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Design Methodology of Structural ModulesAPP-GW-SUP-001, Rev 002/17/03

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TABLE OF CONTENTS

1.0 INTRODUCTION........................................................................................................................... 4

2.0 CODES, STANDARDS, AND REFERENCES...............................................................................5

3.0 MATERIALS .................................................................................................................................. 5

3.1 STRUCTURAL MODULES .................................................................................................................53.2 FORM MODULES.............................................................................................................................5

4.0 DESIGN LOADS AND LOAD COMBINATIONS........................................................................5

4.1 DESIGN LOADS - STRUCTURAL MODULES........................................................................................54.1.1 Hydrostatic Loads.................................................................................................................. 64.1.2 Automatic Depressurization System (ADS) Loads...................................................................64.1.3 Subcompartment Differential Pressure Loads........................................................................64.1.4 Hydrodynamic Loads due to the Safe Shutdown Earthquake ................................................7

4.1.5 Thermal Effects...................................................................................................................... 74.1.6 Concrete Placement Loads..................................................................................................... 8

4.2 DESIGN LOADS - FORM MODULES ...................................................................................................84.3 LOAD COMBINATIONS - STRUCTURAL MODULES ............................................................................8

4.3.1 Automatic Depressurization System (ADS) Loads...................................................................84.3.2 Concrete Placement Loads - Structural Modules ...................................................................9

5.0 ANALYSES...................................................................................................................................... 9

5.1 GENERAL .......................................................................................................................................95.2 ANALYSES FOR SAFE SHUTDOWN EARTHQUAKE (SSE) FORCES........................................................95.3 ANALYSES FOR AUTOMATIC DEPRESSURIZATION SYSTEM (ADS) FORCES........................................9

6.0 DESIGN OF FORM MODULES.................................................................................................... 9

7.0 DESIGN OF STRUCTURAL WALL MODULES .......................................................................10

7.1 STRUCTURAL WALL MODULES WITHOUT CONCRETE FILL.............................................................107.2 STRUCTURAL WALL MODULES WITH CONCRETE FILL ................................................................... 107.3 STIFFNESS OF STRUCTURAL WALL MODULES WITH CONCRETE FILL...............................................107.4 DESIGN OF TRUSSES ......................................................................................................................107.5 DESIGN OF SHEAR STUDS FOR STRUCTURAL MODULES .................................................................. 117.6 DESIGN OF BASE CONNECTIONS (LATER)....................................................................................11

8.0 DESIGN OF STRUCTURAL FLOOR MODULES.....................................................................11

8.1 DESIGN ASSUMPTIONS, BASIS, AND RELATED REQUIREMENTS.......................................................11

8.2 DESIGN PROCEDURES ...................................................................................................................128.2.1 Floor Module Design for Vertical Downward Loads...........................................................128.2.2 Floor Module Design for Vertical Upward Loads...............................................................128.2.3 Floor Module Design for In-Plane Loads............................................................................13

9.0 THERMAL CONSIDERATIONS................................................................................................ 13

10.0 EVALUATION FOR THERMAL LOADS.................................................................................. 14

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TABLES

TABLE 1 - YIELD STRENGTH AND MODULUS OF ELASTICITY VERSUS TEMPERATURE 15TABLE 2 - SHEAR AND FLEXURAL STIFFNESSES OF STRUCTURAL MODULE WALLS 16TABLE 3 - EFFECTIVE PLATE WIDTHS FOR STRUCTURAL FLOOR MODULES 17

FIGURES

FIGURE 1 - STRUCTURAL MODULES IN CONTAINMENT INTERNAL STRUCTURES 18FIGURE 2 - TYPICAL STRUCTURAL WALL MODULE 19FIGURE 3 - TYPICAL STRUCTURAL FLOOR MODULE 20FIGURE 4 - LOCATION OF STRUCTURAL MODULES IN AUXILIARY BUILDING 21FIGURE 5 - EFFECTIVE SECTIONS FOR STRUCTURAL FLOOR MODULES 22FIGURE 6 - TYPICAL BASE DETAILS FOR WALL MODULE 23

FIGURE 7 - IRWST TEMPERATURE TRANSIENT 24FIGURE 8 - CONTAINMENT TEMPERATURE EQUIPMENT QUALIFICATION CURVE 25

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1.0 INTRODUCTION

This document describes the methods and procedures for design of the structural and form

modules used in the containment internal structures and part of the south side of the auxiliarybuilding of the AP1000 Nuclear Island.

