ML19241A411

Part 02 - Final Safety Analysis Report (Rev. 3) - Part 02 - Tier 02 - Chapter 03 - Design of Structures, Systems, Components and Equipment - Appendices 3A - 3C

ML19241A411
Person / Time
Site:	NuScale
Issue date:	08/22/2019
From:	Bergman T NuScale
To:	Office of New Reactors
Cranston G
References
NUSCALESMRDC, NUSCALESMRDC.SUBMISSION.8, NUSCALEPART02.NP, NUSCALEPART02.NP.3
Download: ML19241A411 (311)

Text

1 Seismic Analysis The dynamic analysis of the NuScale Power Module (NPM) uses a complete system model to represent the dynamic coupling of the reactor pressure vessel (RPV), containment vessel (CNV), reactor internals and core support, reactor core, surrounding pool water, and structures, systems, and components (SSC) supported by the NPM. The dynamic analysis of the complete NPM system is performed using time history dynamic analysis methods and a three dimensional (3-D) ANSYS (Section 3.9.1.2) finite element model. The NPM system model includes acoustic elements to represent the effects of fluid-structure interaction (FSI) due to pool water found between the CNV and pool floor and walls.

To account for possible dynamic coupling of the NPMs and the reactor building (RXB) system, a model of each of the NPMs is included in the RXB system model as described in Section 3.7.2.

The Reactor Building (RXB) system model, with representation of the NPMs, is analyzed for soil-structure interaction (SSI) in the frequency domain using computer code SASSI2010 (Section 3.7.5.3). Results from the RXB seismic system analysis include in-structure time histories at each NPM support location and the pool walls and floor surrounding the NPM.

In-structure response spectra (ISRS) are also calculated. Results are shown in Section 3.7.2.

The detailed dynamic analysis of the NPM subsystem is performed using a 3D NPM system model using ANSYS. The NPM dynamic analysis provides in-structure time histories and in-structure response spectra for qualification of equipment supported on the NPM and time histories at core support locations for seismic qualification of fuel assemblies.

The seismic analysis of the NPM is provided in technical report TR-0916-51502, "NuScale Power Module Seismic Analysis."

2 Blowdown Analysis The blowdown analysis addresses events caused by the failure or actuation of piping and valves, including high-energy line breaks inside the CNV. These short term transient events result in system internal pressure waves and asymmetric cavity pressurization waves external to the pipe break or valve outlet.

Short term transient events require special treatment due to their rapidly changing thermal hydraulic conditions and resulting dynamic mechanical loads. In addition to the rapid nature of these transients, fluid-structure interactions are influential and are therefore also considered.

The blowdown analysis of the NPM is provided in technical report TR-1016-51669, "NuScale Power Module Short-Term Transient Analysis."

2 3A-1 Revision 3

This appendix summarizes the structural design and analysis of the Reactor Building (RXB) and Control Building (CRB). Section 3.8.4 and Section 3.8.5 describe these structures, their foundations, and the primary loads and load combinations. This appendix describes how those loads are combined and how the design is checked for adequacy. In addition, a selection of structural elements are described in detail. These elements are critical sections in that they represent parts of the structure that: (1) perform a safety-critical function, (2) are subjected to large stress demands, (3) are considered difficult to design or construct, or (4) are considered to be representative of the structural design. Within the safety related structures, the only true critical sections are those associated with the bays that contain the NuScale Power Modules (NPMs). The walls and slab at the NPM bays satisfy the first three criteria. To present a representative overview of the buildings, an additional 10 sections in the RXB and 7 in the CRB are provided as critical sections.

Section 3B.1 discusses the design methodology used for both buildings. Section 3B.2 provides the design report and critical section details for the RXB, and Section 3B.3 provides that information for the CRB.

The following critical sections are presented for the RXB:

Walls

• Wall at grid line 1 - West outer perimeter wall at foundation level

• Wall at grid line 3 - Interior weir wall and upper stiffener

• Wall at grid line 4 - Interior wall of RXB with two different thicknesses

• Wall at grid line 6 - Pool wall and upper stiffener wall

• Wall at grid line E - South exterior wall extending upward from foundation level Slabs

• Basemat foundation

• Slab at EL. 100'-0" - Slab at grade

• Slab at EL. 181'-0" - Slab at roof Pilasters

• Pilasters at grid line A Beams

• Beam at EL. 75'-0" Buttresses

• Buttress at EL. 126'-0" NPM Bay

• West wing wall 2 3B-1 Revision 3

• NPM support skirt

• NPM lug restraint The following critical sections are presented for the CRB:

Walls

• Wall at grid line 3 - Interior structural wall

• Wall at grid line 4 - East exterior structural wall

• Wall at grid line A - North exterior structural wall Slabs

• Basemat foundation

• Slab at EL. 100'-0" - Slab at grade Pilasters

• Pilasters at grid line 1 T- Beams

• T-Beam at EL. 120'-0" Table 3B-55 and Table 3B-56 outline the critical sections and details for the RXB and CRB.

Section 1.2 contains architectural drawings of the RXB and CRB. Figure 1.2-10 through Figure 1.2-20 are for the RXB and Figure 1.2-21 through Figure 1.2-27 are for the CRB.

Table 3B-66 through Table 3B-94 provide section properties, reinforcement schedules, out-of-plane moment, and in-plane and out-of-plane shear capacities for critical sections in the RXB and CRB.

The concrete design process is organized by defining each wall, slab, pilaster, buttress and T-beam into several small zones on the structure and assigning identification names to these regions. The zone definitions are labeled according to the naming conventions below:

Wall Zone Definition Name: "A";"B";"C-D";"E-F" where, "A" = Building name "B" = Grid line ID designation "C-D" = Wall zone grid line ID range in the horizontal direction "E-F" = Wall zone elevation range 2 3B-2 Revision 3

Slab Zone Definition Name: "A";"B";"C-D";"E-F" where, "A" = Building name "B" = TOC elevation designation "C-D" = Slab zone grid line ID range in the E-W direction "E-F" = Slab zone grid line ID range in the N-S direction For example, a zone labeled as "RXB;100;1-2;A-B" is an RXB slab zone at the 100' elevation between grid lines 1 and 2, and between grid lines A and B.

Pilaster Zone Definition Name: "A";"B";"CD";"E-F" where, "A" = Building name "B" = Pilaster abbreviation "C" = the wall grid line ID where the pilaster is located "D" = the grid line that represents the centerline of where the pilaster is located "E-F" = Elevation IDs that represent where the pilaster is between in the vertical direction For example, a zone labeled as "RXB;PI;A2;75 - 100" is a RXB pilaster on wall grid line A, on grid centerline 2, between elevations 75' 100'.

T-Beam Zone Definition Name: "A";"B";"C";"D-E";"F-G" where, "A" = Building name "B" = T-beam abbreviation "C" = Elevation designation "D-E" = Slab zone grid line range in the E-W direction "F-G" = Slab zone grid line range in the N-S direction 2 3B-3 Revision 3

the numbering of (1), (2), or (3) is added to the end of the definition name.

Buttress Zone Definition Name: "A";"B";"C";"D";"E-F" where, "A" = Building name "B" = Buttress abbreviation "C" = the wall grid line ID where the buttress is located "D" = Elevation designation "E-F" = Grid line IDs that represent the buttress range in the horizontal direction For example, a zone labeled as "RXB;B;A;145.5;1-2" is a RXB buttress on wall grid line A, at elevation 145-6, between grid lines 1 and 2.

In addition to the zone names, figures are included in Section 3B.2 and Section 3B.3 that visually place the section within the building.

1 Methodology SAP2000 (Reference 3B-1) and SASSI2010 (Reference 3B-2) are used to develop the static and dynamic loads as described in Section 3.7 and 3.8. The methodology and equations from ACI-349 (Reference 3B-3) are used to develop the forces and moments used for the design of the RXB and CRB, unless otherwise noted. The predominant governing load combination is Combination 10 from Table 3.8.4-1 (ACI 349 Load Equation 9-6). The demand forces and moments have been increased by 5 percent to account for the effect of accidental torsion as described in Section 3.7.2.11. The strength reduction factors used for the reinforced concrete design are provided in Table 3B-54.

1.1 Wall and Slab Design Methodology The standard global and local axis orientation is shown below.

• Global X- Axis - east-west direction

• Global Y- Axis - north-south direction

• Global Z- Axis - vertical direction

• Local "x" axis - always horizontal

• Local "y" axis - parallel to global y for slab or parallel to global z for wall

• Local "z" axis - perpendicular to the x and y axes by the right-hand rule The total area of the longitudinal reinforcing steel provided in an element is the sum of the steel required for (i) membrane tension, (ii) in-plane shear, and (iii) out-of-plane 2 3B-4 Revision 3

approach is used for addressing combined effects of flexural and membrane compression. For the simplified method, the sectional area, defined by (b =12")*(a),

provides for flexural compression. The net sectional area, defined by (b=12")*(h-a), is available for carrying membrane compression. The maximum membrane compressive stress is calculated to be (Sxx or Syy)/[12(h-a)]. The Whitney stress block defines parameters "a" and "h" as shown in Figure 3B-1. The maximum membrane compressive stress is less than the allowable compressive strength for membrane compression.

1.1.1 Averaging Demand Forces and Moments The finite element models often show highly localized forces and moments that are not representative of the average demand forces and moments over the wall and slab sections. Therefore, the design zones with demand/capacity (D/C) ratio exceedances over a single finite element are averaged with adjacent elements to show a more realistic value. When necessary for averaging purposes of finite element analysis generated element forces and moments, the length of the failure plane considered is taken approximately 4 times the thickness of the element.

An acceptable section cut length varies for different element forces, based on ACI code design provisions as well as the various applied forces. Critical section lengths vary depending upon the applied loadings, however element forces can be averaged over the critical section length, considering the fact that the forces or moments are redistributed to adjacent areas once the higher-stressed region reaches its strength limit.

For the in-plane shear stress check used to demonstrate acceptable wall and slab thickness, average demand shear stresses over the full available section length of wall or slab cross-sections are used. The cross-sectional areas used for the stress check also include the presence of pilasters and T-beams.

1.1.2 Wall and Slab Design Forces and Moments For each element in the analysis models, static forces and moments are obtained from SAP2000 analysis for non-seismic loads. The direction of the loads result in either compression (negative) or tension (positive) membrane forces due to the static forces and moments being monotonic. The forces and moments for SAP2000 analysis are listed below and are shown in Figure 3B-2 and Figure 3B-3.

• F11, F22 Membrane forces

• F12 In-plane shear

• M11, M22 Out-of-plane moment

• M12 Torsional moment

• V13, V23 Out-of-plane shear Similarly, for each element in the analysis models, dynamic forces and moments are obtained from SASSI2010 soil-structure interaction analysis for seismic loads. The 2 3B-5 Revision 3

x- and y-components of membrane tension or compression, out-of-plane moment, and out-of-plane shear are enveloped in order to ensure compliance with the local axes of SAP2000. The forces and moments from SASSI2010 are listed below and shown in Figure 3B-4.

• Sxx, Syy Membrane forces

• Sxy In-plane shear

• Mxx, Myy Out-of-plane moment

• Mxy Torsional moment

• Vxz, Vyz Out-of-plane shear 1.1.3 Wall and Slab Design Approach The design check approach uses load combinations that involve both static and dynamic load cases from SAP2000 and SASSI2010 to get combined element forces and moments. The shell element forces and moments from the two analyses are shown in Table 3B-1. Additional terms used in this analysis combined are shown below:

• Sxx Membrane tension/compression in local x direction

• Syy Membrane tension/compression in local y direction

• Sxy In-plane shear acting along both faces

• (Mxx + Mxy) Out-of-plane moment about local y-axis

• (Myy + Mxy) Out-of-plane moment about local x-axis

• Vxz Out-of-plane shear in local z direction on local x face

• Vyz Out-of-plane shear in local z direction on local y face The terms in-plane and out-of plane are abbreviated as IP and OOP in tables and figures. The following paragraphs describe the design check approach for a structural wall. The approach is equally applicable for slabs.

The design forces and moments that produce tensile, shear and flexural stress are resisted by the reinforcing steel and stirrups in the following manner:

1) The main reinforcing steel is provided at the face of the wall (such as 1 layer #9

@ 12 centers = 2.00 in2) and considered for the resistance of membrane tension forces (Sxx or Syy), out-of-plane moments( (Mxx + Mxy) or (Myy + Mxy)),

and in- plane shear(Sxy).

2) The out-of-plane shear forces on the section are resisted by the strength of concrete and, if required, the addition of stirrups (such as 1 leg #6 stirrups @ 12 centers).

2 3B-6 Revision 3

of concrete.

Design for Horizontal Reinforcement (Local X)

The area of horizontal reinforcing steel due to membrane tension, in-plane shear and out-of-plane moment are calculated as follows. In the calculation of the required in-plane shear steel required, Vconc is the in-plane shear resisted by concrete and is calculated using a shear wall coefficient of 2.

Area of steel required due to membrane tension:

S xx A s1x = ------------- Eq. 3B-1 m fy Area of steel required due to in-plane shear:

S xy - V conc A s2x = ----------------------------- Eq. 3B-2 v fy Area of steel required due to out-of-plane moment:

M xx + M xy A s3x = ---------------------------- Eq. 3B-3 m jdf y where, Vconc is the factored capacity of concrete, jd is the lever arm, the distance between the resultant compressive force and the resultant tensile force (in), and j is a dimensionless ratio used to define the lever arm, jd. It varies depending on the moment acting on the wall section.

The sum of membrane tension, in-plane shear, and out-of-plane moment steel areas must be less than that provided by the chosen horizontal reinforcement.

Area of total horizontal reinforcing steel:

A S Horiz = A s1x + A s2x + A s3x Eq. 3B-4 D/C ratio:

2 3B-7 Revision 3

A S Provided H Total horizontal reinforcing steel provided (AS Provided H) is divided equally on each face.

Horizontal membrane compressive stress:

S xx f xx = ---------------------- Eq. 3B-6 b(h - a)

Membrane compression strength:

0.8 c [ 0.85f' c ( A g - A s ) + f y A s ]

all = --------------------------------------------------------------------------------- Eq. 3B-7 Ag The horizontal membrane compressive stress must be less than the membrane compressive strength.

Membrane compression D/C ratio:

f xx D C Horiz Comp = --------- Eq. 3B-8 all Design for Vertical Reinforcement (Local Y)

The area of vertical reinforcing steel due to membrane tension, in-plane shear, and out-of-plane moment are calculated as follows. In the calculation of in-plane shear steel required, Vconc is the in-plane shear resisted by concrete and is calculated using a shear wall coefficient of 2.

Area of steel required due to membrane tension:

S yy A s1y = ------------- Eq. 3B-9 m fy Area of steel required due to in-plane shear:

S xy - V conc A s2y = ----------------------------- Eq. 3B-10 v fy Area of steel required due to out-of-plane moment:

2 3B-8 Revision 3

A s3y = ----------------------------

m jdf y where, Vconc is the factored capacity of concrete, jd is the lever arm, the distance between the resultant compressive force and the resultant tensile force (in), and j is a dimensionless ratio used to define the lever arm, jd. It varies depending on the moment acting on the wall section.

The sum of membrane tension, in-plane shear, and out-of-plane moment steel areas must be less than that provided by the chosen vertical reinforcement shown below:

Total vertical reinforcing steel:

A S Vert = A s1y + A s2y + A s3y Eq. 3B-12 D/C ratio:

A S Vert D C Vert Reinf = -------------------------------- Eq. 3B-13 A S Provided V Total vertical reinforcing steel provided (AS Provided V) is divided equally on each face.

Vertical membrane compressive stress:

S yy f yy = ---------------------- Eq. 3B-14 b(h - a)

Membrane compression strength:

0.8 c [ 0.85f' c ( A g - A s ) + f y A s ]

all = --------------------------------------------------------------------------------- Eq. 3B-15 Ag Membrane compression D/C ratio:

f yy D C Vert Comp = --------- Eq. 3B-16 all 2 3B-9 Revision 3

The design check for shear friction is based on a coefficient of friction of =1. The XZ plane shear friction area of steel is the sum of the in-plane shear and out-of-plane moment. The in-plane shear Sxy must be less than the nominal shear friction capacity.

XZ plane shear friction:

A vfx = A S Provided V - A s1x Eq. 3B-17 Nominal shear friction capacity:

v V nx = min ( v A vfx f y , v f' c A c , v 800A c ) Eq. 3B-18 Shear friction check:

S xy < v V nx Eq. 3B-19 Shear Friction in the Y Plane The design check for shear friction is based on a coefficient of friction of =1. The YZ plane shear friction area of steel is the sum of the in-plane shear and out-of-plane moment. The in-plane shear Sxy must be less than the nominal shear friction capacity.

YZ plane shear friction:

A vfy = A S Provided H - A s1y Eq. 3B-20 Nominal shear friction capacity:

v V ny = min ( v A vfy f y , v f' c A c , v 800A c ) Eq. 3B-21 Shear friction check:

S xy < v V ny Eq. 3B-22 In-Plane Shear Check The area of reinforcing steel required for the in-plane shear stress (Sxy) is always added to the total steel area for the horizontal and vertical reinforcement. The added in-plane shear areas are AS2x and AS2y.

However, another design check for the in-plane shear forces, which is independent of the amount of the reinforcing steel but dependent upon having sufficient 2 3B-10 Revision 3

dimensional properties and concrete compressive strength. For the nominal in-plane shear strength, the coefficient defining the relative contribution to nominal wall shear strength is a conservative value of 2 when calculating the nominal in-plane shear strength.

Maximum in-plane shear capacity:

v V n = v 8A cv f' c Eq. 3B-23 Nominal in-plane shear strength:

v V n = v A cv ( c f' c + t f y ) Eq. 3B-24 In-plane shear check:

S xy < v V n Eq. 3B-25 The averaging for in-plane shear can be done on the entire span of the wall.

Out-of-Plane Shear in XZ Plane Out-of-plane shear capacity is based on a shear strength reduction factor of v = 0.75. The shear capacity is adjusted when the section is subjected to membrane compression or tension.

See Figure 3B-2 through Figure 3B-5 for SAP2000/SASSI2010 sign convention of positive forces and moments.

Capacity of concrete for elements subjected to axial compression (Sxx is positive):

S xx V C,XZ = 2 v 1 + -------------------- f' c b w d Eq. 3B-26 2000A g Capacity of concrete for elements subjected to axial tension (Sxx is negative):

S xx V C,XZ = 2 v 1 + ----------------- f' c b w d Eq. 3B-27 500A g 2 3B-11 Revision 3

V XZ D C XZ = ----------------------------------- Eq. 3B-28 V C,XZ + V S Out-of-Plane Shear in YZ Plane Out-of-plane shear capacity is based on a shear strength reduction factor of v = 0.75. The shear capacity is adjusted when the section is subjected to membrane compression or tension.

Capacity of concrete for elements subjected to axial compression (Syy is positive):

S yy V C,YZ = 2 1 + -------------------- f' c b w d Eq. 3B-29 2000A g Capacity of concrete for elements subjected to axial tension (Syy is negative):

S yy V C,YZ = 2 1 + ----------------- f' c b w d Eq. 3B-30 500A g Out-of-plane shear D/C ratio:

V YZ D C YZ = ----------------------------------- Eq. 3B-31 V C,YZ + V S Headed bars were introduced in ACI 318-08 (Reference 3B-9), followed by ACI 349-13. Section 11.11.3 of ACI 318-08 allows the use of shear reinforcement for slabs and footings in the form of bars, as in the vertical legs of stirrups.

Section 11.11.5 of ACI 318-08 permits headed shear stud reinforcement. Compared with a leg of a stirrup having bends at the ends, a stud head exhibits smaller slip, resulting in smaller shear crack widths. This improved performance results in larger limits for shear strength and spacing between peripheral lines of headed shear stud reinforcement. Therefore, the design may use headed bars for shear reinforcement in slabs and walls, as needed, to eliminate congestion due to high bar density.

1.1.4 Basemat Foundation Design Force and Moments The design check considers bounding demand forces and moments for the basemat.

The demand forces and moments of the design check consist of:

2 3B-12 Revision 3

• Out-of-plane shear force, in kips per unit length in feet: maximum out-of-plane shear force from either of the planes XZ or YZ

• In-plane shear force, in kips per unit length in feet: maximum in-plane shear force

• Axial force along x- or y-direction in kips per unit length in feet: maximum axial tension along the x- or y-axis The SASSI2010 program calculates the dynamic stresses due to a seismic excitation at the centroid of a solid element. These stresses are post-processed to obtain the forces and bending moments in the basemat foundation. The dynamic forces and moments in a solid element are combined with the corresponding static forces and moments calculated with SAP2000. For a solid element, the SAP2000 program calculates only the nodal forces at all eight nodes of the solid element. Therefore, these nodal forces also require post-processing to convert to forces and moments.

1.2 T-Beam, Buttress and Pilaster Methodology These frame elements increase the stiffness of the walls or slabs which helps to mitigate the effects of out-of-plane seismic loads. The design check determines the D/C ratios for strong axis bending, strong axis shear, axial compression, and axial tension by using the combined forces and moments due to seismic and non-seismic loads.

1.2.1 T-Beam, Buttress and Pilaster Design Forces and Moments The SAP2000 analysis for non-seismic loads provides the static forces and moments for the frame elements in the analysis models. The direction of the loads are specific resulting in either compression (negative) or tension (positive) forces due to the static forces being monotonic. Figure 3B-5 defines the frame element forces and moments for SAP2000 shown below.

• P Axial force

• V2 Shear force in the 1-2 plane

• V3 Shear force in the 1-3 plane

• T Axial torque (about the 1-axis)

• M2 Bending moment in the 1-3 plane (about the 2-axis)

• M3 Bending moment in the 1-2 plane (about the 3-axis)

The SASSI2010 soil-structure interaction analysis for seismic loads provides the dynamic forces and moments for frame elements in the analysis models. The dynamic forces and moments consider the direction that is most adverse in a load combination due to the fact that they are reversible (not monotonic). Figure 3B-6 defines the forces and moments extracted from SASSI2010 listed below.

2 3B-13 Revision 3

• P2 Shear force in the 1-2 plane

• P3 Shear force in the 1-3 plane

• M1 Axial torque (about the 1-axis)

• M2 Bending moment in the 1-3 plane (about the 2-axis)

• M3 Bending moment in the 1-2 plane (about the 3-axis)

The combined resultant force or moment obtained from the combination of these loads uses the SAP2000 naming convention.

1.2.2 T-Beam, Buttress and Pilaster Design Approach The frame design check approach uses load combinations of both static and dynamic load cases to get combined element forces and moments. The frame element forces and moments are shown in Table 3B-1. The SAP2000 terminology is used.

The design of reinforced concrete T-beam and pilaster sections uses the following methodology for frame elements.

Design for Strong Axis Bending The strong axis bending of the frame element governs the design. Iterations of the moment determine the required amount of strong axis bending rebar. The design of the frame element uses the equation for the nominal moment capacity shown below. The total combined static and dynamic moment must be less than the factored nominal moment capacity.

Nominal moment capacity:

M n3 = m A s f y d A2 - ---

a Eq. 3B-32 2

Strong axis bending D/C ratio:

M3 D C 3 = -------------- Eq. 3B-33 M n3 Design for Strong Axis Shear The strong axis shear capacity uses a shear strength reduction factor of v=0.75.

The shear capacity is adjusted when the section is subjected to membrane compression or tension.

2 3B-14 Revision 3

V C,2 = 2 v 1 + -------------------- f' c b w d P

Eq. 3B-34 2000A g Capacity of concrete for elements subjected to axial tension (P is negative):

V C,2 = 2 v 1 + ----------------- f' c b w d P

Eq. 3B-35 500A g The strong axis shear demand must be less than the combined capacity of concrete and stirrups.

Out-of-plane shear D/C ratio:

V2 D C 2 = -------------------------------- Eq. 3B-36 V C,2 + V S Design for Compression or Tension (Axial Force)

With the exception for the dynamic axial force, the design SAP2000 axial force is known to be in tension or compression. The dynamic axial load is both added and subtracted from the static axial load to create a minimum and maximum value.

Compression is not checked if both the minimum and maximum values are positive and tension is not checked if both values are negative.

Axial compression capacity:

P C = c 0.8f' c A g Eq. 3B-37 Compression D/C ratio:

P D C C = ---------- Eq. 3B-38 P C Axial tension capacity:

P T = m f y A s Eq. 3B-39 Tension D/C ratio:

P D C T = ---------- Eq. 3B-40 P T 2 3B-15 Revision 3

The strains for static, dynamic, and hydrodynamic pressure loads are calculated from the resulting stresses in the reinforcing steel. The strains for the reinforcing steel using T0 loads for load combination 10 and Ta + Pa loads for load combination 13 of Table 3.8.4-1 are obtained from the ANSYS analysis described in Section 3.8.4.4.1. The total strain in the reinforcing steel is obtained by summing the two strains. The following steps are used to evaluate the final strain obtained for each load case:

Step 1: If the total strain in the reinforcing steel is less than 1.2y, the section is considered acceptable based on the 4th bullet in Section 1.3 of ACI 349.1R-07, which states the following about the reinforcing steel strain with thermal gradient, 1.2y: "Such an exceedance is inconsequential, and will not reduce the capacity of the concrete section for mechanical loads." If the strain in the concrete is less than 0.003 in/in, the section is considered acceptable since this value is the limiting strain set by Section 10.2.3 of ACI-349-06.

Step 2: If the total strain in the steel exceeds 1.2y for any element in Step 1, the average strains from adjoining elements are calculated, since the finite element models often show highly localized forces and moments and the average presents a more realistic value. For computation of average strain, an effective length of approximately 4 times the thickness of the structural component is considered.

However, for the walls with liner plates such as pool walls, elements that correspond to larger lengths of the walls can be used for average strain determination. It is rationalized that the concrete walls confined within the liner plates provide enhanced integrity of the concrete walls to withstand the applied forces as an integrated entity that will enable consideration of larger wall lengths. If the average strain is less than 1.2y, the section is considered acceptable.

Step 3: For sections that did not pass Step 2, the reinforcing steel in the region is further reviewed to determine if there is additional steel from the intersecting members that are underutilized.

2 Reactor Building 2.1 Design Report Structural Description and Geometry The RXB is a Seismic Category I concrete structure. For a detailed description of the RXB, see Section 3.8.4.1.1. The RXB geometry and floor layout are shown in Figure 1.2-11 through Figure 1.2-20.

2 3B-16 Revision 3

The RXB design is based on the following material properties:

• Concrete Compressive Strength - 5 ksi (7 ksi for exterior walls of the RXB above grade)

Modulus of Elasticity - 4, 031 ksi Shear Modulus - 1,722 ksi Poisson's Ratio - 0.17

• Reinforcement Yield Stress - 60 ksi (ASTM A615 Grade 60 or ASTM A706 Grade 60)

Tensile Strength - 90 ksi (A615 Grade 60), 80 ksi (A706 Grade 60)

Elongation - See ASTMs A615 and A706

• Structural Steel Grade - ASTM A992 (W shapes), ASTM A500 Grade B (Tube Steel), ASTM A36 (plates)

Ultimate Tensile Strength - 65 ksi A992, 58 ksi A500 Grade B and A36 Yield Stress - 50 ksi A992, 46 ksi A500 Grade B, 36 ksi A36

• Foundation Media For a description of the soils considered in the design of the RXB, see Section 3.7.1.3.1.

Structural Loads The structural loads for the RXB are discussed in detail in Sections 3.7.1 and 3.8.4 for seismic and non-seismic loads, respectively.

Structural Analysis and Design

• Design Computations of Critical Elements The design methodology of RXB related Critical Elements is discussed in Section 3B.1. Specific RXB Critical Elements analyzed are discussed in Section 3B.2.

• Stability Calculations Stability of the RXB is addressed in Section 3.8.5.4.1, Section 3.8.5.5, and Section 3.8.5.6.1.

Summary of Results See Section 3B.2.2 through Section 3B.2.7. The D/C ratios presented represent the bounding design values.

2 3B-17 Revision 3

The D/C ratios presented are all less than 1.0. Therefore, the Critical Elements satisfy the design criteria for the investigated loading.

2.2 Design Approach -Walls The combined SAP2000 and SASSI2010 design forces and moments are used in the element-based design check. The design check determines the D/C ratios for the horizontal and vertical wall reinforcement including the various shear failure modes based on the combined demand forces and moments.

An iterative design check approach is used to determine the appropriate uniform reinforcement pattern for a given structural wall section based on the maximum combined design forces and moments. A representative wall shell element within the design check zone is selected to demonstrate the element-based design check that is repeated for all shell elements within the wall.

This design approach is used for each structural wall. A summary of the D/C ratios for each wall is presented using specified uniform reinforcement. If all elements pass, then the wall section is considered acceptable. The general design goal is to achieve D/C ratios below 0.8. Demand/Capacity ratios higher than 0.8 but less than 1.0 are also acceptable, however case by case justifications are provided.

When individual elements exceed design requirements, the region is evaluated. Often, more accurate design moments and forces are obtained by averaging the results of several elements. If this approach is inappropriate for the location (or does not produce acceptable results) additional reinforcing is added to increase section capacity.

The summary tables of D/C ratios at each gridline shows the maximum D/C ratios within each design check zone. If necessary, a separate check of averaging for walls that contain elements exceeding the in-plane shear limit, or contain elements that exceed shear friction limits is performed to ensure the D/C ratios are acceptable.

In-plane shear for the adequacy of concrete wall thickness is checked for all elements in the RXB. Several individual elements in the wall at grid line 3 encountered In-plane shear exceedances. Where individual elements in the wall exceed in-plane shear limits, the elements are averaged as shown in Table 3B-51. The cross-section was checked based on calculating the average in plane shear over the entire wall section, and is acceptable. Note that the example in Table 3B-51 is a different element than shown in Table 3B-4 through Table 3B-6.

Shear friction is also checked for all elements in the RXB. Some individual elements in the wall at grid line 3 encountered shear friction exceedances. An example of averaging over additional elements is shown in Table 3B-52. The example in Table 3B-52 is a different element than shown in Table 3B-4 through Table 3B-6.

2 3B-18 Revision 3

The wall at grid line 1 is an exterior structural wall on the west side of the RXB. This wall is 5 feet thick. The SAP2000 analysis model elevation view is shown in Figure 3B-7, along with the shell element labels.

This wall uses 5000 psi concrete below grade and 7000 psi concrete above grade.

Reinforcement drawings and section details are presented in Figure 3B-8 and Figure 3B-9.

A summary table of the element-based design check results for the wall at grid line 1 is presented in Table 3B-2. This summary table shows the maximum D/C ratios within each design check zone. All design check zones have no D/C exceedances.

The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-2a and Table 3B-2b. Based on the above results and evaluations, the wall is acceptable.

2.2.2 Wall at Grid Line 3 The wall at grid line 3 consists of a 5 foot thick weir wall for the pool and a 4 foot thick upper stiffener located near the roof level. The SAP2000 analysis model elevation view is shown in Figure 3B-10, along with the shell element labels.

Reinforcement drawings and section details are presented in Figure 3B-11 through Figure 3B-13.

A summary table of the element-based design check results for the wall at grid line 3 is presented in Table 3B-3. This summary table shows the maximum D/C ratios within each design check zone and highlights those design check zones that exceed a D/C ratio of 0.8. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-3a and Table 3B-3b. Table 3B-4, Table 3B-5, and Table 3B-6 show the element averaging for the horizontal reinforcement, the horizontal membrane compression stress, and the vertical reinforcement, respectively. Table 3B-7 provides a summary of D/C ratios after averaging the affected elements. The method of averaging of the demand membrane forces, in-plane shear and out-of-plane moments (used for determination of D/C ratios in terms of reinforcing steel), and out-of-plane shears (used for determination of D/C ratios for shear) over a length of nominally 4 times the thickness of the wall is described in Section 3B.1.1.1. As shown in Table 3B-7, with this further distribution of demand, all D/C ratios are acceptable.

2.2.3 Wall at Grid Line 4 The wall at grid line 4 is an interior wall of the RXB with two different thicknesses.

The SAP2000 analysis model elevation view is shown in Figure 3B-14, along with the shell element labels.

Reinforcement drawings and section details are presented in Figure 3B-15 through Figure 3B-17.

2 3B-19 Revision 3

within each design check zone and highlights those design check zones that exceed a D/C ratio of 0.8. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-8a and Table 3B-8b. Table 3B-9 shows the element averaging for the horizontal reinforcement exceedance indicated in Table 3B-8. Table 3B-10 provides a summary of D/C ratios after averaging. As shown in Table 3B-10, with this further distribution of demand, all D/C ratios are acceptable.

2.2.4 Wall at Grid Line 6 The walls at grid line 6 consist of several wall thicknesses. The upper stiffener wall located near the roof is 4 feet thick. The pool wall section has two section thicknesses, 7.5 feet and 5 feet. The SAP2000 analysis model elevation view is shown in Figure 3B-18, along with the shell element labels.

Reinforcement drawings and section details are presented in Figure 3B-19 through Figure 3B-21.

A summary table of the element-based design check results for the wall at grid line 6 is presented in Table 3B-11. This summary table shows the maximum D/C ratios within each design check zone. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-11a and Table 3B-11b. The highlighted entries indicate those D/C ratios that exceed 1.0. Table 3B-12 shows the element averaging for the horizontal reinforcement exceedance in Table 3B-11.

Table 3B-13 provides a summary of D/C ratios after averaging. As shown in Table 3B-13, with this further distribution of demand, all D/C ratios are acceptable.

2.2.5 Wall at Grid Line E The wall at grid line E is an exterior structural wall on the south side of the RXB that is 5 feet thick. The SAP2000 analysis model elevation view is shown in Figure 3B-22, along with the shell element labels.

Reinforcement drawings, details, and sketches are presented in Figure 3B-23 and Figure 3B-24.

A summary table of the element-based design check results for the wall at grid line E is presented in Table 3B-14. This summary table shows the maximum D/C ratios within each design check zone. All design check zones have no D/C exceedances.

The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-14a and Table 3B-14b. Based on the above results and evaluations, the wall is acceptable.

2.3 Design Approach - Slabs The slabs are designed using the same methodology as was used for the walls in Section 3B.1.1. The design check determines the D/C ratios for the north-south and 2 3B-20 Revision 3

An iterative design check approach is used to determine the appropriate uniform reinforcement pattern for a given slab section based on the maximum combined design forces and moments. A representative slab shell element within the design check zone selected to demonstrate the element-based design check that is repeated for all shell elements within this slab. The demand forces and moments for the shell element in the design check zone combines the non-seismic (SAP2000) and seismic (SASSI2010) design value for performing the element-based design check.

The summary table of D/C ratios at each slab elevation shows the maximum D/C ratios within each design check zone. A separate check of averaging for slabs that contain elements exceeding the in-plane shear limit, or that contain elements exceeding shear friction limits is performed to ensure the D/C ratios are acceptable.

