 -1 9 E -23 20 11 P 22 27 10 P 28 -111 17 Y"I -7 -88 15 -20 -328 23 Y"E T 15 -25 23 T 4 -1 0 24 Y -2 -14 25 Yj -1 (a) Refer to figure 19. (b) Refer to Appendix A for definition of loads.
VEGP-CONTAINMENT INTERNAL STRUCTURE I DESIGN REPORT E l TABLE 3 [ SSW BSAP FINITE ELEMENT ANALYSIS RESULTS (Sheet 1 of 10) E Horizontal Moment (Mx) Key -- Location - (See Element Mx fig. 21) Number (ft-k/ft) Primary Load Case
~
728 50 740 9 g B1 739 -91 Subcompartment pressure due to i 738 -56 'LOCA in the p:essucizer com-737 87 partment(primaryloadcase37).l i 1004 41 , 1016 6 B2 1015 -77 Subcompartment pressure due to l [ 1014 -42 LOCA in the pressurizer com- i 1013 75 partment (primary load case 7).i l T i j 1267 32 i . 1279 -10 l . B3 1278 -72 Subcompartment pressure due to - 1277 0 LOCA in the pressurizer com- _ 1276 59 partment(primaryloadcase37).f 1503 39 l' B4 1504 -25 Subcompartment pressure due to 1505 -43 LOCA in the pressurizer com- : 1506 24 partment (primary load case 37). . I 883 407 882 39 ! C1 881 23 LOCA load (primary load case 4). 880 -46 879 -37 _ 1397 -141 NSSS load due to a high energy - C2 1398 27 line break (primary load - 1399 133 case 7). 867 -34 Subcompartment pressure due to El 868 46 LOCA in the pressurizer compart-869 -59 ment (primary load case 37). 1670 Subcompartment pressure due to E2 1669 s LOCA in the pressurizer compart-1668 22 ment (primary load case 37). 48
VEGP-CONTAINMENT INTERNAL STRUCTURE
-DESIGN REPORT TABLE 3 SSW BSAP' FINITE ELEMENT ANALYSIS RESULTS (Sheet 2 of 10)
Horizontal Moment (Mx) Key l Location ( (See Element Mx
- fig. 21) . Number (ft-k/ft) Primary Load Case 9
( . , 1173 5 L 1174 1
, 1175 3
.Al' 1176 15 NSSS load due to a high energy L 1177 35 line break (primary load 1178 35 case 7).
1179 -9 1180 -39 (- , 1181 -46 1182 -30 l 1183 -22 C. 1184 -21 1185 1186 -2 ( 1187 11 1188 10 1189 17 884 131 885 -20 886 -73 D1 887 -32 LOCA load (primary load case 4) 888 -2 ( 889 -6 L 890 -19 (. , 1479 8 % 1480 7 1481 18 D2 1482 0 Main feedwater line break ( 1483 1484
-19
-19 (primary load case 16)
( 49 L . _-_- -- -
VEGP-CONTAINMENT INTERNAL STRUCTURE b DESIGN REPORT C_ m TABLE 3 SSW BSAP FINITE ELEMENT ANALYSIS RESULTS (Sheet 3 of 10) Vertical Moment (My) - Key b Location - (See Element My fig. 21) Number (ft-k/ft) Primary Load Case F e 1318 -22 1180 -7 E-1055 1 ? A2 917 12 LOCA load (primary load case 6) 779 56 E 636 126 _ 493 6 366 -31 L m 1763 -6 _ 1741 -6 = 1719 -8 A 1697 -9 . B5 1673 -11 Subcompartment pressure due to 6 1589 -9 LOCA in the pressurizer compart- - 1505 -9 ment (primary load case 37). 1417 -5 = 1278 -8 E 1146 -20 1015 -15 , 877 -18 k 739 -36 E 596 -84 l l 459 -32 _ 331
-15 210 -4 .
84 31 _
+
1331 -136 1153 50 1025 97 = 887 -72 D3 749 -141 Subcompartment pressure due to j 606 30 LOCA (hot leg break) in loop 4 i 466 130 (primary load case 13). 5 l 341 122 220 7 94 -231 $ 50 :
s VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT [ TABLE 3 SSW BSAP FINITE ELEMENT ANALYSIS RESULTS (Sheet 4 of 10) Vertical Moment (My) Key Location (See Element My fig. 21) Number (ft-k/ft) Primary Load Case 1853 1 1569 9 NSSS load due to a high energy 1485 18 line break (primary load case 7) 1397 -49 C3 1284 2 1149 -13 1021 15 1' 883 499 LOCA load (primary load case 4) 745 329 602 94 462 15 337 -9 216 -88 90 -318 Transverse Shear Stress Key I Seismic Load Location (See Elem Response E-W N-S Vertical NSSS Combined fig 21) No. Comp (X) (Y) (Z) Equip. Response l S 0.5 1.0 0.6 0.2 1.5 90 YZ C3 S 9.9 1.6 0.5 12.8 22.8 xz S 0.3 0.4 0.1 0.7 1.2 yg S 0.1 7.7 0.7 5.5 13.2 xz 51
TABLE 3 SSW BSAP FINITE ELEMENT ANALYSIS RESULTS (Sheet 5 of 10) DISPLACEMENTS: (Units'in Feet and-Radians) Key l Seismic Load Location N Node Response East-West North-South Vertical combined Q (See NSSS Equip. Results Fig 21) No. Component (X) (Y) (Z) 4