The containment internal structures are designed using reinforced concrete and structural steel.At the lower elevations conventional concrete and reinforcing steel are used, except thatpermanent steel forms (form modules) are used in some areas in lieu of removable forms basedon constructibility considerations. These steel form modules consist of plate reinforced withangle stiffeners and tee sections. The angles and the tee sections are on the concrete side of theplate.

Walls and floors are concrete filled steel plate structural modules as shown in Figure 1. Thewalls are supported on the mass concrete containment internal structures basemat with the steel

surface plate extending down to the concrete floor on each side of the wall. The steel surfaceplates of the structural modules provide reinforcement in the concrete. The structural modulesare anchored to the base concrete by mechanical connections welded to the steel plate or bylap splices where the reinforcement overlaps shear studs on the steel plate.

Structural wall modules consist of steel face plates connected by trusses. The primary purposeof the trusses is to stiffen and hold together the face plates during handling, erection, andconcrete placement. The nominal thickness of the steel face plates is 1/2 in. The nominal spacingof the trusses is 30 in. Shear connectors are welded to the inside faces of the steel face plates.The structural wall modules are anchored to the concrete base by reinforcing steel dowels orother type of connections embedded in the reinforced concrete below. After erection, concrete

is placed between the face plates. Figure 2 shows the typical structural wall module.

Floors above elevation 98 in the containment internal structures consist of steel tee sectionswelded to horizontal steel plates stiffened by transverse angle stiffeners supported by deeperbeams and girders. After erection, concrete is placed on top of the horizontal plates and theupper part of the beams. A typical structural floor module is shown in Figure 3.

Structural modules are also used in parts of the south side of the auxiliary building. Thesemodules include the spent fuel pool, fuel transfer canal, cask loading pit, and cask washdownpit. The structural modules in the auxiliary building are similar to the concrete filled structuralmodules described above for the containment internal structures. Figure 4 shows the location of

the structural modules in the auxiliary building. The structural modules in the auxiliary buildingextend from elevation 66'-6" to elevation 135'-3".

Walls and floors exposed to water during normal operation or refueling are constructed usingstainless steel plates.

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2.0 CODES, STANDARDS, AND REFERENCES

2.1 AP1000 Civil/Structural Design Criteria, APP-GW-C1-001, Rev. 0

2.2 American Institute of Steel Construction (AISC), "Specification for the Design,Fabrication and Erection of Steel Safety Related Structures for Nuclear Facilities,"AISC-N690-1994.

2.3 American Concrete Institute (ACI), "Building Code Requirements for Nuclear SafetyRelated Structures," ACI-349-01

2.4 American Concrete Institute (ACI),"Formwork for Concrete," ACI SP-4, 4th Edition

2.5 American Society of Mechanical Engineers (ASME) , ASME Boiler & PressureVessel Code. 2001 Edition, through 2002 Addenda, July 1, 2002.

2.6 Design Guide for Reinforcement in Walls and Floor Slabs, APP-GW-S1-008,Rev. 0

3.0 MATERIALS

3.1 Structural Modules

The principal materials for the structural modules are in accordance with Section 7 of Reference2.1, and as identified below.

The structural steel modules are designed using A36 plates and shapes. Nitronic 33 (ASTM

A240 Type XM-29, UNS designation S2400) stainless steel plates are used on the surfaces ofthe modules in contact with water in the refueling canal, the in-containment refueling waterstorage tank, the spent fuel pool, the fuel transfer canal, the cask loading pit, and the caskwashdown pit.

3.2 Form Modules

The form modules are designed using A36 plates and shapes. Nitronic 33 (ASTM A240, TypeXM-29, UNS designation S2400) stainless steel plates are used on the surfaces of the reactorvessel cavity.