2.3.1 Basemat Foundation The reinforced concrete section for the basemat is comprised of a 10 foot thick concrete slab with 2 layers of #11 bars at 6" centers each way, top and bottom, for main reinforcing steel, and headed #6 bars at 12" centers each way. The perimeter of the main slab contains 3 layers of #11 bars at 6" centers each way, top and bottom, for main reinforcing steel, and headed #9 bars at 12" centers each way.

Figure 3B-86 and Figure 3B-87 show the two zones, Perimeter Area and Interior Area, used for design of the basemat. Figure 3B-86 and Figure 3B-87 also show the basemat solid element numbering in the RXB finite element model. Reinforcement drawings are shown in Figure 3B-88 and Figure 3B-89.

For evaluation, the total area of reinforcing steel required for axial tension, in-plane shear, and out-of-plane moment is considered. In addition, reduction of out-of-plane shear capacity of concrete due to axial tension is considered.

For the design check, bounding demand forces and moments for the basemat are considered at the following locations:

1) Basemat of the perimeter of the RXB structure

2) Basemat of the interior of the RXB structure Table 3B-62 shows the demand forces and moments used for the design check of the perimeter and interior of the basemat of the RXB structure. Table 3B-63 shows the magnitudes of bounding static and dynamic forces and moments over the RXB basemat foundation. The static, dynamic and combined demands do not occur at the same location, and averaging of demands over elements was employed in the combined responses as explained in Section 3B.1.1.1.

The design checks for the various failure modes of the RXB foundation perimeter and interior are shown in Table 3B-64 and Table 3B-65 respectively.

2 3B-21 Revision 3

The slab at EL. 100'-0" is at grade level and is 3 feet thick. The outer and inner perimeter of the slab is reinforced with shear reinforcement. The SAP2000 analysis model elevation view is shown in Figure 3B-25, along with the shell element labels.

Reinforcement drawings and section details is presented in Figure 3B-26 and Figure 3B-27.

A summary table of the element-based design check results for the slab at EL 100'-0" is presented in Table 3B-15. This summary table shows the maximum D/C ratios within each design check zone and highlights the XZ plane shear exceedance. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-15a and Table 3B-15b. Table 3B-16 shows the element averaging for that exceedance. Table 3B-17 provides a summary of D/C ratios after averaging. Based upon the results shown in Table 3B-17, the slab at EL.

100'-0" is acceptable.

2.3.3 Slab at EL. 181'-0" The roof slab is a 4 foot thick slab that begins at EL. 163'-0", slopes inward for 29.5 feet, and is flat at EL. 181'-0". The SAP2000 analysis model elevation view is shown in Figure 3B-28, along with the shell element labels.

Reinforcement drawings and section details are presented in Figure 3B-29 and Figure 3B-30.

A summary table of the element-based design check results for the roof slab is presented in Table 3B-18. This summary table shows the maximum D/C ratios within each design check zone. All design check zones have no D/C exceedances.

The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-18a and Table 3B-18b. Based on the above results and evaluations, the roof slab is acceptable.

2.3.4 Pilasters Pilasters are used around the perimeter of the RXB exterior walls and at two locations inside the pool walls from elevation 50'-0" to elevation 100'-0" at grid line

3. The RXB pilasters strengthen the RXB exterior walls by resisting the following types of loading:

1) axial tension and compression

2) lateral shear loading in both the north-south and east-west directions

3) flexural bending about the north-south and east-west axes of the pilasters In the finite element model, the pilasters are modeled with frame elements with transverse flexural stiffness properties that represent the combined action of the walls (modeled with shell elements) and the pilasters. The forces in the artificially 2 3B-22 Revision 3

shear forces corresponding to the strong axis are compared to the capacity of the pilaster alone. Bending about the weak axis does not need to be evaluated because the pilaster is an integral part of the wall and bending in that direction is not local behavior. It is part of the in-plane behavior of the wall and the shell elements in this area have adequate reinforcing. The pilaster stem shear in the weak axis direction, parallel to the wall, does not need to be evaluated because the in-plane capacity of the wall is capable of accommodating the minor in-plane shear loading increase from the pilaster stems.

If the 5 feet by 10 feet pilaster can resist the resulting loads without consideration of the adjacent concrete walls, the pilaster is considered qualified.

The qualification of the pilasters compares the capacities of selected members with the demands and determines the demand to capacity ratios. In the structural model, the frame elements used to represent the pilasters are located at the center of the walls.

The capacity of the pilaster is based on the reinforcing steel in the 5 feet by 10 feet zone. While the pilaster does interact with the wall, the additional capacity gained by considering the strength of the adjoining walls has been conservatively neglected.

A detailed explanation of the methodology for the design evaluation of the walls and slabs, also applicable to the pilasters in the RXB is presented in Section 3B.1.2.

The SAP2000 and SASSI2010 combined design forces and moments are used for the design check. The design check determines the D/C ratios for the various failure modes based on the combined demand forces and moments.

The pilasters in the RXB are designed for strong axis bending, strong axis shear, axial compression, and axial tension only. This is due to the very long span in the weak axis direction (along the plane of the walls) that prevents the pilasters from failing. Similarly, the pilasters cannot realistically fail in torsion due to the fact that they are embedded into the 5 foot thick RXB walls. Therefore, torsion is also not considered.

2.4 Pilasters at Grid Line A The pilasters on the wall at grid line A consist of five types of pilaster. The SAP2000 analysis model elevation view is shown in Figure 3B-31, along with the pilaster frame element labels.

Reinforcement details are presented in Figure 3B-32 through Figure 3B-36 for the five pilaster types.

A summary table of the design check results for the pilasters on the wall at grid line A is presented in Table 3B-19. This summary table shows the maximum D/C ratios within each design check zone. All design check zones have no D/C exceedances and the 2 3B-23 Revision 3

2.5 Beams A detailed explanation of the methodology for the design evaluation of the concrete walls and slabs, also applicable to the beams in the RXB is presented in Section 3B.1.2.

The SAP2000 and SASSI2010 combined design forces and moments are used in the design check. The design check determines the D/C ratios for the various failure modes based on the combined demand forces and moments.

An iterative design check approach is used to determine the appropriate uniform reinforcement pattern on each beam type based on the maximum combined design forces and moments. A representative beam frame element within the design check zone is selected to demonstrate the frame element design check that is repeated for all beam frame elements within this group.

The beams in the RXB are designed for strong axis bending and strong axis shear only.

This is due to the very long span in the weak axis direction (along the plane of the slabs) that prevents the beams from failing. Similarly, the beams cannot realistically fail in torsion due to the fact that they are embedded into the 3 foot thick RXB slabs.

Therefore, torsion is also not considered.

The summary table of D/C ratios at each slab elevation shows the maximum D/C ratios within each design check zone.

2.5.1 Beams at EL. 75'-0" The slab at EL. 75-0 contains six beam sections running east-west and 22 beam sections running north-south. The SAP2000 analysis model plan view is shown in Figure 3B-37, along with the frame element labels.

The reinforcement details are shown in Figure 3B-38 and Figure 3B-39.

A summary table of the design check results for the beams at EL. 75-0" is presented in Table 3B-20. This summary table shows the maximum D/C ratios within each design check zone. The D/C ratios are less than 1.0 and therefore the beams are acceptable. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-20a and Table 3B-20b.

2.6 Buttresses A detailed explanation of the methodology for the design evaluation of the walls and slabs, also applicable to the buttresses in the RXB is presented in Section 3B.1.2. The SAP2000 analysis model is used to determine the maximum non-seismic demand results for each buttress frame element. Similarly, the SASSI2010 analysis model is used to determine the seismic demand results, which are then combined with the SAP2000 results for each buttress frame element. The SAP2000 and SASSI2010 combined design forces and moments are used in the design check. The design check determines the 2 3B-24 Revision 3

An iterative design check approach is used to determine the appropriate uniform reinforcement pattern on each buttress type based on the maximum combined design forces and moments. A representative element within the design check zone is selected to demonstrate the frame element design check that is repeated for all elements within this group.

The buttresses in the RXB are designed for strong axis bending and strong axis shear only. This is due to the very long span in the weak axis direction (along the plane of the slabs) that prevents the buttresses from failing. Similarly, the buttresses cannot realistically fail in torsion due to the fact that they are embedded into the 5 foot thick RXB slabs. Therefore, torsion is also not considered.

2.6.1 Buttress at EL. 126'-0" The wall at grid line 1 has two buttresses. These are at elevations 126'-0" and 145'-6". The buttress at EL. 126'-0" is evaluated. The SAP2000 analysis model plan view is shown in Figure 3B-40, along with the frame element labels.

The reinforcement details are shown in Figure 3B-41.

A summary table of the design check results for the beams at elevation 126-0" is presented in Table 3B-21. This summary table shows the maximum D/C ratios within each design check zone. The D/C ratios are less than 1.0 and therefore the buttress is acceptable. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-21a and Table 3B-21b.

2.7 NuScale Power Module Bay The NPM bays are 3-walled compartments located in the reactor pool and are designed to house the NPMs during operation. Each bay is 20'-6" wide in the north-south direction and 19'-7" deep in the east-west direction, and extends from the pool floor at EL. 25'-0" up to EL. 125'-0". The bottom of the bay is the RXB foundation slab. The walls which make up the bay are 5 feet thick reinforced concrete. The top of the bay is capped with the Bioshield during operation. The bay provides restraints to prevent the NPM from moving laterally. Restraint is provided via a NPM skirt restraint located at EL.

25-0" and lug restraints located on the three bay walls at EL. 71'-7".

2.7.1 West Wing Wall The west wing wall is one of the walls at grid line 4. The SAP2000 analysis model elevation view is shown in Figure 3B-14, along with the shell element labels. The west wing walls have the refueling pool on one side and an NPM located on the other. (See Figure 3B-52). Because of this location, it experiences the highest forces of the NPM bay wing walls.

Reinforcement drawings and section details are presented in Figure 3B-15 and Figure 3B-16.

2 3B-25 Revision 3

within each design check zone. All design check zones have no D/C exceedances.

The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-8a and Table 3B-8b. Based on the above results and evaluations, the west wing wall is acceptable.

2.7.2 Pool Wall The portion of the pool wall that supports the NPMs is part of the wall at grid line B.

This is an interior wall of the RXB that is 5 feet thick. The SAP2000 analysis model elevation view is shown in Figure 3B-45, along with the shell element labels.

Reinforcement drawings and section details are presented in Figure 3B-46 and Figure 3B-47.

A summary table of the element-based design check results for the wall at grid line B is presented in Table 3B-23. This summary table shows the maximum D/C ratios within each design check zone and highlights the YZ plane shear exceedance. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-23a and Table 3B-23b. Table 3B-24 shows the element averaging for that exceedance. Table 3B-25 provides a summary of D/C ratios after averaging.

2.7.3 NuScale Power Module Passive Support Plates Assembly The base of the NPM is located at the bottom of the RXB pool at EL. 25-0. There are up to 12 NPMs located in the RXB pool in their respective bays. The pool floor liner in the NPM bay is made of half-inch thick stainless steel, whereas the wall liner is made of quarter-inch stainless steel.

The NPM is vertically supported for the dead load and seismic loads acting downwards at the base, but free to move up vertically for any uplifting forces (such as seismic load acting upwards and buoyant forces due to the water in the reactor pool). The NPM is also laterally restrained against seismic forces at the base.

The details of the NPM base support are shown in Figure 3B-48 through Figure 3B-50. The NPM base support includes the following:

• The skirt of the NPM is supported on a donut-shaped, 5 3/4 in. thick embed plate. The embed plate extends beyond the donut shape at four quadrants to support 4 passive plates. In each quadrant, the embed plate has two 8 in.

openings to accommodate concrete placement and consolidation. The central opening and the additional 8 openings are to be sealed by welding a stainless steel cover plate after concrete placement. The embed plate is made of stainless steel and is anchored to the basemat concrete using steel reinforcing bars. Figure 3B-48, Figure 3B-49 and Figure 3B-50 show the details of the NPM embed plate. The NPM is free to move upward vertically, and the vertical downward NPM load is transferred to the concrete basemat in bearing.

2 3B-26 Revision 3

two groups of six bolt/pin sets at both ends. Each set of bolts/pins is designed for the full seismic load. The passive plates transfer the seismic loads to the embed plate through the two groups of bolts/pins mainly by shear. The guide plate assembly, as shown in Figure 3B-48, is welded to the passive plate. The function of the guide plate assembly is to guide NPM installation to the design position. Figure 3B-48 shows the details of passive plates and the guide plate assembly. If the NPM impacts the passive support plates, the resulting upward vertical and horizontal loads will be resisted by the anchors in tension and shear and concrete in edge bearing. Figure 3B-48 and Figure 3B-49 show the details of the passive support plate.

NuScale Power Module Model:

A SASSI building model with a detailed NPM beam model, described in Section 3.7.2, is used to perform dynamic analyses on the RXB and extract results at the NPM to RXB interface locations. The RXB analysis produces local acceleration time histories that are used as input to the NPM seismic analysis discussed in Appendix 3A.

A separate ANSYS model is used to perform a non-linear dynamic analysis of the NPM. This model only includes the pool water and one NPM (1 or 6). The analysis results are based on the envelope of the twelve runs shown in Table 3B-53. The static reaction force, including the dead weight and the static buoyancy, is 1,250 kips in the vertical direction. The maximum uplift displacement, due to seismic, of the module from the floor is less than 0.125 inch. The enveloping reaction forces between the ANSYS and SASSI models are provided in Table 3B-28 and used for the design basis in the following subsections.

Envelope Loads:

• Vertical downward load, P = 3,144 kips. This load includes dead load, fluid pressure load, and seismic load. Dead load is the static buoyancy load described above and is equal to 1,250 kips. The fluid pressure load is determined by the product of the NPM skirt ring area (4,310 in2), the fluid density (62.4 pcf), and the normal operating reactor pool depth (69') and is equal to 129 kips. The enveloping downward seismic load is 1,765.2 kips.

• The vertical displacement is less than 0.125 inch. The passive support plate is 4.5 inches thick, therefore, there will always be lateral support from the passive support plate.

• Lateral load:

East-West seismic load = 875.1 kips North-South seismic load = 995.3 kips Square Root Sum of Squares horizontal seismic load =

2 2

( 875.1 + 995.3 ) = 1,325.3 kips 2 3B-27 Revision 3

It is possible for the support plates and anchors to experience an upward vertical force if the NPM were to strike a support plate during a seismic event. Because this force is of extremely short duration and the contact surface small, only a limited amount of force is transferred to the support plate. A coefficient of friction value between wet steel and steel of 0.2 is multiplied by the square root sum of squares of east-west and north-south seismic loads to determine this force.

Vuplift = 0.2 x 1,391.4 kips = 278.3 kips Materials and Material Strength:

• Stainless Steel: The stainless steel used for the liner plate conforms to ASTM A-167 or ASTM A-240 Type 304L and has a 0.2 percent offset yield strength of 25 ksi, and ultimate tensile strength 70 ksi.

• Duplex Stainless: The steel used for the 5 3/4-in.-thick bearing plate that supports the NPMs vertically is ASTM A240 Type S32205 with a yield strength of 65 ksi and ultimate tensile strength of 91.7 ksi at a design temperature of 300 degrees Fahrenheit. Passive plates and guide plates are made of the same material type.

• Concrete for Basemat: The concrete strength, f'c is 5000 psi A total of 88 #18 ASTM A706 Grade 60 steel reinforcing bars are used to anchor the embed plate in the four quadrants. The number of anchors in each quadrant (22) is designed for NPM loads.

A total of 16 threaded bolts and 32 pins made of material ASTM A564, Type 17400 with heat treatment condition of H1150, with yield strength of 105 ksi and tensile strength at 300 degrees Fahrenheit of 135 ksi, are used to attach the four passive plates to the embed plate.

Load Path:

• The vertical load is resisted by the 5 3/4 in. thick donut-shape embed plate supporting the 4 1/2 in. thick NPM skirt ring.

• The lateral load is resisted by bolts/pins that connect the passive plate to the embedded bearing plate. The bolts/pins transfer the lateral load to the embed plate, which, in turn, transfers the load, via bearing, to the concrete basemat.

Evaluation:

Vertical Load Bearing Capacity

• Area of concrete in bearing, Abrg, is 4310 in2, therefore the bearing pressure (PV/ Abrg) is 0.73 ksi

• Allowable bearing pressure = ()(0.85f'c) = 2.76 ksi [ = 0.65]

2 3B-28 Revision 3

• The D/C ratio of the anchor bar shear strength is equal to 0.55.

Lateral Load Resistance

• SRSS Lateral Load is 1,391.4 kips

• The D/C ratio of the bolts/pins in shear and tension is 0.60.

• The D/C ratio for concrete edge bearing due to lateral load transferred from the bearing plate is 0.58.

• The true capacity of the NPM support plate assembly, where D/C would reach a value of 1.0, occurs for a load of 1,391.4 kips/0.60=2,319 kips.

2.7.4 Nuscale Power Module Lug Restraint The NPM lug restraint design consists of a stainless steel bumper comprised of 2 thick plates with 2 thick stiffener plates. The bumpers are welded to 2 thick stainless steel liner plates. On the inside of the liner plate there are 3 thick, 5 wide (48 depth) steel shear lugs to transfer the lateral shear loads into the wall. Finally, the two bumpers on either side of the lug on the pool walls are bolted together with through-bolts to withstand tensile loads due to moments from the eccentric lateral shear loads. The design layout for the support system for the NPM lug restraints is shown in Figure 3B-51.

The bumpers are Stainless Steel Type 630 - H1150, with a yield strength of 100.8 ksi, and an ultimate strength of 135 ksi. The shear lugs are carbon steel ASTM A572 GR 50, with a yield strength of 50 ksi, and an ultimate strength of 65 ksi. The through-bolts are ASTM A193 GR B7, with a yield strength of 105 ksi, and an ultimate strength of 125 ksi.

A separate SAP2000 model is created for the local analysis of the RXB lug support system. This lug restraint model is a comprehensive, finite-element model of half of a single NPM wing wall. Therefore, 2.5' of the wall thickness, with two lugs on one face of the wall, are included in the model. The load is distributed as point loads to one of the lugs. The wing wall is modeled with solid elements. The liner plate, the stainless steel lug, and the bumper built-up section are modeled with shell elements. The through bolts are not modeled explicitly; however, the axial tension of the shear lugs is used to determine the tension force in the through bolts.

Because the shear lugs transfer the shear loads from the bumper to concrete, the through bolts are considered to be under tension only. All welds along the load path are CJP welds. This includes the bumper built-up section, the bumper to the liner plate, and liner plate to the shear lugs.

In this local model, an assumed horizontal load of 3500 kips is applied to determine the stresses in components of the support. Modes of failure for lug components are checked, including tensile capacity of through bolts, punching shear and concrete bearing, and bending stresses on the liner plate. The most controlling mode of failure is bearing against concrete with a D/C=0.777. Refer to Table 3B-57 for details. Because this D/C occurs for an applied load of 3500 kips, the true capacity 2 3B-29 Revision 3

To check the adequacy of the lugs, the maximum seismic reaction on a lug from the NPM Seismic Analysis model is compared against the lug capacity calculated from the local lug model.

The RXB analysis produces local acceleration time histories that are used as input to the NPM seismic analysis, as described in Appendix 3A. The maximum lug reaction from the NPM Seismic Analysis model is provided in Table 8-6 of TR-0916-51502, NuScale Power Module Seismic Analysis (Reference 3B-6). The envelope of the maximum lug reaction forces from the ANSYS and SASSI dynamic analyses are provided in Table 3B-28. The design demand is less than the lug capacity of 4500 kips. This shows that the lugs are structurally qualified.

The NPM bay walls and location of the NPM lugs is shown in Figure 3B-52. The NPM lug restraint model is shown in Figure 3B-53 and Figure 3B-54. The liner plate and shear lugs are modeled as shell elements and are shown in Figure 3B-55 and Figure 3B-56. In Figure 3B-57, the outside of the bumper is removed in order to display the stiffener plates inside.

Section cuts were used to extract forces and moments for design of the NPM lug support. Table 3B-26 displays the forces and moments for the two 3500 kip load cases: W-Lug-PY+ (shown in Figure 3B-58) and W-Lug-PY- (shown in Figure 3B-59).

Figure 3B-60 shows the liner plate section cuts at the intersection of the inside face of the bumper to the liner plate. These cuts are used to find the design moment (M1) due to design loading. Figure 3B-61 shows the shear lug section cuts (fins) that occur between the liner plate and shear lugs. The shear (F2) from these cuts is summed to verify that the total 3500 kip load is being transferred to the wall as shown in Table 3B-26. Finally, maximum tension load of 804 kips occurs on the shear lug directly below the 2 plate and the maximum shear of 790 kips occurs in the shear lug at X=88.20 inches. The sign of the F1 force for the fin at X=16.25" is negative but the deflected shape of the lug support system clearly shows this is a tension force (Figure 3B-62). These values are utilized in the shear lug evaluation.

2.7.4.1 Shear Lug Evaluation Shear lugs (steel bar fins) are used for the transfer of the NPM lug restraint loads to the concrete walls via shear. The shear lugs are rectangular shaped fins having dimensions 3 wide x 5 bar and 4 feet long embedded in the concrete.

The shear lugs are made of carbon steel (ASTM A572 Gr. 50) having a yield strength of 50 ksi and ultimate strength of 65 ksi. The 28 day strength of concrete in the walls is 5000 psi.

In addition to shear, there will be tensile load on the fins. This is because the NPM lug load is applied with an eccentricity, causing moment that results in a tensile load on some of the fins. The tensile loads are designed to be resisted by 2.5" diameter through bolts made of ASTM A193 Gr B7 material having a yield strength of 105 ksi and an ultimate strength of 125 ksi.

2 3B-30 Revision 3

Figure 3B-51.

The tensile capacity of the through bolts is the smaller of the bolt steel strength and the concrete strength.

The bending stress in the 2" thick liner plate can be bounded by considering the moment at the base of highest loaded shear lug as an upper bound moment in the liner plate.

From Table 3B-26, the maximum moment on the plate occurs at the shear lug at Y = 88.2" for lug load in the +Y direction. Please see Table 3B-57, which provides D/C ratios for the various lug component stress checks. The D/C ratios listed in Table 3B-57 are for the individual modes of failure for components of the lug assembly. In this table, the demand is the load that is resisted by each component, due to an applied total load of 3500 kips in the SAP2000 model.

The highest D/C ratio is for concrete bearing against the shear lugs at 0.777.

Since this maximum ratio is due to the 3500 kips load, the maximum capacity of the lug assembly is 3500 kips/0.777=4500 kips.

2.7.4.2 Overall Lug Restraint Reaction Table 3B-28 presents the envelope lug reactions, for all twelve bays, using the twelve analysis cases with Soil Type 7 for Capitola input motion with 4 percent structural damping of the SASSI RXB model and the equivalent analysis performed on the NPM detailed seismic model (Reference TR-0916-51502).

Since the maximum lug reactions are below the lug support design capacity of 4,500 kips, the design is acceptable.

2.8 Evaluation of RXB for Load Combinations Involving Thermal and Accident Pressure Loads T0, Ta, and Pa strains in the reinforcing steel and liner steel of the RXB are given in Table 3B-58. Concrete strains under combined static load cases are given in Table 3B-59. Reinforcing steel and liner steel strains for Load Combinations 10 and 13 are given in Table 3B-60 and Table 3B-61 respectively along with demand from combined static demand and individual maximum T0 and Ta+ Pa strains.

Strain averaging is employed at some localized regions as described in Section 3B.1.3. It should be noted that, for regions where averaging is employed, linear addition of T0 and Ta+ Pa strains with static load cases do not necessarily give load combination 10 and 13 resultants as these strains do not necessarily occur at the same location, therefore, the maximum combined strain is not the sum of both maximum strains.

As an example, in the foundation, the total strain in the steel is less than 1.2y (2.483 x10-3) at all locations except at the perimeter region for load combination 13 2 3B-31 Revision 3

components over all of the elements. These do not occur at the same location or time.

If the strains were based on the forces and moments occurring simultaneously at the same location, and if averaging were used, the strains would be lower. Also, the thermal strain of 0.000367 for Ta+Pa is the maximum over the entire basemat and occurs in the pool area. The thermal strains in the foundation perimeter region are lower.

The pool walls and NPM support walls are lined with a 1/4" thick stainless steel plate. Per Table CC-3720-1 of ASME Boiler and Pressure Vessel Code (Reference 3B-7), the allowable strain limit for the liner plate is 0.004 in/in even for service load conditions.

The total strain in the steel is less than 0.004 in/in at all locations for load combinations 10 and 13. Therefore, the steel pool liner is considered acceptable.

3 Control Building 3.1 Design Report Structural Description and Geometry The CRB is a Seismic Category I concrete structure at elevation 120'-0" and below, except as noted in Section 1.2.2.2. Above EL 120'-0" the CRB is a Seismic Category II steel structure. For a detailed description of the CRB, see Section 3.8.4.1.2. The CRB geometry and floor layout are shown in Figure 1.2-21 through Figure 1.2-27.

Structural Material Requirements The CRB design is based on the following material properties:

• Concrete Compressive Strength - 5 ksi Modulus of Elasticity - 4, 031 ksi Shear Modulus - 1,722 ksi Poisson's Ratio - 0.17

• Reinforcement Yield Stress - 60 ksi (ASTM A615 Grade 60 or ASTM A706 Grade 60)

Tensile Strength - 90 ksi (A615 Grade 60), 80 ksi (A706 Grade 60)

Elongation - See ASTMs A615 and A706

• Structural Steel Grade - ASTM A992 (W shapes), ASTM A500 Grade B (Tube Steel), ASTM A36 (plates)

Ultimate Tensile Strength - 65 ksi A992, 58 ksi A500 Grade B and A36 Yield Stress - 50 ksi A992, 46 ksi A500 Grade B, 36 ksi A36 2 3B-32 Revision 3

For a description of the soils considered in the design of the CRB, see Section 3.8.5.4.2 and Section 3.7.1.3.1.

Structural Loads The structural loads for the CRB are discussed in detail in Sections 3.7.1 and 3.8.4 for seismic and non-seismic loads respectively.

Structural Analysis and Design

• Design Computations of Critical Elements The design methodology of CRB related Critical Elements is discussed in Section 3B.1. Specific CRB Critical Elements analyzed are discussed in Section 3B.3.

• Stability Calculations Stability of the CRB is addressed in Section 3.8.5.4.1.3, Section 3.8.5.4.1.4, Section 3.8.5.5, and Section 3.8.5.6.2.

Summary of Results See Section 3B.3.2 through Section 3B.3.5 Conclusions The D/C ratios presented are all less than 1.0. Therefore, the Critical Elements satisfy the design criteria for loading investigated.

3.2 Walls 3.2.1 Wall at Grid Line 3 The wall at grid line 3 is an interior structural wall between EL. 50'-0" and EL.

120'-0" of the CRB. This wall is 2 feet thick. The SAP2000 analysis model elevation view is shown in Figure 3B-65, along with the shell element labels.

Reinforcement drawings and details are presented in Figure 3B-66 and Figure 3B-67.

A summary table of the element-based design check results for the wall at grid line 3 is presented in Table 3B-29. This summary table shows the maximum D/C ratios within each design check zone. As shown in Table 3B-29, all design check zones have no D/C exceedances. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-29a and Table 3B-29b. Based on the above results and evaluations, the wall is acceptable.

2 3B-33 Revision 3

The wall at grid line 4 is an exterior structural wall on the east side of the CRB that is 3 feet thick. The SAP2000 analysis model elevation view is shown in Figure 3B-68, along with the shell element labels.

Reinforcement drawings and details are presented in Figure 3B-69 and Figure 3B-70.

A summary table of the element-based design check results for the wall at grid line 4 is presented in Table 3B-30. This summary table shows the maximum D/C ratios within each design check zone. As shown in Table 3B-30, certain design check zones have D/C ratios in excess of 1.0. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-30a and Table 3B-30b.

The wall at grid line 4 was experiencing out of plane shear exceedances in the YZ plane as shown in Table 3B-30. In order to satisfy the demand, the section experiencing high out of plane shear was reinforced with an additional #6 stirrup leg. This is shown in Figure 3B-70. Table 3B-31 shows the design check of the worst shell element in the section, number 786, with the additional shear reinforcement.

The final design check is provided in Table 3B-31. Based on Table 3B-32, where the capacity includes the added reinforcement, the wall at grid line 4 is acceptable.

3.2.3 Wall at Grid Line A The wall at grid line A is an exterior structural wall on the north side of the CRB that is 3 feet thick. The SAP2000 analysis model elevation view is shown in Figure 3B-71, along with the shell element labels.

Reinforcement drawings and details are presented in Figure 3B-72 and Figure 3B-73.

A summary table of the element-based design check results for the wall at grid line A are presented in Table 3B-33. This summary table shows the maximum D/C ratios within each design check zone. Based on Table 3B-33, all design check zones have no D/C exceedances. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-33a and Table 3B-33b. Based on the above results and evaluations, the wall is acceptable.

In-plane shear for the adequacy of concrete wall thickness was checked for all elements in the CRB. Several individual elements in the walls encountered in-plane shear exceedances. Where individual elements in the wall at grid line A exceed in-plane shear limits, the elements are averaged as shown in Table 3B-34. The cross-section was checked based on calculating the average in-plane shear over the entire wall section, and is acceptable.

2 3B-34 Revision 3

3.3.1 Basemat Foundation The reinforced concrete section for the basemat is comprised of a 5 foot thick concrete slab with 3 layers of #11 bars at 12" centers each way top and bottom for main reinforcing steel, and 2 legged stirrups of #6 bars at 12" centers each way. The perimeter of the main slab contains 4 layers of #11 bars at 12" centers each way top and bottom for main reinforcing steel, and 2 legged stirrups of #6 bars at 12" centers each way. The capacity of the sections used is presented Table 3B-35 and Table 3B-36.

Figure 3B-74 shows the three zones: Tunnel Area, Perimeter Area and Interior Area, used for design of the basemat. Figure 3B-74 also shows the CRB basemat solid element numbering in the CRB finite element model. Reinforcement drawings are shown in Figure 3B-75 and Figure 3B-76.

For evaluation, total area of reinforcing steel required for axial tension, in-plane shear, and out-of-plane moment is considered. In addition, reduction of out-of-plane shear capacity of concrete due to axial tension is considered.

For the design check, bounding demand forces and moments for the basemat are considered at the following locations:

1) Basemat for the perimeter of the main CRB structure

2) Basemat for the interior of the main CRB structure

3) Basemat for CRB tunnel Table 3B-37b provides the magnitudes of bounding demand forces and moments used for the design check of the perimeter of the basemat of the CRB structure.

Table 3B-38b provides the magnitudes of bounding demand forces and moments used for the design check of the interior of the basemat of the main CRB structure.

Table 3B-39b provides the magnitudes of bounding demand for the basemat of the CRB tunnel.

The demand forces and moments for the perimeter of the main CRB foundation evaluation are listed in Table 3B-37a and Table 3B-37b. The design check for the various failure modes of the main CRB foundation perimeter are shown in Table 3B-40.

The demand forces and moments for the main interior part of the CRB foundation evaluation are listed in Table 3B-38a and Table 3B-38b. The design check for the various failure modes of the main CRB foundation interior are shown in Table 3B-41.

Likewise, the demand forces and moments for the CRB foundation tunnel are listed in Table 3B-39a and Table 3B-39b. The design check for the various failure modes of the CRB foundation tunnel are shown in Table 3B-42.

2 3B-35 Revision 3

The slab at EL. 100'-0" is at grade and houses the main technical support and data area for the CRB. This elevation consists of a 3' slab and 2' slab along with a 3' tunnel slab. The SAP2000 analysis model elevation view is shown in Figure 3B-77, along with the shell element labels.

Reinforcement drawings and details are presented in Figure 3B-78 and Figure 3B-79.

A summary table of the element-based design check results for the slab at EL.

100'-0" is presented in Table 3B-43. This summary table shows the maximum D/C ratios within each design check zone. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-43a and Table 3B-43b.

Table 3B-47 provides a summary of D/C ratios after averaging. The tables showing the averaging performed are Table 3B-44 through Table 3B-46.

Shear friction was checked for all elements in the CRB. Some individual elements in the slabs encountered shear friction exceedances. For elements that exceed shear friction limits in the slab at EL. 100'-0", their averaging is shown in Table 3B-48.

3.4 Pilasters 3.4.1 Pilasters Grid Line 1 The pilasters on the wall at grid line 1 consist of two types of pilasters. The SAP2000 analysis model elevation view is shown in Figure 3B-80, along with the pilaster frame element labels.

Reinforcement details are presented in Figure 3B-81 and Figure 3B-82 for pilaster Type 1 and Type 2, respectively.

A summary table of the design check results for the pilasters on the wall at Grid Line 1 is presented in Table 3B-49. This summary table shows the maximum D/C ratios within each design check zone. As noted in Table 3B-49, all design check zones have D/C ratios that are less than 1.0; and therefore, the pilasters are acceptable. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-49a and Table 3B-49b.

3.5 T-Beams 3.5.1 T-Beams at EL. 120'-0" The slab at elevation 120'-0" contains six T-beam sections running east-west and two T-beam sections running north-south. The SAP2000 analysis model plan view is shown in Figure 3B-83, along with the frame element labels.

The reinforcement details are shown in Figure 3B-84 and Figure 3B-85 for Type 1 and Type 2, respectively.

2 3B-36 Revision 3

within each design check zone. As shown in Table 3B-50, all design check zones have D/C ratios that are less than 1.0; therefore the T-Beams at elevation 120'-0" are all acceptable. The bounding static, dynamic (seismic), and final design forces and moments are shown in Table 3B-50a and Table 3B-50b.

4 References 3B-1 SAP2000 Advanced (Version 17.1.1) [Computer Program]. (2015). Walnut Creek, CA: Computers and Structures, Inc.

3B-2 SASSI2010 (Version 1.0) [Computer Program]. (2012). Berkeley, CA.

3B-3 American Concrete Institute, "Code Requirements for Nuclear Safety-Related Concrete Structures and Commentary," ACI 349-06, Farmington Hills, MI.

3B-4 American National Standards Institute/American Institute of Steel Construction, "Design, Fabrication, and Erection of Steel Safety-Related Structures for Nuclear Facilities," ANSI/AISC N690-12, Chicago, IL.

3B-5 American National Standards Institute/American Institute of Steel Construction, "Specification for Structural Steel Buildings," ANSI/AISC 360-10, Chicago, IL.

3B-6 NuScale Power, LLC, "NuScale Power Module Seismic Analysis," TR-0916-51502.

3B-7 American Society of Mechanical Engineers, Boiler and Pressure Vessel Code, 2013 Edition No Addenda,Section III, Rules for Construction of Nuclear Facility Components and applicable addenda, New York, NY.