-4 -5 -6 -4 -4 A
x 3.5 x 10 2.3 x 10 5.0 x 10 3.6 x 10 7.1 x 10 h
-6 -4 -5 -4 -3 A 6.4 x 10 5.4 x 10 2.0 x 10 5.3 x 10 1.1 x 10 c tus Y
-5 -4 -4 -5 -4 O A 1.6 x 10 1.3 x 10 1.0 x 10 4.6 x 10 2.1 x 10 z
-6 -4
- D4 1064 1.4 x 10
-6 5.1 x 10
-0 1.5 x 10 5.7 x 10-6 1.1 x 10 0* Ef O 0.00 'O.00 0.00 0.00 0.00 g y
O 2.3 x 10
-6 2.8 x 10
-6 8.1 x 10 1.4 x 10
-0 1.7 x 10
-5 8g z
-3 -4 -4 -4 -3 a 1.2 x 10 2.5 x 10 1.1 x 10 2.7 x 10 1.5 x 10
-4 -3 -4 -5 -3 A 3.0 x 10 2.2 x 10 2.0 x 10 1.4 x 10 2.3 x 10 y
-4 -0 -4 A 3.2 x 10
-4 7.1 x 10
-4 3.5 x 10 4.6 x 10 9.0 x 10 E z
-5 -5 -6 -6 -5 E3 2932 O 1.2 x 10 5.8 x 10 6.8 x 10 5.2 x 10 6.5 x 10 x
Oy 0.00 0.00 0.00 0.00 0.00
-6 -6 -7 -5 -b 4.4 x 10 5.2 x 10 O
z 2.0 x 10 7.6 x 10 l6.9x10
TABLE 3 SSW BSAP FINITE ELEMENT ANALYSIS RESULTS (Sheet 6 of 10) Forces: Key Location Seismic Load Element Element Node Response Combined (See Vert. . ( Z) NSSS Equip. Results Fig 21) Number Type Number Component E-W (X) N-S (Y) 1.2 5.1 2.1 2.4 8.0 Sxx(k/ft) Syy(k/ft) 1.2 27.5 21.4 .13.8 48.7 7o 0.0 21.8 42.8 D3 220 Plate - S,y(k/ft) 20.8 2.5 My(k-ft) 0.2 2.8 0.4 2.3 5.2 > TE- O M 0.7 19.8 0.7 25.9 45.7 $ U(k-ft) ft M 2; OH 0.5 4.9 6.8 %g 1.5
$ M,7(k-ft) ft 1.0 M2 t:1 H P, ( k ) 173.1 245.7 109.8 53.3 373.2 y Vy (k) 13.2 1.4 1.9 8.4 21.8 h>t*
530 V3 (k) 0.5 19.0 1.1 2.2 21.3 m H M,(k-ft) 2.6 5.0 0.9 7.3 13.0 g 3.2 79.3 1.5 10.4 89.9 O g(k-ft) 43.0 93.4 M,(k-ft) 50.1 0.8 5.6 E4 2 Beam P, (k) 173.1 245.7 107.3 53.3 372.4 1.4 1.9 8.4 19.6 Vy (k) 11.0 830 V3 (k) 0.5 16.9 1.1 2.2 19.2 7.3 13.0 M,(k-ft) 2.6 5.0 0.9 My (k-ft) 5.9 10.4 4.0 0.8 13.4 M g(k-ft) 10.4 7.7 3.8 1.2 14.7
[)g 8 g%ght@h g$ 3 Om$ : kmQ . ds et 4 0 9 0 2 3 9 0 5 1 5 8 2 0 0 2 nl 7 9 6 3 iu 6 4 7 0 6 1 5 3 5 0 0 8 bs 6 0 6 7 0 0 0 8 5 4 8 4 1 2 me oR 8 4 2 3 5 4 1 1 C p i uq 5 0 6 9 7 7 1 0 3 8 0 1 8 0 8 2 .
) 0 4 9 9 E 4 1 0 5 5 5 7 6 0 0 4 .
0 1 7 5 2 7 8 0 2 3 S 1 1 1 1 1 S S . f N . o . 7 ) . Z ( t 8 0 2 3 3 7 5 0 5 1 e l a 7 6 1 9 5 0 9 4 3 3 e c 3 1 0 0 1 0 2 0 0 1 1 0 5 2 1 0 0 1 0 4 2 0 h i 2 2 S d t . ( a r o e L V S c T i L m U s ) i . S e Y 0 8 0 3 8 4 5 4 0 7 8 4 6 1 0 3 8 E S ( 7 8 4 R S G 5 3 9 1 2 0 9 2 4 3 4 9 6 1 0 3 5 4 2 0 6 8 1 0 6 2 3 3
- S 2 1 S N I
3 S Y E L L A ) B N X 0 1 0 0 6 1 2 5 1 0 6 0 A A ( 1 3 3 5 8 0 1 2 T W- 3 4 1 3 0 0 9 7 1 0 3 0 9 5 0 0 3 0 5 1 8 2 T E 3 2 2 3 2 N E . M E L t E en se nn . E oo pp T sm , y , , y , , y , , y I eo , Y , , y , , y 8 F F N RC F F F M M M F F F M M M F F F M M M I F r 9 8 8 ee 9 8 8 8 8 P db 9 ) om 9 6 6 1 t A Nu N 1 1 1 f S ) / B t k f - t e n e / t W c ee mp t a k f ( ( S r ey l S oF lT P g , E F M l d d a n n m. d t a a o nr 5 N ee 7 , , mb y y t em 7 F M n lu n e EN , , e m , , m e F M m l n ) m. E yi e o 2 1 e ete 3 t KaSg A s t m a c(i i m l o F n a P L U a s a m su u N n a m s ua
TABLE 3 SSW BSAP FINITE ELEMENT ANALYSIS RESULTS (Sheet 8 of 10) Plate Element Nodal Force: Key Location Seismic Load (See Element Element Node Response Combined Fig 21) Number Type Number Component E-W (X) N-S (Y) Vertical (Z) NSSS Equip. Results A3 775 Plate 1988 F, 0.4 0.6 0.0 6.2 6.9 g M, 2.7 22.3 0.2 13.1 35.6 @s My 2.9 23.7 1.8 6.2 30.1 g M, 0.0 0.0 0.0 0.0 0.0 $ F, 32.7 44.2 27.9 35.9 97.6 H Fy 50.9 93.6 3.5 17.5 124.1 $ s tg g 2856 Fz 7.1 6.4 1.2- 40.1 49.7 gH M, 28.1 22.7 7.4 35.5 72.4 My 14.9 23.6 6.7 37.5 66.2 yM M, 0.0 0.0 0.0 0.0 0.0 N!t* F, 63.4 112.4 33.9 4.6 138.0 m Fy 54.4 64.8 5.5 30.4 115.2 51.6 O 2556 Fz 0.2 21.3 2.2 30.2 C4 1148 Plate M, 3.8 40.1 3.3 58.8 99.2 My 0.6 22.5 0.1 3.6 26.1 Mz 0.0 0.0 0.0 0.0 0.0 F; 23.1 37.1 21.7 21.1 69.8 Fy 22.6 60.7 0.6 2.1 66.9 2555 F, 2.0 22.3 4.4 24.1 47.0 : Mx 18.8 13.1 1.0 105.3 128.2 For units, see sheet 7. l
. . . , . - , - . . , , . , , , . . . . . , . ,_, ., .. _~ _ ,, .. . .