4.0 DESIGN LOADS AND LOAD COMBINATIONS

4.1 Design Loads - Structural Modules

Design loads for the structural modules shall be in accordance with Reference 2.1,supplemented by the following:

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4.1.1 Hydrostatic Loads

Hydrostatic loads shall be treated as dead loads and shall be based on water levels definedbelow.

Design water level in the In Containment Refueling Water Storage Tank (IRWST) iselevation 132'-3" (Section B.4 of Reference 2.1).

Design water level in the refueling canal is elevation 134'-3" (Section B.4 of Reference2.1).

Design water level in the spent fuel pool is elevation 134'-3".

Design water level in the cask loading pit and cask washdown pit is elevation 134'-3".

Design water level in the fuel transfer canal is elevation 134'-3".

4.1.2 Automatic Depressurization System (ADS) Loads

Boundaries of the IRWST shall be designed for the following loads associated with the PassiveCore Cooling System. Loads due to operation of the spargers shall be considered as live loads.Two cases are specified as described below.

ADS hydrodynamic load (ADS 1)

This ADS transient is associated with blowdown of the primary system through the spargers

when the water in the IRWST is cold and the tank is at ambient pressure. Condensation duringsparger discharge results in high frequency pressure oscillation, primarily in a frequency range of40 to 60 Hertz. This transient results in positive and negative hydrodynamic loads on the tankwalls that are less than 5 psi,.

ADS pressurization (ADS2)

This ADS transient is associated with blowdown of the primary system through the spargersafter prolonged operation of the passive RHR, which heats up the water in the IRWST. Sincethe flow through the sparger cannot fully condense in the saturated conditions, the pressureincreases in the IRWST and steam is vented through the IRWST roof. The IRWST

pressurization is specified as an equivalent static pressure on the floor, walls and roof of 5 psi.

4.1.3 Subcompartment Differential Pressure Loads

The structural wall and floor modules in the Containment Internal Structures shall be designedfor subcompartment differential accident pressures of 5 psi per Appendix B of Reference 2.1.

The tunnel in the CVS room inside the containment shall be designed for an accidental pressureof 7 psi.

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4.1.4 Hydrodynamic Loads due to the Safe Shutdown Earthquake

Hydrodynamic loads due to the safe shutdown earthquake on the walls of the IRWST, spent

fuel pool, cask loading pit, cask washdown pit, and fuel transfer canal due to water inertia andsloshing shall be determined in accordance with Section 5.2.

4.1.5 Thermal Effects

4.1.5.1 Thermal Transients for Containment I nternal Structures1. Normal Thermal Transients

The following IRWST transients are expected to occur a few times during the life of theplant and shall be considered as normal thermal conditions in the design loadcombinations. They apply to the boundaries of the IRWST. They shall be assumed to

initiate from a condition with the containment at 50oF.

Passive RHR operation from 50oF

This transient is associated with blowdown of the primary system through the spargersafter prolonged operation of the passive RHR, which heats up the water in the IRWST.For structural design an extreme transient is defined in Figure 7 starting at 50F sincethis maximizes the temperature gradient across the concrete filled structural modulewalls. Prolonged operation of the passive RHR heat exchanger raises the watertemperature from an ambient temperature of 50F to saturation in about 5 hours,increasing to 260F within about 11 hours. Blowdown of the primary system through

the spargers may occur during this transient and occurs prior to 24 hours after theinitiation of the event. Since the flow through the sparger cannot fully condense in thesaturated conditions, the pressure increases in the in-containment refueling water storagetank and steam is vented through the in-containment refueling water storage tank roof.The in-containment refueling water storage tank is designed for an equivalent staticinternal pressure of 5 psi in addition to the hydrostatic pressure occurring at any time upto 24 hours after the initiation of the event.

2. Accident Thermal Transients

The DBA and MSLB temperature transients, shown in Figure 8, shall be considered asaccident thermal conditions in the design load combinations. They shall be assumed toinitiate from a condition with the containment at 50o F. They apply to all structures inthe containment. It is assumed that the IRWST has drained and that the loop

compartments are flooded to elevation 107'-2". The temperature of the containmentatmosphere shows a peak temperature of 370

oF and reduces below 260

oF at 10000

seconds (= 2.78 hours). Short term temperature transients do not affect the structures dueto the thermal inertia of the concrete and the IRWST water.