3B-8 American Concrete Institute, Reinforced Concrete Design for Thermal Effects on Nuclear Power Plant Structures, ACI 349.1R-07, Farmington Hills, MI.

3B-9 American Concrete Institute, "Building Code Requirements for Structural Concrete and Commentary," ACI 318-08, Farmington Hills, MI.

2 3B-37 Revision 3

Table 3B-1: Identification of SAP2000 and SASSI2010 Loads Designation SAP2000 Output SASSI2010 Output Shell Element Loads brane Tension/Compression in Local X direction F11 Sxx brane Tension/Compression in Local Y direction F22 Syy mum In-Plane Shear on all faces F12 Sxy of-Plane Moment about Local Y Axis M11 Mxx of-Plane Moment about Local X Axis M22 Myy mum Twisting Moment on all faces M12 Mxy of-Plane Shear on Local X Face V13 Vxz of-Plane Shear on Local Y Face V23 Vyz Frame Element Loads Tension or Compression P P1 ng Axis Shear V2 P2 k Axis Shear V3 P3 Torque T M1 k Axis Bending M2 M2 ng Axis Bending M3 M3 2 3B-38 Revision 3

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Stress Stress Checked XB;1;E-D;24-50 D/C Ratio 0.35 0.11 0.62 0.49 0.49 0.39 20 Element 2580 2581 2578 2577 3902 2578 XB;1;D-C;24-50 D/C Ratio 0.26 0.10 0.30 0.32 0.33 0.47 24 Element 3907 3221 2583 2583 3221 2583 XB;1;C-B;24-50 D/C Ratio 0.25 0.08 0.28 0.32 0.36 0.51 24 Element 3918 2593 2592 2592 3232 2591 XB;1;B-A;24-50 D/C Ratio 0.34 0.11 0.53 0.44 0.54 0.37 20 Element 2595 3923 2597 2598 3923 2595 XB;1;E-D;50-75 D/C Ratio 0.32 0.09 0.41 0.36 0.41 0.07 20 Element 7729 5575 7725 5575 5575 7727 XB;1;D-C;50-75 D/C Ratio 0.30 0.07 0.32 0.23 0.28 0.34 24 Element 7730 5581 7735 5585 6139 7734 XB;1;C-B;50-75 D/C Ratio 0.35 0.08 0.39 0.23 0.28 0.31 24 Element 7737 5590 7736 5591 6150 5588 XB;1;B-A;50-75 D/C Ratio 0.29 0.09 0.46 0.38 0.44 0.18 20 Element 7746 5596 7746 6155 5596 5593 XB;1;E-D;75-100 D/C Ratio 0.38 0.15 0.62 0.40 0.33 0.09 14 Element 8843 8843 10386 10386 8839 11155 XB;1;D-C;75-100 D/C Ratio 0.45 0.14 0.46 0.27 0.19 0.37 24 Design Reports and Critical Section Details Element 10391 10391 10392 10392 10391 10391 XB;1;D-C;75-100 D/C Ratio 0.45 0.14 0.46 0.27 0.19 0.37 24 Element 10391 10391 10392 10392 10391 10392 XB;1;C-B;75-100 D/C Ratio 0.83 0.29 0.71 0.25 0.13 0.31 22 Element 11167 11167 11167 9442 11166 10393 XB;1;B-A;75-100 D/C Ratio 0.36 0.12 0.45 0.36 0.34 0.15 20 Element 11172 11172 11176 8860 8860 11173 B;1;E-D;100-126 D/C Ratio 0.33 0.04 0.41 0.19 0.17 0.08 20 Element 12319 12318 12316 12315 12315 12315 B;1;D-C;100-126 D/C Ratio 0.47 0.10 0.42 0.09 0.10 0.08 24 Element 13542 13542 12322 12320 13537 12325

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Stress Stress Checked B;1;C-B;100-126 D/C Ratio 0.64 0.19 0.87 0.41 0.10 0.14 8 Element 12326 12326 13544 13544 13544 12326 B;1;B-A;100-126 D/C Ratio 0.45 0.10 0.49 0.20 0.21 0.09 20 Element 13545 13545 12717 12332 12331 12331 B;1;E-D;126-145 D/C Ratio 0.22 0.02 0.27 0.12 0.32 0.27 20 Element 14613 15238 14612 14609 15580 15580 B;1;D-C;126-145 D/C Ratio 0.37 0.10 0.31 0.09 0.17 0.15 24 Element 14619 14619 14614 14929 15581 15581 B;1;C-B;126-145 D/C Ratio 0.62 0.15 0.66 0.29 0.21 0.24 24 Element 14621 14621 14625 14625 15592 15592 B;1;B-A;126-145 D/C Ratio 0.30 0.09 0.31 0.16 0.35 0.33 20 Element 14626 14626 14626 14936 15593 15593 B;1;E-D;145-163 D/C Ratio 0.20 0.01 0.23 0.07 0.32 0.08 20 Element 16645 16944 16046 16044 16047 16047 B;1;D-C;145-163 D/C Ratio 0.33 0.01 0.34 0.08 0.12 0.08 24 Element 16651 16950 16352 16048 16048 16048 B;1;C-B;145-163 D/C Ratio 0.46 0.03 0.51 0.12 0.11 0.09 24 Element 16058 16059 16058 16059 16059 16059 B;1;B-A;145-163 D/C Ratio 0.26 0.02 0.31 0.11 0.35 0.08 20 Element 16658 16359 16359 16060 16060 16060 Design Reports and Critical Section Details B;1;E-D;163-181 D/C Ratio 0.20 0.03 0.20 0.06 0.16 0.18 14 Element 17248 14893 17245 17245 17245 17245 B;1;D-C;163-181 D/C Ratio 0.38 0.04 0.43 0.07 0.13 0.16 24 Element 17949 17949 17949 17949 17944 17948 B;1;C-B;163-181 D/C Ratio 0.40 0.03 0.47 0.08 0.14 0.16 24 Element 17257 17950 17950 17950 17955 17951 B;1;B-A;163-181 D/C Ratio 0.24 0.08 0.23 0.07 0.14 0.05 14 Element 17541 15191 17261 17264 17956 17570

cale Final Safety Analysis Report at Grid Line 1 Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 2580 -47 -197 -21 13 -22 -21 -6 -29 2578 -47 -203 -41 3 -21 27 -2 -26 3923 -69 -230 19 -136 -13 1 -42 2 2591 -37 -232 -2 12 -78 -21 -2 -63 11167 -16 -53 -28 -13 -28 9 0 -5 8860 -25 -142 4 -90 -18 6 -20 2 10392 -20 -110 -4 7 9 6 -6 5 12326 -18 -121 -19 -2 8 6 1 1 13544 -8 -120 -19 1 1 1 1 0 15593 11 -58 6 -5 -31 6 -8 11 16058 9 -36 -11 1 -9 3 1 3 16060 11 -44 9 6 1 6 -7 -1 17245 12 -9 -5 -3 -22 12 -6 -6 Dynamic 2580 83 239 282 64 115 34 22 15 2578 60 552 163 69 123 37 12 32 3923 126 350 176 213 38 26 69 13 2591 51 199 175 46 95 17 8 40 11167 485 370 531 100 67 27 13 9 8860 96 460 174 225 28 27 43 6 Design Reports and Critical Section Details 10392 137 328 344 67 111 12 27 55 12326 440 434 428 17 57 16 8 19 13544 346 837 394 44 46 28 12 15 15593 18 285 165 40 26 18 62 42 16058 57 153 387 59 31 21 22 4 16060 46 211 165 57 28 35 65 14 17245 37 139 117 55 31 49 27 30

cale Final Safety Analysis Report Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) ydrodynamic 2580 6 55 2 0 4 1 0 2 2578 3 59 0 0 4 1 0 1 3923 0 60 4 3 1 0 1 0 2591 8 62 3 1 8 1 0 3 11167 10 13 8 1 4 3 0 2 8860 5 30 3 3 1 1 2 0 10392 6 31 0 2 1 1 1 1 12326 1 36 2 1 4 1 0 0 13544 1 36 3 2 1 1 0 0 15593 4 18 2 1 8 2 2 3 16058 3 10 3 1 2 1 0 1 16060 3 14 2 2 1 2 2 0 17245 1 3 0 0 5 2 1 1 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 2580 43 -136 97 -490 306 78 141 55 29 45 2578 17 -111 407 -814 205 73 149 64 14 60 3923 57 -195 180 -639 199 352 52 28 111 15 2591 22 -95 29 -493 180 59 182 38 9 107 11167 479 -512 330 -435 567 113 99 39 14 16 8860 77 -126 348 -632 181 318 48 34 65 9 10392 123 -163 250 -469 349 76 121 20 34 61 12326 423 -460 348 -590 449 20 69 23 10 21 13544 338 -354 753 -992 417 47 48 30 14 15 15593 33 -12 245 -361 173 46 64 25 72 56 16058 69 -52 127 -199 401 60 42 25 24 8 16060 60 -38 181 -269 176 66 30 43 74 15 17245 49 -25 134 -151 123 58 58 62 34 36 Design Reports and Critical Section Details

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked RXB;3;D-C;24-50 D/C Ratio 1.44 1.04 1.40 0.72 0.60 0.26 84 Element 4951 4942 4951 4951 4942 4946 RXB;3;E-D;126-145 D/C Ratio 0.29 0.07 0.43 0.14 0.05 0.09 2 Element 15318 15318 15318 15318 15655 15655 RXB;3;B-A;126-145 D/C Ratio 0.29 0.07 0.44 0.15 0.05 0.08 2 Element 15319 15319 15319 15319 15656 15656 RXB;3;E-D;145-163 D/C Ratio 1.19 0.60 0.71 0.16 0.10 0.06 16 Element 16128 16128 16128 16131 16128 16131 RXB;3;B-A;145-163 D/C Ratio 1.20 0.60 0.72 0.16 0.09 0.06 16 Element 16135 16135 16135 16132 16135 16132 RXB;3;E-D;163-181 D/C Ratio 0.25 0.10 0.44 0.08 0.08 0.05 10 Element 14897 17545 15226 17545 17707 17573 RXB;3;B-A;163-181 D/C Ratio 0.29 0.10 0.43 0.08 0.08 0.05 10 Element 14898 17546 15227 17546 17708 17574 lighted items indicate those design check zones that exceed a D/C ratio of 0.8.

Design Reports and Critical Section Details

cale Final Safety Analysis Report at Grid Line 3 Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 4951 -78 -41 -46 21 -1 2 1 2 4942 -758 -329 432 9 3 -4 0 0 4946 -144 -4 21 5 0 -1 0 0 16135 -197 -36 92 -7 -1 -2 1 0 16128 -198 -36 -92 -5 -1 2 -1 0 15655 0 0 0 0 0 0 0 0 Dynamic 4951 1,234 1,196 783 247 38 89 74 25 4942 1,043 453 523 225 31 45 85 29 4946 290 111 50 278 29 14 24 44 16135 586 165 235 65 11 5 11 8 16128 585 164 233 71 12 5 12 8 15655 34 181 118 6 30 4 9 13 ydrodynamic 4951 5 10 3 0 1 0 0 0 4942 7 47 24 0 1 0 0 0 4946 20 0 1 1 0 0 0 0 16135 51 7 17 3 0 0 0 0 16128 50 7 16 3 0 0 0 0 15655 0 0 0 0 0 0 0 0 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 4951 1,161 -1,317 1,166 -1,248 833 268 40 92 75 27 4942 293 -1,808 172 -829 978 234 36 50 86 30 4946 165 -454 107 -116 73 284 29 15 24 45 16135 440 -835 137 -208 344 75 12 7 12 8 16128 436 -833 135 -206 342 80 13 8 13 8 15655 34 -34 181 -181 118 6 30 4 9 13 Design Reports and Critical Section Details

cale Final Safety Analysis Report Average of Shell Elements 4951/4431/4421: Design Check Horizontal Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Horizontal Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 11.416 7.563 1.938 20.917 28.080 0.745 Horiz. Membrane Comp. Membrane Compression Membrane Compression Stress Stress fxx (ksi) Strength (ksi) D/C Ratio 1.39 3.34 0.416 Vertical Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Vertical Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 9.867 7.563 0.821 18.251 28.080 0.650 Vertical Membrane Comp. Membrane Compression Membrane Compression Stress Stress fyy (ksi) Strength (ksi) D/C Ratio 1.15 3.34 0.345 Shear Friction IP Shear OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 16.664 36,000.0 OK Performing averaging 129.8 0.374 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 18.213 36,000.0 OK 129.8 0.162 e Section 3B.2.2.2 and Table 3B-51.

cale Final Safety Analysis Report Average of Shell Elements 4942/4422: Design Check Horizontal Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Horizontal Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 4.031 11.149 1.790 16.971 28.080 0.604 Horiz. Membrane Comp. Membrane Compression Membrane Compression Stress Stress fxx (ksi) Strength (ksi) D/C Ratio 2.03 3.34 0.609 Vertical Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Vertical Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 1.574 11.149 0.836 13.559 28.080 0.483 Vertical Membrane Comp. Membrane Compression Membrane Compression Stress Stress fyy (ksi) Strength (ksi) D/C Ratio 0.97 3.34 0.291 Shear Friction IP Shear OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 24.049 36,000.0 Performing averaging Performing averaging 151.9 0.371 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 26.506 36,000.0 Performing averaging 172.4 0.141 s:

e Section 3B.2.2.2 and Table 3B-52.

ee Section 3B.2.2.2 and Table 3B-51.

cale Final Safety Analysis Report Average of Shell Elements 4951/4950/4949: Design Check Horizontal Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Horizontal Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 15.978 7.614 1.497 25.089 28.080 0.893 Horiz. Membrane Comp. Membrane Compression Membrane Compression Stress Stress fxx (ksi) Strength (ksi) D/C Ratio 1.91 3.34 0.572 Vertical Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Vertical Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 11.479 7.614 0.604 19.698 28.080 0.701 Vertical Membrane Comp. Membrane Compression Membrane Compression Stress Stress fyy (ksi) Strength (ksi) D/C Ratio 1.25 3.34 0.374 Shear Friction IP Shear OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 12.102 36,000.0 OK Performing averaging 129.8 0.473 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 16.601 36,000.0 OK 129.8 0.117 e Section 3B.2.2.2 and Table 3B-51.

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked RXB;3;D-C;24-50 D/C Ratio 0.75 0.61 0.70 0.72 0.60 0.26 84 Element 4951 4942 4951 4951 4942 4946 RXB;3;E-D;126-145 D/C Ratio 0.29 0.07 0.43 0.14 0.05 0.09 2 Element 15318 15318 15318 15318 15655 15655 RXB;3;B-A;126-145 D/C Ratio 0.29 0.07 0.44 0.15 0.05 0.08 2 Element 15319 15319 15319 15319 15656 15656 RXB;3;E-D;145-163 D/C Ratio 0.75 0.60 0.71 0.16 0.10 0.06 16 Element 16128 16128 16128 16131 16128 16131 RXB;3;B-A;145-163 D/C Ratio 0.75 0.60 0.72 0.16 0.09 0.06 16 Element 16135 16135 16135 16132 16135 16132 RXB;3;E-D;163-181 D/C Ratio 0.25 0.10 0.44 0.08 0.08 0.05 10 Element 14897 17545 15226 17545 17707 17573 RXB;3;B-A;163-181 D/C Ratio 0.29 0.10 0.43 0.08 0.08 0.05 10 Element 14898 17546 15227 17546 17708 17574 highlighted values of the D/C ratios for the corresponding element shown in this table is based on the averaged demand values using methodology shown in on 3B.1.1.1. It should be noted that the D/C ratios of all other elements shown in this table will be proportionally reduced if the same averaging methodology is used.

Design Reports and Critical Section Details

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked RXB;4;D-C;24-50 D/C Ratio 0.40 0.19 0.68 0.76 0.24 0.83 16 Element 4638 4638 3071 3071 4638 3071 RXB;4;C-B;24-50 D/C Ratio 0.38 0.17 0.67 0.74 0.25 0.82 16 Element 4645 4645 3072 3072 4645 3072 RXB;4;D-C;50-75 D/C Ratio 0.38 0.22 0.62 0.42 0.46 0.39 20 Element 8070 8070 8073 5781 7300 7300 RXB;4;C-B;50-75 D/C Ratio 0.40 0.22 0.62 0.42 0.50 0.42 20 Element 8077 8077 8074 5782 7307 7307 RXB;4;D-C;75-100 D/C Ratio 0.32 0.18 0.61 0.40 0.39 0.41 16 Element 11582 9082 9678 9678 11582 11585 RXB;4;C-B;75-100 D/C Ratio 0.33 0.18 0.61 0.41 0.41 0.44 16 Element 11589 9089 9679 9679 11589 11586 RXB;4;D-C;100-126 D/C Ratio 0.95 0.35 0.48 0.29 0.38 0.28 16 Element 13686 13686 13686 12459 12456 12459 RXB;4;C-B;100-126 D/C Ratio 0.96 0.36 0.48 0.30 0.40 0.30 16 Element 13693 13693 13693 12460 12463 12460 RXB;4;E-D;126-145 D/C Ratio 0.35 0.11 0.49 0.22 0.06 0.12 2 Element 15364 15364 15364 15364 15701 15701 RXB;4;B-A;126-145 D/C Ratio 0.35 0.11 0.49 0.22 0.06 0.12 2 Element 15365 15365 15365 15365 15702 15702 Design Reports and Critical Section Details RXB;4;E-D;145-163 D/C Ratio 1.07 0.76 0.64 0.21 0.08 0.08 16 Element 16180 16180 16180 16183 16180 16183 RXB;4;B-A;145-163 D/C Ratio 1.07 0.75 0.64 0.21 0.09 0.08 16 Element 16187 16187 16187 16184 16187 16184 RXB;4;E-D;163-181 D/C Ratio 0.23 0.11 0.34 0.11 0.05 0.04 10 Element 17547 17547 15228 17547 17709 17709 RXB;4;B-A;163-181 D/C Ratio 0.27 0.11 0.32 0.11 0.05 0.04 10 Element 14900 17548 15229 17548 17710 17710 lighted items indicate those design check zones that exceed a D/C ratio of 0.8.

cale Final Safety Analysis Report at Grid Line 4 Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 13693 84 -37 18 8 3 3 0 0 3071 -78 -421 95 2 15 2 0 2 7307 -36 -169 -69 -18 2 2 5 -2 16180 -231 -40 -112 -11 -1 -1 -1 0 16187 -230 -40 111 -6 -1 0 1 0 15701 0 0 0 0 0 0 0 0 Dynamic 13693 694 251 414 529 53 69 30 18 3071 172 870 234 58 517 156 9 106 7307 262 101 82 760 182 44 69 75 16180 768 216 317 47 7 5 9 6 16187 763 215 316 54 8 6 10 7 15701 29 304 202 10 34 4 9 15 ydrodynamic 13693 18 20 17 1 0 1 0 0 3071 3 38 3 0 0 0 0 0 7307 1 37 1 1 0 0 0 0 16180 58 7 18 4 0 0 0 0 16187 59 7 18 3 0 0 0 0 15701 0 0 0 0 0 0 0 0 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 13693 796 -627 234 -308 448 539 56 73 30 18 3071 97 -252 487 -1,329 331 60 532 157 9 108 7307 227 -298 -30 -307 152 779 185 46 75 78 16180 596 -1,057 182 -263 447 61 9 6 10 6 16187 592 -1,051 182 -262 445 63 10 7 11 7 15701 29 -29 304 -304 202 10 34 4 9 15 Design Reports and Critical Section Details

cale Final Safety Analysis Report Average of Shell Elements 16180/16479/16778: Design Check Horizontal Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Horizontal Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 4.504 5.537 0.367 10.408 18.720 0.556 Horiz. Membrane Comp. Membrane Compression Membrane Compression Stress Stress fxx (ksi) Strength (ksi) D/C Ratio 0.96 3.15 0.304 Vertical Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Vertical Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 2.174 5.537 0.089 7.800 18.720 0.417 Vertical Membrane Comp. Membrane Compression Membrane Compression Stress Stress fyy (ksi) Strength (ksi) D/C Ratio 0.38 3.15 0.120 Shear Friction IP Shear OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 14.216 28,800.0 OK Performing Averaging 130.6 0.061 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 16.546 28,800.0 OK 151.4 0.030 e Section 3B.2.2.2 and Table 3B-51.

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked RXB;4;D-C;24-50 D/C Ratio 0.40 0.19 0.68 0.76 0.24 0.83 16 Element 4638 4638 3071 3071 4638 3071 RXB;4;C-B;24-50 D/C Ratio 0.38 0.17 0.67 0.74 0.25 0.82 16 Element 4645 4645 3072 3072 4645 3072 RXB;4;D-C;50-75 D/C Ratio 0.38 0.22 0.62 0.42 0.46 0.39 20 Element 8070 8070 8073 5781 7300 7300 RXB;4;C-B;50-75 D/C Ratio 0.40 0.22 0.62 0.42 0.50 0.42 20 Element 8077 8077 8074 5782 7307 7307 RXB;4;D-C;75-100 D/C Ratio 0.32 0.18 0.61 0.40 0.39 0.41 16 Element 11582 9082 9678 9678 11582 11585 RXB;4;C-B;75-100 D/C Ratio 0.33 0.18 0.61 0.41 0.41 0.44 16 Element 11589 9089 9679 9679 11589 11586 RXB;4;D-C;100-126 D/C Ratio 0.95 0.35 0.48 0.29 0.38 0.28 16 Element 13686 13686 13686 12459 12456 12459 RXB;4;C-B;100-126 D/C Ratio 0.96 0.36 0.48 0.30 0.40 0.30 16 Element 13693 13693 13693 12460 12463 12460 RXB;4;E-D;126-145 D/C Ratio 0.35 0.11 0.49 0.22 0.06 0.12 2 Element 15364 15364 15364 15364 15701 15701 RXB;4;B-A;126-145 D/C Ratio 0.35 0.11 0.49 0.22 0.06 0.12 2 Element 15365 15365 15365 15365 15702 15702 Design Reports and Critical Section Details RXB;4;E-D;145-163 D/C Ratio 0.56 0.76 0.64 0.21 0.08 0.08 16 Element 16180 16180 16180 16183 16180 16183 RXB;4;B-A;145-163 D/C Ratio 0.56 0.75 0.64 0.21 0.09 0.08 16 Element 16187 16187 16187 16184 16187 16184 RXB;4;E-D;163-181 D/C Ratio 0.23 0.11 0.34 0.11 0.05 0.04 10 Element 17547 17547 15228 17547 17709 17709 RXB;4;B-A;163-181 D/C Ratio 0.27 0.11 0.32 0.11 0.05 0.04 10 Element 14900 17548 15229 17548 17710 17710 highlighted values of the D/C ratios for the corresponding element shown in this table is based on the averaged demand values using methodology shown in on 3B.1.1.1. It should be noted that the D/C ratios of all other elements shown in this table will be proportionally reduced if the same averaging methodology is used.

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked RXB;6;D-C.5;24-50 D/C Ratio 0.23 0.09 0.47 0.35 0.22 0.28 12 Element 3745 4884 3164 3164 4884 4885 RXB;6;C.5-C;24-50 D/C Ratio 0.29 0.07 0.35 0.28 0.09 0.28 12 Element 4887 4887 4887 3167 4357 4889 RXB;6;C-B.5;24-50 D/C Ratio 0.29 0.07 0.33 0.28 0.10 0.29 12 Element 4892 4892 4891 3172 4362 4890 RXB;6;B.5-B;24-50 D/C Ratio 0.30 0.11 0.50 0.38 0.24 0.58 15 Element 2060 2060 2060 2060 4895 2060 RXB;6;D-C.5;50-75 D/C Ratio 0.38 0.17 0.33 0.26 0.38 0.42 15 Element 7463 8202 6577 6577 8202 8203 RXB;6;C-5-C;50-75 D/C Ratio 0.32 0.09 0.34 0.20 0.16 0.27 15 Element 7151 8205 7467 6026 6580 8205 RXB;6;C-B.5;50-75 D/C Ratio 0.36 0.11 0.34 0.21 0.07 0.26 15 Element 8209 8209 7470 6029 7470 8210 RXB;6;B.5-B;50-75 D/C Ratio 0.35 0.14 0.31 0.26 0.31 0.50 15 Element 7473 8212 6032 8213 6032 8213 RXB;6;D-C.5;75-100 D/C Ratio 0.33 0.13 0.28 0.19 0.28 0.21 12 Element 9362 9362 9362 9362 9955 11678 RXB;6;C.5-C;75-100 D/C Ratio 0.40 0.08 0.39 0.15 0.04 0.11 12 Design Reports and Critical Section Details Element 11681 9365 11682 9365 9958 11681 RXB;6;C-B.5;75-100 D/C Ratio 0.41 0.08 0.39 0.15 0.04 0.11 12 Element 11686 9963 11685 9370 9963 11686 RXB;6;B.5-B;75-100 D/C Ratio 0.33 0.13 0.28 0.19 0.28 0.21 12 Element 9373 9373 9373 9373 9966 11689 XB;6;D-C.5;100-126 D/C Ratio 0.48 0.09 0.44 0.14 0.20 0.15 12 Element 13878 13878 13468 13878 13878 13466 XB;6;C.5-C;100-126 D/C Ratio 0.53 0.09 0.58 0.14 0.04 0.15 11 Element 13469 12986 13470 12986 13881 13469 XB;6;C-B.5;100-126 D/C Ratio 0.53 0.09 0.58 0.14 0.04 0.15 11 Element 13471 12991 13471 12991 13886 13472

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked XB;6;B.5-B;100-126 D/C Ratio 0.48 0.09 0.44 0.15 0.20 0.15 12 Element 13889 13889 13473 13889 13889 13475 RXB;6;E-D;126-145 D/C Ratio 0.61 0.20 0.64 0.22 0.12 0.12 2 Element 15845 15845 15845 15845 15845 15845 RXB;6;D-C;126-145 D/C Ratio 1.27 0.59 0.40 0.19 0.33 0.14 24 Element 15846 15846 15495 15137 15846 14842 RXB;6;C-B;126-145 D/C Ratio 1.27 0.59 0.39 0.19 0.33 0.13 24 Element 15857 15857 15506 15148 15857 14851 RXB;6;B-A;126-145 D/C Ratio 0.61 0.20 0.64 0.22 0.12 0.12 2 Element 15858 15858 15858 15858 15858 15858 RXB;6;E-D;145-163 D/C Ratio 1.46 0.61 0.60 0.18 0.17 0.06 16 Element 16295 16295 16295 16594 16295 17189 RXB;6;B-A;145-163 D/C Ratio 1.47 0.61 0.60 0.18 0.17 0.05 16 Element 16296 16296 16296 16595 16296 17196 RXB;6;E-D;163-181 D/C Ratio 0.28 0.12 0.35 0.16 0.20 0.11 10 Element 14903 14903 17385 14903 17713 17579 RXB;6;B-A;163-181 D/C Ratio 0.28 0.12 0.35 0.16 0.20 0.11 10 Element 14904 15201 17390 15201 17714 17580 lighted items indicate those design check zones that exceed a D/C ratio of 0.8.

Design Reports and Critical Section Details

cale Final Safety Analysis Report at Grid Line 6 Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 13889 -4 -144 -42 5 17 -13 -4 -14 2060 -48 -263 33 16 12 19 -6 49 8202 -89 -232 36 -92 137 37 -21 -61 13469 -14 -54 13 -5 -25 3 -1 -6 13470 -11 -43 2 -6 -27 -1 1 -7 6580 -55 -133 4 36 6 3 3 7 4890 -37 -169 -1 35 130 3 1 -34 15846 175 -12 -45 48 11 -16 5 -2 15495 -12 -39 27 25 5 -10 4 -3 15857 175 -11 44 47 8 15 -5 -3 14842 -3 -38 19 -3 -9 4 1 -4 16296 82 -1 45 -44 -11 4 -5 -1 15845 0 0 0 0 0 0 0 0 17713 -16 -15 -9 -9 7 -3 8 -5 15858 0 0 0 0 0 0 0 0 Dynamic 13889 212 174 357 271 62 80 49 28 2060 196 564 249 42 297 40 18 85 8202 331 162 185 137 173 77 84 23 13469 43 80 462 25 72 21 6 19 Design Reports and Critical Section Details 13470 26 69 491 15 84 6 2 11 6580 83 107 261 81 65 26 25 15 4890 39 146 259 33 90 9 2 21 15846 1,048 120 266 224 20 42 36 5 15495 457 230 275 196 36 53 22 5 15857 1,045 121 264 225 21 42 36 5 14842 209 72 241 34 39 55 11 19 16296 912 186 335 108 18 6 14 6 15845 284 309 329 23 29 11 15 15 17713 45 47 65 25 9 3 23 5 15858 284 308 329 25 26 12 15 15

cale Final Safety Analysis Report Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) ydrodynamic 13889 9 44 8 19 13 2 3 3 2060 14 87 8 1 10 3 1 11 8202 1 56 1 9 14 1 0 0 13469 1 17 3 3 6 1 0 2 13470 2 13 1 3 8 0 0 2 6580 1 39 0 2 5 1 2 0 4890 3 49 0 2 8 1 0 0 15846 54 7 13 13 3 6 1 0 15495 4 14 8 9 2 4 1 0 15857 53 7 13 13 3 5 1 1 14842 5 14 5 1 0 1 0 1 16296 24 3 12 12 3 1 1 0 15845 0 0 0 0 0 0 0 0 17713 7 4 2 2 2 1 2 1 15858 0 0 0 0 0 0 0 0 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 13889 218 -225 74 -361 407 295 91 95 55 44 2060 162 -259 388 -914 289 59 318 62 24 145 8202 243 -421 -13 -450 222 238 324 114 105 85 13469 30 -59 43 -151 478 32 103 25 7 27 13470 18 -39 39 -125 494 24 120 7 3 21 6580 28 -139 13 -278 265 120 75 30 31 22 4890 5 -78 26 -364 260 71 229 12 3 55 15846 1,277 -927 115 -140 324 284 33 64 42 8 15495 449 -473 205 -283 309 230 43 66 27 8 15857 1,273 -923 116 -139 321 285 31 63 42 9 14842 211 -216 48 -124 264 38 48 60 13 24 16296 1,018 -853 188 -190 392 164 32 12 20 7 15845 284 -284 309 -309 329 23 29 11 15 15 17713 36 -68 36 -66 76 37 17 7 33 12 15858 284 -284 308 -308 329 25 26 12 15 15 Design Reports and Critical Section Details

cale Final Safety Analysis Report Average of Shell Elements 16296/16595: Design Check Horizontal Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 (in2) OOP Moment As3 (in2) Total As (in2) As Provided (in2) Horizontal Reinf. D/C Ratio (in2) 10.227 5.549 1.198 16.975 18.720 0.907 Horiz. Membrane Comp. Membrane Compression Membrane Compression Stress Stress fxx (ksi) Strength (ksi) D/C Ratio 1.19 3.15 0.376 Vertical Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 (in2) OOP Moment As3 (in2) Total As (in2) As Provided (in2) Vertical Reinf. D/C Ratio (in2) 3.630 5.549 0.309 9.488 18.720 0.507 Vertical Membrane Comp. Membrane Compression Membrane Compression Stress Stress fyy (ksi) Strength (ksi) D/C Ratio 0.49 3.15 0.156 Shear Friction IP Shear OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 8.493 28,800.0 OK Performing Averaging 123.2 0.139 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 15.090 28,800.0 OK 138.4 0.036 e Section 3B.2.2.2 and Table 3B-52.

cale Final Safety Analysis Report Affected Elements Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked RXB;6;D-C.5;24-50 D/C Ratio 0.23 0.09 0.47 0.35 0.22 0.28 12 Element 3745 4884 3164 3164 4884 4885 RXB;6;C.5-C;24-50 D/C Ratio 0.29 0.07 0.35 0.28 0.09 0.28 12 Element 4887 4887 4887 3167 4357 4889 RXB;6;C-B.5;24-50 D/C Ratio 0.29 0.07 0.33 0.28 0.10 0.29 12 Element 4892 4892 4891 3172 4362 4890 RXB;6;B.5-B;24-50 D/C Ratio 0.30 0.11 0.50 0.38 0.24 0.58 15 Element 2060 2060 2060 2060 4895 2060 RXB;6;D-C.5;50-75 D/C Ratio 0.38 0.17 0.33 0.26 0.38 0.42 15 Element 7463 8202 6577 6577 8202 8203 RXB;6;C-5-C;50-75 D/C Ratio 0.32 0.09 0.34 0.20 0.16 0.27 15 Element 7151 8205 7467 6026 6580 8205 RXB;6;C-B.5;50-75 D/C Ratio 0.36 0.11 0.34 0.21 0.07 0.26 15 Element 8209 8209 7470 6029 7470 8210 RXB;6;B.5-B;50-75 D/C Ratio 0.35 0.14 0.31 0.26 0.31 0.50 15 Element 7473 8212 6032 8213 6032 8213 RXB;6;D-C.5;75-100 D/C Ratio 0.33 0.13 0.28 0.19 0.28 0.21 12 Element 9362 9362 9362 9362 9955 11678 Design Reports and Critical Section Details RXB;6;C.5-C;75-100 D/C Ratio 0.40 0.08 0.39 0.15 0.04 0.11 12 Element 11681 9365 11682 9365 9958 11681 RXB;6;C-B.5;75-100 D/C Ratio 0.41 0.08 0.39 0.15 0.04 0.11 12 Element 11686 9963 11685 9370 9963 11686 RXB;6;B.5-B;75-100 D/C Ratio 0.33 0.13 0.28 0.19 0.28 0.21 12 Element 9373 9373 9373 9373 9966 11689 XB;6;D-C.5;100-126 D/C Ratio 0.48 0.09 0.44 0.14 0.20 0.15 12 Element 13878 13878 13468 13878 13878 13466 XB;6;C.5-C;100-126 D/C Ratio 0.53 0.09 0.58 0.14 0.04 0.15 11 Element 13469 12986 13470 12986 13881 13469

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked XB;6;C-B.5;100-126 D/C Ratio 0.53 0.09 0.58 0.14 0.04 0.15 11 Element 13471 12991 13471 12991 13886 13472 XB;6;B.5-B;100-126 D/C Ratio 0.48 0.09 0.44 0.15 0.20 0.15 12 Element 13889 13889 13473 13889 13889 13475 RXB;6;E-D;126-145 D/C Ratio 0.61 0.20 0.64 0.22 0.12 0.12 2 Element 15845 15845 15845 15845 15845 15845 RXB;6;D-C;126-145 D/C Ratio 0.91 0.59 0.40 0.19 0.33 0.14 24 Element 15846 15846 15495 15137 15846 14842 RXB;6;C-B;126-145 D/C Ratio 0.91 0.59 0.39 0.19 0.33 0.13 24 Element 15857 15857 15506 15148 15857 14851 RXB;6;B-A;126-145 D/C Ratio 0.61 0.20 0.64 0.22 0.12 0.12 2 Element 15858 15858 15858 15858 15858 15858 RXB;6;E-D;145-163 D/C Ratio 0.91 0.61 0.60 0.18 0.17 0.06 16 Element 16295 16295 16295 16594 16295 17189 RXB;6;B-A;145-163 D/C Ratio 0.91 0.61 0.60 0.18 0.17 0.05 16 Element 16296 16296 16296 16595 16296 17196 RXB;6;E-D;163-181 D/C Ratio 0.28 0.12 0.35 0.16 0.20 0.11 10 Element 14903 14903 17385 14903 17713 17579 RXB;6;B-A;163-181 D/C Ratio 0.28 0.12 0.35 0.16 0.20 0.11 10 Design Reports and Critical Section Details Element 14904 15201 17390 15201 17714 17580 highlighted values of the D/C ratios for the corresponding element shown in this table is based on the averaged demand values using methodology shown in on 3B.1.1.1. It should be noted that the D/C ratios of all other elements shown in this table will be proportionally reduced if the same averaging methodology is used.

