ML19105B290

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LLC Supplemental Response to NRC Request for Additional Information No. 201 (Erai No. 8975) on the NuScale Design Certification Application
ML19105B290
Person / Time
Site: NuScale
Issue date: 04/15/2019
From: Rad Z
NuScale
To:
Document Control Desk, Office of New Reactors
References
RAIO-0419-65223
Download: ML19105B290 (53)
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RAIO-0419-65223 April 15, 2019 Docket No.52-048 U.S. Nuclear Regulatory Commission ATTN: Document Control Desk One White Flint North 11555 Rockville Pike Rockville, MD 20852-2738

SUBJECT:

NuScale Power, LLC Supplemental Response to NRC Request for Additional Information No. 201 (eRAI No. 8975) on the NuScale Design Certification Application

REFERENCES:

1. U.S. Nuclear Regulatory Commission, "Request for Additional Information No. 201 (eRAI No. 8975)," dated August 25, 2017
2. NuScale Power, LLC Response to NRC "Request for Additional Information No. 201 (eRAI No.8975)," dated October 24, 2017 The purpose of this letter is to provide the NuScale Power, LLC (NuScale) supplemental response to the referenced NRC Request for Additional Information (RAI).

The Enclosure to this letter contains NuScale's supplemental response to the following RAI Question from NRC eRAI No. 8975:

03.08.04-26 This letter and the enclosed response make no new regulatory commitments and no revisions to any existing regulatory commitments.

If you have any questions on this response, please contact Marty Bryan at 541-452-7172 or at mbryan@nuscalepower.com.

Sincerely, Zackary W. Rad Director, Regulatory Affairs NuScale Power, LLC Distribution: Gregory Cranston, NRC, OWFN-8H12 Samuel Lee, NRC, OWFN-8H12 Marieliz Vera, NRC, OWFN-8H12 : NuScale Supplemental Response to NRC Request for Additional Information eRAI No. 8975 NuScale Power, LLC 1100 NE Circle Blvd., Suite 200 Corvalis, Oregon 97330, Office: 541.360.0500, Fax: 541.207.3928 www.nuscalepower.com

RAIO-0419-65223 :

NuScale Supplemental Response to NRC Request for Additional Information eRAI No. 8975 NuScale Power, LLC 1100 NE Circle Blvd., Suite 200 Corvalis, Oregon 97330, Office: 541.360.0500, Fax: 541.207.3928 www.nuscalepower.com

Response to Request for Additional Information Docket No.52-048 eRAI No.: 8975 Date of RAI Issue: 08/25/2017 NRC Question No.: 03.08.04-26 10 CFR 50, Appendix A, GDC 1, 2, and 4, provide requirements to be met by SSC important to safety. In accordance with these requirements, DSRS Section 3.8.4 provides review guidance pertaining to the design of seismic Category I structures, other than the containment.

FSAR Section 3.8.4.4 indicates that the SAP2000 results (element forces, moments, stress contours, joint displacements and mode shapes) from the various non-seismic loads are used in conjunction with the results of the seismic analysis described in Section 3.7.2 to perform the design assessments for the seismic Category I RXB and CRB. The staff requests the applicant to clarify how the mode shapes obtained from SAP2000 are used in the aforementioned process. Also describe which computer program was used to perform the design assessment, including reinforcement requirements, and whether the ACI code member approach for design assessment was used. If yes, state it in the FSAR. If not, describe why not.

NuScale Response:

This supplemental response to RAI 8975 03.08.04-26 addresses the following staff feedback from the Tier 2, Sections 3.7 and 3.8 audit performed in December, 2018:

1) Include in the FSAR, capacity tables for critical sections including both 7 ksi concrete for exterior walls above grade and 5 ksi concrete elsewhere,
2) Include an augmented discussion of the element averaging process, and
3) Revise the in-plane shear check language in element-averaging tables.

NuScale Nonproprietary

The above items are included in the attached mark-up to FSAR, Appendix 3B.