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4.1.5.2 Thermal Tr ansients for Spent Fuel Pool Structures1. Normal Thermal

The boundaries of the spent fuel pool, cask loading pit, cask washdown pit, and fueltransfer canal shall be designed for a normal water temperature of 120o F with an air

temperature of 50oF inside the building and -10

oF outside the building. The spent fuel

pool is always full of water. The other pits may be either full or empty. Thetemperature gradient across the wall shall be assumed linear.

2. Accident Thermal

The boundaries of the spent fuel pool and fuel transfer canal shall be designed for thefollowing transient postulated to occur with a full core offload and loss of normalcooling. Initial conditions are steady state with the water temperature at 120

oF with an

air temperature of 50oF inside the building and -40

oF outside the building. The water

heats up linearly to 212o F in about 3 hours and remains at 212o F long enough toestablish a steady state linear gradient across the walls. The water cools down from thesteady state accident temperature at 31

oF/hour.

4.1.6 Concrete Placement Loads

The face plates and the trusses of the wall structural modules shall be designed to support aconcrete placement pressure of 1050 lbs per square foot. The pressure is based on Table 5-4of Reference 2.4 for a maximum concrete lift height of 7 feet or at a placement rate equal to orless than 6 feet per hour at 60F Fahrenheit.

The design loads for the floor modules shall include the weight of the wet concrete combinedwith the other loads.

4.2 Design Loads - Form Modules

The form modules shall be designed to support a concrete placement pressure of 1050 lbs persquare foot based on criteria described in Section 4.1.6.

4.3 Load Combinations - Structural Modules

Load combinations for the design of the structural modules shall be in accordance with

Reference 2.1, supplemented by the following:

4.3.1 Automatic Depressurization System (ADS) Loads

ADS1 - shall be combined with the SSE by square root of the sum of the squares

ADS2 - this is an equivalent static pressure and shall be included algebraically withother normal loads and then combined with plus/minus SSE loads

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To reduce the number of design load cases in the structural design, the ADS2loads may betreated as positive and negative and considered both with and without thermal loads. This

loading then envelops both the ADS1and ADS2loads.

The ADS loads shall not be combined with the subcompartment differential pressure loads.

4.3.2 Concrete Placement Loads - Structural Modules

The stresses induced in face plates of the wall structural modules by the concrete placementshall not be combined with the other loads.

5.0 ANALYSES

5.1 General

The structures which comprise the structural modules shall be analyzed for the loads and load

combinations discussed in Section 4.0. Methods of analyses used shall be based on acceptedprinciples of structural mechanics and shall be consistent with the geometry and boundaryconditions. Either computer analysis or hand calculations may be utilized. In certain cases, thenature of the loading or complexity of the structure may dictate the type of analyses required.

5.2 Analyses for Safe Shutdown Earthquake (SSE) Forces

Member forces for the SSE are obtained from the equivalent static acceleration analysis at thehard rock site of the 3D fixed base, three dimensional, finite element models, modified toaccount for accidental torsion and SSI effects. The equivalent static seismic load for thedirection of excitation is defined as the product of the component mass and the seismic

acceleration value at the natural frequency of the wall from the applicable floor responsespectra. A load factor of 1.0 is used. If the frequency is not determined, the peak accelerationfrom the applicable floor response spectrum is used. In frequency calculations, one-half of thewater mass to the opposite wall shall be included. Out-of-plane forces on the walls due to theimpulsive and convective forces of the water shall also be calculated.

5.3 Analyses for Automatic Depressurization System (ADS) Forces

The detailed dynamic analyses of the IRWST are performed and the results used to confirm theadequacy of the design of the structural modules.

6.0 DESIGN OF FORM MODULES

The form modules generally serve neither safety nor structural function other than as temporaryformwork for concrete placement and they are designed only for concrete placement pressurespecified in Section 4.1.6. The form modules are designed and built to the requirements ofAISC-N690 (Reference 2.2). Welded studs, or similar embedded steel elements, may beattached on the concrete face of the permanent steel form where surface attachments transferloads into the concrete. Where these surface attachments are seismic Category I, the portion of

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the steel form module transferring the load into the concrete is classified as seismic Category I.