TABLE 3 SSW BSAP FINITE ELEMENT ANALYSIS RESULTS (Sheet 9 of 10) Plate Element Nodal Force: Key Seismic Load Location Combined (See Element Element Node Response Fig 21) Number Type Number Component E-W (X) N-S (Y) Vertical (Z) NSSS Equip. Results C4 1148 Plate 2555 My 3.5 7.4 2.9 24.6 33.3 g M, 0.0 0.0 0.0 0.0 0.0 g FX 73.0 119.5 27.7 19.4 162.2 o O Fy 26.2 32.0 8.3 15.0 57.1 % l > 2855 Fz 8.9 7.4 3.3 46.1 58.2 o M, 46.1 4.1 4.6- 138.6 185.2 $ w My 7.3 2.1 3.3 26.9 35.1 g 0.0 0.0 0.0 0.0 0.0 - M* F, 47.8 61.8 51.6 84.7 178.3 y Fy 42.7 4.1 3.6 32.7 75.8 ky e 1064 0.7 4.3 0.4 7.6 11.9 m F, H 0.7 2.6 1.5 4.8 7.8 pc M* C 20.7 O My 3.1 12.6 2.0 7.6 Mz 0.0 0.0 0.0 0.0 0.0 Fx 42.9 68.9 50.5 13.2 108.8 Fy 51.8 14.2 3.3 63.3 117.2 764 1.6 4.0 0.5 4.3 8.7 F, 341 0.4 3.5 0.9 6.6 10.2 D3 Plate M, My 2.8 20.7 0.0 44.0 64.9 0.0 0.0 0.0 0.0 0.0 M, For units, see sheet 7.
~
> - 5 ! . .
- t. .
- % Q h l>" g M! uRgO
)
gd)tuHh g$"H e s s m u ds et nl 4 0 3 8 7 0 0 3 3 6 7 0 iu bs 8 4 9 4 9 0 6 4 2 8 1 0 me 8 8 2 6 0 2 3 3 oR 1 1 1 C p i u q 0 0 7 8 9 3 0 9 3 0 0 9
) E 0 0 9 8 0 9 0 7 0 2 4 6 0 S 9 3 1 4 7 2 1 1 S S
f N o ) 0 Z ( 1 l t a 1 5 4 0 3 0 0 4 3 9 9 0 e c i 3 4 1 1 0 0 2 2 1 1 2 0 e t 5 5 h d r S a e ( o V L S c i T m L s U i e
)
Y S S ( 8 8 3 6 4 0 8 5 1 6 5 0 E R
- S 5 6 0 3 0 0 2 1 0 3 4 0
- 6 1 2 7 1 1 1 N
S I s 3 S m Y a E L
= L A )
B N X A A ( 3 6 7 2 5 0 3 7 9 0 5 0 T W- 0 3 1 1 0 0 0 2 0 2 0 0 T 5 4 4 5 N E E M E ' L
- E t - en se E nn T oo pp I sm N eo x y 3
- y * , y , , Y ,
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a 7 VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN' REPORT
.]
TABLE 4 STRUCTURAL STEEL MANUAL ANALYSIS RESULTS
-Built-up Box Girder-V = Vertical shear = 202_ kips y ]
Mz != Moment.about horizontal axis of girder = 317 ft-kips P = Axial load = 40_ kips ] T = Torsion due to_possible construction tolerances
=-280-in.-kips-
]
. Girder (supporting large-equipment at' elevation 238')
Static Loading: ]
~
Mxx
- 86.1 k-ft (due to equipment dead load)-
6.9 k-ft-(due to floor live load) 54.0 k-ft (due to R g loads)
]
Seismic Loading:.
-P a = 60. kips:(due'to truss action)- ]
Mxx
= 61.k-ft (due to EVERT.}
89 k-ft (due to EE-W) 160 k-ft (due to EN-S) )
. Column:
Maximum. axial load = 547 kips )
=See table 9-for design results.
The-' governing _ load combination is equation 5 from Appendix B,
-Table B.2.
- ]
]
9
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT TABLE 5 STRUCTURAL STEEL FINITE ELEMENT ANALYSIS RESULTS (Sheat 1 of 3) l Maximum Column Loads Column Load Number Combination (See Fig. 28 (See Table B.2 OBE: Sht. 1) Appendix B) Compression = 447 kips 15 10 Tension = 15 kips 4 10 SSE: Compression = 477 kips 15 11 Tension = 37 kips 15 7 l 59
