RAIO-0419-65223, LLC Supplemental Response to NRC Request for Additional Information No. 201 (Erai No. 8975) on the NuScale Design Certification Application

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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
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Document Control Desk, Office of New Reactors
References
RAIO-0419-65223
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RAIO-0419-65223 NuScale Power, LLC 1100 NE Circle Blvd., Suite 200 Corvalis, Oregon 97330, Office: 541.360.0500, Fax: 541.207.3928 www.nuscalepower.com 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

RAIO-0419-65223 NuScale Power, LLC 1100 NE Circle Blvd., Suite 200 Corvalis, Oregon 97330, Office: 541.360.0500, Fax: 541.207.3928 www.nuscalepower.com :

NuScale Supplemental Response to NRC Request for Additional Information eRAI No. 8975

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 Tier 2 3B-2 Draft Revision 3 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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-5 Draft Revision 3 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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-17 Draft Revision 3 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.

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-26 Draft Revision 3 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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-27 Draft Revision 3 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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3.B-50 Draft Revision 3 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 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

Horizontal Reinf. D/C Ratio 11.416 7.563 1.938 20.917 28.080 0.745 Horiz. Membrane Comp.

Stress fxx (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 1.39 3.34 0.416 Vertical Reinforcement (Local Y)

Membrane Tension As1 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

Vertical Reinf. D/C Ratio 9.867 7.563 0.821 18.251 28.080 0.650 Vertical Membrane Comp.

Stress fyy (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 1.15 3.34 0.345 Shear Friction IP Shear OOP Shear XZ-Plane Shear-Friction Avfx (in2) vVnx = vAvfxfy (lb)

Sxy < vVnx ?

Sxy < vVin-plane ?

XZ-Plane Shear Capacity (kip)

XZ-Plane D/C Ratio 16.664 36,000.0 OK FAILPerforming averaging 129.8 0.374 YZ-Plane Shear-Friction Avfy (in2) vVny = vAvfyfy (lb)

Sxy < vVny ?

YZ-Plane Shear Capacity (kip)

YZ-Plane D/C Ratio 18.213 36,000.0 OK 129.8 0.162 Note:

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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3.B-51 Draft Revision 3 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 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

Horizontal Reinf. D/C Ratio 4.031 11.149 1.790 16.971 28.080 0.604 Horiz. Membrane Comp.

Stress fxx (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 2.03 3.34 0.609 Vertical Reinforcement (Local Y)

Membrane Tension As1 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

Vertical Reinf. D/C Ratio 1.574 11.149 0.836 13.559 28.080 0.483 Vertical Membrane Comp.

Stress fyy (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 0.97 3.34 0.291 Shear Friction IP Shear OOP Shear XZ-Plane Shear-Friction Avfx (in2) vVnx = vAvfxfy (lb)

Sxy < vVnx ?

Sxy < vVin-plane ?

XZ-Plane Shear Capacity (kip)

XZ-Plane D/C Ratio 24.049 36,000.0 FAILPerforming averaging FAILPerforming averaging 151.9 0.371 YZ-Plane Shear-Friction Avfy (in2) vVny = vAvfyfy (lb)

Sxy < vVny ?

YZ-Plane Shear Capacity (kip)

YZ-Plane D/C Ratio 26.506 36,000.0 FAILPerforming averaging 172.4 0.141 Notes:

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

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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3.B-52 Draft Revision 3 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 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

Horizontal Reinf. D/C Ratio 15.978 7.614 1.497 25.089 28.080 0.893 Horiz. Membrane Comp.

Stress fxx (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 1.91 3.34 0.572 Vertical Reinforcement (Local Y)

Membrane Tension As1 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

Vertical Reinf. D/C Ratio 11.479 7.614 0.604 19.698 28.080 0.701 Vertical Membrane Comp.

Stress fyy (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 1.25 3.34 0.374 Shear Friction IP Shear OOP Shear XZ-Plane Shear-Friction Avfx (in2) vVnx = vAvfxfy (lb)

Sxy < vVnx ?

Sxy < vVin-plane ?

XZ-Plane Shear Capacity (kip)

XZ-Plane D/C Ratio 12.102 36,000.0 OK FAILPerforming averaging 129.8 0.473 YZ-Plane Shear-Friction Avfy (in2) vVny = vAvfyfy (lb)

Sxy < vVny ?

YZ-Plane Shear Capacity (kip)

YZ-Plane D/C Ratio 16.601 36,000.0 OK 129.8 0.117 Note:

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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3.B-57 Draft Revision 3 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 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

Horizontal Reinf. D/C Ratio 4.504 5.537 0.367 10.408 18.720 0.556 Horiz. Membrane Comp.

Stress fxx (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 0.96 3.15 0.304 Vertical Reinforcement (Local Y)

Membrane Tension As1 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

Vertical Reinf. D/C Ratio 2.174 5.537 0.089 7.800 18.720 0.417 Vertical Membrane Comp.

Stress fyy (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 0.38 3.15 0.120 Shear Friction IP Shear OOP Shear XZ-Plane Shear-Friction Avfx (in2) vVnx = vAvfxfy (lb)

Sxy < vVnx ?

Sxy < vVin-plane ?

XZ-Plane Shear Capacity (kip)

XZ-Plane D/C Ratio 14.216 28,800.0 OK FAILPerforming Averaging 130.6 0.061 YZ-Plane Shear-Friction Avfy (in2) vVny = vAvfyfy (lb)

Sxy < vVny ?

YZ-Plane Shear Capacity (kip)

YZ-Plane D/C Ratio 16.546 28,800.0 OK 151.4 0.030 Note:

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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3.B-64 Draft Revision 3 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 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

Horizontal Reinf. D/C Ratio 10.227 5.549 1.198 16.975 18.720 0.907 Horiz. Membrane Comp.