7.0 DESIGN OF STRUCTURAL WALL MODULES

7.1 Structural Wall Modules Without Concrete Fill

Structural wall modules without concrete fill are designed as steel structures, according to therequirements of AISC-N690 (Reference 2.2). The west wall of the in-containment refuelingwater tank (IRWST) is such a wall.

7.2 Structural Wall Modules With Concrete Fill

Structural wall modules with concrete fill are designed as reinforced concrete structures inaccordance with the requirements of ACI 349 (Reference 2.3). The face plates are consideredas the reinforcing steel, bonded to the concrete by headed studs. Design Guide Reference 2.6 isfollowed.

7.3 Stiffness of Structural Wall Modules with Concrete Fill

Table 2 summarizes in-plane shear and out-of-plane flexural stiffness properties of the 48-inchand 30-inch walls based on a series of different assumptions. The stiffnesses are expressed forunit length and height of each wall. The ratio of the stiffness to the stiffness of the monolithic caseis also shown.

Case 1 assumes monolithic behavior of the steel plate and uncracked concrete. Thisstiffness is the basis for the stiffness of the concrete-filled steel module walls in the nuclearisland seismic analyses.

Case 2 considers the full thickness of the wall as uncracked concrete. This stiffness value isshown for comparison purposes. It is applicable for loads that do not result in significantcracking of the concrete and is the basis for the stiffness of the reinforced concrete walls inthe nuclear island seismic analyses.

Case 3 assumes that the concrete in tension has no stiffness. For the flexural stiffness this isthe conventional stiffness value used in working stress design of reinforced concretesections. For in-plane shear stiffness, a 45-degree diagonal concrete compression strut isassumed with tensile loads carried only by the steel plate.

7.4 Design of Trusses

The purpose of the trusses is to provide a structural framework for the modules, maintain theseparation between the face plates, support the modules during transportation and erection, andact as "form ties" between the face plates when concrete is being placed between them. Afterthe concrete has cured, the trusses are not considered to contribute to the strength or stiffness ofthe completed modules.

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The design of the trusses include the following considerations:

1. The projected area of the trusses should be a minimum in order to avoid formingvertical crack planes within the modules. Such crack planes would lower the in-plane

shear stiffness of the modules.

2. During concrete placement, workers and inspectors will be inside the modules.Therefore, diagonal members in the trusses are undesirable because they would inhibitmovement between the trusses.

The trusses are designed for the following two load conditions:

1. Concrete placement loads of 1050 psf.

2. Dead load self-weight. This is a postulated load case, which occurs before erection,when the submodule is lying on its side. It is assumed to be supported only at the ends,

which are taken to be 48 feet apart. If the length of the submodule exceeds 48 feet, itshall be picked up at two points. An impact factor of 1.25 is applied to the self-weight.

The trusses shall be designed according to the requirements of AISC-N690 (Reference 2.2)using normal allowable stresses.

The two load conditions described above do not necessarily cover all the loads that will occurduring fabrication, handling, transportation, and erection. All of those loads will be evaluated.

7.5 Design of Shear Studs for Structural Modules

As discussed above, the wall structural modules shall be designed as reinforced concreteelements, with the face plates serving as reinforcing steel. Since the face plates do not havedeformation patterns typical of reinforcing steel, shear studs shall be provided to transfer theforces between the concrete and the steel face plates. The shear studs will make the concreteand steel face plates behave compositely. In addition, the shear studs will provide anchoragefor piping and other items attached to the walls.

The shear studs shall be sized and spaced in accordance with Section Q 1.11 of AISC-N690(Reference 2.2) to develop composite action between the concrete and steel face plates.7.6 Design of Base Connections (LATER)

8.0 DESIGN OF STRUCTURAL FLOOR MODULES

8.1 Design Assumptions, Basis, and Related Requirements

For vertical downward loads, the floor modules shall be designed as a composite section,according to the requirements of Section Q1.11 of Reference 2.2. Composite action of the

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steel section and concrete fill is assumed based on meeting the intent of the requirements ofSection Q1.11.1 for beams totally encased in the concrete. Although the bottom flange of thesteel section is not encased within concrete, the design configuration of the floor moduleprovides complete concrete confinement to prevent spalling. It also provides a better natural

bond than the code-required configuration.