TABLE 5 STRUCTURAL STEEL FINITE ELEMENT ANALYSIS RESULTS (Sheet 2 of 3) This table identifies columns which create uplift on the fill slab and provides the loads of all adjacent columns Combined Reaction Load Components (See Appendix A) Load Column No. Combination (See Fig. 28 Equip. SeismicI ") (See Table B.2) Sheet 1) Type Magnitude (K) D (K) L (K) D (K) F,(K) (K) 5 29 Compression 22.5 65.5(C) 87.7(C) 4.9(C) NA 69.7(T) g (C) m 1 Tension 5.3 85.4(C) 105.0(C) 16.9(C) NA 133.8(T) I (T) n 26.4 124.1(T) O 2 C 98.8(C) 179.9(C) 24.2(C) NA l 3 C 7.6 97.1(C) 98.3(C) 23.9(C) NA 138.1(T) 4 T 6.8 84.2(C) 85.8(C) 23.9(C) NA 136.3(T) > 5 C 18.2 47.3(C) 71.3(C) 0.2(C) NA 47.2(T) g 5 10 C 9.5 15.6(C) 21.7(C) 0.0(C) NA 11.6(T) $ 11 C 22.0 63.6(C) 71.5(C) 19.7(C) NA 79.2(T) Ed o3 14 C 10.8 35.6(C) 39.9(C) 8.2(C) NA 43.1(T) @w o 15 T 6.9 130.2(C) 142.0(C) 45.1(C) NA 217.7(T) 16 C 18.7 37.0(C) 54.8(Cs 0.2(C) NA 31.9(T) gg 7 29 C 11.6 65.5(C) 87.7(C) 4.9(C) NA 80.6(T) $M 1 2 T C 22.2 8.4 85.4(C) 98.8(C) 105.0(C) 109.9(C) 16.9(C) 24.2(C) NA NA 150.6(T) 142.2(T) xk F3 > 3 T 10.4 97.1(C) 98.3(C) 23.9(C) NA 156.1(T) U 4 T 26.2 84.2(C) 85.8(C) 23.9(C) NA 155.7(T) m 5 C 10.6 47.3(C) 71.3(C) 0.2(C) NA 54.8(T) F3 W 7 10 C 6.7 15.6(C) 21.7(C) 0.0(C) NA 14.4(T) @ 11 C 9.1 63.6(C) 71.5(C) 19.7(C) NA 92.1(T) 14 C 4.1 35.6(C) 39.9(C) 8.2(C) NA 49.7(T) 15 T 36.8 130.2(C) 142.0(C) 45.1(C) NA 247.7(T) 16 C 13.4 37.0(C) 54.8(C) 0.2(C) NA 37.1(T) 10 29 C 25.1 65.5(C) 87.7(C) 4.9(C) 2.6(C) 69.7(T) 1 C 3.1 85.4(C) 105.0(C) 16.9(C) 8.4(C) 133.8(T) 2 C 30.9 98.8(C) 109.9(C) 24.2(C) 4.5(C) 124.1(T) 3 C 8.0 97.1(C) 98.3(C) 23.9(C) 0.5(C) 138.1(T) 4 T 14.8 84.2(C) 85.8(C) 23.9(C) 8.1(T) 136.3(T) 5 C 18.1 47.3(C) 71.3(C) 0.2(C) 0.2(T) 47.2(T) 11 29 C 14.3 65.5(C) 87.7(C) 4.9(C) 2.6(C) 80.6(T) 1 T 13.8 85.4(C) 105.0(C) 16.9(C) 8.4(C) 150.6(T) (a) To determine if the seismic load is E or E', refer to the load combinations in Table B.2, Appendix B.
+- .,2 . ..ig .. . . . . . 4 . -#4 2.s . .- ' # 3 .. -
m m m m m n r- 1 m rm n n n n m r rm _p p, TABLE 5 STRUCTURAL STEEL FINITE ELEMENT ANALYSIS RESULTS (Sheet 3 of 3) This table identifies columns which create uplift on the fill slab and provides the loads of all adjacent columns Combined Reaction Load Components (See Appendix A) j Load Column No. Combination (See Fig. 28 Equip. SeismicI "I l D (K) P, (K) (K) (See Table B.2) Sheet 1) Type Magnitude (K) D (K) L (K) 2 C 12.9 98.8(C) 109.9(C) 24.2(C) 4.5(C) 142.2(T)- C) N 3 T 9.9 '97.1(C) 98.3(C) 23.9(C) 0.5(C) 156.1(T) 4 T 34.2 84.2(C) 85.8(C) 23.9(C) 8.1(T) 155.7(T) $ 5 C 10.5 47.3(c) 71.3(C) 0.2(C) 0.2(T) 54.0(T) C) 11 10 C 6.7 15.6(C) 21.7(C) 0.0(C) 0.0(C) 14.4(T) 11 C 8.7 63.6(C) 71.5(C) 19.7(C) 0.4(T) 92.1(T) 14 C 3.6 35.6(C) 39.9(C) 8.2(C) 0.5(T) 49.7(T) t3 15 T 18.4 130.2(C) 142.0(C) 45.1(c) 18.4(C) 247.7(T) P1 16 C 13.3 37.0(C) 54.8(C) 0.2(C) 0.1(T) 37.1(T) $ m H H (c) To determine if the seismic load is E or E', refer to the load combinations in Table B.2, Appendix B. Nb m ni F-3 m N a o
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT TABLE 6 I REPRESENTATIVE OPERATING FLOOR ANALYSIS RESULTS Reactor head 1.ydown slab: (2'-9" thick portion) Slab frequency: 52 cps Laydown loads: Uniform load = 1.3 ksf Pedestal load per Westinghouse, Dead load = 75 kips l OBE load = 74 kips l Total = 149 kips per pedestal Resultant forcesI "): V = Maximum out-of-plane shear u
= 54.6 kips /ft Mu = Design moment based on two-way slab analysis Maximum (-) M uy = 176 ft-k/ft Maximum (-) M ux = 230 ft-k/ft l Maximum (+) M ux = 140 ft-k/ft I")The governing load combination is equation 3 from Appendix B, Table B.l.