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked RXB;E;1-2;24-50 D/C Ratio 0.38 0.10 0.53 0.43 0.57 0.54 24 Element 2642 3257 2599 2599 3924 4526 RXB;E;2-3;24-50 D/C Ratio 0.33 0.11 0.59 0.51 0.26 0.60 28 Element 2666 4005 2659 2654 2666 4559 RXB;E;3-4;24-50 D/C Ratio 0.51 0.11 0.55 0.35 0.19 0.57 44 Element 2669 2680 2669 2680 3424 2684 RXB;E;4-5;24-50 D/C Ratio 0.21 0.09 0.26 0.34 0.21 0.61 48 Element 2822 2722 2802 2774 3570 2794 RXB;E;5-6;24-50 D/C Ratio 0.24 0.08 0.35 0.35 0.20 0.55 48 Element 2940 2952 2940 2940 3586 2840 RXB;E;6-7;24-50 D/C Ratio 0.23 0.09 0.30 0.35 0.34 0.48 20 Element 2962 2962 4372 4916 4916 2962 RXB;E;1-2;50-75 D/C Ratio 0.35 0.08 0.65 0.38 0.49 0.28 24 Element 5613 5597 7747 6738 5597 5630 RXB;E;2-3;50-75 D/C Ratio 0.36 0.10 0.49 0.33 0.30 0.42 28 Element 7787 5662 5670 5670 7785 7789 RXB;E;3-4;50-75 D/C Ratio 0.31 0.08 0.35 0.26 0.21 0.42 44 Element 5698 5730 6262 5718 7797 7807 RXB;E;4-5;50-75 D/C Ratio 0.18 0.06 0.24 0.26 0.13 0.44 48 Design Reports and Critical Section Details Element 5883 5810 7843 5889 6445 7843 RXB;E;5-6;50-75 D/C Ratio 0.19 0.06 0.30 0.29 0.13 0.43 48 Element 5913 5961 6559 6011 6463 7885 RXB;E;6-7;50-75 D/C Ratio 0.24 0.06 0.43 0.36 0.34 0.39 20 Element 7166 6062 7168 6062 6620 7899 RXB;E;1-2;75-100 D/C Ratio 0.37 0.04 0.78 0.36 0.41 0.26 24 Element 11177 9495 9453 8861 8861 8902 RXB;E;2-3;75-100 D/C Ratio 0.35 0.09 0.41 0.21 0.30 0.41 28 Element 8926 8921 10438 8916 8921 8966 RXB;E;3-4;75-100 D/C Ratio 0.27 0.09 0.32 0.17 0.21 0.47 44 Element 11267 11267 10486 9072 11241 9072

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked RXB;E;4-5;75-100 D/C Ratio 0.28 0.09 0.33 0.17 0.16 0.46 48 Element 11269 11269 10576 9210 10560 9094 RXB;E;5-6;75-100 D/C Ratio 0.21 0.05 0.37 0.23 0.13 0.41 48 Element 10654 11301 10728 9350 10652 9234 RXB;E;6-7;75-100 D/C Ratio 0.23 0.04 0.48 0.32 0.28 0.33 20 Element 9386 9406 10748 9406 9406 9378 RXB;E;1-2;100-126 D/C Ratio 0.31 0.03 0.70 0.19 0.20 0.26 24 Element 12333 13584 12333 12333 12333 13584 RXB;E;2-3;100-126 D/C Ratio 0.30 0.06 0.40 0.15 0.24 0.39 26 Element 13596 13623 12375 12375 13173 12395 RXB;E;3-4;100-126 D/C Ratio 0.47 0.12 0.31 0.08 0.20 0.43 44 Element 13660 13660 12415 12819 12399 13269 RXB;E;4-5;100-126 D/C Ratio 0.36 0.08 0.25 0.09 0.13 0.34 48 Element 13283 13695 13771 12527 13777 13695 RXB;E;5-6;100-126 D/C Ratio 0.25 0.05 0.33 0.15 0.14 0.25 48 Element 13797 13791 12599 12599 13791 12539 RXB;E;6-7;100-126 D/C Ratio 0.19 0.01 0.46 0.18 0.18 0.16 20 Element 13025 13891 13025 12655 13488 13025 RXB;E;1-2;126-145 D/C Ratio 0.26 0.05 0.42 0.12 0.35 0.38 24 Element 15613 15613 14631 14631 15613 15608 Design Reports and Critical Section Details RXB;E;2-3;126-145 D/C Ratio 0.39 0.10 0.23 0.07 0.21 0.37 28 Element 15651 15651 14661 14661 14669 14685 RXB;E;3-4;126-145 D/C Ratio 0.47 0.13 0.27 0.06 0.26 0.69 44 Element 15348 15348 15697 15697 15697 15360 RXB;E;4-5;126-145 D/C Ratio 0.42 0.11 0.31 0.07 0.20 0.65 48 Element 15703 15366 15766 15766 15766 14791 RXB;E;5-6;126-145 D/C Ratio 0.44 0.09 0.38 0.11 0.22 0.65 48 Element 15779 15779 15779 15841 15779 14795 RXB;E;6-7;126-145 D/C Ratio 0.13 0.03 0.35 0.13 0.13 0.20 20 Element 15859 15859 14859 14859 14859 14853

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Stress Stress Checked RXB;E;1-2;145-163 D/C Ratio 0.34 0.09 0.21 0.06 0.31 0.27 24 Element 16985 16985 16065 16065 16088 16387 RXB;E;2-3;145-163 D/C Ratio 0.60 0.16 0.25 0.04 0.21 0.46 28 Element 17021 17021 16124 16100 16124 16423 RXB;E;3-4;145-163 D/C Ratio 0.59 0.16 0.29 0.04 0.36 0.57 44 Element 17033 17049 16176 16176 16176 16475 RXB;E;4-5;145-163 D/C Ratio 0.54 0.15 0.32 0.04 0.32 0.56 48 Element 17105 17101 16232 16188 16188 16531 RXB;E;5-6;145-163 D/C Ratio 0.54 0.12 0.43 0.09 0.31 0.54 48 Element 16543 17153 16244 16288 16244 16543 RXB;E;6-7;145-163 D/C Ratio 0.29 0.04 0.36 0.10 0.18 0.19 20 Element 16898 17205 16300 16300 17197 16599 Design Reports and Critical Section Details

cale Final Safety Analysis Report at Grid Line E Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 2669 -64 -307 -8 18 -70 -30 5 -68 3924 -60 -227 8 -149 -5 -20 -55 2 2794 -49 -286 -12 -22 -138 6 0 -73 2666 -60 -304 6 -6 -83 26 1 -69 2659 -49 -284 5 -21 -162 6 1 -75 4559 -45 -239 -2 -12 -42 4 8 54 11177 -1 -84 -13 -30 -11 15 -6 4 9453 -14 -114 -5 -72 -13 10 -19 -5 5597 -52 -207 3 -160 -19 3 -51 3 9072 -38 -159 10 9 13 -2 1 -6 17021 -5 0 -10 -20 -17 4 0 -13 12333 5 -61 -10 -15 -12 9 -1 -4 16176 -13 -31 -18 -29 -82 -5 24 -3 15360 -14 -49 -3 -15 -26 1 12 28 Dynamic 2669 92 160 340 29 270 100 24 50 3924 110 368 114 171 38 49 65 19 2794 87 223 128 59 278 15 4 58 2666 103 221 353 17 396 110 67 50 2659 111 506 215 152 729 78 18 47 Design Reports and Critical Section Details 4559 107 340 163 27 108 18 7 94 11177 33 409 170 194 25 65 61 11 9453 42 483 160 192 35 29 58 28 5597 83 389 121 142 37 49 57 13 9072 54 93 143 12 67 80 5 100 17021 358 53 87 58 49 53 28 72 12333 28 383 164 162 18 94 43 15 16176 263 65 86 107 407 31 39 48 15360 198 71 79 52 219 50 11 128

cale Final Safety Analysis Report Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) ydrodynamic 2669 12 78 8 2 3 0 1 3 3924 1 60 4 4 1 0 1 0 2794 11 75 2 2 11 0 0 3 2666 11 78 2 0 5 0 1 3 2659 9 72 6 2 10 0 0 3 4559 6 65 6 1 3 0 0 1 11177 4 18 2 7 1 1 3 1 9453 3 24 1 3 0 0 2 1 5597 1 49 3 3 1 0 0 0 9072 1 42 1 1 0 1 0 1 17021 5 2 1 7 2 0 1 3 12333 4 13 0 7 1 1 3 1 16176 3 3 2 8 15 0 4 1 15360 4 9 0 2 7 2 2 5 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 2669 40 -168 -68 -546 357 49 344 130 29 121 3924 50 -171 201 -655 126 325 44 69 120 22 2794 49 -147 11 -583 142 83 428 21 5 134 2666 53 -174 -5 -604 361 24 484 137 69 122 2659 70 -169 294 -863 226 174 901 84 19 125 4559 68 -158 166 -643 171 40 153 22 15 149 11177 35 -38 343 -510 186 231 37 81 70 16 9453 31 -59 393 -621 167 268 48 40 79 35 5597 32 -136 231 -645 128 305 57 53 109 16 9072 18 -93 -24 -294 153 22 80 82 7 107 17021 358 -368 54 -55 97 85 68 58 30 89 12333 37 -27 335 -456 175 184 31 105 47 21 16176 253 -280 37 -98 107 144 504 36 67 51 15360 187 -215 32 -129 83 69 252 53 25 161 Design Reports and Critical Section Details

cale Final Safety Analysis Report Demand/Capacity Ratios Section East-West Reinf. E-W Comp. North-South N-S Comp. Stress XZ-Plane Shear YZ-Plane Shear # Elems Stress Reinf. Checked RXB;100;1-2;D-E.a D/C Ratio 0.49 0.08 0.53 0.34 1.30 0.90 17 Element 11738 11758 11760 11782 11738 11704 RXB;100;2-3;D-E.a D/C Ratio 0.47 0.12 0.68 0.22 0.23 0.46 31 Element 11810 11818 11804 11804 11810 11857 RXB;100;3-4;D-E.a D/C Ratio 0.37 0.07 0.87 0.27 0.25 0.81 55 Element 11960 11966 11970 11970 11937 11966 RXB;100;4-5;D-E.a D/C Ratio 0.18 0.06 0.67 0.25 0.28 0.79 60 Element 11990 11976 11980 11980 11978 11976 RXB;100;5-6;D-E.a D/C Ratio 0.18 0.07 0.51 0.19 0.16 0.52 60 Element 12200 12210 12100 12100 12209 12210 RXB;100;6-7;D-E.a D/C Ratio 0.18 0.11 0.25 0.16 0.19 0.46 18 Element 12280 12220 12242 12220 12296 12220 RXB;100;1-2;C-D.a D/C Ratio 0.62 0.15 0.64 0.35 0.24 0.44 36 Element 11788 11788 11783 11783 11788 11690 RXB;100;6-7;C-D.a D/C Ratio 0.18 0.10 0.17 0.09 0.19 0.22 30 Element 12301 12221 12243 12221 12222 12224 RXB;100;1-2;B-C.a D/C Ratio 0.61 0.15 0.66 0.35 0.27 0.94 36 Element 11789 11789 11794 11794 11696 11697 RXB;100;6-7;B-C.a D/C Ratio 0.17 0.10 0.17 0.09 0.19 0.23 30 Design Reports and Critical Section Details Element 12254 12232 12254 12232 12231 12229 RXB;100;1-2;A-B.a D/C Ratio 0.40 0.12 0.44 0.30 1.06 0.42 21 Element 11755 11755 11717 11795 11755 11775 RXB;100;2-3;A-B.a D/C Ratio 0.36 0.06 0.52 0.18 0.20 0.45 35 Element 11805 11807 11805 11805 11864 11864 RXB;100;3-4;A-B.a D/C Ratio 0.35 0.07 0.87 0.27 0.25 0.82 55 Element 11961 11975 11971 11971 11944 11975 RXB;100;4-5;A-B.a D/C Ratio 0.18 0.07 0.67 0.25 0.27 0.80 60 Element 11991 11985 11981 11981 11983 11985 RXB;100;5-6;A-B.a D/C Ratio 0.19 0.08 0.51 0.19 0.16 0.53 60 Element 12201 12211 12101 12101 12212 12211

cale Final Safety Analysis Report Demand/Capacity Ratios Section East-West Reinf. E-W Comp. North-South N-S Comp. Stress XZ-Plane Shear YZ-Plane Shear # Elems Stress Reinf. Checked RXB;100;6-7;A-B.a D/C Ratio 0.18 0.11 0.26 0.17 0.19 0.47 18 Element 12295 12233 12233 12233 12311 12233 lighted items indicate those design check zones that exceed a D/C ratio of 0.8.

Design Reports and Critical Section Details

cale Final Safety Analysis Report at EL. 100'-0" Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 11788 -1 -11 2 -31 -7 -2 11 0 11971 6 -23 22 -1 -1 1 1 -1 11738 4 -41 20 -3 -2 2 -4 -3 11697 -1 -5 8 -10 -3 -1 -6 2 Dynamic 11788 147 67 143 39 14 11 13 11 11971 33 251 106 34 228 7 11 60 11738 83 56 105 50 113 62 150 12 11697 32 224 42 50 41 13 24 90 ydrodynamic 11788 3 15 1 9 2 0 3 0 11971 1 3 1 1 2 0 0 1 11738 7 9 5 0 1 0 1 1 11697 1 9 4 0 1 0 1 0 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 11788 149 -151 71 -93 147 79 24 13 26 11 11971 40 -29 231 -276 129 35 232 9 12 62 11738 93 -85 24 -107 130 53 116 64 155 16 11697 32 -34 228 -238 55 61 45 15 31 92 Design Reports and Critical Section Details

cale Final Safety Analysis Report Average of Shell Elements 11738/11739: Design Check East-West Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) 2 (in ) 2 (in ) (in2) 1.310 1.747 0.885 3.942 9.360 0.421 E-W Membrane Comp. Stress Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) D/C Ratio 0.17 2.84 0.060 North-South Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 0.590 1.747 1.144 3.482 9.360 0.372 N-S Membrane Comp. Stress Membrane Compression Membrane Compression Stress fyy (ksi) Strength (ksi) D/C Ratio 0.30 2.84 0.107 Shear Friction IP Shear OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 8.050 21,600.0 OK OK 122.9 0.727 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 8.770 21,600.0 OK 129.7 0.121

cale Final Safety Analysis Report Elements Demand/Capacity Ratios Section East-West Reinf. E-W Comp. North-South N-S Comp. Stress XZ-Plane Shear YZ-Plane Shear # Elems Stress Reinf. Checked RXB;100;1-2;D-E.a D/C Ratio 0.49 0.08 0.53 0.34 0.73 0.90 17 Element 11738 11758 11760 11782 11738 11704 RXB;100;2-3;D-E.a D/C Ratio 0.47 0.12 0.68 0.22 0.23 0.46 31 Element 11810 11818 11804 11804 11810 11857 RXB;100;3-4;D-E.a D/C Ratio 0.37 0.07 0.87 0.27 0.25 0.81 55 Element 11960 11966 11970 11970 11937 11966 RXB;100;4-5;D-E.a D/C Ratio 0.18 0.06 0.67 0.25 0.28 0.79 60 Element 11990 11976 11980 11980 11978 11976 RXB;100;5-6;D-E.a D/C Ratio 0.18 0.07 0.51 0.19 0.16 0.52 60 Element 12200 12210 12100 12100 12209 12210 RXB;100;6-7;D-E.a D/C Ratio 0.18 0.11 0.25 0.16 0.19 0.46 18 Element 12280 12220 12242 12220 12296 12220 RXB;100;1-2;C-D.a D/C Ratio 0.62 0.15 0.64 0.35 0.24 0.44 36 Element 11788 11788 11783 11783 11788 11690 RXB;100;6-7;C-D.a D/C Ratio 0.18 0.10 0.17 0.09 0.19 0.22 30 Element 12301 12221 12243 12221 12222 12224 RXB;100;1-2;B-C.a D/C Ratio 0.61 0.15 0.66 0.35 0.27 0.94 36 Element 11789 11789 11794 11794 11696 11697 Design Reports and Critical Section Details RXB;100;6-7;B-C.a D/C Ratio 0.17 0.10 0.17 0.09 0.19 0.23 30 Element 12254 12232 12254 12232 12231 12229 RXB;100;1-2;A-B.a D/C Ratio 0.40 0.12 0.44 0.30 0.73 0.42 21 Element 11755 11755 11717 11795 11755 11775 RXB;100;2-3;A-B.a D/C Ratio 0.36 0.06 0.52 0.18 0.20 0.45 35 Element 11805 11807 11805 11805 11864 11864 RXB;100;3-4;A-B.a D/C Ratio 0.35 0.07 0.87 0.27 0.25 0.82 55 Element 11961 11975 11971 11971 11944 11975 RXB;100;4-5;A-B.a D/C Ratio 0.18 0.07 0.67 0.25 0.27 0.80 60 Element 11991 11985 11981 11981 11983 11985

cale Final Safety Analysis Report Demand/Capacity Ratios Section East-West Reinf. E-W Comp. North-South N-S Comp. Stress XZ-Plane Shear YZ-Plane Shear # Elems Stress Reinf. Checked RXB;100;5-6;A-B.a D/C Ratio 0.19 0.08 0.51 0.19 0.16 0.53 60 Element 12201 12211 12101 12101 12212 12211 RXB;100;6-7;A-B.a D/C Ratio 0.18 0.11 0.26 0.17 0.19 0.47 18 Element 12295 12233 12233 12233 12311 12233 highlighted values of the D/C ratios for the corresponding element shown in this table is based on the averaged demand values using methodology shown in on 3B.1.1.1. It should be noted that the D/C ratios of all other elements shown in this table will be proportionally reduced if the same averaging methodology is used.

Design Reports and Critical Section Details

cale Final Safety Analysis Report Demand/Capacity Ratios Section East-West Reinf. E-W Comp. North-South N-S Comp. Stress XZ-Plane Shear YZ-Plane Shear # Elems Stress Reinf. Checked RXB;181;1-2;D.3-E D/C Ratio 0.26 0.12 0.26 0.04 0.11 0.24 24 Element 17275 17275 17967 17275 17583 17967 RXB;181;2-3;D.3-E D/C Ratio 0.42 0.21 0.34 0.07 0.18 0.42 28 Element 17295 17295 17981 17295 17755 17981 RXB;181;3-4;D.3-E D/C Ratio 0.37 0.21 0.34 0.08 0.29 0.51 44 Element 17305 17309 17983 17303 17777 18003 RXB;181;4-5;D.3-E D/C Ratio 0.39 0.20 0.41 0.07 0.26 0.49 48 Element 17653 17339 18027 17331 17779 18005 RXB;181;5-6;D.3-E D/C Ratio 0.38 0.16 0.42 0.08 0.23 0.48 48 Element 17677 17367 18049 17677 17803 18029 RXB;181;6-7;D.3-E D/C Ratio 0.19 0.07 0.27 0.07 0.22 0.29 20 Element 18053 18053 18053 17679 17391 17391 RXB;181;1-2;C-D.3 D/C Ratio 0.63 0.08 0.49 0.04 0.36 0.27 42 Element 18083 18147 18147 18083 18083 18147 RXB;181;2-3;C-D.3 D/C Ratio 0.43 0.12 0.54 0.05 0.09 0.44 49 Element 18161 18245 18245 18245 18167 18245 RXB;181;3-4;C-D.3 D/C Ratio 0.36 0.13 0.54 0.05 0.07 0.48 77 Element 18259 18399 18259 18259 18399 18399 RXB;181;4-5;C-D.3 D/C Ratio 0.37 0.13 0.61 0.05 0.08 0.48 84 Design Reports and Critical Section Details Element 18567 18413 18567 18413 18567 18567 RXB;181;5-6;C-D.3 D/C Ratio 0.43 0.10 0.59 0.06 0.10 0.48 84 Element 18735 18581 18735 18735 18735 18581 RXB;181;6-7;C-D.3 D/C Ratio 0.50 0.07 0.49 0.06 0.34 0.29 35 Element 18811 18749 18749 18749 18811 18749 RXB;181;1-2;A.7-C D/C Ratio 0.63 0.08 0.49 0.04 0.36 0.27 42 Element 18084 18160 18160 18084 18084 18160 RXB;181;2-3;A.7-C D/C Ratio 0.43 0.12 0.54 0.05 0.09 0.45 49 Element 18174 18258 18258 18258 18168 18258 RXB;181;3-4;A.7-C D/C Ratio 0.36 0.13 0.54 0.05 0.07 0.47 77 Element 18272 18412 18272 18272 18412 18412

cale Final Safety Analysis Report Demand/Capacity Ratios Section East-West Reinf. E-W Comp. North-South N-S Comp. Stress XZ-Plane Shear YZ-Plane Shear # Elems Stress Reinf. Checked RXB;181;4-5;A.7-C D/C Ratio 0.37 0.13 0.60 0.04 0.07 0.48 84 Element 18580 18426 18580 18426 18580 18580 RXB;181;5-6;A.7-C D/C Ratio 0.43 0.11 0.59 0.06 0.10 0.47 84 Element 18748 18594 18748 18748 18748 18594 RXB;181;6-7;A.7-C D/C Ratio 0.50 0.08 0.49 0.06 0.34 0.29 35 Element 18812 18762 18762 18762 18812 18762 RXB;181;1-2;A-A.7 D/C Ratio 0.28 0.13 0.28 0.05 0.10 0.24 24 Element 17276 17276 17968 17276 17584 17968 RXB;181;2-3;A-A.7 D/C Ratio 0.42 0.20 0.34 0.08 0.18 0.42 28 Element 17296 17296 17982 17296 17756 17982 RXB;181;3-4;A-A.7 D/C Ratio 0.38 0.21 0.35 0.08 0.29 0.51 44 Element 17306 17312 17984 17304 17778 18004 RXB;181;4-5;A-A.7 D/C Ratio 0.39 0.20 0.41 0.06 0.26 0.49 48 Element 17654 17340 18028 17332 17780 18006 RXB;181;5-6;A-A.7 D/C Ratio 0.38 0.16 0.42 0.08 0.23 0.48 48 Element 17678 17368 18050 17678 17804 18030 RXB;181;6-7;A-A.7 D/C Ratio 0.18 0.07 0.27 0.07 0.22 0.30 20 Element 18054 18054 18054 17680 17392 17392 Design Reports and Critical Section Details

cale Final Safety Analysis Report Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 18084 3 5 6 -265 -40 -8 -27 -5 18567 -9 2 2 -71 -372 9 1 -30 18083 3 5 -8 -265 -40 8 -27 5 18003 1 40 1 -6 -143 10 -7 30 Dynamic 18084 41 59 284 214 60 24 24 24 18567 137 48 141 83 453 40 10 40 18083 41 65 277 214 45 25 24 21 18003 201 69 49 12 174 21 12 38 ydrodynamic 18084 0 2 1 74 11 2 7 1 18567 4 6 1 19 101 3 0 8 18083 0 1 2 74 11 2 8 1 18003 1 18 2 2 41 3 2 8 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 18084 44 -39 65 -56 291 553 112 34 59 30 18567 132 -151 55 -52 144 174 925 52 11 78 18083 44 -39 72 -61 286 553 96 35 59 28 18003 202 -201 127 -47 52 20 358 34 20 76 Design Reports and Critical Section Details

cale Final Safety Analysis Report Demand/Capacity Ratios Section Moment Axis 2 Shear Axis 3 Compression Tension # Elems Checked RXB;PI;A2;24-50 D/C Ratio 0.66 0.70 0.20 0.13 4 Element 879 2030 1320 2030 RXB;PI;A2;50-75 D/C Ratio 0.38 0.31 0.18 0.15 4 Element 3060 2348 2348 2348 RXB;PI;A2;75-100 D/C Ratio 0.62 0.28 0.14 0.13 4 Element 5147 3803 3803 5147 RXB;PI;A2;100-126 D/C Ratio 0.60 0.42 0.08 0.16 4 Element 5342 5431 5342 5342 RXB;PI;A2;126-163 D/C Ratio 0.61 0.45 0.06 0.11 8 Element 6106 6258 5668 5872 RXB;PI;A3;24-50 D/C Ratio 0.66 0.63 0.19 0.08 4 Element 897 2036 897 2036 RXB;PI;A3;50-75 D/C Ratio 0.44 0.31 0.17 0.09 4 Element 3440 2378 2378 2641 RXB;PI;A3;75-100 D/C Ratio 0.73 0.40 0.10 0.04 4 Element 5151 3833 3833 3833 RXB;PI;A3;100-126 D/C Ratio 0.45 0.71 0.05 0.02 4 Element 5344 5433 5433 5628 RXB;PI;A3;126-163 D/C Ratio 0.68 0.53 0.05 0.03 8 Element 5874 6260 5874 5874 Design Reports and Critical Section Details RXB;PI;A4;24-50 D/C Ratio 0.42 0.47 0.17 0.00 4 Element 935 935 935 2039 RXB;PI;A4;50-75 D/C Ratio 0.39 0.26 0.13 0.02 4 Element 2679 3442 2418 3442 RXB;PI;A4;75-100 D/C Ratio 0.58 0.49 0.09 0.02 4 Element 4719 3911 3911 5159 RXB;PI;A4;100-126 D/C Ratio 0.63 0.58 0.05 0.03 4 Element 5366 5630 5366 5630 RXB;PI;A4;126-163 D/C Ratio 0.71 0.63 0.06 0.05 8 Element 6110 5876 5876 5876

cale Final Safety Analysis Report Demand/Capacity Ratios Section Moment Axis 2 Shear Axis 3 Compression Tension # Elems Checked RXB;PI;A5;24-50 D/C Ratio 0.44 0.44 0.17 0.01 4 Element 1009 1009 1009 2085 RXB;PI;A5;50-75 D/C Ratio 0.63 0.31 0.14 0.05 4 Element 2733 3458 2476 3458 RXB;PI;A5;75-100 D/C Ratio 0.65 0.42 0.09 0.03 4 Element 5169 3993 3993 5169 RXB;PI;A5;100-126 D/C Ratio 0.53 0.36 0.06 0.05 4 Element 5368 5441 5632 5632 RXB;PI;A5;126-163 D/C Ratio 0.72 0.68 0.07 0.07 8 Element 6112 5782 5878 5878 RXB;PI;A6;24-50 D/C Ratio 0.36 0.44 0.18 0.07 4 Element 1500 1087 1087 2144 RXB;PI;A6;50-75 D/C Ratio 0.51 0.31 0.17 0.14 4 Element 2797 3478 2544 3478 RXB;PI;A6;75-100 D/C Ratio 0.52 0.27 0.14 0.17 4 Element 4883 4077 4077 4883 RXB;PI;A6;100-126 D/C Ratio 0.51 0.18 0.11 0.26 4 Element 5385 5385 5385 5385 RXB;PI;A6;126-163 D/C Ratio 0.55 0.33 0.10 0.26 8 Element 5880 5784 5880 5880 Design Reports and Critical Section Details

Moments for RXB Pilasters on Grid Line A Wall Load Element P V2 V3 T M2 M3 (k) (k) (k) (k-ft) (k-ft) (k-ft)

Static 2733 -1,031 6 110 17 4,441 88 3458 -873 12 274 7 2,495 209 2544 -1,059 29 272 5 1,674 442 4883 -615 16 9 25 384 107 5169 -563 1 38 7 1,464 131 935 -1,470 2 626 9 6,047 40 1087 -1,355 14 520 48 2,520 74 2144 -1,115 44 377 15 3,187 491 5151 -500 2 52 2 2,769 112 2030 -1,094 47 283 95 3,284 501 1320 -1,179 19 224 145 3,681 145 5385 -543 29 73 6 388 123 5342 -467 51 20 19 373 335 5431 -428 38 17 42 199 137 5880 -283 24 129 75 4,659 306 5366 -521 15 70 10 3,328 183 5630 -446 9 7 48 3,250 57 5668 -331 16 105 84 522 211 5872 -305 23 174 53 4,670 345 5344 -474 28 27 10 3,135 216 5433 -489 21 53 32 3,457 100 5628 -300 7 108 5 1,234 105 6112 -159 13 105 26 14,043 172 5782 -427 32 341 9 2,978 368 5878 -335 16 506 24 12,476 358 2 3B-83 Revision 3

Load Element P V2 V3 T M2 M3 (k) (k) (k) (k-ft) (k-ft) (k-ft)

Dynamic 2733 783 107 256 57 7,240 890 3458 888 87 406 69 8,276 779 2544 1,306 115 369 76 4,406 987 4883 1,304 110 87 91 9,256 1,644 5169 566 117 290 117 21,376 1,044 935 773 160 403 124 8,509 1,959 1087 1,121 241 409 81 8,464 2,569 2144 1,240 151 369 78 3,235 1,026 5151 560 127 266 94 33,127 1,276 2030 1,715 290 1,107 496 9,661 1,678 1320 1,619 367 576 155 27,784 4,367 5385 1,687 97 284 217 8,914 1,734 5342 1,301 100 739 356 20,935 2,452 5431 1,216 89 885 470 13,601 1,909 5880 1,759 161 448 318 13,879 2,168 5366 511 137 621 90 28,577 909 5630 544 244 1,298 315 11,127 2,703 5668 991 115 542 525 15,787 1,272 5872 1,004 142 482 108 25,518 2,736 5344 542 105 1,140 160 35,645 1,104 5433 560 113 1,418 275 24,225 1,095 5628 463 144 1,239 100 14,935 1,491 6112 977 217 645 165 45,609 2,817 5782 871 326 1,940 201 19,587 2,147 5878 1,240 192 1,548 287 42,602 4,450 2 3B-84 Revision 3

Load Element P V2 V3 T M2 M3 (k) (k) (k) (k-ft) (k-ft) (k-ft) drodynamic 2733 287 2 4 3 79 13 3458 248 3 7 2 47 29 2544 300 7 1 1 30 52 4883 170 3 1 3 56 52 5169 158 2 1 1 95 33 935 409 0 23 1 207 2 1087 390 7 24 2 335 74 2144 318 3 1 1 103 55 5151 152 4 2 3 162 40 2030 303 5 1 3 111 73 1320 338 6 11 5 46 83 5385 147 1 15 9 303 66 5342 118 2 2 5 159 61 5431 111 0 2 3 185 42 5880 87 1 29 11 1,171 4 5366 147 1 16 5 330 20 5630 118 5 4 4 437 29 5668 86 2 24 14 133 27 5872 79 1 41 5 989 7 5344 146 2 27 5 308 25 5433 147 2 34 5 677 11 5628 82 2 21 2 414 61 6112 18 1 26 1 3,226 22 5782 100 3 60 5 906 85 5878 73 7 108 2 2,896 48 2 3B-85 Revision 3

on Grid Line A Wall lement P MAX P MIN V2 V3 T M2 M3 (k) (k) (k) (k) (k-ft) (k-ft) (k-ft) 2733 39 -2,101 115 370 77 11,760 990 3458 263 -2,009 102 687 78 10,818 1,016 2544 547 -2,665 151 642 82 6,110 1,481 4883 860 -2,089 129 96 119 9,695 1,804 5169 162 -1,288 120 329 125 22,935 1,208 935 -288 -2,653 162 1,052 134 14,763 2,001 1087 156 -2,865 262 953 131 11,319 2,717 2144 442 -2,673 198 747 94 6,525 1,573 5151 212 -1,211 133 320 99 36,059 1,427 2030 923 -3,112 342 1,392 595 13,055 2,253 1320 777 -3,135 392 811 305 31,510 4,595 5385 1,291 -2,377 128 371 232 9,605 1,922 5342 952 -1,886 152 760 381 21,467 2,848 5431 899 -1,755 128 903 515 13,985 2,088 5880 1,563 -2,128 185 606 404 19,709 2,478 5366 137 -1,180 153 706 105 32,235 1,113 5630 216 -1,108 259 1,309 366 14,814 2,789 5668 747 -1,408 133 671 623 16,442 1,510 5872 779 -1,388 166 697 165 31,177 3,089 5344 213 -1,162 135 1,194 175 39,088 1,345 5433 217 -1,196 136 1,505 313 28,359 1,206 5628 246 -845 153 1,368 107 16,583 1,657 6112 836 -1,154 231 775 191 62,879 3,011 5782 543 -1,398 361 2,341 215 23,470 2,600 5878 978 -1,648 215 2,162 313 57,974 4,856 2 3B-86 Revision 3

cale Final Safety Analysis Report Demand/Capacity Ratios Section Moment Axis 3 Shear Axis 2 Compression Tension # Elems Checked RXB;TB;75;A-B;2-2 D/C Ratio 0.36 0.23 0.21 0.14 5 Element 3658 3657 3654 3654 RXB;TB;75;A-B;2-3 D/C Ratio 0.20 0.10 0.06 0.06 5 Element 3664 3668 3668 3668 RXB;TB;75;A-B;3-3 D/C Ratio 0.33 0.30 0.08 0.12 5 Element 3678 3674 3678 3678 RXB;TB;75;A-B;3-4 D/C Ratio 0.39 0.51 0.05 0.06 5 Element 3684 3684 3688 3688 RXB;TB;75;A-B;4-4 D/C Ratio 0.35 0.58 0.14 0.13 5 Element 3694 3694 3694 3698 RXB;TB;75;A-B;4-5(1) D/C Ratio 0.45 0.48 0.11 0.07 5 Element 3704 3704 3704 3708 RXB;TB;75;A-B;4-5(2) D/C Ratio 0.48 0.52 0.09 0.08 5 Element 3714 3714 3714 3718 RXB;TB;75;A-B;5-5 D/C Ratio 0.46 0.51 0.11 0.16 5 Element 3724 3724 3728 3728 RXB;TB;75;A-B;5-6(1) D/C Ratio 0.39 0.44 0.09 0.08 5 Element 3734 3734 3734 3736 RXB;TB;75;A-B;5-6(2) D/C Ratio 0.40 0.48 0.08 0.06 5 Element 3744 3744 3744 3748 Design Reports and Critical Section Details RXB;TB;75;A-B;6-6 D/C Ratio 0.38 0.58 0.18 0.21 5 Element 3754 3754 3754 3754 RXB;TB;75;6-7;B-C D/C Ratio 0.38 0.22 0.07 0.06 5 Element 3773 3773 3767 3767 RXB;TB;75;6-7;C-C D/C Ratio 0.50 0.26 0.06 0.04 5 Element 3772 3772 3772 3760 RXB;TB;75;6-7;C-D D/C Ratio 0.41 0.22 0.07 0.05 5 Element 3771 3771 3765 3765 RXB;TB;75;D-E;2-2 D/C Ratio 0.26 0.14 0.20 0.11 5 Element 3653 3653 3653 3653

cale Final Safety Analysis Report Demand/Capacity Ratios Section Moment Axis 3 Shear Axis 2 Compression Tension # Elems Checked RXB;TB;75;D-E;2-3 D/C Ratio 0.29 0.18 0.16 0.16 5 Element 3663 3659 3660 3659 RXB;TB;75;D-E;3-3 D/C Ratio 0.70 0.55 0.10 0.18 5 Element 3673 3673 3669 3669 RXB;TB;75;D-E;3-4 D/C Ratio 0.41 0.54 0.06 0.07 5 Element 3683 3683 3679 3679 RXB;TB;75;D-E;4-4 D/C Ratio 0.37 0.59 0.14 0.13 5 Element 3693 3693 3693 3689 RXB;TB;75;D-E;4-5(1) D/C Ratio 0.46 0.48 0.11 0.07 5 Element 3703 3703 3703 3699 RXB;TB;75;D-E;4-5(2) D/C Ratio 0.48 0.53 0.09 0.10 5 Element 3713 3713 3713 3711 RXB;TB;75;D-E;5-5 D/C Ratio 0.46 0.51 0.11 0.16 5 Element 3723 3723 3719 3719 RXB;TB;75;D-E;5-6(1) D/C Ratio 0.38 0.44 0.08 0.08 5 Element 3733 3733 3733 3731 RXB;TB;75;D-E;5-6(2) D/C Ratio 0.40 0.48 0.08 0.06 5 Element 3743 3743 3743 3739 RXB;TB;75;D-E;6-6 D/C Ratio 0.28 0.59 0.18 0.21 5 Element 3753 3753 3753 3753 RXB;TB;75;1-2;B-C D/C Ratio 0.16 0.10 0.04 0.05 6 Design Reports and Critical Section Details Element 3633 3633 3648 3648 RXB;TB;75;1-2;C-C D/C Ratio 0.22 0.18 0.09 0.15 6 Element 3647 3647 3647 3647 RXB;TB;75;1-2;C-D D/C Ratio 0.19 0.09 0.03 0.05 6 Element 3646 3646 3643 3646