For vertical upward loads, no credit is taken for composite action. The steel members are reliedupon to provide load-carrying capacity. Concrete, together with the embedded angle stiffeners,is assumed to provide stability to the plates.

Floor modules shall be designed using the following basic assumptions and related requirements:

Concrete provides restraint against buckling of steel plates. The buckling unbracedlength of the steel plate, therefore, is assumed to equal the span length between the fullyembedded steel plates and shapes.

Although the floor modules which form the top (ceiling) of the in-containment refuelingwater storage tank are not in contact with water, stainless steel plates shall be used forthe tank boundary.

The floor modules shall be designed as simply supported beams.

For steel members subjected to temperature higher than 100F, appropriate changes inthe modulus of elasticity and allowable stress shall be considered the same as discussedin Section 9.0.

8.2 Design Procedures

8.2.1 Floor Module Design for Vertical Downward Loads

The floor modules shall be designed as a one-way composite concrete slab and steel beamsystem in supporting the vertical downward loads.. The effective width of the concrete slab shallbe determined according to Section Q1.11.1 of Reference 2.2. The effective concretecompression area shall be extended to the neutral axis of the composite section. The concretecompression area shall be treated as an equivalent steel area based on the modular ratiobetween steel and concrete. Figure 5 shows effective composite sections. The steel sectionshall be proportioned to support the dead load and construction loads existing prior tohardening of the concrete.

The allowable stresses for the various load combinations shall be according to Table 4 ofReference 2.1.

8.2.2 Floor Module Design for Vertical Upward Loads

For vertical upward loads, the floor modules shall be designed as non-composite steelstructures. The effective width, be, of the stiffened face plate in compression shall be determinedconsidering the buckling strength of the plate. The effective width is shown in Table 3 and Figure

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5 for floor beams spaced 48 inches apart with fully embedded angles spaced 18 inches apart.The allowable stresses for the various load combinations shall be according to Table 4 ofReference 2.1.

8.2.3 Floor Module Design for In-Plane Loads

In-plane shear loads acting on the floor modules are assumed to be resisted only by the steelface plate without reliance on the concrete for strength. The stresses in the face plate due to thein-plane loads are combined with those due to vertical loads. The critical stress locations of thefloor face plate are evaluated for the combined normal and shear stress, based on the von Misesyield criterion:

For the particular case of a two-dimensional stress condition the equation is:

(1)2- 12+ (2)

2= (fy)

2

where 1and 2are the principal stresses and fyis the uniaxial yield stress.

For the face plate where normal, , and shear, , stresses are calculated, the principal stressescan be expressed as follows:

1= (/2) + (2/4 +

2)

1/2

Therefore, the condition at yield becomes:

2+ 3

2= (fy)

2

For the design of the structural floor module faceplate, the allowable stresses for the variousloading conditions are as follows:

Normal condition

2+ 3

2= (0.6fy)

2

Severe condition

2+ 3

2= (0.6fy)

2

Extreme/abnormal condition

2+ 3

2= (0.96fy)

2

9.0 THERMAL CONSIDERATIONS

For face plates subjected to temperature higher than 70F, appropriate changes in the yieldstrength (Fy), design stress intensity (Sm), tensile stress (Su), and modulus of elasticity (E) shall

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be considered in the design. Table 1 gives the material properties at various temperatures.

10.0 EVALUATION FOR THERMAL LOADS

The effect of thermal loads on the structural wall modules with and without concrete fill isevaluated by using the working stress design methods for load combination 3 of Table 5 fromReference 2.1. This evaluation is in addition to the evaluation using the working stress designmethod of AISC N-690 or the strength design method of ACI-349 for the load combinationswithout the thermal load. Acceptance for the load combinations with normal thermal loads,which includes the thermal transients described in Section 4.1.5, is that the stress in generalareas of the steel plate be less than yield. In local areas where the stress may exceed yield, thetotal stress intensity range is less than twice yield. This evaluation of thermal loads is based onthe ASME Code philosophy for Service Level A loads given in ASME Code, Section III,Subsection NE, Paragraphs NE-3213.3 and 3221.4.