I I I I 62 -
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' r"~' m m n n n n. _n .m n. U n n n _. M n. O IE ' TABLE 7.- PSW DESIGN RESULTS OPTCON Results for Primary Shield Concrete - Elevation 169.0' to 174.5' Horizontal Reinforcement Vertical Reinforcement Reinf. Provided Reinf. Provided A, Aj A, A GridI "I Load (b) Util.(c) Imad(b) N, 8 Util.ICI Element Combination Fy. My gg,,27 gg,,2/ Factor Combination F, gg,,27 ggg,2/ Factor hs. Number Equation (k/ft) (k-ft/ft) ft) ft) (%) Equation (k/ft) (k-ft/ft) ft) ft) (%) O-1 10 -30 -242 8.25 6.5 8.4 10 -202 -1450 8.00 7.06 35.0 5 10 -35 -87 8.25 6.5 4.2 10 -459 -590 5.14 5.29 17.3 :p 28 10 -18 -166 8.25 6.5 8.8 10 -322 -1121 5.14 7.06 34.1 0
-1019 5.14 7.06 "
31 10 -4 -129 8.25 6.5 7.1 10 -8 40.0 .g M ta (a) Refer to figure 19, PSW/basemat junction. (b) Refer to Table B.I. Appendix B for the load combination equation. O (c) For a description of the utilization factor, see section 5.1.1. 30 H (n
~
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~
SSW DESIGN RESULTS Critical Elements with Thermal Effects Included-Governing Without Thermal Thermal Loads Reinforcement Load Pro ided Util. Element Combination Axial Axial (in.y/ft)- Factor Numiser (See Force Moment Force Moment (b) A', Location l (a) Table B.1) (k/ft) (ft-k/ft) (k/ft) (ft-k/ft) A, (%) I 90(V) IO -163 -1064 -18 -126 4.82 4.28 96.9 Sw. Sec. Shield Wall '&. g (see fig. 21, sht 5) eo . l
' s ]
i 94(V) 10 -15 -649 41 -161 4.80 4.80 79.0 S. Sec. Shield Wall 0-
.( see fig. 21, sht 7) 328(V) 6- -232 6 178 99- 4.46 4.55 20.3 W..Sec. Shield Wall Dr 4 -(see fig. 21, sht 3) g ,
367(V) 6 14 -48 15 8 2.08 2.08 11.6 S. Canal Wall $ (see fig. 21, sht 2)
$ 745(H) 10 318 621 -7 -8 6.08 6.40 80.0 SW. Sec. Shield Wall (see fig. 21, sht 5) gg 746(H) 10 372 170 -20 16 6.56 4.96- 42.5 S. Sec. Shield Wall $M (see fig. 21, sht 7) g 6 86 -202 -37 17 2.08 2.08 57.2 S. Canal Wall D 780(H)
(see fig. 21, sht 2) m 6-3 : 1016(H) 10 157 -136 1 7 4.14 4.14 41.2 W. Sec. Shield Wall W (see fig. 21, sht 3) h (a) V = Vertical reinforcement H = Horizontal reinforcement (b) For a description of the utilization factor, see section 5.1.1. _ __J t____f o L__J L_J L__1 L__J L_J L_J L__J L_J L_.J h L _l h L_J h
s ? .>:,, n ~ .i:; T..L 7!;%:.;7J~.; y ?;ti n.:t:'a;u.- % 4: p m,>. : F ' &a ' & d 'y - * -% : m :- l VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT TABLE 9 STRUCTURAL STEEL DESIGN RESULTS Stresses I MemberI ") Actual Allowable Actual (ksi) (ksi) Allowable Built-up Box Girder Compression, P 0.7 21.0 .03 Bending, M Z 13.6 24.0 .57 Combined stresses: .60 <1.0 i Pure shear, V 9.6 14.5 .66 Torsional sheer, T 1.0 14.5 .07 Combined stresses: 3 <l.0 Web crippling 10.4 27.0 .39 i Girder (supporting large equipment) Static loading: Bending, M 1.6 yx ((equip dead load) live load) 0.1 (R loads) 1.0 Combined (additive): 2.7 24.0 .11 l Seismic loading: l Bending, Mxx (Ev 1.1 (E*ert) (E
-"7 1.6 2.9 Combined (SRRS}s) 3.5 24.0 .15 Compression, P a 1.0 20.4 .05
.31 <l.0 I
Column Compression, P 9.6 18.2 .53 <l.0 See table 4 for design forces The governing load combination is equation 5 from Appendix B, Table B.2. (a) See figure 28 for design details for these representative members. 65
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT TABLE 10 REPRESENTATIVE OPERATING FLOOR DESIGN RESULTS Reactor head laydown slab: (2'-9" thick portion) Design forces: l See table 6. The governing load combination is equation 3 from Appendix B, Table B.l. l Shear reinforcing: As (required) = 0.13 in.2/ft (each way) As (provided) = #4 ties at 12 inches each way )
= 0.20 in.2/ft (each way)
Flexure reinforcing: l As (required) = 1.56 in.2/ft (top and bottom each way) As (provided) = l- #11 @ 12" (top and bottom each way)
= 1.56 in.2/ft (top and bottom each way) l I
I l l 1 1 I u i b 66
.-__.____m__
7- 'VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT TABLE 11 (; UPPER AND LOWER PRESSURIZER SUPPORT DESIGN RESULTS (Sheet 1 of 2) { Upper Pressurizer Support Anchorage: (Refer- to figure 23 for design forces, and figure 14,- { sheet 1, for. design details) [ Anchorage Component- Actual Allowable Actual Allowable Anchor: bolt shear 333 395 .84 Concrete pullout 514 854 .60 concrete bearing 5.6 ksi 5.95 ksi .94 (- Stiffener plates Bending' stress 29.3 ksi 45 ksi .65 Shear stress 11.0 ksi 25 ksi .44 [ - Required Required Provided Provided Anchor plate thickness 1.66" 2.00" .83 Shear plate thickness 1.54" 1.75" .88 { The governing load. combination is equation 11 ( from Appendix B, Tables B.1-(for concrete) and B.2 (for steel). p [ [ [ [ 67 f
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT TABLE 11 UPPER AND LOWER PRESSURIZER SUPPORT DESIGN RESULTS (Sheet 2 of 2) Lower Pressurizer Support / Anchorage: (Refer to figure 24 for design forces, and figure 14, sheets 2, 3, and 4, for des 2gn details) l Stresses Support Component Actual Allowable Actual (ksi, UNO) (ksi, UNO) Allowable Main Girder: Bending, M 40.7 l E Y 0.1 Bending, Combined M* bending: 40.8 45.0 .91 g Compression, P Combined stresses: 0.1 29.2 .00
.91 <1.0 l
Shear, V 0.1 g Shear, V Y 14.5 l Torsional shear, M 0.9 Combined stressef (added) 15.5 25.0 .62 <1.0 i Main Girder Connection: k Bolt Design (shear per bolt) 41.4 k 47.7 .87 <1.0 Connection plate design Axial force, P 9.4 Bending, M 18.2 g Combined Ystresses. 27.6 45.0 .61 <1.0 l Shear, V 16.1 25.0 .64 <1.0 z Main Girder Connection i Anchorage: Concrete bearing (due to vertical shear) 1.95 2.98 .65 <1.0 Concrete bearing at anchor plate 4.54 5.96 .76 <1.0 l Concrete pullout capacity 302 k 451 k .67 <1.0 3 Required l Requirod Provided Provided l Anchor plate thickness (req'd versus prov'd) t = 1.31" t = 1.50" .67 The governing load combination is equation 11 from Appendix B, a Tables B.1 (for concrete design) and B.2 (for steel design). 68
g .. VEGP-CONTAINMENT INTERNAL STRUCTURE H DESIGN REPORT L: r TABLE 12 POLAR CRANE RUNWAY GIRDER DESIGN RESULTS [ Stresses Actual Allowable Actual ( (ksi) (ksi) Allowable Top Flange { Compression 2.5 21.1 .12
-Bending, 6.9 21.6 .32 Bending,- 7.1 21.6 .33
[.- Combined s resses N <1.0 Shear 4.3 14.5 .30 Webs-Shear 3.8 14.5 .26 h Bottom Flange Tension 1.1 21.6- .05 (( Bending,'M* 9.0 21.6 .42 T <1.0 Brace Compression 15.5 21.0 .74 Girder material: ASTM A36. [ The governing' load combination is equation 2 from Appendix B, table B.2. [ [ [ [' 69/70 D _ _ - _ - - - - - - - .