Impact on DCA:

FSAR Tier 2, Appendix 3B, 3B.1.1.1, 3B.1.1.2 & 3B.2.7.1, and FSAR Tier 2, Tables 3B-4, 3B-5, 3B-6, 3B-9, 3B-12, 3B-22, 3B-45, 3B-55 & 3B-66 through 3B-94, and FSAR Tier 2, Figures 3B-15 & 3B-16 have been revised as described in the response above and as shown in the markup provided in this response.

NuScale Nonproprietary

NuScale Final Safety Analysis Report Design Reports and Critical Section Details

  • Pool wall
  • 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" RAI 14.03.02-1 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.

RAI 03.08.04-26S1 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 Tier 2 3B-2 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details 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 moment. The maximum compression in an element is a combination of flexural compression (out-of-plane moment) and membrane compression. A simplified 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.

3B.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.

RAI 03.08.04-26S1 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.

3B.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 Tier 2 3B-5 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Structural Material Requirements 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 RAI 03.08.04-26S1 See Section 3B.2.2 through Section 3B.2.7. The D/C ratios presented represent the bounding design values.

Tier 2 3B-17 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details 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.

3B.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.

RAI 03.08.04-11 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.

3B.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".

3B.2.7.1 West Wing Wall RAI 03.08.04-26S1 The west wing wall is one of the walls at grid line 4. The SAP2000 analysis model elevation view is shown in Figure 3B-42Figure 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.

RAI 03.08.04-26S1 Reinforcement drawings and section details are presented in Figure 3B-43 and Figure 3B-44Figure 3B-15 and Figure 3B-16.

RAI 03.08.04-11, RAI 03.08.04-26S1 A summary table of the element-based design check results for the wall at Grid Line 4 is presented in Table 3B-22Table 3B-8. This summary table shows the maximum Tier 2 3B-26 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details 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-8a and Table 3B-8b. Based on the above results and evaluations, the west wing wall is acceptable.

3B.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.

RAI 03.08.04-11 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.

RAI 03.07.02-20, RAI 03.08.04-10S1, RAI 03.08.04-31 3B.2.7.3 NuScale Power Module Passive Support PlatesRing Assembly RAI 03.07.02-20, RAI 03.08.04-10S1 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.

RAI 03.07.02-20 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.

RAI 03.07.02-20 The details of the NPM base support are shown in Figure 3B-48 through Figure 3B-50. The NPM base support includes the following:

RAI 03.07.02-20, RAI 03.08.04-10S1, RAI 03.08.04-31

  • 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 Tier 2 3B-27 Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.04-26S1 Table 3B-4: Element Averaging of Horizontal Reinforcement Exceedance for Reactor Building Wall at Grid Line 3 Average of Shell Elements 4951/4431/4421: Design Check Horizontal Reinforcement (Local X)

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

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)

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

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 3.B-50 1.15 3.34 0.345 Shear Friction IP Shear OOP Shear XZ-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 FAILPerforming averaging 129.8 0.374 YZ-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 Note:

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

Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.04-26S1 Table 3B-5: Element Averaging of Horizontal Membrane Compression Stress for Reactor Building Wall at Grid Line 3 Average of Shell Elements 4942/4422: Design Check Horizontal Reinforcement (Local X)

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

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)

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

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 3.B-51 0.97 3.34 0.291 Shear Friction IP Shear OOP Shear XZ-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 FAILPerforming FAILPerforming averaging 151.9 0.371 averaging YZ-Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Design Reports and Critical Section Details Avfy (in2) 26.506 36,000.0 FAILPerforming 172.4 0.141 averaging Notes:

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

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

Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.04-26S1 Table 3B-6: Element Averaging of Vertical Reinforcement Exceedance for Reactor Building Wall at Grid Line 3 Average of Shell Elements 4951/4950/4949: Design Check Horizontal Reinforcement (Local X)

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

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)