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TABLE 1 - YIELD STRENGTH AND MODULUS OF ELASTICITY VERSUSTEMPERATURE

Temp0F A - 36 Nitronic 33

Fy x103

(psi)Sm x 10

3

(psi)Su x 10

3

(psi)E x 10

6

(psi)Fy x10

3

(psi)Sm x 10

3

(psi)Su x 10

3

(psi)E x 10

6

(psi)

70 36.0 19.3 58.0 29.5 55.0 33.3 100.0 28.3

100 36.0 19.3 58.0 55.0 33.3 100.0

150 33.8 48.3

200 33.0 19.3 58.0 28.8 44.2 32.7 97.7 27.6

250 32.4 40.6 300 31.8 19.3 58.0 28.3 37.5 30.2 91.1 27.0

400 30.8 19.3 58.0 27.7 32.9 28.9 87.3 26.5

500 29.3 19.3 58.0 27.3 30.2 27.1 85.1 25.8

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TABLE 2 - SHEAR AND FLEXURAL STIFFNESSES OF STRUCTURAL MODULEWALLS

Shear Stiffness(1), (2) Flexural Stiffness(1), (2)

Case Analysis Assumption 48" Wall 30" Wall 48" Wall 30" Wall

GA

x 106

lbs Ratio

GA

x 106

lbs Ratio

EI

x 109

lbs. in2 Ratio

EI

x 109

lbs. in2 Ratio

1 Monolithic section

considering steel plates

and uncracked concrete.

For shear stiffness this is

(AcGc+ AsGs).

83.5 1.0 55.8 1.0 47.5 1.0 13.6 1.0

2 Uncracked gross concretesection (full wall thickness

considering steel plate as

concrete)

73.9 0.89 46.2 0.83 33.2 0.70 8.1 0.60

3 Transformed cracked

section considering steel

plates and concrete (no

concrete tension stiffness)

25.0 0.30 22.6 0.41 22.1 0.47 8.0 0.59

Notes:

1. The shear stiffness, GA, is calculated for the full thickness of wall. The flexural stiffness is calculated

per unit length of the wall.2. Stiffness calculations are based on the following material properties: Ec= 3,605,000 psi, n = 8, vc= 0.17,

vs= 0.30

3. These values documented in AP600 calculation GW-SUP-005, Rev 0

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TABLE 3 - EFFECTIVE PLATE WIDTHS FOR STRUCTURAL FLOOR MODULES

Thicknessin. Carbon Steel Nitronic 33

3/8 40 in. 31 5/8 in.

1/2 46 3/4 in. 39 5/8 in.

5/8 47 1/2 in. 43 1/4 in.

Notes:

1. The values in this table are documented in AP600 calculation 1100-SMC-002, Rev 2.2. The effective width applies to floors with beams spaced at 48-inch centers and with fully embedded

angles spaced at 18 inch centers.

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FIGURE 1 - STRUCTURAL MODULES IN CONTAINMENT INTERNAL STRUCTURES

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FIGURE 2 - TYPICAL STRUCTURAL WALL MODULE

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FIGURE 3 - TYPICAL STRUCTURAL FLOOR MODULE

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FIGURE 4 - LOCATION OF STRUCTURAL MODULES IN AUXILIARY BUILDING

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FIGURE 6 - TYPICAL BASE DETAILS FOR WALL MODULE

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WGOTHIC IRWST Heatup

0

50

100

150

200

250

300

0 4 8 12 16 20 24

Time (hours)

Temperature(F)

IRWST CMT Room

FIGURE 7 - IRWST TEMPERATURE TRANSIENT

Taken from DCP APP-GW-GEE-009, Rev 0

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FIGURE 8 - CONTAINMENT TEMPERATURE EQUIPMENT QUALIFICATION CURVE

Taken from DCD Figure3D.5-8 (sheet 1 of 2)

APP-GW-SUP-001

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