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" E N c"[OE$ Yu$Ia'"I[e"r" N e5:e e588 elle e5:3 esso EL.266'-6" 1795 2224 2225 5933 5955 5954 5953 5952 1793 1794 !?$8 5533 5555 5554 5553 5552 1791 1782 1793 1794 5333 5255 5254 5253 5752 4731 1740 1748 1742 5033 4965 4954 4953 4952 Ste? !?ls 171s 172o 4733 4e55 sold 453 4e52 less tese les7 lose 4433 4355 4354 4353 4352 4878 1872 1973 1874 4113 4055 4o54 sos 3 4o52 8597 1599 1599 1590 3933 3755 3754 3753 3752
' THIS R0W OF ELEMENTS 1503 Isos 1505 150s IS KEY LOCATION B4.
3533 3455 3454 3453 3452 a415 1488 I417 1488 3233 3855 3:54 1:53 3:52 E L. 219'-0"
~
THIS COLUMN OF ELEMENTS (CONT.ON SHEET 3) FO R CONTINUATION- IS KEY LOCATION B5. SEE SHEET 3 SECTION M EET1 Figure 21 SSW FINITE ELEMENT MODEL KEY LOCATIONS (Sheet 4 of 9)
"'En'0EIu"$NEIa'NIe's"50r L
FOR CONTINUATION OF STEAM GENERATOR COMPARTMENT, [- SEE SHEET 6. Siso sist o9 sisi sise 3156 E L. 219'-0" 12e4 1293 1292 1291 126o [ :9so :959 :958 res? :sse ress gg , gg , , THIS ELEMENT (1148) [ IS KEY LOCATION C4.
- sao sst sst :ss7 sse 2666 '
[ lors toto 1o19 tone 1o17 22eo ::st ::ss ::s? :2se :266 THIS ROW OF ELEMENTS ses est een eso e79
' IS KEY LOCATION C1. 4 19eo 19st 19s9 1967 itse 1966' 146 144 743 742 748 isso test sess iss7 isse asen so2 sol soo 699 S9e 1390 13s9 1369 1357 33s9 1366 loeo lost loS7 IG6e tell 337 33e 336 J34 333 too 759 16e ts? 16e 155 _l
!!s 216 214 283 212 4eo 459 459 457 (Se 456 i
( so et es e, ,e
, too i69 tse is? 16e ins EL.169'-0" THIS COLUMN OF ELEMENTS (CONT.ON SHEET 6)
IS KEY LOCATION C3. [ '[ SECTION EET 1 .( i Figure 21 SSW FINITE ELEMENT MODEL KEY LOCATIONS (Sheet 5 of 9)
L "is7a*0E7u"E"Is"sie'"Es""N (.' THIS COLUMN OF ELEMENTS (CONTINUED ON SHEET 5) IS KEY LOCATION C3. 4m ' 4 36 s asse 4367 EL. 238'-0" [ toss Asb< sens [ eoso 40ss dose 4067 [ ,,,,
,,es ,,,.
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[ 37 0 37st 375: 3757 [ 1485 14ee 1887 [ isso 34se 34se 3457 [. 3 THIS ROW OF ases > ELEMENTS IS [ 33,7 13 e KEY LOCATION C2. I s s;eo sins sa6e sin? EL.219'-0" i FOR CONTINUATION,
' SEE SHEET 5.
( ( SECTION l EET1 l Figure 21 SSW FINITE ELEMENT MODEL KEY LOCATIONS (Sheet 6 of 9) (.
p-.-------------____
"sIE0Edu"E55EIoII[sE'r FOR CONTINUATION OF THE STEAM GENERATOR COMPARTMENT, SEE SHEET 8.
I 34e7 sies sies si., ses) sies sier 3ies steo EL.219'-0" l l tre 8:so tres 83 im tro7 tree tres trSe
- ee? :een zees /ses __
rees ree: ree :sso 1 J site alts 4164 363 stsr als: Isso se? :sne rses :ses rsas :ser rson zseo to:e to:7 to2e 102b 1o24 8023 1022
- te? ::ee :tes :tes tre) ::st tres tzeo THIS R0W OF ELEMENTS eso ses ese est see ses 004 ' IS KEY LOCATION 01.
19e7 19ee 19es 19e4 19e3 19er 19el 89eo 7sr 7st 7so 749 74e 747 74s ise? ases sees .ses sees see leel teso aos aos sai see aos aos aos 1397 13ee 13es 13e4 13e3 13e2 13el 13eo I ses see es? 4es 48s 404 4s3 to67 ines loss so64 loe3 lost lost loco THIS NODE (1064) 344 343 34r 34: 34o 33s sse IS KEY LOCATION 04. ve? 7se 7es Tea vos ve: fe too 2:3 :: trl tro ras sie rt? do? 400 des 484 443 4er del 4eo st es, ss 14 ss er et ist see les ;e4 is3 ser nel les EL 169'-0" THIS COLUMA 0F ELEMENTS IS KEY LOCATION 03. 4 i SECTION QEET 1 Figure 21 SSW FINITE ELEMENT
, MODEL KEY LOCATIONS (Sheet 7 of 9)
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- imuma munis unaus mamme manas s E L. 238'-0"
- sen e s. := new ma seu 8086 8169 seet aseg sees seet ess_e eus , m nas inee sw' nee em := inn mes m me Mes r
THIS R0W OF ELEMENTS IS 4 n ,. sees = ene ses sees
. KEY LOCATION 02.