Moments for RXB Beams on EL. 75'-0" Slab Load Element P V2 V3 T M2 M3 (k) (k) (k) (k-ft) (k-ft) (k-ft)

Static 3673 -56 95 2 1 10 833 3754 -162 58 24 6 225 309 3654 -249 9 12 0 49 98 3693 -163 84 11 0 67 525 3753 -161 59 24 6 229 315 Dynamic 3673 69 158 34 13 140 1,951 3754 401 194 56 10 444 1,218 3654 389 29 35 12 240 748 3693 283 186 122 8 1,216 1,573 3753 400 195 57 9 444 1,222 drodynamic 3673 2 24 0 0 2 175 3754 9 13 1 1 11 78 3654 22 2 1 0 5 21 3693 9 11 1 0 8 49 3753 9 14 1 1 11 80 2 3B-89 Revision 3

on EL. 75'-0" Slab lement P MAX P MIN V2 V3 T M2 M3 (k) (k) (k) (k) (k-ft) (k-ft) (k-ft) 3673 15 -126 278 36 14 152 2,959 3754 248 -572 266 81 16 680 1,605 3654 162 -660 40 48 13 294 867 3693 129 -454 280 134 8 1,291 2,146 3753 247 -570 267 82 16 684 1,616 2 3B-90 Revision 3

cale Final Safety Analysis Report Demand/Capacity Ratios Section Moment Axis 2 Shear Axis 3 Compression Tension # Elems Checked RXB;B;1;126;B-A D/C Ratio 0.35 0.17 0.08 0.30 5 Element 5657 5658 5657 5657 RXB;B;1;126;C-B D/C Ratio 0.43 0.24 0.16 0.58 6 Element 5656 5655 5652 5652 RXB;B;1;126;D-C D/C Ratio 0.43 0.18 0.10 0.36 6 Element 5645 5646 5650 5650 RXB;B;1;126;E-D D/C Ratio 0.38 0.25 0.01 0.06 5 Element 5644 5644 5640 5640 Design Reports and Critical Section Details

Moments for RXB Buttress at Grid Line 1 on EL. 126'-0" Slab Load Element P V2 V3 T M2 M3 (k) (k) (k) (k-ft) (k-ft) (k-ft)

Static 5645 84 31 29 7 196 477 5644 96 6 37 3 397 274 5652 167 98 16 21 789 870 Dynamic 5645 311 927 204 210 7,455 11,965 5644 99 762 355 92 6,529 6,550 5652 2,683 1,464 209 132 4,213 15,281 drodynamic 5645 40 7 9 5 229 82 5644 39 1 16 7 65 38 5652 80 29 4 2 94 294 2 3B-92 Revision 3

at Grid Line 1 on EL. 126'-0" Slab lement P MAX P MIN V2 V3 T M2 M3 (k) (k) (k) (k) (k-ft) (k-ft) (k-ft) 5645 435 -267 966 243 221 7,880 12,524 5644 235 -42 769 409 102 6,991 6,862 5652 2,929 -2,596 1,591 228 155 5,097 16,445 2 3B-93 Revision 3

cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Table 3B-23: Summary of D/C Ratios for Reactor Building Pool Wall at Grid Line B Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear Elems Checked Stress Stress XB;B;1-2;24-50 D/C Ratio 0.35 0.18 0.43 0.40 0.18 0.28 20 Element 3971 3971 2613 2634 4528 4528 XB;B;2-3;24-50 D/C Ratio 0.40 0.12 0.65 0.34 0.28 0.54 28 Element 3016 4545 3016 3016 4545 4578 XB;B;3-4;24-50 D/C Ratio 0.57 0.07 0.55 0.22 0.97 0.58 44 Element 4596 3046 4046 3057 4584 4596 XB;B;4-5;24-50 D/C Ratio 0.32 0.06 0.41 0.19 0.28 0.46 48 Element 4116 3077 3077 4650 4650 4650 XB;B;5-6;24-50 D/C Ratio 0.37 0.12 0.63 0.37 0.33 0.35 48 Element 3161 4878 3163 3163 4878 4878 XB;B;1-2;50-75 D/C Ratio 0.34 0.16 0.50 0.31 0.47 0.20 21 Element 6774 6770 6130 5621 6774 6130 XB;B;2-3;50-75 D/C Ratio 0.41 0.12 0.52 0.25 0.40 0.54 35 Element 5651 8010 5651 5651 8010 5651 XB;B;3-4;50-75 D/C Ratio 0.60 0.10 0.39 0.28 0.59 0.42 55 Element 7294 8068 5770 5701 5701 8068 XB;B;4-5;50-75 D/C Ratio 0.54 0.10 0.43 0.21 0.45 0.96 60 Element 7314 7314 5892 8080 7314 8084 Design Reports and Critical Section Details XB;B;5-6;50-75 D/C Ratio 0.46 0.13 0.67 0.32 0.42 0.65 60 Element 7457 6014 6014 6014 6014 6014 B;B;1-2;75-100 D/C Ratio 0.41 0.11 0.37 0.23 0.34 0.32 20 Element 11377 10434 10788 8894 11377 11377 B;B;2-3;75-100 D/C Ratio 0.54 0.09 0.55 0.20 0.39 0.38 28 Element 11536 8919 11536 8919 11536 8919 B;B;3-4;75-100 D/C Ratio 0.46 0.08 0.35 0.22 0.55 0.44 44 Element 9075 9075 9075 9075 9075 9075 B;B;4-5;75-100 D/C Ratio 0.35 0.06 0.35 0.23 0.43 0.41 48 Element 10858 9121 9214 9214 11591 9096 B;B;5-6;75-100 D/C Ratio 0.44 0.13 0.59 0.26 0.39 0.54 48 Element 9947 9354 9354 9354 9354 9354

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear Elems Checked Stress Stress B;B;1-2;100-126 D/C Ratio 0.43 0.10 0.45 0.23 0.27 0.49 20 Element 13171 13171 13554 13554 12337 13554 B;B;2-3;100-126 D/C Ratio 0.32 0.09 0.58 0.28 0.27 0.36 28 Element 12371 13176 12371 12371 12371 12371 B;B;3-4;100-126 D/C Ratio 0.49 0.06 0.52 0.19 0.77 0.54 44 Element 13683 12450 13683 12450 13683 12450 B;B;4-5;100-126 D/C Ratio 0.40 0.05 0.37 0.20 0.63 0.51 48 Element 13715 13747 13779 12517 13697 12469 B;B;5-6;100-126 D/C Ratio 0.57 0.09 0.39 0.20 0.45 0.35 48 Element 13875 13875 13463 12541 13793 12541 B;B;1-2;126-145 D/C Ratio 0.72 0.12 0.39 0.21 0.42 0.22 24 Element 15601 15601 14634 14634 15601 15601 B;B;2-3;126-145 D/C Ratio 0.24 0.07 0.36 0.12 0.15 0.38 28 Element 15633 15641 15649 14997 14997 14997 B;B;3-4;126-145 D/C Ratio 0.32 0.05 0.53 0.23 0.58 1.00 44 Element 15699 15683 14739 14739 14739 14739 B;B;4-5;126-145 D/C Ratio 0.46 0.13 0.58 0.27 0.50 0.93 54 Element 15401 12682 15713 14761 15738 14746 B;B;5-6;126-145 D/C Ratio 0.63 0.12 0.47 0.21 0.90 0.76 51 Element 12688 12688 15786 15094 15440 14797 Design Reports and Critical Section Details B;B;6-7;126-145 D/C Ratio 0.49 0.10 0.43 0.14 0.42 0.68 19 Element 14855 14855 14855 15510 15861 15861 lighted items indicate those design check zones that exceed a D/C ratio of 0.8.

cale Final Safety Analysis Report at Grid Line B Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 15601 39 -42 -19 45 35 -23 -1 -5 6014 -99 -168 -28 -102 31 3 -32 26 4584 -38 -153 -62 -96 21 -4 -66 -47 14739 5 -92 -6 25 38 -2 6 -12 Dynamic 15601 208 141 132 285 34 54 66 36 6014 103 290 197 115 283 28 53 89 4584 50 102 159 233 115 18 130 65 14739 45 227 108 190 320 65 105 153 ydrodynamic 15601 11 12 3 13 10 6 1 1 6014 1 41 1 0 1 1 0 0 4584 6 49 6 0 4 1 0 1 14739 3 38 6 5 5 0 2 9 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 15601 257 -179 110 -194 154 343 79 83 68 42 6014 4 -202 162 -498 225 217 315 32 85 116 4584 19 -94 -2 -304 227 329 141 24 197 113 14739 54 -43 173 -356 120 221 363 68 114 174 Design Reports and Critical Section Details

cale Final Safety Analysis Report Table 3B-24: Element Averaging of YZ Plane Shear Exceedance for Reactor Building Pool Wall at Grid Line B Average of Shell Elements 14739/14746: Design Check Horizontal Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 (in2) OOP Moment As3 (in2) Total As (in2) As Provided (in2) Horizontal Reinf. D/C Ratio (in2) 1.086 0.914 1.499 3.500 12.480 0.280 Horiz. Membrane Comp. Membrane Compression Membrane Compression Stress Stress fxx (ksi) Strength (ksi) D/C Ratio 0.09 2.77 0.033 Vertical Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 (in2) OOP Moment As3 (in2) Total As (in2) As Provided (in2) Vertical Reinf. D/C Ratio (in2) 2.994 0.914 2.399 6.307 12.480 0.505 Vertical Membrane Comp. Membrane Compression Membrane Compression Stress Stress fyy (ksi) Strength (ksi) D/C Ratio 0.61 2.77 0.220 Shear Friction IP Shear OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 11.394 32,400.0 OK OK 195.0 0.503 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 9.486 32,400.0 OK 176.8 0.960

cale Final Safety Analysis Report Elements Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear Elems Checked Stress Stress B;B;1-2;24-50 D/C Ratio 0.35 0.18 0.43 0.40 0.18 0.28 20 Element 3971 3971 2613 2634 4528 4528 B;B;2-3;24-50 D/C Ratio 0.40 0.12 0.65 0.34 0.28 0.54 28 Element 3016 4545 3016 3016 4545 4578 B;B;3-4;24-50 D/C Ratio 0.57 0.07 0.55 0.22 0.97 0.58 44 Element 4596 3046 4046 3057 4584 4596 B;B;4-5;24-50 D/C Ratio 0.32 0.06 0.41 0.19 0.28 0.46 48 Element 4116 3077 3077 4650 4650 4650 B;B;5-6;24-50 D/C Ratio 0.37 0.12 0.63 0.37 0.33 0.35 48 Element 3161 4878 3163 3163 4878 4878 B;B;1-2;50-75 D/C Ratio 0.34 0.16 0.50 0.31 0.47 0.20 21 Element 6774 6770 6130 5621 6774 6130 B;B;2-3;50-75 D/C Ratio 0.41 0.12 0.52 0.25 0.40 0.54 35 Element 5651 8010 5651 5651 8010 5651 B;B;3-4;50-75 D/C Ratio 0.60 0.10 0.39 0.28 0.59 0.42 55 Element 7294 8068 5770 5701 5701 8068 B;B;4-5;50-75 D/C Ratio 0.54 0.10 0.43 0.21 0.45 0.96 60 Element 7314 7314 5892 8080 7314 8084 Design Reports and Critical Section Details B;B;5-6;50-75 D/C Ratio 0.46 0.13 0.67 0.32 0.42 0.65 60 Element 7457 6014 6014 6014 6014 6014 B;B;1-2;75-100 D/C Ratio 0.41 0.11 0.37 0.23 0.34 0.32 20 Element 11377 10434 10788 8894 11377 11377 B;B;2-3;75-100 D/C Ratio 0.54 0.09 0.55 0.20 0.39 0.38 28 Element 11536 8919 11536 8919 11536 8919 B;B;3-4;75-100 D/C Ratio 0.46 0.08 0.35 0.22 0.55 0.44 44 Element 9075 9075 9075 9075 9075 9075 B;B;4-5;75-100 D/C Ratio 0.35 0.06 0.35 0.23 0.43 0.41 48 Element 10858 9121 9214 9214 11591 9096

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear Elems Checked Stress Stress B;B;5-6;75-100 D/C Ratio 0.44 0.13 0.59 0.26 0.39 0.54 48 Element 9947 9354 9354 9354 9354 9354 B;B;1-2;100-126 D/C Ratio 0.43 0.10 0.45 0.23 0.27 0.49 20 Element 13171 13171 13554 13554 12337 13554 B;B;2-3;100-126 D/C Ratio 0.32 0.09 0.58 0.28 0.27 0.36 28 Element 12371 13176 12371 12371 12371 12371 B;B;3-4;100-126 D/C Ratio 0.49 0.06 0.52 0.19 0.77 0.54 44 Element 13683 12450 13683 12450 13683 12450 B;B;4-5;100-126 D/C Ratio 0.40 0.05 0.37 0.20 0.63 0.51 48 Element 13715 13747 13779 12517 13697 12469 B;B;5-6;100-126 D/C Ratio 0.57 0.09 0.39 0.20 0.45 0.35 48 Element 13875 13875 13463 12541 13793 12541 B;B;1-2;126-145 D/C Ratio 0.72 0.12 0.39 0.21 0.42 0.22 24 Element 15601 15601 14634 14634 15601 15601 B;B;2-3;126-145 D/C Ratio 0.24 0.07 0.36 0.12 0.15 0.38 28 Element 15633 15641 15649 14997 14997 14997 B;B;3-4;126-145 D/C Ratio 0.32 0.05 0.53 0.23 0.58 0.96 44 Element 15699 15683 14739 14739 14739 14739 B;B;4-5;126-145 D/C Ratio 0.46 0.13 0.58 0.27 0.50 0.93 54 Design Reports and Critical Section Details Element 15401 12682 15713 14761 15738 14746 B;B;5-6;126-145 D/C Ratio 0.63 0.12 0.47 0.21 0.90 0.76 51 Element 12688 12688 15786 15094 15440 14797 B;B;6-7;126-145 D/C Ratio 0.49 0.10 0.43 0.14 0.42 0.68 19 Element 14855 14855 14855 15510 15861 15861

The highlighted values of the D/C ratios for the corresponding element shown in this table is based on the averaged demand values. It should be noted that the D/C s of all other elements shown in this table will be proportionally reduced if the same averaging methodology is used.

LE: Section Cut Forces - Analysis SectionCut OutputCase CaseType F1 F2 F3 M1 M2 M3 Text Text Text Lb Lb Lb Lb-in Lb-in Lb-in

_Y=-16.25 W-Lug-PY- LinStatic -55,982 -1,194,526 341 11,300 620 557,494

_Y=16.25 W-Lug-PY- LinStatic 5,454 884,513 756 -19,923 381 37,563 Y=00.00 W-Lug-PY- LinStatic -50,509 -309,993 1,097 -1,879 1,000 -403,151 Y=-16.25 W-Lug-PY- LinStatic -803,922 -375,879 1,056 -13,850 7,480 -312,109 Y=16.25 W-Lug-PY- LinStatic -67,116 -154,332 1,157 10,798 10,194 -205,216 Y=-32.24 W-Lug-PY- LinStatic -33,420 -468,831 691 -23,053 4,726 -540,523 Y=32.24 W-Lug-PY- LinStatic 37,226 -121,274 745 22,770 7,199 -154,530 Y=-48.23 W-Lug-PY- LinStatic 150,232 -488,802 71 -30,142 660 -584,991 Y=48.23 W-Lug-PY- LinStatic 53,268 -132,962 110 35,642 2,789 -165,157 Y=-64.22 W-Lug-PY- LinStatic 258,209 -483,067 -767 -34,319 -1,405 -576,203 Y=64.22 W-Lug-PY- LinStatic 52,628 -181,955 -779 50,037 -2,294 -225,438 Y=-88.20 W-Lug-PY- LinStatic 484,861 -488,810 -1,391 -33,526 -12,081 -594,724 Y=88.20 W-Lug-PY- LinStatic -81,465 -293,957 -1,989 65,712 -18,272 -324,996 Total -3,499,861

_Y=-16.25 W-Lug-PY+ LinStatic 7,442 -424,764 -279 -44,910 -433 -60,054

_Y=16.25 W-Lug-PY+ LinStatic -52,098 722,175 234 43,923 576 -519,329 Y=00.00 W-Lug-PY+ LinStatic -44,640 297,392 -45 7,337 143 388,025 Y=-16.25 W-Lug-PY+ LinStatic -16,757 144,367 8 7,183 433 182,939 Y=16.25 W-Lug-PY+ LinStatic -742,945 361,735 -145 6,587 682 305,731 Y=-32.24 W-Lug-PY+ LinStatic 8,663 92,366 231 6,948 -64 115,492 Y=32.24 W-Lug-PY+ LinStatic -65,131 477,854 -7 3,244 -1,629 555,769 Y=-48.23 W-Lug-PY+ LinStatic 11,264 70,026 301 7,001 346 86,663 Y=48.23 W-Lug-PY+ LinStatic 98,943 540,322 104 -2,716 -2,074 649,873 Y=-64.22 W-Lug-PY+ LinStatic 8,318 62,330 222 7,076 -590 76,984 Y=64.22 W-Lug-PY+ LinStatic 198,163 608,247 242 -11,824 -424 732,111 Y=-88.20 W-Lug-PY+ LinStatic -18,932 55,657 -483 5,903 307 62,272 Y=88.20 W-Lug-PY+ LinStatic 563,052 789,567 -427 -23,311 2,871 924,761 Total 3,499,864 2 3B-104 Revision 3

2 3B-105 Revision 3 Using Soil Type 7 (CSDRS) and Design Capacities (x103 kips) nveloped Input Case SRSS Vertical East Wing Pool Wall West Wing Skirt Lug Horizontal Skirt Wall E-W Lug Wall Support Assembly Skirt Reaction* N-S Lug Reaction N-S Lug Plate Capacity Reaction Reaction Reaction Capacity PM Seismic Analysis 1.33 1.77 1.93 1.98 1.68 ASSI Building Seismic 0.72 1.625 1.38 1.54 1.33 2.32 4.50 Analysis ical skirt reactions are not resisted by the support plates, the NPM is free to move vertically 2 3B-106 Revision 3

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Checked Stress Stress CRB;3;B-A;50-76 D/C Ratio 0.39 0.06 0.37 0.17 0.38 0.43 15 Element 714 927 716 714 1487 1488 CRB;3;B-A;76-100 D/C Ratio 0.43 0.07 0.46 0.10 0.30 0.43 15 Element 2178 2178 2029 2029 2030 2482 RB;3;B-A;100-120 D/C Ratio 0.34 0.06 0.43 0.11 0.22 0.70 11 Element 3131 3275 2994 3276 3276 3276 RB;3;B-A;120-141 D/C Ratio 0.27 0.06 0.38 0.07 0.34 0.94 6 Element 3712 3712 3712 3777 3712 3712 CRB;3;C-B;50-76 D/C Ratio 0.60 0.09 0.41 0.17 0.26 0.36 29 Element 709 709 711 710 1479 1479 CRB;3;C-B;76-100 D/C Ratio 0.49 0.07 0.55 0.20 0.13 0.49 28 Element 2028 2176 2028 2026 2175 2026 RB;3;C-B;100-120 D/C Ratio 0.38 0.06 0.51 0.13 0.16 0.61 22 Element 2993 3127 2993 2993 3268 2993 CRB;3;D-C;50-76 D/C Ratio 0.52 0.07 0.42 0.14 0.28 0.33 7 Element 708 916 708 708 1476 1476 CRB;3;D-C;76-100 D/C Ratio 0.42 0.08 0.35 0.10 0.20 0.33 7 Element 2169 2169 2024 2024 2471 2024 RB;3;D-C;100-120 D/C Ratio 0.21 0.03 0.21 0.06 0.28 0.25 5 Design Reports and Critical Section Details Element 3121 3121 2987 2987 3264 2987 CRB;3;E-D;50-76 D/C Ratio 0.52 0.09 0.47 0.16 0.22 0.34 18 Element 706 706 705 705 1471 1472 CRB;3;E-D;76-100 D/C Ratio 0.33 0.06 0.37 0.08 0.15 0.31 20 Element 2022 2167 2022 2021 2318 2023 RB;3;E-D;100-120 D/C Ratio 0.13 0.04 0.13 0.05 0.15 0.18 14 Element 3120 3120 2986 3259 3263 3263

at Grid Line 3 oad Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) tatic 709 -8 -49 9 1 1 -1 0 -1 1487 -20 -24 -9 0 -1 -1 5 2 2028 -16 -55 -24 -1 -7 -1 0 -1 3712 1 0 -4 -4 -16 2 -2 -5 namic 709 52 48 90 3 1 1 1 1 1487 16 29 46 3 8 1 5 4 2028 10 47 91 3 17 3 1 5 3712 39 47 36 5 18 4 5 12 2 3B-108 Revision 3

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 709 44 -60 -1 -98 99 3 3 2 2 2 1487 -4 -36 5 -53 55 4 9 1 10 7 2028 -6 -26 -8 -102 115 4 24 4 1 7 3712 40 -38 47 -48 39 9 34 5 6 17 Design Reports and Critical Section Details

cale Final Safety Analysis Report Table 3B-30: Summary of D/C Ratios for Control Building Wall at Grid Line 4 Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Checked Stress Stress CRB;4;B-A;50-76 D/C Ratio 0.63 0.11 0.78 0.21 0.55 1.16 24 Element 790 793 789 789 793 788 CRB;4;B-A;76-100 D/C Ratio 0.28 0.06 0.22 0.13 0.42 0.34 24 Element 2233 2082 2382 2082 2082 2077 RB;4;B-A;100-120 D/C Ratio 0.20 0.05 0.28 0.10 0.34 0.32 17 Element 3328 3327 3043 3043 3185 3043 RB;4;B-A;120-140 D/C Ratio 0.18 0.05 0.18 0.07 0.20 0.15 8 Element 3937 3937 3750 3750 3937 3749 CRB;4;C-B;50-76 D/C Ratio 0.48 0.09 0.77 0.24 0.40 1.38 32 Element 781 781 786 786 999 786 CRB;4;C-B;76-100 D/C Ratio 0.22 0.03 0.29 0.08 0.16 0.35 32 Element 2524 2076 2221 2221 2372 2528 RB;4;C-B;100-120 D/C Ratio 0.18 0.04 0.13 0.03 0.17 0.20 23 Element 3324 3324 3032 3032 3173 3038 CRB;4;D-C;50-76 D/C Ratio 0.33 0.06 0.43 0.15 0.36 0.65 8 Element 779 778 778 778 778 779 CRB;4;D-C;76-100 D/C Ratio 0.20 0.03 0.17 0.09 0.25 0.19 8 Element 2218 2068 2067 2067 2218 2523 Design Reports and Critical Section Details RB;4;D-C;100-120 D/C Ratio 0.12 0.02 0.14 0.04 0.18 0.34 5 Element 3172 3172 3031 3031 3315 3031 CRB;4;E-D;50-76 D/C Ratio 0.58 0.09 0.53 0.22 0.49 0.59 28 Element 777 777 775 775 1341 774 CRB;4;E-D;76-100 D/C Ratio 0.30 0.06 0.24 0.12 0.46 0.27 28 Element 2211 2060 2367 2060 2060 2064 RB;4;E-D;100-120 D/C Ratio 0.25 0.05 0.23 0.09 0.43 0.28 20 Element 3310 3309 3025 3025 3165 3030 RB;4;E-D;120-140 D/C Ratio 0.26 0.06 0.18 0.06 0.25 0.14 8 Element 3740 3928 3740 3739 3928 3740

Highlighted items indicate those design check zones that exceed a D/C ratio of 0.8.

cale Final Safety Analysis Report Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 790 -19 -64 -14 20 -15 11 1 -27 789 -17 -62 -12 18 -15 -11 1 -27 793 -18 -68 -20 -32 -4 -3 15 -4 786 -13 -51 -5 11 -5 2 2 -16 3740 1 -7 -5 -2 2 0 -2 1 3043 5 -13 26 -42 -9 4 7 -2 3165 5 -8 -25 -5 1 3 -7 1 3031 -1 -8 -2 -3 -7 2 2 -1 Dyanmic 790 78 103 137 21 54 8 30 28 789 52 156 125 53 97 7 26 50 793 96 101 61 17 32 7 24 36 786 68 190 112 19 71 6 9 67 3740 56 42 59 11 7 4 4 4 3043 16 91 26 25 6 4 4 5 3165 21 28 18 10 5 3 7 1 3031 11 33 56 6 8 3 2 10 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 790 59 -97 39 -167 151 41 68 19 30 55 789 35 -70 93 -218 137 71 112 18 27 77 793 78 -114 33 -169 80 49 36 9 39 41 786 55 -81 138 -241 117 30 76 8 11 84 3740 57 -54 35 -49 64 14 8 4 6 4 3043 20 -11 78 -103 52 68 15 8 11 8 3165 26 -16 19 -36 43 15 6 6 14 2 3031 10 -12 25 -40 58 9 15 4 4 11 Design Reports and Critical Section Details

cale Final Safety Analysis Report Shell Element 786 in Section [CRB;4;C-B;50-76]: Design Check Horizontal Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Horizontal Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 1.016 1.581 0.310 2.908 6.240 0.466 Horiz. Membrane Comp. Stress Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) D/C Ratio 0.21 2.63 0.080 Vertical Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Vertical Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 2.559 1.581 0.694 4.835 6.240 0.775 Vertical Membrane Comp. Membrane Compression Membrane Compression Stress Stress fyy (ksi) Strength (ksi) D/C Ratio 0.62 2.63 0.236 Shear Friction Code Check OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 5.224 19,589.8 OK OK 122.1 0.086 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 3.681 13,802.6 OK 108.0 0.775

cale Final Safety Analysis Report Averaging Affected Elements Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Checked Stress Stress CRB;4;B-A;50-76 D/C Ratio 0.63 0.11 0.78 0.21 0.55 0.78 24 Element 790 793 789 789 793 788 CRB;4;B-A;76-100 D/C Ratio 0.28 0.06 0.22 0.13 0.42 0.34 24 Element 2233 2082 2382 2082 2082 2077 RB;4;B-A;100-120 D/C Ratio 0.20 0.05 0.28 0.10 0.34 0.32 17 Element 3328 3327 3043 3043 3185 3043 RB;4;B-A;120-140 D/C Ratio 0.18 0.05 0.18 0.07 0.20 0.15 8 Element 3937 3937 3750 3750 3937 3749 CRB;4;C-B;50-76 D/C Ratio 0.48 0.09 0.77 0.24 0.40 0.78 32 Element 781 781 786 786 999 786 CRB;4;C-B;76-100 D/C Ratio 0.22 0.03 0.29 0.08 0.16 0.35 32 Element 2524 2076 2221 2221 2372 2528 RB;4;C-B;100-120 D/C Ratio 0.18 0.04 0.13 0.03 0.17 0.20 23 Element 3324 3324 3032 3032 3173 3038 CRB;4;D-C;50-76 D/C Ratio 0.33 0.06 0.43 0.15 0.36 0.65 8 Element 779 778 778 778 778 779 CRB;4;D-C;76-100 D/C Ratio 0.20 0.03 0.17 0.09 0.25 0.19 8 Element 2218 2068 2067 2067 2218 2523 Design Reports and Critical Section Details RB;4;D-C;100-120 D/C Ratio 0.12 0.02 0.14 0.04 0.18 0.34 5 Element 3172 3172 3031 3031 3315 3031 CRB;4;E-D;50-76 D/C Ratio 0.58 0.09 0.53 0.22 0.49 0.59 28 Element 777 777 775 775 1341 774 CRB;4;E-D;76-100 D/C Ratio 0.30 0.06 0.24 0.12 0.46 0.27 28 Element 2211 2060 2367 2060 2060 2064 RB;4;E-D;100-120 D/C Ratio 0.25 0.05 0.23 0.09 0.43 0.28 20 Element 3310 3309 3025 3025 3165 3030

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Checked Stress Stress RB;4;E-D;120-140 D/C Ratio 0.26 0.06 0.18 0.06 0.25 0.14 8 Element 3740 3928 3740 3739 3928 3740 highlighted values of the D/C ratios for the corresponding element shown in this table are based on the averaged demand values. It should be noted that the D/C ratios e other elements shown in this table will be proportionally reduced if the same averaging methodology is used.

Design Reports and Critical Section Details

cale Final Safety Analysis Report Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems Checked Stress Stress CRB;A;1-2;50-63 D/C Ratio 0.90 0.11 0.89 0.22 0.67 0.95 16 Element 643 635 639 647 635 639 CRB;A;2-2.8;50-63 D/C Ratio 0.52 0.09 0.39 0.16 0.46 0.43 6 Element 692 692 692 903 698 692 CRB;A;2.8-4;50-63 D/C Ratio 0.54 0.09 0.47 0.21 0.54 0.84 12 Element 770 770 770 770 982 770 CRB;A;1-2;63-76 D/C Ratio 0.56 0.07 0.56 0.16 0.54 0.62 16 Element 1220 1200 1212 1200 1200 1416 CRB;A;2-2.8;63-76 D/C Ratio 0.43 0.06 0.32 0.15 0.50 0.25 6 Element 1258 1241 1251 1258 1461 1444 CRB;A;2.8-4;63-76 D/C Ratio 0.34 0.05 0.24 0.15 0.76 0.12 12 Element 1469 1340 1296 1266 1469 1521 CRB;A;1-2;76-100 D/C Ratio 0.41 0.05 0.39 0.13 0.40 0.51 32 Element 2122 1990 1990 1978 2273 1987 RB;A;2-2.8;76-100 D/C Ratio 0.37 0.04 0.21 0.11 0.48 0.29 12 Element 2306 2002 2005 2002 2011 2002 RB;A;2.8-4;76-100 D/C Ratio 0.28 0.05 0.20 0.13 0.71 0.16 24 Element 2049 2018 2514 2059 2018 2502 RB;A;1-2;100-120 D/C Ratio 0.23 0.02 0.16 0.05 0.18 0.19 24 Design Reports and Critical Section Details Element 3230 2955 2937 2937 3233 3230 RB;A;2-2.8;100-120 D/C Ratio 0.33 0.04 0.31 0.06 0.36 0.15 9 Element 3251 3251 3251 3251 2975 2961 RB;A;2.8-4;100-120 D/C Ratio 0.20 0.04 0.25 0.08 0.78 0.41 18 Element 2982 3283 3024 3024 2982 3014 RB;A;2.8-4;120-140 D/C Ratio 0.26 0.06 0.23 0.08 0.46 0.28 24 Element 3906 3711 3711 3711 3906 3711

cale Final Safety Analysis Report Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 643 -1 -86 91 -19 21 11 -2 31 639 -13 -60 89 -14 15 27 -2 25 1469 -20 -73 21 81 5 -7 45 -3 3251 7 -6 9 -9 -11 -6 2 1 2982 2 -15 -12 -36 -14 -13 16 2 3014 3 -16 4 50 -18 5 -1 8 Dynamic 643 111 125 98 12 35 8 19 25 639 70 151 86 32 69 11 7 41 1469 30 54 64 34 6 7 17 2 3251 47 55 72 16 7 6 5 2 2982 28 37 34 25 6 8 9 2 3014 13 46 28 32 15 4 1 5 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 643 111 -112 39 -211 188 31 56 19 20 55 639 58 -83 91 -211 175 47 84 39 9 65 1469 10 -50 -19 -127 85 114 11 14 62 5 3251 54 -39 48 -61 81 24 17 13 7 2 2982 30 -27 22 -52 47 61 20 22 25 5 3014 16 -9 30 -63 32 82 33 9 2 13 Design Reports and Critical Section Details

ble 3B-34: Element Averaging of IP Shear Exceedance of Control Building Wall at Grid Line A Element Length Thickness Shell Sxy IP Shear Demand fc (psi) IP Shear Capacity (in) (in) (kip/in) (kip) v8Acvfc (kip) hell 635 64.33 36 12.83 825.1 5000 982.5 hell 639 64.33 36 14.59 938.4 5000 982.5 hell 643 64.33 36 15.69 1009.6 5000 982.5 hell 647 58.33 36 15.35 895.6 5000 890.9 hell 651 58.33 36 15.81 922.1 5000 890.9 hell 655 58.33 36 12.46 726.6 5000 890.9 Sum = 5317.4 < 5620.3 2 3B-119 Revision 3

Description Parameters Value mation - 5-0 Basemat; 3 Layers EWEF (#11 @ 12 c/c);

2-Leg Stirrups (#6 @ 12 c/c) on thickness h (in) 60 crete cover dimension c (in) 3 r diameter dt (in) 1.41 up diameter ds(in) 0.75 r area Ast(t) (in2) 1.560 up area Ast(s) (in2) 0.44 tive depth d (in) 51.32 r arm jd (in) 48.57 of-Plane Moment Capacity MN (kip-ft/ft) 1,023

= MMN r Capacity provided by Concrete vVc (kip/ft) 65

= v2bdv(fc) r Capacity provided by Stirrups vVs (kip/ft) 169

= v((Ast(s)fyd)/ss) ane Shear Capacity by Concrete vVconc(kip/ft) 76 nc=Acv(c(fc))

ane Shear Capacity vVin-plane (kip/ft) 305 plane=Minimum of (c(fc)+tfy) or v8Acv(fc) 2 3B-120 Revision 3

Description Parameters Value mation - 5-0 Basemat; 4 Layers EWEF (#11 @ 12 c/c);

2-Leg Stirrups (#6 @ 12 c/c) on thickness h (in) 60 crete cover dimension c (in) 3 r diameter dt (in) 1.41 up diameter ds(in) 0.75 r area Ast(t) (in2) 1.560 up area Ast(s) (in2) 0.44 tive depth d (in) 49.91 r arm jd (in) 46.24 of-Plane Moment Capacity MN (kip-ft/ft) 1298

= MMN r Capacity provided by Concrete vVc (kip/ft) 64

= v2bdv(fc) r Capacity provided by Stirrups vVs (kip/ft) 165

= v((Ast(s)fyd)/ss) ane Shear Capacity by Concrete vVconc(kip/ft) 76 nc=Acv(c(fc))

ane Shear Capacity vVin-plane (kip/ft) 305 plane=Minimum of (c(fc)+tfy) or v8Acv(fc) 2 3B-121 Revision 3

of CRB Basemat Slab Load FX(Sxx) FY(Syy) Sxy Vxz Vyz MX(Myy) MY(Mxx) k/ft k/ft k/ft k/ft k/ft k-ft/ft k-ft/ft Static Maximum 271 93 64 86 82 304 230 Elm. No. 7 300 391 20 300 92 387 ynamic Maximum 353 292 211 103 99 355 525 Elm. No. 390 369 1 1 376 391 23 2 3B-122 Revision 3

of Main Control Building Basemat Slab FX(Sxx) FY(Syy) Sxy Vxz Vyz MX(Myy) MY(Mxx) k/ft k/ft k/ft k/ft k/ft k-ft/ft k-ft/ft Maximum 312 291 216 143 125 406 593 Elm. No. 386 375 373 373 345 69 386 shear forces and bending moments are obtained by the absolute sum of the static and seismic results 2 3B-123 Revision 3

of CRB Basemat Slab Load FX(Sxx) FY(Syy) Sxy Vxz Vyz MX(Myy) MY(Mxx) k/ft k/ft k/ft k/ft k/ft k-ft/ft k-ft/ft Static Maximum 123 48 40 49 41 192 191 Elm. No. 30 251 60 61 129 129 60 ynamic Maximum 145 98 71 26 32 135 142 Elm. No. 32 350 352 44 287 45 45 2 3B-124 Revision 3

of Main Control Building Basemat Slab FX(Sxx) FY(Syy) Sxy Vxz Vyz MX(Myy) MY(Mxx) k/ft k/ft k/ft k/ft k/ft k-ft/ft k-ft/ft Maximum 309 228 135 114 83 302 326 Elm. No. 45 347 25 45 45 99 45 shear forces and bending moments are obtained by the absolute sum of the static and seismic results.