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

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 3.B-52 1.25 3.34 0.374 Shear Friction IP Shear OOP Shear XZ-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 FAILPerforming averaging 129.8 0.473 YZ-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 Note:

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

Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.04-26S1 Table 3B-9: Element Averaging of Reinforcement Exceedance for Reactor Building Wall at Grid Line 4 Average of Shell Elements 16180/16479/16778: Design Check Horizontal Reinforcement (Local X)

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

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)

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

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 3.B-57 0.38 3.15 0.120 Shear Friction IP Shear OOP Shear XZ-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 FAILPerforming Averaging 130.6 0.061 YZ-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 Note:

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

Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.04-26S1 Table 3B-12: Element Averaging of Horizontal Reinforcement Exceedance for RXB Wall at Grid Line 6 Average of Shell Elements 16296/16595: Design Check Horizontal Reinforcement (Local X)

Membrane 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)

Membrane 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 3.B-64 0.49 3.15 0.156 Shear Friction IP Shear OOP Shear XZ-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 FAILPerforming Averaging 123.2 0.139 YZ-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 Note:

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

Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.04-15, RAI 03.08.04-16, RAI 03.08.04-17, RAI 03.08.04-26S1 Table 3B-22: Summary of D/C Ratios for West Wing Wall at Grid Line 4 Not Used Demand/Capacity Ratios Section Horizontal Reinf. Horiz. Comp. Vertical Reinf. Vert. Comp. XZ-Plane Shear YZ-Plane Shear # Elems 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 3.B-97 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 Design Reports and Critical Section Details Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Table 3B-22a: Not Used RAI 03.08.04-11, RAI 03.08.04-26S1 Tier 2 3.B-98 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Table 3B-22b: Not Used RAI 03.08.04-11, RAI 03.08.04-26S1 Tier 2 3.B-99 Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.04-26S1 Table 3B-45: Element Averaging of XZ Plane Shear Exceedance - Control Building Slab at EL. 100'-0" Average of Shell Elements 2565/2564: 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 2 2 2 2 (in2 (in ) (in ) (in ) (in ) )

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)

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 ) )

0.446 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 3.B-140 0.07 2.42 0.030 Shear Friction Code Check OOP Shear XZ-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 FAILPerforming OK 17.0 0.727 Averaging YZ-Plane Shear-Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity (kip) YZ-Plane D/C Ratio Design Reports and Critical Section Details Avfy (in2) 2.674 10,028.2 OK 37.5 0.248 Note:

See text in Section 3B.3.3.2 and Table 3B-48.

Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.04-26S1, RAI 03.08.05-6, RAI 14.03.02-1 Table 3B-55: RXB Critical Sections 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" 3.B-155 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 Design Reports and Critical Section Details Buttress at EL. 126'-0" 3B-41 5'-0" NPM Bay West wing wall 3B-43, 3B-44 3B-15, 3B-16 5'-0" Pool wall 3B-46, 3B-47 5'-0"