L 3ee9 pese seen leSS seet Seet jew 8999 499e 4399 IMe 18 # IM8 fim ,tles F199 8198 EL 219'-0" " FOR CONTINUATION, . SEE SHEET 7. . o N
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IS KEY LOCATION E3. FOR CONTINUATION,
. , SEE FIGURE T0 t?M 8737 1738 E ! ' THEAl'iHT 3:33 32 3:36 3:30 EL.219'-0" 5o33 So32 Sein solo 87te 1715 1784 s 12ee !!99 1270 4733 4732 4731 473o 2333 2932 2938 :93o 1994 leS3 lett 113e !!37 '
1839 4433 4432 4431 4430 ' 2 33 2e3: : 34_ :s30 THIS R0W OF
!' ELEMENTS IS KEY LOCATION E2. , 4:33 4:32 4:33 4:3o soos noce 1o07 15ee 1595 llee 2333 233: 233s 2330 THIS ROW OF set ses set , E LEMENTS 13 gg,, ggag gga, KEY LOCATION E1.
- % 2o33 2o3
- 2o33 ;03o ' 3533 3532 3531 353o 129 130 131 1733 173 1731 1730 gets 3443 lett See le7 Ese ELEV. u33 3232 3:3 n3a 219'-0" 3433 343: 143: 443o FOR CONTINUATION,
' SEE FIGURE TO 448 45o 451 '
THE LEFT-133 : 3: 1 31 liso ELEV. i183'-6" e
- Y ELEV. tsa 178'-9" THIS ELEMENT IS ^
SECTION E KEY LOCATION E4. s ELEV. 173'-9" 530 DEET 1
.3
- so EL.169'-0" Figure 21 SSW FINITE ELEMENT 2
MODEL KEY LOCATIONS (Sheet 9 of 9)
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?' L EQUIPMENT MASS IS LUMPED AT THE CENTER OF GRAVITY FOR THE UNIT (TYPICAL). EQUIPMENT "I AUSS" ELEMENT LINKING THE M ASS TO THE EQUIPMENT SUPPO RT POINT (TYPICAL). I , EQUIPMENT MODEL AT EL. 238 NORTH ( < [ [ [ O ~ [4 Y e 0 'y -
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N = 470 KIPS (COMPRESSION ONLY) V * =1333 KIPS (HORIZONTAL SHEAR) M =i12850IN-KIPS (MOMENT ABOUTVERTICAL CENTERLINE) 6 [. [ t (' Figure 23 t UFPER PRESSURIZER SUPPORT ANALYSIS RESULTS l ..
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(..- DESIGN FORCES FOR MAIN SUPPORT GIRDER {- i i [~ MAXIMUM FORCES OCCUR IN P, = 4 KIPS Vy = 3 KIPS
. BEAM NUMBER 10. y, Y = 418 KIPS V M r Y Y M, = 261N-KIPS My= - 39,300 IN-KIPS p
x M, = 10 IN-KIPS (. .. i i i i M, i i [ DESIGN FORCES FOR THE MAIN GIRDER CONNECTION [ BOLT DESION: P = PULLOUT = 333 KIPS V, = VERTICAL SHEAR = 573 KIPS CONNECTION PLATE DESIGN: P = PULLOUT = 333 KlPS V,= VERTICALSHEAR = 573 KIPS f [' ' My= MOMENT DUE TO ECCENTRIC APPLICATION OF V,
= 3080lN-KIPS
.)
- DESIGN FORCES FOR THE MAIN GIRDER CONNECTION ANCHORAGE P, = ANCHORAGE PULLOUT = 333 KIPS Vy= HORIZONTAL SHEAR = 0 KIPS l
,V, = VERTICAL SHEAR = 573 KIPS M, = TORSION = 215 tN-KIPS M =
[.- ~ Y = MOMENT 3080 lN-KIPS DUE TO THE ECCENTRIC APPLICATION OF V M, = MOMENT ABOUT THE VERTICAL AXIS = 187 IN-KIPS.
- f. .
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- f. _ _ _ _ _ _ _ ___ ._ _
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GOVERNING LOAD COMBINATION EQUATION 2: (D + L + OBE) APPLIED LOADS LOAD DIRECTION HORIZONTAL HORIZONTAL VERTICAL (. . LOAD (a) LOAD (b) LOAD (c) (PERPENDICULAR T0 (PARALLEL TO PER
,e RUNWAY GIRDER) RUNWAY GIRDER) WHEEL POINT OF CENTERLINE OF TOPOF TOP OF APPLICATION RUNWAY GIRDER RUNWAY RUNWAY TOP FLANGE RAll RAll LO AD MAGNITUDE 208 KIPS 203 KIPS 222 KIPS (a) THERE ARE TWO iATERAL STOPS (SEISMIC RESTRAINTS) PER POLAli CRANE END.
(D) APPLIED BY THE ORIVE/ BRAKE WHEELS (TWO PER POLAR CRANE END). (c) EIGHTWHEELS PER POLAR CRANE END. ANALYSIS RESULTS: M, = 7,750"k GUSSET PLATES AND
,, STIFFENER PLATES ARE 3 ,
NOTSHOWN, FOR _ _ _ ADDITIONAL INFORMATION, g SEE FIGURE 14. [ , k 351 M, = 20,800Cs 241' ( O { 341" O O
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[' , O I O O 351k I I SECTION THROUGH RUNWAY GIRDER ( [ Figure 25 POLAR CRANE RUNWAY GlRDER f ANALYSIS RESULTS P __________.__________._-__m_-_ _ _ _ _ . _ .
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(: [. (- [ Figure 29 REPRESENTATIVE OPERATING FLOOR {. SLAB DESIGN DETAILS (Sheet 3 of 3)
VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT L [ [ l'a f L [. . APPENDIX A DEFINITION OF LOADS ' [; [: [ [ [: [ [. [ L. - _ - - -
1 VEGP-CONTAINMENT INTERNAL STRUCTURE
'1 DESIGN REPORT APPENDIX A DEFINITION OF LOADS All credible loads applicable to the design of the containment internal structures are defined as follows. As discussed in section 3.2 of this design report, wind loads (W), tornado loads (Wt ), blast loads (B), and probable maximum precipitation (N) are not applicable to the design of the internal structures.
Additionally, potential site proximity loads induced by floods or aircraft hazards are not applicable.