2 3B-125 Revision 3

of CRB Tunnel Load FX(Sxx)? FY(Syy)? Sxy Vxz Vyz MX(Myy) MY(Mxx) k/ft k/ft k/ft k/ft k/ft k-ft/ft k-ft/ft tatic Maximum - - 78 105 103 339 398 Elm. No. - - 400 516 485 488 486 namic Maximum - - 206 248 140 357 357 Elm. No. - - 547 550 548 397 397 ces are not calculated since the west end of the tunnel is separated from the RXB by a nominal 6 inch gap.

2 3B-126 Revision 3

for Control Building Basemat of Control Building Tunnel FX(Sxx) FY(Syy) Sxy Vxz Vyz MX(Myy) MY(Mxx) k/ft k/ft k/ft k/ft k/ft k-ft/ft k-ft/ft Maximum - - 230 196 212 732 793 Elm. No. - - 547 516 485 488 486 orces are not calculated since the west end of the tunnel is separated from the RXB by a nominal 6 inch gap 2 3B-127 Revision 3

cale Final Safety Analysis Report Basemat Foundation for CRB Perimeter: Design Check East-West Reinforcement (Local X)

Membrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 5.772 3.107 2.848 11.727 12.480 0.940 North-South Reinforcement (Local Y)

Membrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio 2 2 2 2 (in2 (in ) (in ) (in ) (in ) )

5.393 3.107 1.952 10.452 12.480 0.838 Shear Friction Code Check OOP Shear

-Plane Shear-Friction Avfx vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio (in2) 6.708 25,154.2 OK OK 173.2 0.826

-Plane Shear-Friction Avfy vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio (in2) 7.087 26,577.8 OK 176.8 0.704 Design Reports and Critical Section Details

cale Final Safety Analysis Report Basemat Foundation for CRB Interior: Design Check East-West Reinforcement (Local X)

Membrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 5.713 1.292 1.491 8.496 9.360 0.908 North-South Reinforcement (Local Y)

Membrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio 2 2 2 2 (in2 (in ) (in ) (in ) (in ) )

4.215 1.292 1.382 6.889 9.360 0.736 Shear Friction Code Check OOP Shear

-Plane Shear-Friction Avfx vVnx = vAvfxfy Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio (in2) (lb) 3.647 13,676.4 OK OK 178.7 0.637

-Plane Shear-Friction Avfy vVny = vAvfyfy Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio (in2) (lb) 5.145 19,294.4 OK 193.4 0.431 Design Reports and Critical Section Details

cale Final Safety Analysis Report Basemat Foundation for CRB Tunnel: Design Check East-West Reinforcement (Local X)

Membrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 0.000 3.410 3.629 7.039 9.360 0.752 North-South Reinforcement (Local Y)

Membrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio 2 2 2 2 (in2 (in ) (in ) (in ) (in ) )

0.000 3.410 3.347 6.756 9.360 0.722 Shear Friction Code Check OOP Shear

-Plane Shear-Friction Avfx vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio 2)

(in 9.360 35,100.0 OK OK 234.7 0.835

-Plane Shear-Friction Avfy vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio (in2) 9.360 35,100.0 OK 234.7 0.905 Design Reports and Critical Section Details

cale Final Safety Analysis Report Demand/Capacity Ratios Section East-West Reinf. E-W Comp. Stress North-South N-S Comp. Stress XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Checked CRB;100;7-1;D-E D/C Ratio 0.82 0.19 0.84 0.14 0.51 1.13 10 Element 2543 2539 2538 2538 2539 2538 CRB;100;1-2;D-E D/C Ratio 0.96 0.17 0.38 0.03 0.80 0.50 55 Element 2562 2562 2561 2718 2562 2649 CRB;100;2-3;D-E D/C Ratio 0.33 0.05 0.27 0.06 0.51 0.38 22 Element 2742 2764 2764 2764 2764 2747 CRB;100;3-4;D-E D/C Ratio 0.17 0.03 0.09 0.02 0.53 0.30 25 Element 2895 2824 2893 2827 2897 2827 CRB;100;7-1;C-D D/C Ratio 0.84 0.21 0.62 0.10 0.56 0.95 10 Element 2540 2557 2541 2541 2540 2541 CRB;100;1-2;C-D D/C Ratio 1.00 0.16 0.30 0.03 1.01 0.48 16 Element 2565 2565 2610 2564 2565 2679 CRB;100;2-3;C-D D/C Ratio 0.20 0.03 0.30 0.03 0.37 0.39 8 Element 2749 2749 2748 2748 2789 2809 CRB;100;3-4;C-D D/C Ratio 0.15 0.04 0.12 0.02 0.52 0.44 10 Element 2829 2899 2899 2899 2898 2899 CRB;100;1-2;B-C D/C Ratio 1.09 0.13 0.53 0.04 0.84 0.32 64 Element 2566 2566 2566 2567 2573 2566 CRB;100;2-3;B-C D/C Ratio 0.25 0.03 0.19 0.03 0.66 0.35 32 Design Reports and Critical Section Details Element 2812 2750 2817 2816 2817 2816 CRB;100;3-4;B-C D/C Ratio 0.26 0.06 0.15 0.03 0.50 0.44 40 Element 2837 2907 2900 2834 2835 2900 CRB;100;1-2;A-B D/C Ratio 0.47 0.03 0.38 0.03 0.83 0.47 48 Element 2574 2574 2671 2740 2574 2694 CRB;100;2-3;A-B D/C Ratio 0.40 0.03 0.35 0.06 0.60 0.48 20 Element 2822 2822 2763 2802 2822 2763 CRB;100;3-4;A-B D/C Ratio 0.28 0.06 0.18 0.03 0.58 0.35 14 Element 2838 2908 2891 2890 2839 2838

Highlighted items indicate those design check zones that exceed a D/C ratio of 0.8.

cale Final Safety Analysis Report Load Element Sxx Syy Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static 2540 -1 -10 2 -4 -27 3 0 1 2538 -2 -11 -8 -6 -50 -8 1 -5 2540 -1 -10 2 -4 -27 3 0 1 2566 -8 -2 7 -29 -11 -8 -7 2 2565 -8 -2 11 -15 -6 -6 -5 1 2649 1 -6 4 -12 -50 -1 0 -9 2838 -6 -3 6 -23 -5 -3 -5 1 2891 -3 5 -14 2 -1 -1 1 1 2900 -10 -1 12 -11 -2 -1 4 0 Dynamic 2540 216 75 74 36 118 29 27 25 2538 114 127 104 42 84 58 10 70 2540 216 75 74 36 118 29 27 25 2566 121 33 72 36 18 14 9 10 2565 155 27 32 26 15 12 8 9 2649 17 22 21 6 32 5 3 10 2838 25 13 17 18 4 6 4 8 2891 20 19 16 8 5 3 4 6 2900 21 16 23 11 3 4 3 10 Design Reports and Critical Section Details

cale Final Safety Analysis Report lement Sxx MAX Sxx MIN Syy MAX Syy MIN Sxy Mxx Myy Mxy Vxz Vyz (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) 2540 216 -217 65 -85 76 40 145 33 28 26 2538 113 -116 117 -138 112 48 134 65 12 75 2540 216 -217 65 -85 76 40 145 33 28 26 2566 113 -128 32 -35 78 64 29 22 16 11 2565 147 -163 25 -29 43 41 21 18 14 10 2649 18 -17 16 -27 25 18 82 6 3 19 2838 19 -31 10 -16 22 41 9 9 9 9 2891 17 -23 24 -13 30 10 6 4 5 7 2900 12 -31 15 -16 35 23 5 5 7 11 Design Reports and Critical Section Details

cale Final Safety Analysis Report Average of Shell Elements 2566/2567: Design Check East-West Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 1.337 0.645 0.636 2.618 3.120 0.839 E-W Membrane Comp. Stress Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) D/C Ratio 0.21 2.42 0.087 North-South Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 0.602 0.645 0.302 1.549 3.120 0.496 N-S Membrane Comp. Stress Membrane Compression Membrane Compression Stress fyy (ksi) Strength (ksi) D/C Ratio 0.09 2.42 0.036 Shear Friction Code Check OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 1.783 6,686.1 OK OK 28.1 0.540 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 2.518 9,442.8 OK 35.8 0.277

cale Final Safety Analysis Report Average of Shell Elements 2565/2564: Design Check East-West Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 2.392 0.058 0.300 2.750 3.120 0.881 E-W Membrane Comp. Stress Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) D/C Ratio 0.35 2.42 0.145 North-South Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 0.446 0.058 0.227 0.731 3.120 0.234 N-S Membrane Comp. Stress Membrane Compression Membrane Compression Stress fyy (ksi) Strength (ksi) D/C Ratio 0.07 2.42 0.030 Shear Friction Code Check OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 0.728 2,730.2 Performing Averaging OK 17.0 0.727 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 2.674 10,028.2 OK 37.5 0.248 e text in Section 3B.3.3.2 and Table 3B-48.

cale Final Safety Analysis Report Average of Shell Elements 2538/2542: Design Check East-West Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 2.148 1.538 0.865 4.551 6.240 0.729 E-W Membrane Comp. Stress Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) D/C Ratio 0.31 2.63 0.117 North-South Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 1.275 1.538 1.313 4.126 6.240 0.661 N-S Membrane Comp. Stress Membrane Compression Membrane Compression Stress fyy (ksi) Strength (ksi) D/C Ratio 0.21 2.63 0.081 Shear Friction Code Check OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 4.092 15,343.3 OK OK 66.6 0.187 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 4.965 18,618.4 OK 74.8 0.601

cale Final Safety Analysis Report Demand/Capacity Ratios Section East-West Reinf. E-W Comp. Stress North-South N-S Comp. Stress XZ-Plane Shear YZ-Plane Shear # Elems Reinf. Checked CRB;100;7-1;D-E D/C Ratio 0.82 0.19 0.84 0.14 0.51 0.60 10 Element 2543 2539 2538 2538 2539 2538 CRB;100;1-2;D-E D/C Ratio 0.96 0.17 0.38 0.03 0.80 0.50 55 Element 2562 2562 2561 2718 2562 2649 CRB;100;2-3;D-E D/C Ratio 0.33 0.05 0.27 0.06 0.51 0.38 22 Element 2742 2764 2764 2764 2764 2747 CRB;100;3-4;D-E D/C Ratio 0.17 0.03 0.09 0.02 0.53 0.30 25 Element 2895 2824 2893 2827 2897 2827 CRB;100;7-1;C-D D/C Ratio 0.84 0.21 0.62 0.10 0.56 0.95 10 Element 2540 2557 2541 2541 2540 2541 CRB;100;1-2;C-D D/C Ratio 0.84 0.16 0.30 0.03 0.73 0.48 16 Element 2565 2565 2610 2564 2565 2679 CRB;100;2-3;C-D D/C Ratio 0.20 0.03 0.30 0.03 0.37 0.39 8 Element 2749 2749 2748 2748 2789 2809 CRB;100;3-4;C-D D/C Ratio 0.15 0.04 0.12 0.02 0.52 0.44 10 Element 2829 2899 2899 2899 2898 2899 CRB;100;1-2;B-C D/C Ratio 0.84 0.13 0.53 0.04 0.84 0.32 64 Element 2566 2566 2566 2567 2573 2566 CRB;100;2-3;B-C D/C Ratio 0.25 0.03 0.19 0.03 0.66 0.35 32 Design Reports and Critical Section Details Element 2812 2750 2817 2816 2817 2816 CRB;100;3-4;B-C D/C Ratio 0.26 0.06 0.15 0.03 0.50 0.44 40 Element 2837 2907 2900 2834 2835 2900 CRB;100;1-2;A-B D/C Ratio 0.47 0.03 0.38 0.03 0.83 0.47 48 Element 2574 2574 2671 2740 2574 2694 CRB;100;2-3;A-B D/C Ratio 0.40 0.03 0.35 0.06 0.60 0.48 20 Element 2822 2822 2763 2802 2822 2763 CRB;100;3-4;A-B D/C Ratio 0.28 0.06 0.18 0.03 0.58 0.35 14 Element 2838 2908 2891 2890 2839 2838

The highlighted values of the D-C ratios for the corresponding element shown in this Table is based on the averaged demand values using methodology shown in on 3B.1.1.1. It should be noted that the D-C ratios of all other elements shown in this Table will be proportionally reduced if the same averaging methodology is used.

cale Final Safety Analysis Report Average of Shell Elements 2566/2567: Design Check East-West Reinforcement (Local X) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 1.337 0.645 0.636 2.618 3.120 0.839 E-W Membrane Comp. Stress Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) D/C Ratio 0.21 2.42 0.087 North-South Reinforcement (Local Y) mbrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 0.602 0.645 0.302 1.549 3.120 0.496 N-S Membrane Comp. Stress Membrane Compression Membrane Compression Stress fyy (ksi) Strength (ksi) D/C Ratio 0.09 2.42 0.036 Shear Friction Code Check OOP Shear Plane Shear-Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity (kip) XZ-Plane D/C Ratio Avfx (in2) 1.783 6,686.1 OK OK 28.1 0.540 Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Avfy (in2)

Design Reports and Critical Section Details 2.518 9,442.8 OK 35.8 0.277

cale Final Safety Analysis Report Demand/Capacity Ratios Section Moment Axis 3 Shear Axis 2 Compression Tension # Elems Checked CRB;PI;1C;50-63 D/C Ratio 0.50 0.33 0.06 0.06 3 Element 245 2 245 646 CRB;PI;1B;50-76 D/C Ratio 0.62 0.95 0.06 0.04 5 Element 647 667 246 667 CRB;PI;1C;63-76 D/C Ratio 0.15 0.12 0.02 0.07 2 Element 666 666 656 666 CRB;PI;1C;76-100 D/C Ratio 0.41 0.24 0.02 0.09 4 Element 696 706 706 696 CRB;PI;1B;76-100 D/C Ratio 0.52 0.84 0.03 0.04 4 Element 697 677 677 677 CRB;PI;1C;100-120 D/C Ratio 0.51 0.32 0.03 0.08 3 Element 821 801 801 801 CRB;PI;1B;100-120 D/C Ratio 0.67 0.39 0.02 0.02 3 Element 822 812 822 802 Design Reports and Critical Section Details

Pilasters on Grid Line 1 Load Element P V2 V3 T M2 M3 (k) (k) (k) (k-ft) (k-ft) (k-ft)

Static 821 -25 43 11 18 122 861 2 -91 102 31 7 198 691 245 -210 42 28 33 191 984 696 27 14 12 28 153 424 822 -54 79 15 13 124 2,239 667 -81 285 8 37 68 1,777 246 -214 240 9 41 58 1,239 ynamic 821 62 24 24 21 143 774 2 103 58 122 48 839 475 245 253 62 153 19 971 618 696 143 35 33 22 270 902 822 89 64 21 16 130 1,904 667 189 152 49 38 331 1,219 246 205 133 79 68 542 1,082 2 3B-140 Revision 3

on Grid Line 1 lement P MAX P MIN V2 V3 T M2 M3 (k) (k) (k) (k) (k-ft) (k-ft) (k-ft) 821 37 -87 67 35 40 265 1,636 2 12 -194 160 153 55 1,037 1,167 245 44 -463 104 181 52 1,162 1,602 696 170 -117 48 45 51 423 1,326 822 36 -143 143 36 28 254 4,143 667 108 -270 437 57 76 399 2,996 246 -10 -419 373 87 110 599 2,321 2 3B-141 Revision 3

cale Final Safety Analysis Report Demand/Capacity Ratios Section Moment Axis 3 Shear Axis 2 Compression Tension # Elems Checked CRB;TB;120;D-E;1-2(1) D/C Ratio 0.32 0.17 0.00 0.02 7 Element 850 854 852 853 CRB;TB;120;D-E;1-2(2) D/C Ratio 0.27 0.16 0.00 0.01 7 Element 879 879 874 874 CRB;TB;120;1-3;C-C D/C Ratio 0.45 0.19 0.00 0.01 12 Element 830 830 886 904 CRB;TB;120;1-3;B-C(2) D/C Ratio 0.59 0.21 0.00 0.01 12 Element 868 837 843 831 CRB;TB;120;1-3;B-C(1) D/C Ratio 0.77 0.25 0.00 0.01 12 Element 869 838 844 832 CRB;TB;120;1-3;B-B D/C Ratio 0.75 0.45 0.01 0.01 12 Element 833 833 833 833 CRB;TB;120;1-3;A-B(2) D/C Ratio 0.58 0.21 0.01 0.05 12 Element 871 914 914 914 CRB;TB;120;1-3;A-B(1) D/C Ratio 0.30 0.25 0.02 0.11 11 Element 872 909 909 909 Design Reports and Critical Section Details

T-Beams on EL. 120'-0" Slab Load Element P V2 V3 T M2 M3 (k) (k) (k) (k-ft) (k-ft) (k-ft)

Static 869 -8 1 1 2 15 1,056 838 -6 56 5 3 25 192 909 19 64 14 36 51 464 833 -6 92 8 6 39 1,638 ynamic 869 15 16 9 5 85 1,184 838 18 45 16 14 58 258 909 154 29 11 35 42 341 833 37 85 18 20 91 1,658 2 3B-143 Revision 3

on EL. 120'-0" Slab lement P MAX P MIN V2 V3 T M2 M3 (k) (k) (k) (k) (k-ft) (k-ft) (k-ft) 869 7 -23 17 10 7 100 2,240 838 12 -24 100 21 17 83 450 909 173 -135 92 25 71 93 805 833 31 -44 177 26 26 131 3,296 2 3B-144 Revision 3

Element Length Thickness Shell Sxy IP Shear fc IP Shear Capacity (in) (in) (kip/in) Demand (psi) v8Acvfc (kip) (kip) hell 4942 46.5 60 81.53 3791.2 5000 1183.7 hell 4943 46.5 60 20.73 964.2 5000 1183.7 hell 4944 53 60 9.86 522.8 5000 1349.2 hell 4945 37 60 7.16 264.9 5000 941.9 hell 4946 37 60 6.07 224.6 5000 941.9 hell 4947 37 60 5.77 213.5 5000 941.9 hell 4948 55 60 6.37 350.5 5000 1400.1 hell 4949 52.5 60 10.17 533.9 5000 1336.4 hell 4950 44.25 60 25.91 1146.4 5000 1126.4 hell 4951 44.25 60 69.39 3070.5 5000 1126.4 Sum = 11082.6 < 11531.5 2 3B-145 Revision 3

cale Final Safety Analysis Report Average of Shell Elements 4951/4431/4421: Design Check Horizontal Reinforcement (Local X) embrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Horizontal Reinf. D/C Ratio (in2) (in2) (in2) (in2 ) 2 (in )

11.416 7.563 1.938 20.917 28.080 0.745 Horiz. Membrane Comp. Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) Stress D/C Ratio 1.39 3.34 0.416 Vertical Reinforcement (Local Y) embrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided Vertical Reinf. D/C Ratio 2

(in ) 2 (in ) 2 (in ) (in2) (in2) 9.867 7.563 0.821 18.251 28.080 0.650 Vertical Membrane Comp. Membrane Compression Membrane Compression Stress fyy (ksi) Strength (ksi) Stress D/C Ratio 1.15 3.34 0.345 Shear Friction IP Shear OOP Shear

-Plane Shear- Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity XZ-Plane D/C Ratio Avfx (in2) (kip) 16.664 36,000.0 OK OK 129.8 0.374

-Plane Shear- Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity YZ-Plane D/C Ratio Avfy (in2) (kip)

Design Reports and Critical Section Details 18.213 36,000.0 OK 129.8 0.162

n Case ID Ground Motion Seed Soil Type NPM Module Concrete Section NPM Module Stiffness 1 Capitola 7 1 Cracked Nominal 2 Capitola 7 1 Cracked Reduced (Scaled to 77%)

3 Capitola 7 1 Cracked Increased (Scaled to 130%)

4 Capitola 7 1 Uncracked Nominal 5 Capitola 7 1 Uncracked Reduced (Scaled to 77%)

6 Capitola 7 1 Uncracked Increased (Scaled to 130%)

7 Capitola 7 6 Cracked Nominal 8 Capitola 7 6 Cracked Reduced (Scaled to 77%)

9 Capitola 7 6 Cracked Increased (Scaled to 130%)

10 Capitola 7 6 Uncracked Nominal 11 Capitola 7 6 Uncracked Reduced (Scaled to 77%)

12 Capitola 7 6 Uncracked Increased (Scaled to 130%)

2 3B-147 Revision 3

Strength Reduction Factor Value Tension controlled m=0.9 Compression controlled (without spiral) c=0.65 Shear and torsion v=0.75 2 3B-148 Revision 3

cale Final Safety Analysis Report Structure Type Location Figure Reference Critical Dimension*

Walls Wall at grid line 1 - West outer perimeter wall at foundation level 3B-8, 3B-9 5'-0" Wall at grid line 3 - Interior weir wall 3B-11, 3B-12 5'-0" Wall at grid line 3 - Interior upper stiffener 3B-11, 3B-13 4'-0" Wall at grid line 4 - Interior wall of RXB 3B-15, 3B-16 5'-0" Wall at grid line 4 - Interior wall of RXB 3B-15, 3B-17 4'-0" Wall at grid line 6 - Upper stiffener wall 3B-19, 3B-20 4'-0" Wall at grid line 6 - Pool wall 3B-19, 3B-21 5'-0" Wall at grid line 6 - Pool wall 3B-19, 3B-21 7'-6" Wall at grid line E - South exterior wall extending upward from foundation level 3B-23, 3B-24 5'-0" Slabs Basemat Foundation 3B-88, 3B-89 10'-0" Slab at EL. 100'-0" - Slab at grade 3B-29, 3B-27 3'-0" Slab at EL. 181'-0" - Slab at roof 3B-29, 3B-30 4'-0" Pilasters Pilasters at grid line A 3B-32, 3B-33, 3B-34, 3B-35, 5'-0" 3B-36 Beams Beam at EL. 75'-0" 3B-38, 3B-39 2'-0" Buttresses Buttress at EL. 126'-0" 3B-41 5'-0" Design Reports and Critical Section Details NPM Bay West wing wall 3B-15, 3B-16 5'-0" Pool wall 3B-46, 3B-47 5'-0" ensions shall be acceptable if found within the tolerances specified in ACI 117-06

tructure Type Location Figure Reference Critical Dimension*

Walls Wall at grid line 3 - Interior structural wall 3B-66, 3B-67 2'-0" Wall at grid line 4 - East exterior structural wall 3B-69, 3B-70 3'-0" Wall at grid line A - North exterior structural wall 3B-72, 3B-73 3'-0" Slabs Basemat foundation 3B-75, 3B-76 5'-0" Slab at EL. 100'-0" - Slab at grade 3B-78, 3B-79 3'-0" Slab at EL. 100'-0" - Slab at grade 3B-78, 3B-79 2'-0" Pilasters Pilasters at grid line 1 3B-81, 3B-82 3'-0" T-Beams T-Beam at EL. 120'-0" 3B-84, 3B-85 3'-0" T-Beam at EL. 120'-0" 3B-84, 3B-85 2'-0" ensions shall be acceptable if found within the tolerances specified in ACI 117-06 2 3B-150 Revision 3

Structural Component Stress Check Demand Capacity D/C Shear Lug Plates Concrete Bearing 3.29 ksi 4.23 ksi 77.8%

Shear Lug Plates Plate Bending 41.1 in-k 67.5 in-k 60.9%

Shear Lug Plates Plate Shear 16.5 kips 90 kips 18.3%

(Steel Plate Check)

Shear Lug Plates Plate Shear 790 kips 2523 kips 31.3%

(Concrete Check-Single)

Shear Lug Plates Plate Shear 3500 kips 5573 kips 62.8%

(Concrete Check-Group)

Shear Lug Plates Shear Friction 3500 kips 6966 kips 50.2%

(At the tip of the lugs)

Through Bolts Tensile Stress 804 kips 1576 kips 51.0%

RXM Support Wall Punching Shear 888 kips 3394 kips 26.1%

Pool Wall Punching Shear 888 kips 4412 kips 20.1%

2" Liner Plate Bearing Stress 804 kips 1989 kips 40.4%

2" Liner Plate Bending Stress 11.6 ksi 100.8 ksi 11.5%

2 3B-151 Revision 3

for T0 and Ta+Pa Maximum Strain (x10-3)

Type Location T0 Pa* Ta Ta+Pa All Sections 0.514 0.181 1.342 1.343 Outer Wall - North 0.373 0.055 0.666 0.672 Outer Wall - East 0.231 0.063 0.426 0.426 Outer Wall - West 0.256 0.062 0.677 0.687 Pool Wall - North 0.393 1.053 Pool Wall - East 0.317 0.850 Pool Wall - West 0.352 1.016 Pool Wall - Middle 0.444 1.057 Pool Gate Support Wall 0.459 1.343 inforcing Steel Roof Support Stiffeners 0.333 0.870 Roof Support Wall Above Crane 0.240 0.665 NPM Support Walls 0.294 0.776 Roof 0.115 0.181 0.485 0.488 Major Slabs 0.514 0.961 Pilasters 0.373 0.672 Buttresses 0.237 0.616 T-Beams 0.514 0.961 Foundation 0.112 0.367 Liner Steel Steel Pool Liner 0.895 2.181 ded cell resultants are not extracted for individual load case and locations 2 3B-152 Revision 3

Max c(x10-3) from SDH c < cu?

Location X Y Concrete Outer Wall - North (Grid Line A) 0.348 1.173 OK Outer Wall - East (Grid Line 7) 0.323 0.786 OK Outer Wall - West (Grid Line 1) 0.290 0.434 OK Pool Wall - North (Grid Line B) 0.764 1.182 OK Pool Wall - East (Grid Line 6) 0.616 0.354 OK Pool Wall - West (Grid Line 2) 0.574 0.322 OK Pool Wall - Middle (Grid Line C) 2.094* 2.025* OK Pool Gate Support Wall 0.786 0.330 OK Roof Support Stiffeners (Grid Lines 2, 3, 4, 5, 6) 0.576 0.170 OK Roof Support Wall Above Crane (Grid Line A.7) 0.399 1.140 OK NPM Support Walls (Grid Lines 4, 4.3, 4.7, 5, 5.3, 5.7) 0.607 0.920 OK Roof 0.564 1.062 OK Major Slabs (TOC EL 50', 75', 100', 126') 0.572 1.069 OK Pilasters at Grid Line A 1.007 1.007 OK Buttress at TOC EL 126'-0" and 145'-0" 0.918 0.918 OK T-Beams at TOC EL 50'-0", 75'-0", and 100'-0" 0.872 0.872 OK RXB Basemat (Perimeter Region) 0.919 0.852 OK RXB Basemat (Interior Region) 0.806 0.687 OK d cell indicates averaging was employed.

2 3B-153 Revision 3

for Load Combination 10 Max s Max s Max s(x10-3) (x10-3) (x10-3)

Type Location from SDH Loads from T0 from LC 10 s < 1.2 y?

X Y X, Y X, Y LC 10 Outer Wall - North 0.746 1.962 0.373 2.335 OK Outer Wall - East 1.352 1.339 0.231 1.583 OK Outer Wall - West 1.076 1.516 0.256 1.772 OK Pool Wall - North 1.574 1.782 0.393 2.175 OK Pool Wall - East 1.838 0.698 0.317 2.155* OK Pool Wall - West 1.451 0.945 0.352 1.803 OK Pool Wall - Middle 2.137 2.020 0.444 2.461

• OK Pool Gate Support Wall 2.023 1.351 0.459 2.482* OK Roof Support Stiffeners 1.864 1.080 0.333 2.197

• OK forcing Steel Roof Support Wall Above Crane 0.955 1.770 0.240 2.010 OK NPM Support Walls 1.909 1.451 0.294 2.203 OK Roof 1.507 1.834 0.115 1.949 OK Major Slabs 1.406 2.228 0.514 2.443* OK Pilasters 2.131 2.131 0.373 2.482* OK Buttress 1.937 1.937 0.373 2.310 OK T-Beams 1.913 1.913 0.514 2.427 OK Foundation 2.157 2.230 0.112 2.342 OK Steel Pool Liner 0.363 0.066 0.895 1.258 OK d cell indicates averaging was employed.

2 3B-154 Revision 3

for Load Combination 13 Max s Max s Max s(x10-3) (x10-3) (x10-3)

Type Location from SDH Loads from Ta+Pa from LC 13 s < 1.2 y?

X Y X, Y X, Y LC 13 Outer Wall - North 0.746 1.962 0.672 2.469* OK Outer Wall - East 1.352 1.339 0.426 1.778 OK Outer Wall - West 1.076 1.516 0.687 2.203 OK Pool Wall - North 1.368 1.627 1.053 2.481* OK Pool Wall - East 1.511 0.698 0.850 2.361* OK Pool Wall - West 1.451 0.945 1.016 2.467 OK Pool Wall - Middle 1.370 1.718 1.057 2.479* OK Pool Gate Support Wall 1.229 0.976 1.343 2.402* OK Roof Support Stiffeners 1.308 1.139 0.870 2.178* OK forcing Steel Roof Support Wall Above Crane 0.955 1.770 0.665 2.435 OK NPM Support Walls 1.487 1.451 0.776 2.263* OK Roof 1.507 1.834 0.488 2.322 OK Major Slabs 1.406 2.164 0.961 2.469* OK Pilasters 2.078 2.078 0.672 2.468* OK Buttress 1.862 1.862 0.616 2.478 OK T-Beams 1.405 1.405 0.961 2.366* OK Foundation 2.157 2.230 0.367 2.597 OK Steel Pool Liner 0.363 0.066 2.181 2.544 OK d cell indicates averaging was employed.

2 3B-155 Revision 3

Element FX(Sxx) FY(Syy) Sxy MX(Myy) MY(Mxx) Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) meter Region 456 558 47 196 117 2749 3022 ent No. S326 S125 S216 S1627 S204 S296 S326 ior Region 125 149 70 142 228 1781 2054 ent No. S527 S528 S828 S498 S488 S737 S826 and FY are in tension.

ment averaging was employed.

values have been increased by 5% to account to the effect of accidental torsion.