  • Dimensions shall be acceptable if found within the tolerances specified in ACI 117-06 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-66: Design Summary - Wall at Grid Line 1, EL 24'-75' 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 Strength 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 Tier 2 3B-166 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-67: Design Summary - Wall at Grid Line 1, EL 75'-100' 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 Strength 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 Tier 2 3B-167 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-68: Design Summary - Wall at Grid Line 1, EL 100'-145'-6" 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 Strength 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 Tier 2 3B-168 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-69: Design Summary - Wall at Grid Line 1, EL 145'-6"-181' 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 Strength 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 Tier 2 3B-169 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-70: Design Summary - Interior Weir Wall at Grid Line 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 Strength 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 Tier 2 3B-170 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-71: Design Summary - 4'-Thick Interior Upper Stiffener Wall at Grid Line 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 Strength 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 Tier 2 3B-171 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-72: Design Summary - 5'-Thick Interior Wall at Grid Line 4 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 Strength 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 Tier 2 3B-172 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-73: Design Summary - Reactor Building 4'-Thick Interior Wall at Grid Line 4 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 Strength 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 Tier 2 3B-173 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-74: Design Summary - 4'-Thick Pool Wall at Grid Line 6 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 Strength 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 Tier 2 3B-174 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-75: Design Summary - Pool Wall at Grid Line 6 above EL 123' 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 Concrete cover dimension (inner) cc (in) 6 Concrete 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 Strength 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 Tier 2 3B-175 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-76: Design Summary - Pool Wall at Grid Line 6 below EL 123' 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 Concrete cover dimension (inner) cc (in) 6 Concrete 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 Strength 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 Tier 2 3B-176 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-77: Design Summary - Pool Wall at Grid Line 6 - 7'-6" Thick Section below EL 123' 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 Concrete cover dimension (inner) cc (in) 6 Concrete 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 Strength 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 Tier 2 3B-177 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-78: Design Summary - Exterior Wall at Grid Line E below EL 50' 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 Strength 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 Tier 2 3B-178 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-79: Design Summary - Exterior Wall at Grid Line E between EL 50' and EL 100' 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 Strength 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 Tier 2 3B-179 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-80: Design Summary - Exterior Wall at Grid Line above EL 100' 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 Strength 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 Tier 2 3B-180 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-81: Design Summary - Reactor Building Basemat Perimeter 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 Strength 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 Tier 2 3B-181 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-82: Design Summary - Reactor Building Basemat Interior 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 Strength 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 Tier 2 3B-182 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-83: Design Summary - Reactor Building Slab at EL 100' 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 Strength 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 Tier 2 3B-183 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-84: Design Summary - Reactor Building Roof Slab at EL 181' 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 Strength 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 Tier 2 3B-184 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-85: Design Summary - West Wing Wall 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 Strength 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 Tier 2 3B-185 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-86: Design Summary - Pool Wall at Grid Line B 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 Strength 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 Tier 2 3B-186 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-87: Design Summary - Control Building Interior Wall at Grid Line 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 Strength 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 Tier 2 3B-187 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-88: Design Summary - Control Building Exterior Wall at Grid Line 4 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 Strength 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 Tier 2 3B-188 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-89: Design Summary - Control Building Exterior Wall at Grid Line A 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 Strength 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 Tier 2 3B-189 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-90: Design Summary - Control Building Basemat Perimeter 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 Strength 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 Tier 2 3B-190 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-91: Design Summary - Control Building Basemat Interior 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 Strength 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 Tier 2 3B-191 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-92: Design Summary - Control Building 2'-Thick Slab at EL 100' 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 Strength 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 Tier 2 3B-192 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-93: Design Summary - Control Building 3'-Thick Slab at EL 100' 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 Strength 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 Tier 2 3B-193 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-26S1 Table 3B-94: Design Summary - Control Building Tunnel Slab 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 Strength 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 Tier 2 3B-194 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-15, RAI 03.08.04-16, RAI 03.08.04-17, RAI 03.08.04-26S1 Figure 3B-15: RXB Reinforcement Elevation at Grid Line 4 Wall 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.

Tier 2 3B-209 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-15, RAI 03.08.04-16, RAI 03.08.04-17, RAI 03.08.04-26S1 Figure 3B-16: RXB Reinforcement Section View of 5 ft Thick Wall on Grid Line 4 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 Tier 2 3B-210 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Figure 3B-42: SAP2000 Elevation View and Shell Element Numbers for West Wing Wall at Grid Line 4Not Used Tier 2 3.B-236 Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.04-15, RAI 03.08.04-16, RAI 03.08.04-17, RAI 03.08.04-26S1 Figure 3B-43: RXB Reinforcement Elevation at RXB Grid Line 4 WallNot Used 3.B-237 Design Reports and Critical Section Details Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.04-15, RAI 03.08.04-16, RAI 03.08.04-17, RAI 03.08.04-26S1 Figure 3B-44: RXB Reinforcement Section View of 5 Foot Thick Wall on RXB Grid Line 4Not Used Tier 2 3B-238 Draft Revision 3

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