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. d, A.1 NORMAL LOADS Normal loads are those loads to be encountered, as specified, during various construction stages, test conditions, plant operation, and plant shutdown.
D Dead loads or their related internal moments and forces, including any permanent loads and hydrostatic loads. L Live loads or their related internal moments and forces,. including any movable equipment loads and other loads which vary with intensity and occurrence, as 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 1 or shutdown conditions, based on the most critical transient or steady-state condition. Ro Pipe reactions during normal operating or shutdown conditions, based on the most critical transient or steady-state conditions. M N A-1 ..
l VEGP-CONTAINMENT INTERNAL STRUCTURE DESIGN REPORT A.2 SEVERE ENVIRONMENTAL LOADS Severe environmental loads are those loads to be infrequently encountered during plant life. E Loads generated by the operating basis earthquake (OBE). These include the associated hydrodynamic loads. l
, A.3 EXTREME ENVIRONMENTAL LOADS Extreme environmental loads are those loads which are credible but are highly improbable.
E' Loads generated by the safe shutdown. earthquake (SSE). These include the associated hydrodynamic loads. l A.4 ABNORMAL LOADS Abnormal loads are those loads generated by a postulated high-energy pipe break accident within a building or compartment thereof. P Pressure load within or across a compartment and/or a building, generated by the postulated break. Ta Thermal loads generated by the postulated break and l including T g. Ra Pipe and equipment reactions under thermal conditions l generated by the postulated break and including Rg . Y L ad n a structure generated by the reaction of a r ruptured high-energy pipe during the postulated event. Y j Load on a structure generated by the jet impingement from a ruptured high-energy pipe during the postulated break. l Y, Load on a structure or pipe restraint resulting from the impact of a ruptured high-energy pipe during the - postulated event. - s.
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A-2
c. P VEGP-CONTAINMENT INTERNAL STRUCTURE L DESIGN REPORT E' . b c; [ [ [ [: APPENDIX B [~ - LOAD COMBINATIONS [ [ [: [ [/ [ [ c _ _ - - -
~ ~ VEGP-CONTAINMENT INTERNAL STRUCTURE L DESIGN RE? ORT E
-APPENDIX B LOAD COMBINATIONS . The load combination tables shown on the following two pages cover two codes applicable to structural elements covered by this design report.
[.:.
- TABLE B.1
~This table is in accordance with ACI 318-71 including the 1974 cupplement. The concrete internal structures are designed in
(( -cccordance with this table. TABLE-B.2 {. This table is in accordance with the 1969 AISC Specification for
'the Design, Fabrication, and Erection of Structural Steel for
{ Buildings, including supplements 1, 2, and 3. The structural
-. steel internals are. designed in accordance with this table.
{l [ [ [ [; [? [ l ( -.. B-1/2 (. ..
m m - m _ TABLE B.lI "}IO CONCRETE DESIGN LOAD COMBINATIONS STRENGTH METHOD To Ta R, R, Y Ya EE D L P, E E' W "t r N B .. Service 1,oad Conditions O 1 1.4 1.7 U 2 1.7 1.7 U O (See note b.) 1.4 (See note c.) 3 1.4 1.7 1.9 U h 1.275 1.275 U 4 1.05 1.275 1.275 1.275 1.275 U 5 1.05 1.275 1.275 1.425 1.275 U 6 1.05 1.275 g3 Factored toad Conditions b 7 1.0 1.0 1.0 1.0 1.0 U hy 1.0 1.0 1.0 U (See note d.) 8 1.0 1.0 1.5 1.0 U trj (See note e.) 9 10 1.0 1.0 1.0 1.0 1.25 1.0 1.0 1.0 1.0 1.25 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 U U ( SO > (See note e.) 11 1.0 1.0 1.0 1.0 1.0 U 12 1.0 1.0 13 1.0 1.0 1.0 1.0 1.0 U y 93 C O
- a. See appendix A for definition of load symbols. U is the required strength based on strength method per ACI 318-71.
- b. Unless this equation is more severe, the load combination 1.2D+1.7W is also to be considered.
- c. Unless this equation is more severe, the load combination 1.2D+1.9E is also to be considered.
- d. When considering tornado missile load, local section strength may be exceeded provided there will be no loss of function of any safet -related system. In such cases, this load combination without the tornado missile load is also to be considered.
- e. loads, local section strength may be exceeded provided there will be no loss of function of When cons deringi Y any safety-related , Y , and sysfem. In Y"such cases, this load combination without Y Yr , and Y,is also to be considered. '
- f. Actual load factors used in design may have exceeded those shown in this t le
TABLE B.2(a) STEEL DESIGN LOAD COMBINATIONS ELASTIC METHOD Strength P, T, Ta E' W "t R, R, Y Y r Im N B Limit ( f,) E E D L E O Service Load Conditions T i I 1 1.0 1.0 1.0 [ 2 1.0 1.0 1.0 1.0 0 3 1.0 1.0 1.0 1.0 h 4 1.0 1.0 1.0 1.0 1.5 38 5 1.0 1.0 1.0 1.0 1.0 1.5 5 1.0 1.0 1.0 1.0 1.0 1.5 ] Factored Load 7 1.0 1.0 1.0 1.0 1.0 1.6 hy [ 8 1.0 1.0 1.0 1.0 1.0 1.6 (See note b.) 9 1.0 1.0 1.0 1.0 1.0 1.6 tr3 10 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.6 { (See notes c and d.) 1.0 1.7 W *> 11 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 (See notes c and d.) 1.0 1.6 1.0 1.0 12 1.0 1.0 1.0 13 1.0 1.0 1.0 1.0 1.0 1.6 y W c: O
- a. See appendix A for definition of load symbols, f is the allowable stress for the elastic design method defined in Part 1 of the AISC, " Specification for the Desfgn, Fabrication, and Erection cf Structural Steel for Buildings." The one-third increase in allowable stresses geraitted for seismic or wind loadings is not considered.
- b. When considering tornado missile load, local section strength may be exceeded provided there will be no loss of function of any safety-related system. In such cases, this load combination without the tornado missile load is also to be considered. loads, local section strength may be exceeded provided there will be no loss of When considering function Y ,EY of any safety , and Y' system. In such cases, this load combination without Y),r Y and Y,is also to be related considered.
- d. For this load combination, in cosputing 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.
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