2 3B-156 Revision 3

Moments Element FX(Sxx) FY(Syy) Sxy MX(Myy) MY(Mxx) Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft) c Force or Moment 156 262 49 2554 2554 358 438 ent No. S135 S845 S828 S1690 S1690 S829 S1706 amic Force or 818 916 22 3174 3174 632 926 ent ent No. S326 S125 S1685 S305 S305 S1689 S536 2 3B-157 Revision 3

cale Final Safety Analysis Report Basemat Foundation for RXB (Perimeter Region): Design Check East-West Reinforcement (Local X) embrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in 2) 8.453 0 6.611 15.063 18.72 0.805 E-W Membrane Comp. Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) Stress D/C Ratio 0.74 2.59 0.287 North-South Reinforcement (Local Y) embrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in 2) 10.335 0 6.015 16.349 18.72 0.873 N-S Membrane Comp. Membrane Compression Membrane Compression Stress fyy (ksi) Strength (ksi) Stress D/C Ratio 0.68 2.59 0.264 Shear Friction Code Check OOP Shear

-Plane Shear- Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity XZ-Plane D/C Ratio Avfx (in2) (kip) 10.268 38,503.10 OK OK 403.3 0.486

-Plane Shear- Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity YZ-Plane D/C Ratio Avfy (in2) (kip)

Design Reports and Critical Section Details 8.385 31,444.80 OK 384.1 0.304

cale Final Safety Analysis Report Basemat Foundation for RXB (Interior Region): Design Check East-West Reinforcement (Local X) embrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in 2) 2.308 0 4.297 6.605 12.48 0.529 E-W Membrane Comp. Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) Stress D/C Ratio 0.16 2.46 0.064 North-South Reinforcement (Local Y) embrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in 2) 2.755 0 3.724 6.48 12.48 0.519 N-S Membrane Comp. Membrane Compression Membrane Compression Stress fyy (ksi) Strength (ksi) Stress D/C Ratio 0.21 2.46 0.086 Shear Friction Code Check OOP Shear

-Plane Shear- Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity XZ-Plane D/C Ratio Avfx (in2) (kip) 10.172 38,144.80 OK OK 297 0.479

-Plane Shear- Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity YZ-Plane D/C Ratio Avfy (in2) (kip)

Design Reports and Critical Section Details 9.725 36,467.70 OK 292.3 0.78

Description Parameters Value Reinforcement Schedule - 2-#11 @ 6 oc, EWEF, #11 @ 6 oc, EW on both sides of wall centerline, with #9 headed bars @12 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 13.0 compression face Nominal moment capacity MN (kip-ft/ft) 2,186 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 1,967 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 214 2 3B-160 Revision 3

Description Parameters Value Reinforcement schedule - 4-#11 @ 6 oc, EWEF, with #9 headed bars

@12 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 17.0 compression face Nominal moment capacity MN (kip-ft/ft) 2,618 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 2,356 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 210 2 3B-161 Revision 3

Description Parameters Value Reinforcement - 4-#11 @ 6 oc, EWEF. See Ref. 1.4.1, S33, W/S57, with #9 headed bars @12 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 7,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 15.6 compression face Nominal moment capacity MN (kip-ft/ft) 2,800 rength reduction factor for flexure M 0.90 (Reference 1.4.9, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 2,520 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 361 Out-of-plane shear capacity VOOP (kip/ft) 217 2 3B-162 Revision 3

Description Parameters Value Reinforcement schedule - 2-#11 @ 6 oc, EWEF, #11 @ 6 oc, EW on both sides of wall centerline, with #9 headed bars @12 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 7,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 11.5 compression face Nominal moment capacity MN (kip-ft/ft) 2,255 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 2030 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 361 Out-of-plane shear capacity VOOP (kip/ft) 225 2 3B-163 Revision 3

Description Parameters Value Reinforcement schedule - 3 curtains of #11 bars, spaced at 6-3.25-6-3.25 oc EWEF, one similar curtain at the centerline of the wall, with #9 headed bars @ 91/4 horizontally and 181/2 vertically oc.

Section thickness h (in) 60 Concrete cover dimension cc (in) 6 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 17.0 compression face Nominal moment capacity MN (kip-ft/ft) 2,717 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 2,445 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 196 2 3B-164 Revision 3

Description Parameters Value Reinforcement schedule - 2- #11 bars, spaced at 6 oc EWEF, with

1. 9 headed bars @12 oc, EW.

Section thickness h (in) 48 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 8.3 compression face Nominal moment capacity MN (kip-ft/ft) 1,167 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 1,051 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 244 Out-of-plane shear capacity VOOP (kip/ft) 186 2 3B-165 Revision 3

Description Parameters Value Reinforcement schedule - 3 curtains of #11 bars, spaced at 6-3.25-6-3.25 oc, EWEF, one similar curtain at the center line of the wall, with 2 #9 headed bars @ 181/2 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 6 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 17.5 compression face Nominal moment capacity MN (kip-ft/ft) 2,826 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 2,543 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 196 2 3B-166 Revision 3

Description Parameters Value Reinforcement schedule - 3- #11 bars, spaced at 6 oc, EWEF, with

1. 9 headed bars @12 oc, EW.

Section thickness h (in) 48 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 11.5 compression face Nominal moment capacity MN (kip-ft/ft) 1,600 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 1,440 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 244 Out-of-plane shear capacity VOOP (kip/ft) 190 2 3B-167 Revision 3

Description Parameters Value Reinforcement schedule - 3- #11 bars, spaced at 6 oc, EWEF, with

1. 9 headed bars @12 oc, EW.

Section thickness h (in) 48 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 11.5 compression face Nominal moment capacity MN (kip-ft/ft) 1,600 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 1,440 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 244 Out-of-plane shear capacity VOOP (kip/ft) 190 2 3B-168 Revision 3

Description Parameters Value Reinforcement schedule - 3-#11 bars, spaced at 6 oc, EWEF, 1-#11

@ 6 on both sides of the centerline of the wall, with #8 headed bars @ 12 vertically and @ 121/2 121/2-6 horizontally oc.

Section thickness h (in) 60 oncrete cover dimension (inner) cc (in) 6 oncrete cover dimension (outer) cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 15.8 compression face Nominal moment capacity MN (kip-ft/ft) 2,583 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 2,324 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 275 Out-of-plane shear capacity VOOP (kip/ft) 217 2 3B-169 Revision 3

Description Parameters Value Reinforcement schedule - 3 curtains of #11 bars, spaced at 6-3.25-6-3.25 oc, EWEF, with #8 headed bars @

12 vertically and @ 121/2 121/2-6 horizontally oc.

Section thickness h (in) 60 oncrete cover dimension (inner) cc (in) 6 oncrete cover dimension (outer) cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 12.7 compression face Nominal moment capacity MN (kip-ft/ft) 2,548 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 2,293 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 275 Out-of-plane shear capacity VOOP (kip/ft) 236 2 3B-170 Revision 3

Description Parameters Value Reinforcement schedule - 3 curtains of #11 bars, spaced at 6-3.25-6-3.25 oc EWEF, with #9 headed bars @

12 vertically and @ 121/2 121/2-6 horizontally oc.

Section thickness h (in) 90 oncrete cover dimension (inner) cc (in) 6 oncrete cover dimension (outer) cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 12.7 compression face Nominal moment capacity MN (kip-ft/ft) 4,370 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 3.933 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 428 Out-of-plane shear capacity VOOP (kip/ft) 327 2 3B-171 Revision 3

Description Parameters Value Reinforcement schedule - 2-#11 bars, spaced at 6 oc, EWEF, 1-#11

@ 6 at the centerline of the wall, with #9 headed bars @12 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 10.4 compression face Nominal moment capacity MN (kip-ft/ft) 1,884 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 1,696 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 233 2 3B-172 Revision 3

Description Parameters Value Reinforcement schedule - 2-#11 bars, spaced at 6 oc, EWEF, with

1. 9 headed bars @12 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 8.3 compression face Nominal moment capacity MN (kip-ft/ft) 1,542 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MNNew (kip-ft/ft) 1,388 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 238 2 3B-173 Revision 3

Description Parameters Value Reinforcement schedule - 2-#11 bars, spaced at 6 oc, EWEF, with

1. 9 headed bars @12 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 7,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 7.7 compression face Nominal moment capacity MN (kip-ft/ft) 1,582 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 1,424 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 361 Out-of-plane shear capacity VOOP (kip/ft) 240 2 3B-174 Revision 3

Description Parameters Value Reinforcement schedule - 3-#11 bars, spaced at 6 oc, top and bottom, with #9 headed bars @ 12 oc, EW.

Section thickness h (in) 120 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 11.5 compression face Nominal moment capacity MN (kip-ft/ft) 4,970 ength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 4,473 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 611 Out-of-plane shear capacity VOOP (kip/ft) 500 2 3B-175 Revision 3

Description Parameters Value Reinforcement schedule - 2-#11 bars, spaced at 6 oc, top and bottom, with #6 headed bars @ 12 oc, EW.

Section thickness h (in) 120 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 8.3 compression face Nominal moment capacity MN (kip-ft/ft) 3,414 ength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 3,073 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 611 Out-of-plane shear capacity VOOP (kip/ft) 328 2 3B-176 Revision 3

Description Parameters Value Reinforcement schedule - Outer layer of #11 bars @ 6 oc, EW, top and bottom, inner layer of #11 bars @ 12 oc EW, top and bottom, with 2 #6 shear ties @ 12 oc, EW.

Section thickness h (in) 36 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 6.96 compression face Nominal moment capacity MN (kip-ft/ft) 639 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 575 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 183 Out-of-plane shear capacity VOOP (kip/ft) 129 2 3B-177 Revision 3

Description Parameters Value Reinforcement schedule - Two curtains of #11 bars spaced at 6 3-6 EW, T&B, with #9 headed bars @ 12 oc, EW.

Section thickness h (in) 48 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 9.8 compression face Nominal moment capacity MN (kip-ft/ft) 1,684 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 1,516 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 244 Out-of-plane shear capacity VOOP (kip/ft) 204 2 3B-178 Revision 3

Description Parameters Value Reinforcement schedule - 3 curtains of #11 bars, spaced at 6-3.25-6-3.25 oc EWEF, one similar curtain at the center line of the wall, with 2 #9 headed bars @ 181/2 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 6 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 17.5 compression face Nominal moment capacity MN (kip-ft/ft) 2,826 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 2,543 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 196 2 3B-179 Revision 3

Description Parameters Value Reinforcement schedule - 2-#11 bars, spaced at 6 oc, EWEF, with

1. 9 headed bars @ 12 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 8.3 compression face Nominal moment capacity MN (kip-ft/ft) 1,542 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 1,388 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 275 Out-of-plane shear capacity VOOP (kip/ft) 239 2 3B-180 Revision 3

Description Parameters Value Reinforcement schedule - 2-#9 bars, spaced at 12 oc, EWEF.

Section thickness h (in) 24 Concrete cover dimension cc (in) 0.75 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 3.8 compression face Nominal moment capacity MN (kip-ft/ft) 202 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MNNew (kip-ft/ft) 182 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 122 Out-of-plane shear capacity VOOP (kip/ft) 26 2 3B-181 Revision 3

Description Parameters Value Reinforcement schedule - 2-#11 bars, spaced at 12 oc, EWEF, #6 stirrups @ 12 oc (below EL 100).

Section thickness h (in) 36 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 6.25 compression face Nominal moment capacity MN (kip-ft/ft) 451 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 406 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 183 Out-of-plane shear capacity VOOP (kip/ft) 84 2 3B-182 Revision 3

Description Parameters Value Reinforcement schedule - 2-#11 bars, spaced at 12 oc, EWEF, with

1. 6stirrup@12oc,EW (below EL 100).

Section thickness h (in) 36 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 6.25 compression face Nominal moment capacity MN (kip-ft/ft) 451 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 406 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 183 Out-of-plane shear capacity VOOP (kip/ft) 84 2 3B-183 Revision 3

Description Parameters Value Reinforcement schedule - 4-#11 bars, spaced at 12 oc, top and bottom, with 2 #6 ties @ 12 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 10.9 compression face Nominal moment capacity MN (kip-ft/ft) 1,499 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 1,349 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 129 2 3B-184 Revision 3

Description Parameters Value Reinforcement schedule - 3-#11 bars, spaced at 12 oc, top and bottom, with 2 #6 ties @ 12 oc, EW.

Section thickness h (in) 60 Concrete cover dimension cc (in) 3 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 8.6 compression face Nominal moment capacity MN (kip-ft/ft) 1,181 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 1,063 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 134 2 3B-185 Revision 3

Description Parameters Value Reinforcement schedule - #11 bars, spaced at 12 oc, top and bottom.

Section thickness h (in) 24 Concrete cover dimension cc (in) 0.75 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 2.8 compression face Nominal moment capacity MN (kip-ft/ft) 157 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 141 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 122 Out-of-plane shear capacity VOOP (kip/ft) 27 2 3B-186 Revision 3

Description Parameters Value Reinforcement schedule - #11 bars, spaced at 12 oc, top and bottom.

Section thickness h (in) 36 Concrete cover dimension cc (in) 0.75 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 2.8 compression face Nominal moment capacity MN (kip-ft/ft) 251 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 226 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 183 Out-of-plane shear capacity VOOP (kip/ft) 43 2 3B-187 Revision 3

Description Parameters Value Reinforcement schedule - 2-#11 bars, spaced at 12 oc, top and bottom, with #6 stirrups @ 12 oc, EW.

Section thickness h (in) 36 Concrete cover dimension cc (in) 2 Concrete compressive strength fc (psi) 5,000 Rebar yield strength fy (psi) 60,000 Distance from neutral axis to c (in) 5.8 compression face Nominal moment capacity MN (kip-ft/ft) 460 rength reduction factor for flexure M 0.90 (ACI 349-06, Section 9.3.2.1)

Out-of-plane moment capacity MN (kip-ft/ft) 414 MN = MMN In-plane shear capacity VIn-plane (kip/ft) 183 Out-of-plane shear capacity VOOP (kip/ft) 87 2 3B-188 Revision 3

cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-190 Revision 3 2 3B-191 Revision 3 2 3B-192 Revision 3 2 3B-193 Revision 3 2 3B-194 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-196 Revision 3 2 3B-197 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-199 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-201 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details 5'-0" THICK WALL WITH 3 ROWS OF #11 6" - 3 1/4" - 6" - 3 1/4"....O.C. PATTERN EACH WAY, EACH FACE AND SIMILAR CENTER CURTAIN WITH 2#9 HEADED BARS @ 18 1/2" O.C. EACH WAY.

4'-0" THICK WALL WITH 3 - #11

@ 6" O.C. EACH WAY, EACH FACE WITH #9 HEADED BAR @ 12" O.C.

EACH WAY.

1' - 6" /1' - 8" THICK WALL WITH STEEL PLATES AND CONCRETE IN-FILL.

2 3B-203 Revision 3

2" CLEAR TYP 1'-5" TOC EL 125'-0" #8 @ 6" O.C.

2'-0" 3" CLEAR BIO SHIELD 6" CLEAR TYP

1. 11

1. 9 5'-0" SECTION RR RR

1. 11 2#9 @ 18 1/2" O.C.

TOC EL 24'-0" 10'-0" SECTION V SCALE: NTS FIGURE 3B-15 2 3B-204 Revision 3

2 3B-205 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details 7'-6" THICK WALL WITH 3 ROWS OF #11

@ 6"-3 1/4"-6"-3 1/4".O.C. PATTERN EACH WAY, EACH FACE. WITH 2-#9 HEADED BARS @ 18 1/2" VERTICALLY AND @ 12 1/2"-6"-12 1/2"-6".O.C. PATTERN HORIZONTALLY.

5'-0" THICK WALL WITH 4 - #11 @

6" O.C. EACH WAY, EACH FACE.

WITH #8 HEADED BARS @ 12" VERTICAL AND @ 12 1/2"-6"-12 1/2"-6"....O.C.

PATTERN HORIZONTALLY.

5'-0" THICK WALL WITH 3 #11 @

6"-3 1/4"-6"-3 1/4".O.C. PATTERN EACH WAY, EACH FACE. WITH #8 HEADED BARS @ 9 1/4" VERTICAL AND

@ 12 1/2"-6"-12 1/2"-6".O.C. PATTERN HORIZONTALLY.

4' - 0" THICK WALL WITH 3 - #11 @ 6" O.C. EACH WAY, EACH FACE. WITH #9 HEADED BARS @ 12" O.C. EACH WAY.

1' - 6" /1' - 8" THICK WALL WITH STEEL PLATES AND CONCRETE IN-FILL.

2 3B-207 Revision 3

2 3B-208 Revision 3 2 3B-209 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-212 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details

(( Withheld - See Part 9

cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details Figure 3B-29: RXB Reinforcement Plan for Roof Slab

cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-232 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-235 Revision 3 2 3B-236 Revision 3 2 3B-237 Revision 3 2 3B-238 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-240 Revision 3 2 3B-241 Revision 3 2 3B-242 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-255 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-258 Revision 3 2 3B-259 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-261 Revision 3 2 3B-262 Revision 3 2 3B-263 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-265 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details 2 3B-271 Revision 3 cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details cale Final Safety Analysis Report Design Reports and Critical Section Details NuScale Final Safety Analysis Report Design Reports and Critical Section Details Figure 3B-88: Reactor Building Reinforcement Plan of Basemat Foundation Tier 2 3B-276 Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Figure 3B-89: Cross Section of Reactor Building Basemat Showing Reinforcing Steel RX RX RX C #6 @ 12" O.C. E.W. B A 5'-10" 15'-0"

                                                #11 @ 6" O.C. E.W.

TYP U.N.O.

                                                                                                                                                                                        #6 @ 12" O.C. E.W.                    #9 @ 12" O.C. E.W.                                                         3" CLEAR TYP TOC EL 24'-11 3/4" TOC EL 24'-0" 13'-41 8" 10'-0" 43 4" TYP SECTION               A SCALE: 1/4" = 1'-0"   Figure 3B-88 RX
                                                                                                                                                                                    #11 @ 6" O.C. E.W.          E TYP U.N.O.                                         #11
                                                                                #9 @ 12" O.C. E.W.

3" CLEAR TYP TOC EL 24'-0" 5'-10" 10'-0" 43 4" TYP 5'-10" #9 @ 12" O.C. E.W. 10'-0" TOC EL 17'-6"

                                                                                                                                                                                                         #9 @ 12" O.C. E.W.

10" 5'- BOC EL 8'-0" 11'-0" SECTION C SCALE: 1/4" = 1'-0" Figure 3B-88 Tier 2 3B-277 Revision 3

1 Purpose This appendix describes the Environmental Qualification (EQ) program methodology for qualifying electrical equipment and mechanical equipment in accordance with the applicable requirements. The environmental qualification and seismic and dynamic qualification of electrical and mechanical equipment is addressed in Sections 3.11 and 3.10, respectively. This appendix defines the qualification methods employed to ensure the functionality of mechanical and electrical equipment (including instrumentation and controls) required to perform a design function related to safety during the full range of normal and accident loadings (including seismic), and under all normal environmental conditions, anticipated operational occurrences, and accident and post-accident environmental conditions. 2 Scope This appendix presents the methods and procedures for qualifying electrical and mechanical equipment to a range of environments to which the equipment could be exposed during normal and abnormal conditions or design basis events (DBE). These methods and procedures are applicable to mechanical and electrical equipment associated with systems that are essential to emergency reactor shutdown, containment isolation, reactor core cooling, and containment and reactor heat removal or are otherwise essential in preventing significant release of radioactive material to the environment. 3 Introduction This appendix specifies the plant environmental conditions to which equipment that performs a design function related to safety, listed in Section 3.11, is designed and qualified. The environmental conditions are defined for plant conditions, including normal and abnormal operating conditions, and accident conditions including post-accident operations. The accident conditions considered are assumed events that are not reasonably expected to occur over the course of plant life and that could potentially result in creating adverse environmental conditions for qualified equipment that performs a design function related to safety. The accident conditions that are postulated are based on conservative assumptions. Pressure, temperature, relative humidity, radiation, chemical conditions, spray/wetting, and submergence are the primary environmental parameters addressed in this appendix. In accordance with 10 CFR 50.49, the environmental conditions that equipment required to perform design functions related to safety are designed and qualified to are the result of the most limiting design basis accident (DBA). The design and qualification parameters for the equipment meet the EQ program acceptance criteria. The equipment qualification parameters do not include any margins that may be required to satisfy environmental qualification requirements in other applicable code and standards. The radiation parameters in this appendix provide a conservative basis for equipment qualification and are not applicable to personnel access requirements. 2 3C-1 Revision 3

• Reactor Building (RXB)
• Control Building (CRB)

The CRB and the electrical equipment rooms on RXB elevations 75'-0" and 86'-0" are, by design, considered mild environments. This section provides background for the EQ program and presents a summary of the program objectives, a program outline, and definitions for terms used in this document. Section 3C.4 identifies qualification criteria. Section 3C.5 presents design specifications. Section 3C.6 presents the equipment qualification methods, which includes: type-testing, analyses, operating experience, a combination of methods, and supplemental methods to aid qualification. Section 3C.7 and Section 3C.8 describe the documentation, including data packages, test reports, and maintenance records needed to support the equipment qualification program. 4 Qualification Criteria General Design Criteria (GDC) 1, 2, 4, and 23 of 10 CFR 50, Appendix A; Quality Assurance Criteria III, XI, and XVII of 10 CFR 50, Appendix B; and 10 CFR 50.49 establish the regulatory requirements for this program. Electrical and active mechanical equipment required to perform design functions related to safety, including instrumentation, must be qualified to operate in environments associated with design basis conditions. GDC 4 requires that structures, systems, and components that perform design functions related to safety be designed to accommodate the environmental effects associated with normal operation, maintenance, testing, and postulated accidents, such as a loss-of-coolant accident (LOCA). The primary objective of environmental qualification is to demonstrate with reasonable assurance that equipment for which a qualified life or condition has been established can perform its design function related to safety without experiencing common-cause failures before, during, and after applicable design basis events. The environmental design requirements apply to equipment required to perform their design function related to safety, including both mild and harsh environments. The environmental qualification procedures described in this appendix define the conditions for which equipment required to perform a design function related to safety must be qualified. Electrical equipment required to perform a design function related to safety located in a harsh environment is qualified in accordance with the requirements of 10 CFR 50.49. Active mechanical equipment required to perform a design function related to safety located in a harsh environment is qualified to comply with the requirements of GDC 4 by incorporating the design-basis environmental conditions into the design process. Mechanical equipment that performs an active design function related to safety during or following exposure to harsh environmental conditions is qualified in accordance with ASME QME-1, Appendix QR-B (Reference 3C-4) with the following exceptions: QR-B5200, Identification and Specification of Qualification Requirements, (g) material activation energy. 2 3C-2 Revision 3

QR-B5500 Documentation, (h) shelf life preservation requirements. These exceptions are addressed with the following alternatives: QR-B5200, Identification and Specification of Qualification Requirements, (g) material's activation energy (in conjunction with one of the above identification methods only and that is based on the material's critical failure mechanism in the intended service). Alternative: In accordance with Appendix QR-B5200, nonmetallic material will be qualified to perform its intended functions. Although activation energy might not be used for material identification purposes per QR-B5200, the activation energy will be applied to the thermal energy equation for determining material degradation and qualification. QR-B5300, Selection of Qualification Methods, last paragraph which states, The shelf life of all nonmetallics, and any applicable storage limitations, should be determined and recorded in the qualification documentation. Alternative: Shelf life and preservation requirements are documented in accordance with the NQA-1 2008, Requirement 13 and Subpart 2.2, in lieu of ASME QME-1 2007, Appendix QR-B5300. These requirements are not included in the environmental qualification record file, but are documented separately. QR-B5500, Documentation, (h) shelf life preservation requirements. Alternative: Shelf life preservation requirements are documented in accordance with the NQA-1 2008, Requirement 13 and Subpart 2.2 in lieu of ASME QME-1 2007, Appendix QR-B5500, item (h). These requirements are not included in the environmental qualification record file, but are documented separately. Mechanical and electrical equipment required to perform a design function related to safety located in mild environments is qualified in accordance with the provisions of GDC 4. For each piece of equipment selected for environmental qualification, the environmental parameters and the qualification process is listed in the associated equipment qualification record file (EQRF). 4.1 Environmental Conditions The environmental conditions considered in the qualification process are pressure, temperature, humidity, radiation, flooding, chemistry effects, aging and synergistic effects. The appropriate margins to be included during qualification are addressed in the description of the qualification program. The applied margin considers the most 2 3C-3 Revision 3

Harsh Environment The environmental conditions existing before, during and after a design basis event constitute a harsh environment. The consequences of a design basis event include severe or elevated effects of pressure, temperature, humidity, radiation, chemistry, and submergence. Equipment qualified to operate in a harsh environment must operate without a loss of capability to perform their design function related to safety. The equipment requiring qualification for a harsh environment, as identified in Section 3.11, includes the following:

• equipment within the containment and outside the containment under the bioshield
• equipment required to detect, mitigate, monitor the event or those related to achieving and maintaining safe shutdown
• equipment connected to, supporting, or in the vicinity of equipment in either of the two preceding categories
• equipment subject to the environmental effects of a rod ejection accident (environmental conditions are bounded by inadvertent opening of one reactor vent valve)
• equipment subject to environmental conditions that are more severe for other parameters (e.g., temperature, pressure, humidity, flood level, spray/wetting, radiation) such as those resulting from a fuel handling accident or moderate-energy line break Instruments and devices requiring qualification include the associated sensors, and supporting loop components. The supporting components of a sensor, such as cables, connectors, terminals, junction boxes, preamplifiers, or other signal processing equipment, is qualified for the environmental conditions at the component's location.

Electrical equipment in a harsh environment is qualified according to the requirements of IEEE Std. 323-1974 (Reference 3C-2). Mechanical equipment located in harsh environmental zones is designed to perform under appropriate environmental conditions. The primary focus for mechanical equipment concerns materials that are sensitive to environmental effects (e.g., seals, gaskets, lubricants, fluids for hydraulic systems, and diaphragms). The harsh environmental zones within the RXB are listed in Table 3C-1. Mild Environment A mild environment is never more severe than the normal plant environment, including during anticipated operational occurrences. To qualify equipment operating in a mild environment, the environmental conditions are described quantitatively in the equipment specification that is provided to the vendor or supplier. Certification from the vendor or supplier that the equipment will operate in the environment 2 3C-4 Revision 3

IEEE Std. 323-2003 (Reference 3C-1), as endorsed by Regulatory Guide 1.209, "Guidelines for Environmental Qualification of Safety-Related Computer-Based Instrumentation and Control Systems in Nuclear Power Plants," addresses qualification of computer-based I&C systems to mild environments that may affect their performance. Parameters that can affect computer-based I&C systems are ionizing doses in a mild environment and smoke. Qualification of computer-based I&C components for the mild environment that can exist during a DBE is necessary to assure that computer-based I&C systems can perform their design functions related to safety. Other equipment located in a mild environment with no significant aging mechanisms does not require environmental qualification. For equipment requiring seismic qualification, pre-aging prior to the seismic testing is necessary only when there is a known correlation where aging adversely affects seismic performance. (Note that EPRI NP-3326 (Reference 3C-7) indicates for most equipment there is no aging seismic correlation). 4.2 Aging Equipment is qualified for aging by testing and analysis. The qualification process considers natural aging effects that are present during the installed service life of the equipment. The objective of the qualification program is to place the test specimen(s) in an end of life condition prior to exposure to simulated accident conditions. All significant types of degradation that can affect the ability of the equipment to perform its design function related to safety during or following exposure to harsh environmental conditions must be considered in the qualification process. Typical aging mechanisms that are addressed as part of a qualification test program includes:

• Thermal aging or thermal degradation
• Radiation aging
• Cyclic aging or wear related degradation Periodic inspection, testing, and calibration can monitor equipment for aging effects which are otherwise difficult to quantify or are not able to be fully simulated by the accelerated aging applied during a qualification test program.

The concept of condition based qualification may be used to supplement the concept of qualified life. As the qualified life of the equipment approaches the end of its theoretical qualified life, periodic condition monitoring may be implemented to determine if actual aging is occurring at a slower rate such that further qualified service is possible based on the condition monitoring results. The use of condition monitoring is tied to the ability to monitor one or more condition indicators to determine whether equipment remains in a qualified condition. The trend of the condition indicator is determined during the performance of age conditioning of the test specimen during the qualification testing. The condition indicator must be measurable, linked to 2 3C-5 Revision 3

Thermal Aging As stated in NUREG-0588 (Reference 3C-16), the Arrhenius methodology is considered an acceptable method of addressing accelerated thermal aging. The development of the accelerated thermal aging parameters and activation energies shall consider or be based on the applicable guidance in IEEE Std. 1 (Reference 3C-9), IEEE Std. 98 (Reference 3C-10), IEEE Std. 99 (Reference 3C-11), IEEE Std. 101 (Reference 3C-12), and IEEE Std. 1205 (Reference 3C-13). The selection of activation energies shall be based on material properties that are representative of the design function related to safety of the item. Justification shall be provided for any use of Thermogrametric Analysis to establish an activation energy that demonstrates that the resulting qualified life is conservative or representative of actual degradation under normal service conditions. The minimum acceptable accelerated aging time shall be greater than 150 hours. Thermal aging of materials where diffusion limited oxidation effects have the potential to not fully simulate actual thermal aging degradation effects, the thermal acceleration rates are adjusted to minimize or otherwise account for these effects. Radiation Aging Radiation aging may be performed separately from the accident radiation exposure or the accident radiation exposure may be performed as part of the radiation aging. Radiation aging shall be performed using either a Cobalt-60 or Cesium-137 source. The maximum acceptable dose rate is 1.0 MRad/hr (10 k Gr/hr). For radiation aging of materials where diffusion limited oxidation effects have the potential to not fully simulate actual aging degradation effects from irradiation, the dose rates should be adjusted to minimize or otherwise account for these effects. Cyclic Wear Aging Cyclic wear aging is used to simulate electrical or mechanical degradation of the equipment due to normal operation of the equipment. This aging is intended to simulate wear related degradation as well as fatigue effects. The definition of the required number of cycles to be simulated during the qualification test program shall consider expected service conditions and be based on a conservative estimation of equipment cycles during power operation, module startup, module shutdown, outages, maintenance activities, surveillance activities, transients, anticipated operational occurrences, and accident conditions. Qualified Life Objective The qualified life objective shall be based on a specified set of harsh environment service conditions. Pre-service conditions shall be considered if significant aging occurs before equipment is placed into service. Qualified life can be demonstrated by age conditioning a test sample to simulate effects of significant aging mechanisms during a time equal to the qualified life objective. An adjunct to establishing a qualified life objective is to establish an end-condition objective of equipment condition indicators 2 3C-6 Revision 3

that end condition in service may be more or less than the qualified life established by age conditioning. The fundamental objective of qualified life of equipment ensures that the equipment possesses the capability to perform its required design function(s) related to safety at the end of the qualified life with demonstrated margin to failure. Design Life Equipment in mild environment locations is expected to perform satisfactorily during the design life (Reference 3C-1) for the specified set of mild environmental service conditions. The design life of equipment is obtained from manufacturer's literature. Surveillance or trending programs also assist in verifying the design life or the need for re-evaluation. Shelf Life The equipment and material controlled storage program complies with the requirements of 10 CFR 50, Appendix B. This program verifies that equipment is handled and stored in accordance with the manufacturer's or vendor's recommendations, the engineering requirements, or general industry practices. In addition, the shelf life of non-metallic materials is considered and used in specifying the maximum allowable time a component or material can be stored. Materials are removed and replaced when they reach their established shelf life. Qualified Life Equipment in harsh environment locations is expected to perform satisfactorily during the qualified life (Reference 3C-16) for the specified set of harsh environmental service conditions for the required operating time with margin to failure. The margin included ensures that the accident function can be performed if the accident occurred just prior the item's replacement at the end of the qualified life. 4.3 Synergistic Effects Environmental qualification in accordance 10 CFR 50.49 requires that synergistic effects be considered. Regulatory Guide 1.89, Revision 1, Section C.5.a provides further guidance for addressing synergisms. The synergistic relationship between multiple stresses usually cannot be deduced from physical principles; rather, an experimental approach must be employed. Synergistic stresses usually require extensive testing to reveal their magnitudes, since most interaction effects are minute by comparison to the primary effects, and thus require significantly more experimental evidence to identify. Current research, as referenced below, indicates that synergistic effects can typically be categorized under two main headings:

• Test sequence effects - The sequence in which radiation and thermal aging exposures occur is an important consideration. Radiation combined with elevated temperatures or radiation followed by elevated temperatures may produce more 2 3C-7 Revision 3
• Radiation dose rate effects - For many materials, it has been observed that lower dose rates produce more degradation than a higher dose rate for the same total applied dose (NUREG/CR-2157 (Reference 3C-15)).

Test Sequence Effects An important aging consideration is the possible existence of synergistic effects when multiple stress environments such as radiation and elevated temperatures, are applied simultaneously. Currently, sequential exposure is the only commercially available means of testing; no commercial facility offers simultaneous steam and radiation exposure. Although sequential and simultaneous tests can produce variances in degradation, the differences tend to be minor compared to total degradation. The possibility that significant synergistic effects may exist is addressed by the using the "worst-case" aging sequence, conservative accelerated aging parameters and conservative, DBE test levels to provide confidence that any synergistic effects are enveloped. Radiation Dose Effects The need for qualification due to radiation exposure is evaluated for each piece of equipment. The radiation environment is based on the type of radiation, the total dose expected during normal operation over the installed life of the equipment, and the radiation environment associated with the most severe design basis accident during or following which the equipment is required to remain functional. 4.4 Operating Time Equipment required to be environmentally qualified has one or more of the following design functions related to safety: reactivity control, decay heat removal, post-accident monitoring, containment isolation, maintenance of RCS pressure boundary integrity, control room habitability, event severity mitigation or system support functions. For each function, a period of operability is assigned that ranges from less than 1 hour to a maximum of 2400 hours. The assignment of these post accident operating times is separated into the five different time frames that are related to plant status or system functional requirements. These operating time designations and durations are summarized in Table 3C-4. Equipment that performs its design function related to safety prior to significant changes in its environment may be qualified for shorter durations. In accordance with Regulatory Guide 1.89, justification for shorter duration includes:

• the consideration of a spectrum of pipe break sizes
• the potential need for the equipment later in an event or during recovery operations
• Subsequent failure of the equipment is shown to not be detrimental to plant safety or to mislead the operator 2 3C-8 Revision 3

4.5 Performance Criterion The qualification test program demonstrates the capability of the equipment to meet the design function related to safety performance requirements defined in the EQRF (Section 3C.8). As stated previously, the primary objective of qualification is to demonstrate that equipment, for which a qualified life or condition has been established, can perform its design functions related to safety without experiencing common-cause failures before, during, and after applicable DBEs. The continued capability for this equipment and its interfaces (Reference 3C-16) to meet or exceed its specification requirements is provided through an operational program that includes, but is not limited to, design control, quality control, qualification, installation, maintenance, periodic testing, and surveillance. 4.6 Margin The purpose of using margin in the qualification program is to account for commercial production variability, errors in establishing satisfactory performance, and errors in experimental measurements, thereby providing greater assurance that the equipment can perform under the specified service conditions. Table 3C-5 presents the margins for various environmental parameters. The margins shown in the table are those recommended in IEEE Std. 323 (Reference 3C-1). 4.7 Treatment of Failures Any failure to meet the acceptance criteria is analyzed to determine the cause. Equipment modifications, equipment retesting, or equipment use limitations are imposed as necessary to address the failure. 5 Design Specifications The equipment design specification identifies the applicable codes and standards, required operating times, performance requirements, design functions related to safety, operational service conditions, environmental service conditions, accepted methods of qualification, and acceptance criteria. The design specification also provides the basis for establishing the EQ of the specific equipment or the family of equipment. Environmental Qualification of Electrical Equipment The environmental conditions for which equipment is qualified are the most severe conditions resulting from the DBE for which the equipment is required to perform its design function related to safety. The equipment qualification life of electrical and mechanical equipment is established as a conservative 60 years unless otherwise noted on the equipment's specification. Periodic inspection and testing shall be used during the life of the equipment to verify its ongoing qualification. 2 3C-9 Revision 3

to safety. Environmental Qualification of Mechanical Equipment Both passive and active mechanical equipment (Reference 3C-3) is qualified according to the criteria and methodology described in this document. Non-metallic components like O-rings, seals, gaskets, and lubricants for mechanical equipment with a design function related to safety are also qualified in accordance with these criteria. Equipment that only has the design function related to safety of maintaining its structural integrity, for support or to protect the integrity of a pressure boundary, is qualified in accordance with the requirements specified in Section 3.11. The design specification will also identify if qualification to ASME QME-1 is required for active mechanical equipment. 5.1 Normal Operating Conditions Normal operating conditions are summarized in Table 3C-6. For qualification under normal operating conditions, the equipment is mounted, connected, interfaced, and operated in a manner that simulates its normal inservice conditions, and the equipment's design functions related to safety are demonstrated during exposure to normal service conditions. Data are recorded for later reference as required by Section 3C.8. Normal Radiation Dose The normal radiation integrated doses for equipment are based on the maximum normal reactor coolant system (RCS) radionuclide activities and system parameters to determine bounding normal cumulative doses both inside and outside of the containment, as shown in Table 3C-6. These values were determined based on 60 years (bounding environmental qualification life) of continuous operation and steady-state operating conditions, and take into account radiation exposure because of recirculatory fluid for equipment outside the containment. The integrated doses shown in Table 3C-6 represent the direct dose to equipment and bound any additional airborne doses. 5.2 Seismic The methods, including applicable seismic loads, used for the seismic qualification of mechanical, electrical, and I&C equipment are addressed in Sections 3.7 and 3.10. 5.3 Containment Test Environment The design pressure of containment is 1050 psia, though it is hydrostatically tested at the manufacturing facility at a hydrostatic pressure of 1298 psig (1.25 times design pressure). Subsequent testing will be conducted as described in Section 6.2.6. 2 3C-10 Revision 3

Design Basis Events (DBE) Design basis events are defined as normal operation, including anticipated operational occurrences, and design basis accidents as analyzed within the scope of Section 3.6 and Chapter 15. Design-Basis Accidents (DBAs) The design basis accidents were reviewed and evaluated to determine which DBAs are addressed in FSAR Chapter 15. Based on this review, the following DBAs are evaluated to determine the mechanical and electrical equipment that requires environmental qualification. FSAR Section 15.1.5 - steam system piping failure inside and outside of containment. This covers main steam line breaks (MSLB) inside and outside of containment. For the purpose of environmental qualification, main steam line breaks are considered inside the CNV even though the main steam piping is classified as leak before break (LBB). FSAR Section 15.2.8 - feedwater system pipe break inside and outside of containment. This covers feedwater line breaks (FWLB) inside and outside of containment. For the purpose of environmental qualification, feedwater line breaks are considered inside the CNV even though the FW piping is classified as leak before break (LBB). FSAR Section 15.4.8 - rod ejection accident (REA) reflects a potential break in the RCS pressure boundary. The equipment relied upon to mitigate this accident is the same as that used for the spectrum of small break loss of coolant accidents addressed by FSAR Section 15.6.5. The REA is analyzed as a reactivity event. FSAR Section 15.6.5 - loss of coolant accidents (LOCA) from spectrum of postulated pipe breaks within the RCS pressure boundary inside and outside of containment. There are no large break LOCA events for the NuScale design. The small break LOCAs are the result of CVCS pipe rupture events that are postulated inside or outside of containment. The iodine spike design basis source term described in FSAR Section 15.0.3 is used in the EQ program as a bounding surrogate for the radiological consequences of DBEs that result in primary coolant entering the containment. Note: The core damage event described in FSAR Section 15.10 is a special event that is outside of the scope of the EQ program. FSAR Section 15.7.4 - radiological consequences of fuel handling accidents. This covers the FHAs within the RXB pool area. Infrequent Events (IE) FSAR Section 15.6.2 - radiological consequences of failure of small lines carrying primary coolant outside of containment. Similar to FSAR Section 15.6.5, this covers chemical and volume control systems (CVCS) pipe rupture events that are postulated inside or outside of containment. 2 3C-11 Revision 3

FSAR Section 3.6 - high energy line breaks (HELB) outside containment. This covers HELB outside of containment that are not already addressed by FSAR Sections 15.1.5, 15.2.8, or 15.6.5, such as the postulated rupture of the module heatup system (MHS) piping in the gallery areas of the RXB. FSAR Section 3.6 - moderate energy line breaks (MELB) outside containment. Normal and Bounding Conditions Containment vessel and reactor building pressure and humidity experienced during the indicated DBE are shown in Table 3C-7. Equipment that is required to perform a design function related to safety, and could potentially be subjected to the design basis environments, is qualified to these conditions for the required operating time. RPV and containment vessel metal temperatures in the lower (liquid) space with corresponding liquid temperatures for the bounding DBAs are shown on Figure 3C-1. RPV and containment vessel metal temperatures in the upper (vapor) space with corresponding vapor temperatures for the bounding DBAs are shown on Figure 3C-2. The average vapor temperatures at the top of module for the bounding DBAs, and assuming a vented bioshield, are shown on Figure 3C-3. Refer to Section 3.7.3 for a description of the bioshield. The maximum vapor temperatures for elevation 145' in the RXB from the same bounding DBAs are shown on Figure 3C-4. 5.5 Design Basis Event Radiation Doses NuScale Topical Report, TR-0915-17565-P (Reference 3C-5) provides the methodology for determining the accident source terms for equipment following design basis events. The limiting event and associated source terms from the design basis accidents discussed above were used to determine total integrated doses for equipment qualification. The accident conditions integrated doses within the reactor building were determined using the maximum normal core radionuclide inventory. The maximum normal core inventory bounds the equilibrium cycle burnup for the NuScale Power Module reactor and is representative of operating cycle characteristics for environmental qualification purposes. The required dose used for environmental qualification considers the total integrated dose consisting of the normal dose plus the accident dose corresponding to the required post-accident operating time. The normal dose considers gamma and neutron effects, while the accident dose considers the gamma and beta dose that is expected at the equipment location. Based on the above, the integrated doses following a design basis event are shown in Table 3C-8. For discussion on gamma and beta radiation effects, refer to Section 3.11.5. 2 3C-12 Revision 3

A qualification program plan defines tests, inspections, performance evaluation, acceptance criteria, and required analysis to demonstrate that, when called upon, the qualified equipment can perform its specified design function(s) related to safety for the required post-accident operating time with margin to failure. This section describes the methodologies used to qualify equipment. Alternative approaches are available; however, the equipment vendor selects the methods best applied to the equipment. The result is an auditable record demonstrating that the equipment can perform its design function related to safety, under the specified service conditions, if an accident occurred at anytime during its Qualified Life. IEEE Std. 323-2003 (as endorsed by RG 1.209 for computer-based digital I&C equipment in a mild environment) and IEEE Std. 323-1974 allow various qualification methods (e.g., testing, analysis, operating experience, or a combination of methods) as applicable to the equipment scope. Although type testing is the preferred method of qualification, a qualification program usually involves some combination of these methods. The qualification methods used depend on factors such as the:

• materials used in construction of the equipment
• applicable normal, abnormal, and DBE service conditions
• operational requirements during and after accidents
• nature of the required design function(s) related to safety
• size of the equipment
• dynamic characteristics of the expected failure modes (e.g., structural or functional)

In general, analysis may be used to supplement test data. 6.1 Type Testing The type test shall demonstrate that equipment performance meets or exceeds the design function related to safety requirements. Type test conditions shall meet or exceed specified service conditions. Appropriate margin shall be added to design basis event parameters if not otherwise included in the specified service conditions. The type test program is designed to demonstrate that the equipment can perform its design functions related to safety within the accuracy and response time requirements applicable for normal, abnormal, and DBE service conditions. The type test consists of a demonstration of design functions related to safety under a planned sequence of environmental tests both before and after age conditioning (Reference 3C-1). Regulatory Guide 1.180 specifies electromagnetic compatibility design requirements for electromagnetic and radio-frequency interference and power surges for equipment and is independent of the EQ Program. A test plan is prepared at the beginning of the test program, which includes the qualification methodology, its intent and purpose, and a description of the tests in 2 3C-13 Revision 3

• applicable codes and standards
• equipment description
• number of test specimens
• acceptance criteria
• failure definition
• service conditions (environmental and operational)
• testing sequence
• aging technique with justification
• test levels that envelope or equal the service conditions
• parameters to be monitored
• test equipment to be used
• mounting and connection methods
• qualified life goal and design life
• documentation to be maintained Similarity Analysis may be employed to demonstrate that the test results obtained for one piece of equipment are applicable to a similar piece of equipment. Documentation of this analysis conforms with the guidelines in IEEE Std. 323-1974, IEEE Std. 323-2003 and IEEE Std. 627-1980 (Reference 3C-8).

6.2 Analysis Analytical techniques are used in qualification in a variety of ways, including evaluating aging effects, demonstrating qualification for particular DBE conditions, and evaluating differences between installed and tested equipment. Qualification by analysis requires a logical assessment or a valid mathematical model of the equipment to be qualified. When quantitative analysis is used for qualification, it needs to be supported by test data, operating experience, or physical laws of nature to demonstrate that the equipment can perform its design function(s) related to safety under specified conditions. 6.3 Operating Experience Operating experience can serve as a basis for determining or modifying the Qualified Life of equipment, including systems, elements, components, modules, and other constituent parts. 2 3C-14 Revision 3

• the equipment cited for operating experience is identical or justifiably similar to the equipment to be qualified
• the equipment cited for operating experience has operated under service conditions that equal, or exceed in severity, service conditions for which the equipment is to be qualified, and has performed its design function related to safety under these conditions
• the normal and abnormal service condition requirements were satisfied prior to the occurrence of the DBE conditions
• margin has been considered in determining the accident service conditions for the equipment to be qualified Operating experience has been used to address the qualification of mechanical equipment principally because of the severe process conditions experienced by mechanical equipment during normal service applications.

Operating experience has been used on an infrequent basis to qualify electrical equipment to harsh environments, principally because LOCA-type pipe break accidents rarely occur. Therefore, qualification of electrical components can be qualified using operating experience as a basis when used with a combination of other methods per Section 3C.6.4. When the above criteria are met the equipment may be qualified. 6.4 Combination of Methods Equipment may be qualified by test, analysis, previous operating experience, or any combination of these three methods. Using a combination of methods may be appropriate under a variety of circumstances, such as:

• equipment is too complex for analysis alone or too large for testing alone
• test data are available on samples of similar design and materials that are of different sizes, so extrapolation may be possible
• verification of a mathematical model using partial type test to determine mode shapes and resonant frequencies
• operating experience provides the basis for developing simulated aging techniques
• analysis of an assembly to determine the environment to which components are to be tested
• two subassemblies that have been tested and qualified separately are combined into a complete assembly, and analysis of certain parameters (e.g., individual subassemblies' error rates and response times) demonstrates that the combination is also qualified 2 3C-15 Revision 3

throughout its Qualified Life. Combined qualification provides auditable data by which the various primary qualification methods may be brought together to satisfy the qualification program requirements. 7 Equipment Qualification Maintenance Requirements The equipment qualification maintenance requirements consider condition monitoring and preventive maintenance activities to ensure effective aging management. These maintenance requirements documents typically consist of the following sections:

1) Equipment Description Tag numbers, equipment numbers, description of function, location, manufacturer, and model number; general information for completing maintenance orders.

2) Technical References Reference information useful for preparing for or conducting maintenance.

3) Installation and Maintenance Requirements a) Installation Requirements Tasks essential to achieving installations that conform to EQ requirements; derived from vendor technical manuals and equipment EQ test reports.

b) Electrical Connection Interface and Data Requirements The requirements for environmentally qualified connections; the information represents the current physical configuration. c) Maintenance Requirements Tasks and their frequencies necessary to maintaining the equipment's EQ; derived from vendor technical manuals and equipment EQ test reports; to be incorporated into the plant surveillance test procedures or preventive maintenance program, as applicable. d) Post-Maintenance Test Requirements Testing to be performed after EQ maintenance is completed. e) Condition Monitoring Requirements Monitoring required to detect and assess degradation of materials or performance; derived from review of qualification documentation, evaluation of degrading mechanisms, and engineering judgment. 2 3C-16 Revision 3

The description, manufacturer, and model number of parts needed to maintain EQ equipment; includes items routinely used in the maintenance activity. 7.1 On-going Qualification The equipment qualification program may employ on-going qualification, though this method is not acceptable as a sole means for qualifying equipment for DBE conditions. Its use is generally limited to areas subjected to mild environment conditions or as a method in which to modify the Qualified Life that was established using another qualification method. Supplemental test, analysis, or experience data to address equipment qualification and performance during and after a seismic DBE is also required. 8 Documentation The equipment qualification program documentation consists of equipment qualification data packages, equipment qualification test reports, and qualification maintenance requirements. Equipment Qualification Record File The EQRF for each equipment item contains the documentation that demonstrates that the equipment or system is environmentally qualified for its application, and can accomplish its specified design functions related to safety. An equipment item refers to equipment categorized by manufacturer and model, which is representative of identical or similar equipment in plant areas potentially exposed to the same bounding environmental conditions during and after a design basis event. Documentation that supports EQ for the equipment is compiled in the EQRF or referenced therein. The elements of the EQRF include: equipment identification, interfaces, qualified life, design functions related to safety, service conditions (e.g., normal, abnormal, DBE), qualification program plan, and qualification program implementation following the guidance of IEEE Std. 323-1974 (Reference 3C-2) for harsh environment applications and IEEE Std. 323-2003 (Reference 3C-1) for mild environment applications. Equipment Qualification Test Reports The equipment qualification test report is prepared by the equipment vendor or an independent testing laboratory. This report documents the tests that demonstrate the capability to meet specified functional requirements under specified environmental conditions and operational parameters. These tests subject one or more equipment samples to conditions designed to simulate normal, abnormal, containment test, DBE, and post-DBE conditions, as applicable. 9 References 3C-1 Institute of Electrical and Electronics Engineers, "Qualifying Class 1E Equipment for Nuclear Generating Stations," IEEE Standard 323-2003, Piscataway, NJ. 2 3C-17 Revision 3

IEEE Standard 323-1974, Piscataway, NJ. 3C-3 Institute of Electrical and Electronics Engineers, "IEEE Recommended Practice for Seismic Qualification of Class 1E Equipment for Nuclear Power Generating Stations," IEEE Standard 344-2004, Piscataway, NJ. 3C-4 American Society of Mechanical Engineers, "Qualification of Active Mechanical Equipment Used in Nuclear Power Plants," ASME QME-1-2007, New York, NY. 3C-5 NuScale Power, LLC, Accident Source Term Methodology, TR-0915-17565-P, Rev. 2. 3C-6 Institute of Electrical and Electronics Engineers, "IEEE Standard Criteria for Accident Monitoring Instrumentation for Nuclear Generating Stations," IEEE Standard 497-2002, Piscataway, NJ. 3C-7 Electric Power Research Institute, "Correlation Between Aging and Seismic Qualification for Nuclear Plant Electrical Components," EPRI NP-3326, Palo Alto, CA, 1983. 3C-8 Institute of Electrical and Electronics Engineers, "IEEE Standard for Design Qualification of Safety Systems Equipment Used in Nuclear Power Generating Stations," IEEE Standard 627-1980, Piscataway, NJ. 3C-9 Institute of Electrical and Electronics Engineers, "General Principles for Temperature Limits in the Rating of Electrical Equipment and for the Evaluation of Electrical Insulation," IEEE Standard 1-2000, Reaffirmed 2005, Piscataway, NJ. 3C-10 Institute of Electrical and Electronics Engineers, "The Preparation of Test Procedures for the Thermal Evaluation of Solid Electric Insulating Materials," IEEE Standard 98-2016, Piscataway, NJ. 3C-11 Institute of Electrical and Electronics Engineers, "Recommended Practice for the Preparation of Test Procedures for the Thermal Evaluation of Insulation Systems for Electric Equipment," IEEE Standard 99-2007, Piscataway, NJ. 3C-12 Institute of Electrical and Electronics Engineers, "IEEE Guide for the Statistical Analysis of Thermal Life Test Data," IEEE Standard 101-2004, Reaffirmed 2010, Piscataway, NJ. 3C-13 Institute of Electrical and Electronics Engineers, "Guide for Assessing, Monitoring, and Mitigating Aging Effects on Class 1E Equipment Used in Nuclear Power Generating Stations and Other Nuclear Facilities," IEEE Standard 1205-2014, Piscataway, NJ. 3C-14 U.S. Nuclear Regulatory Commission, "The Effect of Thermal and Irradiation Aging Simulation Procedures on Polymer Properties," NUREG/CR-3629, April 1984. 2 3C-18 Revision 3

Sandia National Laboratories, June 1981. 3C-16 U.S. Nuclear Regulatory Commission, "Interim Staff Position on Environmental Qualification of Safety Related Electrical Equipment," NUREG-0588, Rev. 1, July 1981. 2 3C-19 Revision 3

Table 3C-1: Environmental Qualification Zones - Reactor Building EQ Zone(1) Description Environment Room 010-022, Containment Vessel - bottom of containment (6") to Harsh bottom of upper core plate (142") Room 010-022, Containment Vessel - bottom of upper core plate (142") Harsh to bottom of riser transition (236") Room 010-022, Containment Vessel - bottom of riser transition (236") to Harsh bottom of baffle plate (587") Room 010-022, Containment Vessel - bottom of baffle plate (587) to top Harsh of pressurizer (697) Room 010-022, Containment Vessel - top of pressurizer (697") to bottom Harsh of torispherical head (841") Room 010-022, Containment Vessel - bottom of torispherical head (841") Harsh to top of containment (904") Room 010-022, Module pool bay vapor space - outside containment and Harsh under the BioShield (Top of Module) (Figure 1.2-19: Reactor Building East and West Section View) Rooms 010-022, 010-422, and 010-423 above pool level to ceiling (RXB Harsh Pool Room Vapor Space) (Figure 1.2-16: Reactor Building 100'-0"' Elevation thru Figure 1.2-18: Reactor Building 145'-6" Elevation) Room 010-022, 010-023 and 010-024 up to top of pool level (RXB Pool Harsh Room liquid space) (Figure 1.2-10: Reactor Building 24'-0" Elevation) Rooms 010-101, 010-102, 010-103, 010-104, 010-005, 010-106, 010-107, Harsh 010-112, 010-114, 010-115, 010-116, 010-117, 010-118, 010-119, 010-120, 010-121, 010-122, 010-123, 010-125, 010-126, 010-127, 010-128, 010-129, 010-130, 010-131, 010-133, 010-134 (Figure 1.2-12: Reactor Building 50'-0" Elevation) Rooms 010-201, 010-202, 010-203, 010-204, 010-005, 010-206, 010-207, Harsh 010-208, 010-242, 010-275 (Figure 1.2-14: Reactor Building 75'-0" Elevation) Rooms 010-201, 010-202, 010-203, 010-204, 010-005 Harsh (Figure 1.2-15: Reactor Building 86'-0" Elevation) Rooms 010-005, 010-401, 010-402, 010-403, 010-404, 010-405, 010-406, Harsh 010-407, 010-408, 010-409, 010-410, 010-411, 010-412, 010-414, 010-415, 010-416, 010-417, 010-418, 010-419, 010-420 (Figure 1.2-16: Reactor Building 100'-0" Elevation) Rooms 010-005, 010-501, 010-502, 010-503, 010-504, 010-506, 010-507, Harsh 010-508, 010-509, 010-510 (Figure 1.2-17: Reactor Building 126'-0" Elevation) EQ Zones listed are those areas within the Reactor Building that are harsh environments and contain equipment that requires environmental qualification. 2 3C-20 Revision 3

Area Basis Comment/Remarks ones A, B, C, D, E and F Harsh environment as a result of primary and secondary Inaccessible post-accident HELBs potential to occur in this area and during normal Total integrated dose (60 yrs + accident) > 1.0E4 Rads operation. one G Harsh environment as a result of primary and secondary Inaccessible post-accident HELBs potential to occur in this area Total integrated dose (60 yrs + accident) > 1.0E4 Rads one H Harsh environment as a result of primary and secondary Harsh due to HELBs HELBs potential to occur in the Top of Module (TOM) potential to occur under 120°F and > 18°F increase above normal operating the bioshield conditions with RH 85% one I Harsh environment as a result of primary and secondary HELBs potential to occur in the TOM Total integrated dose (60 yrs + accident) > 1.0E4 Rads ones J, K, L, M, and N These areas will contain high and moderate energy Harsh by preliminary piping. Total integrated dose exceed > 1.0E3 Rads (60 design for HELBs. year normal + 30 day accident dose) for equipment with solid state circuitry and > 1.0E4 Rads (60 year normal + 30 Zone J is harsh due to post-day accident dose) for electrical or mechanical accident radiological equipment. equipment qualification requirements exceeding source term doses of > 1.0E4 Rads (60 year normal

                                                                                    + 30 day accident dose) for electrical or mechanical equipment. Zone M is harsh due to post-accident radiological equipment qualification requirements exceeding source term doses of > 1.0E3 Rads (60 year normal + 30 day accident dose) for equipment with solid state circuitry.

2 3C-21 Revision 3

Area Basis Comments/Remarks No harsh environment DBA or IE are postulated to occur in the Satisfies MILD environment control building. criteria Total integrated dose (60 years + accident 1.0E3 Rads) Control building does not contain any high energy piping systems (>200F or > 275 psig) and flooding analysis demonstrates that no equipment designed to perform a function related to safety is submerged. Max temp is < 120F with humidity < 85% equipment rooms on No harsh environment DBA or IE are postulated to occur in these Satisfies MILD environment elev. 75' Gallery areas, rooms. criteria ifically: Total integrated dose (60 years + accident 1.0E3 Rads) S battery rooms Max temp is < 120F with humidity < 85% rooms S SWGR rooms el Generator Building No harsh environment DBA or IE occur in this building. Satisfies MILD environment criteria Total integrated dose (60 years + accident 1.0E3 Rads) Diesel Generator Building Ventilation maintains DGB temperatures Supports PAM function within design specification for backup diesel generator (BDG). beyond 72 hours 2 3C-22 Revision 3

Description Time Frame (hours) Actions Accomplished Basis t Term (ST) 1

• Event Detection Note 1
• Initiation of Trip and ESF actuation
• Achievement of Hot Shutdown mediate Term (IT) ST IT 36
• Achievement of Safe Shutdown Note 2
• RCS Depressurization and Cooldown
• Maintain Fission Product Barrier Integrity Term (LT) IT LT 72
• Maintaining Safe Shutdown Note 3
• Maintain Fission Product Barrier Integrity nded LT Extended 720
• Maintaining Safe Shutdown Note 4
• Maintain Fission Product Barrier Integrity nded PAM LT Extended 2400
• Monitoring of Fission Product Note 5 Barrier Integrity s:

The Short Term post-accident operating time (PAOT) is assigned to components associated with event detection, reactor trip initiation, or Engineered Safety Features (ESF) actuation that occur very early in the accident sequence. This includes the Module Protection System (MPS) initiation of:

• Reactor Trip,
• Containment Isolation,
• Decay Heat Removal System (DHRS) actuation,
• Emergency Core Cooling System (ECCS) actuation,
• De-energizing the Pressurizer Heaters, and
• Isolation of demineralized water Short Term actions are also associated with the achievement of Hot Shutdown.

Intermediate Term actions are associated with the achievement of Safe Shutdown using DHRS. The Intermediate Term time frame extends to 36 hours and is used to qualify equipment that is relied upon to support the ECCS hold for up to 24 hours. Examples of equipment assigned an Intermediate Term PAOT includes:

• Reactor Vent Valves
• Reactor Recirculation Valves The Long Term time frame extends to 72 hours. This category is considered the maximum post-accident operating time for HELB and MELB events outside containment in areas that are readily accessible after break termination or isolation.

Examples of equipment assigned to this category includes the following:

• Equipment that is relied upon to mitigate a HELB or MELB outside containment, that are located outside of the top of module area (outside containment and under BioShield).
• Highly Reliable DC Power System (EDS) Batteries for separation groups B and C which are sized to support an extended loss of AC power for up to 72 hours.

The Extended time frame of 720 hours represents the maximum post-accident operating time used to qualify equipment that is relied upon to maintain a safe shutdown condition. Equipment assigned to this post-accident operating time category are typically located inside the CNV or in an inaccessible area outside of containment, such as under the BioShield. 2 3C-23 Revision 3

This duration is selected to align with 10 CFR 50 Appendix J, 10 CFR 50 Appendix K, as well as control room habitability analysis timeframes. This duration is considered appropriate for an advanced light water reactor design that employs passive means to maintain a safe shutdown condition. This duration is also applicable to equipment assigned to support the following, including equipment located in the top of module area (outside containment and under BioShield) or in the Reactor Pool / Pool Bays:

• Containment Integrity
• RCS pressure boundary integrity
• Decay Heat Removal/Emergency Core Cooling (DHRS/ECCS)
• Mitigation of Fuel Handling Accidents
• Supporting Control Room Habitability
• PAM Type B and D variables Extended PAM category specifically applies to RG 1.97 Type C variables and is consistent with Reference 3C-6.

2 3C-24 Revision 3

Parameter Required Margin(1) Notes Peak Temperature +15°F For accident profile. Peak Pressure + 10% of gauge, but not more than 10 psig Radiation +10% On accident dose only. ower Supply Voltage +/-10% Of rated value, not to exceed equipment design limits. ipment Operating Time +10% For the period of time the equipment is required to operate following the start of a DBE. See also Section 3C.4.5 and Table 3C-4. Seismic Vibration +10% Margin added to acceleration requirements at the mounting point of equipment. Line Frequency N/A Line frequency margin is N/A because the relied upon electrical power is from EDSS (DC power). Time +10% In addition to the period of time the equipment is required to be operational following the DBE. ironmental Transients 2 or more The initial transient and the dwell at peak temperature shall be applied at least twice es: The margins apply unless it can be shown that the derivation of environmental conditions contain conservatisms that can be quantified to show that appropriate margin exists. 2 3C-25 Revision 3

cale Final Safety Analysis Report Maximum Relative 60 Years Integrated Dose Pressure (psig) Humidity 60 Years Integrated N Dose (Rads) (Includes fission , N- Water Level (ft. above RXB pool one Temperature (°F) (Nominal) (%) (1) (Rads) , coolant) floor) A 487 (lower RPV wall) <(-14.6)(2) 0 2.41E8 6.21E10 47' (inside CNV for refueling) B 491 (RPV wall) <(-14.6) (2) 0 5.93E8 3.11E10 47' (inside CNV for refueling) 295 (CNV wall) C 551 (RPV wall) <(-14.6)(2) 0 9.44E8 2.69E7 47' (inside CNV for refueling) D 618 (outside top of PZR) <(-14.6) (2) 0 4.92E7 2.49E6 47' (inside CNV for refueling) 295 (CNV wall) E 581 (surface of MS piping) <(-14.6)(2) 0 3.70E7 2.00E6 47' (inside CNV for refueling) F 295 (upper CNV volume) <(-14.6)(2) 0 2.47E7 1.51E6 - G 140 0 <100 5.45E5 1.81E4 - H 105 0 <100 above bioshield 4.50E2 above bioshield 4.13E3 - EL 145 2.30E3 EL 145 3.06E3 I 140 0 plus N/A pool center 0 pool center (coolant 4.93E3 69' (normal operating level submergence only) outside CNV) Methodology for Environmental Qualification of Electrical and head next to operating 9.09E7 next to operating 1.77E10 module module J 105 0 <100 0 5.56E4 - K 85 0 <100 0 5.00E1 - L 85 0 <100 0 5.00E1 - M 105 0 <100 0 4.30E1 - N 105 0 <100 0 - - s: Normal service relative humidity outside of the containment vessel is shown as <100%; the relative humidity inside the containment vessel is 0% because the environment is normally maintained in a vacuum. The pressure inside the CNV is maintained less than the saturation pressure corresponding to the reactor pool pressure; this results in a vacuum. The boron concentration in the pool areas will be nominally 1800 ppm. EPRI primary water chemistry guidelines show the pH of a pool with 1800 ppm Mechanical Equipment boron concentration to be 4.75.

cale Final Safety Analysis Report Water Level Relative (ft. above RXB Water Spray Zone(3) DBE Temperature (°F) DBE Pressure (psig)(2) DBE Humidity (%) pool floor) (pipe rupture) A HELB See Figure 3C-1 HELB 971.3 All Events 100 24 (inside CNV to - support ECCS operation) B HELB See Figure 3C-1 HELB 971.3 All Events 100 24 (inside CNV to - support ECCS operation) C HELB See Figure 3C-2 HELB 971.3 All Events 100 - Yes D HELB See Figure 3C-2 HELB 971.3 All Events 100 - Yes E HELB See Figure 3C-2 HELB 971.3 All Events 100 - Yes F HELB See Figure 3C-2 HELB 971.3 All Events 100 - Yes G HELB See Figure 3C-3 HELB 1.6 All Events 100 - Yes H Conditions See Figure 3C-4 Conditions 1.9 Conditions 100 - - resulting from resulting from resulting from HELB and fuel HELB and FHA in HELB and FHA in handling accident the pool area/ the pool area/ Methodology for Environmental Qualification of Electrical and (FHA) in the pool TOM TOM area/top of module (TOM) Mechanical Equipment

cale Final Safety Analysis Report Water Level Relative (ft. above RXB Water Spray Zone(3) DBE Temperature (°F) DBE Pressure (psig)(2) DBE Humidity (%) pool floor) (pipe rupture) I Conditions 212(1) Conditions 1.9 (Equipment Conditions N/A 75 (top of pool, - resulting from resulting from located below resulting from not DBA HELB and FHA in HELB and FHA in water level will be HELB and FHA in condition) the pool area/ the pool area/ affected by the pool area/ TOM TOM hydrostatic TOM pressure plus atmospheric overpressure) s: The long term pool temperature will remain at 212 degrees F due to all modules being on DHRS from a loss of power. Equipment exposed to this environment will need to be qualified at 212 degrees F for as long as the equipment is required as specified in Table 3.11-1. Note 2 applies to Zones A through F only. Refer to TR-0516-49084 for the CNV pressure for the spectrum analyses of primary and secondary mass and energy releases. NRELAP5 was used for development of the pressure and temperature envelop for qualification of equipment within containment and has been shown to be equivalent to COMTEMPT-LT for this purpose. DCA EQ Zones J, K, L, M, and N are preliminarily designated as harsh environments in the RXB because these areas contain high or moderate energy piping. Additionally, Zone J is harsh due to post-accident radiological equipment qualification exceeding source term doses > 1.0E4 Rads (60 year normal + 30 day accident dose) for electrical or mechanical equipment. Zone M is harsh due to post-accident radiological equipment qualification requirements exceeding Methodology for Environmental Qualification of Electrical and source term doses of > 1.0E3 Rads (60 year normal + 30 day accident dose) for equipment with solid state circuitry. The CNV post-accident pH for any postulated accident that results in core damage is 6.9 at 1000 ppm boron concentration and 8.3 at 200 ppm boron concentration. These values remain essentially unchanged between 25C and 200C. Mechanical Equipment

cale Final Safety Analysis Report Accident Integrated Dose (rads) Zone Dose 1 hour 36 hours 72 hours 720 hours 2400 hours Integrated 6.40E02 8.89E03 1.23E04 2.59E04 2.82E04 A Integrated 2.09E03 2.10E04 2.78E04 6.55E04 8.84E04 Integrated 6.40E02 8.89E03 1.23E04 2.59E04 2.82E04 B Integrated 2.09E03 2.10E04 2.78E04 6.55E04 8.84E04 Integrated 2.91E05 4.38E06 6.38E06 2.00E07 3.94E07 C Integrated 8.96E05 9.07E06 1.20E07 2.85E07 3.84E07 Integrated 2.91E05 4.38E06 6.38E06 2.00E07 3.94E07 D Integrated 8.96E05 9.07E06 1.20E07 2.85E07 3.84E07 Integrated 2.91E05 4.38E06 6.38E06 2.00E07 3.94E07 E Integrated 8.96E05 9.07E06 1.20E07 2.85E07 3.84E07 Integrated 2.91E05 4.38E06 6.38E06 2.00E07 3.94E07 F Integrated 8.96E05 9.07E06 1.20E07 2.85E07 3.84E07 Integrated 7.58E01 3.13E03 6.28E03 9.58E04 6.33E05 G Integrated 7.27E03 7.71E04 1.05E05 3.34E05 6.66E05 Integrated 5.50E01 1.69E03 2.99E03 1.56E04 2.48E04 H Methodology for Environmental Qualification of Electrical and Integrated 7.65E01 2.32E03 4.08E03 2.22E04 3.95E04 Integrated 6.40E00 1.60E02 2.69E02 1.80E03 4.75E03 I Integrated 1.94E01 5.78E02 1.02E03 7.89E03 2.25E04 J Integrated - - - - - Integrated 6.17E02 1.24E04 1.71E04 3.95E04 5.39E04 K Integrated - - - - - Integrated 1.56E-02 3.00E-01 3.73E-01 4.74E-01 4.76E-01 L Integrated - - - - - Integrated 1.56E-02 3.00E-01 3.73E-01 4.74E-01 4.76E-01 M Integrated - - - - - Integrated 3.60E01 6.81E02 8.94E02 1.85E03 2.63E03 Mechanical Equipment N Integrated - - - - - Integrated 2.78E-04 5.70E-03 7.00E-03 7.00E-03 7.00E-03

cale Final Safety Analysis Report Figure 3C-1: Containment Liquid Space Metal and Liquid Temperatures with Bounding Curve (Zones A and B)

Methodology for Environmental Qualification of Electrical and

d

          >d                                        Es/^Dd Mechanical Equipment ZWsK^Dd                     Ž>^

cale Final Safety Analysis Report 0 650 645 0 605 0 0 0 450 0 0 Methodology for Environmental Qualification of Electrical and 0 0 0 0 1 10 100 1000 10000 100000 Vapor Temperature Time (sec)  CNV Inside Surface Metal Temperature RPV Outside Surface Metal Temperature Bounding Curve - Vapor Space Mechanical Equipment

cale Final Safety Analysis Report Figure 3C-3: Bounding Envelope for Average Vapor Temperature at Top of Module (Zone G) dKDZŽ,>ŽWŽ d& Methodology for Environmental Qualification of Electrical and Mechanical Equipment d

cale Final Safety Analysis Report WŽŽZŽŽ,>ŽdWŽ d& Methodology for Environmental Qualification of Electrical and Mechanical Equipment d}}