Stress fxx (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 1.19 3.15 0.376 Vertical Reinforcement (Local Y)

Membrane Tension As1 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

Vertical Reinf. D/C Ratio 3.630 5.549 0.309 9.488 18.720 0.507 Vertical Membrane Comp.

Stress fyy (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 0.49 3.15 0.156 Shear Friction IP Shear OOP Shear XZ-Plane Shear-Friction Avfx (in2) vVnx = vAvfxfy (lb)

Sxy < vVnx ?

Sxy < vVin-plane ?

XZ-Plane Shear Capacity (kip)

XZ-Plane D/C Ratio 8.493 28,800.0 OK FAILPerforming Averaging 123.2 0.139 YZ-Plane Shear-Friction Avfy (in2) vVny = vAvfyfy (lb)

Sxy < vVny ?

YZ-Plane Shear Capacity (kip)

YZ-Plane D/C Ratio 15.090 28,800.0 OK 138.4 0.036 Note:

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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3.B-97 Draft Revision 3 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.

Stress Vertical Reinf.

Vert. Comp.

Stress XZ-Plane Shear YZ-Plane Shear

  1. Elems 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

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

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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3.B-140 Draft Revision 3 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 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

East-West Reinf. D/C Ratio 2.392 0.058 0.300 2.750 3.120 0.881 E-W Membrane Comp. Stress fxx (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 0.35 2.42 0.145 North-South Reinforcement (Local Y)

Membrane Tension As1 (in2)

In-Plane Shear As2 (in2)

OOP Moment As3 (in2)

Total As (in2)

As Provided (in2)

North-South Reinf. D/C Ratio 0.446 0.058 0.227 0.731 3.120 0.234 N-S Membrane Comp. Stress fyy (ksi)

Membrane Compression Strength (ksi)

Membrane Compression Stress D/C Ratio 0.07 2.42 0.030 Shear Friction Code Check OOP Shear XZ-Plane Shear-Friction Avfx (in2) vVnx = vAvfxfy (lb)

Sxy < vVnx ?

Sxy < vVin-plane ?

XZ-Plane Shear Capacity (kip)

XZ-Plane D/C Ratio 0.728 2,730.2 FAILPerforming Averaging OK 17.0 0.727 YZ-Plane Shear-Friction Avfy (in2) vVny = vAvfyfy (lb)

Sxy < vVny ?

YZ-Plane Shear Capacity (kip)

YZ-Plane D/C Ratio 2.674 10,028.2 OK 37.5 0.248 Note:

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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3.B-155 Draft Revision 3 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" 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, 3B-36 5'-0" Beams Beam at EL. 75'-0" 3B-38, 3B-39 2'-0" Buttresses 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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-166 Draft Revision 3 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 compression face c (in) 13.0 Nominal moment capacity MN (kip-ft/ft) 2,186 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 1,967 In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 214

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-167 Draft Revision 3 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 compression face c (in) 17.0 Nominal moment capacity MN (kip-ft/ft) 2,618 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 2,356 In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 210

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-168 Draft Revision 3 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 compression face c (in) 15.6 Nominal moment capacity MN (kip-ft/ft) 2,800 Strength reduction factor for flexure (Reference 1.4.9, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 2,520 In-plane shear capacity VIn-plane (kip/ft) 361 Out-of-plane shear capacity VOOP (kip/ft) 217

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-169 Draft Revision 3 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 compression face c (in) 11.5 Nominal moment capacity MN (kip-ft/ft) 2,255 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 2030 In-plane shear capacity VIn-plane (kip/ft) 361 Out-of-plane shear capacity VOOP (kip/ft) 225

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-170 Draft Revision 3 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 compression face c (in) 17.0 Nominal moment capacity MN (kip-ft/ft) 2,717 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 2,445 In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 196

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-171 Draft Revision 3 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 compression face c (in) 8.3 Nominal moment capacity MN (kip-ft/ft) 1,167 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 1,051 In-plane shear capacity VIn-plane (kip/ft) 244 Out-of-plane shear capacity VOOP (kip/ft) 186

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-172 Draft Revision 3 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 compression face c (in) 17.5 Nominal moment capacity MN (kip-ft/ft) 2,826 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 2,543 In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 196

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-173 Draft Revision 3 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 compression face c (in) 11.5 Nominal moment capacity MN (kip-ft/ft) 1,600 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 1,440 In-plane shear capacity VIn-plane (kip/ft) 244 Out-of-plane shear capacity VOOP (kip/ft) 190

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-174 Draft Revision 3 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 compression face c (in) 11.5 Nominal moment capacity MN (kip-ft/ft) 1,600 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 1,440 In-plane shear capacity VIn-plane (kip/ft) 244 Out-of-plane shear capacity VOOP (kip/ft) 190

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-175 Draft Revision 3 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 compression face c (in) 15.8 Nominal moment capacity MN (kip-ft/ft) 2,583 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 2,324 In-plane shear capacity VIn-plane (kip/ft) 275 Out-of-plane shear capacity VOOP (kip/ft) 217

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-176 Draft Revision 3 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 compression face c (in) 12.7 Nominal moment capacity MN (kip-ft/ft) 2,548 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 2,293 In-plane shear capacity VIn-plane (kip/ft) 275 Out-of-plane shear capacity VOOP (kip/ft) 236

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-177 Draft Revision 3 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 compression face c (in) 12.7 Nominal moment capacity MN (kip-ft/ft) 4,370 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 3.933 In-plane shear capacity VIn-plane (kip/ft) 428 Out-of-plane shear capacity VOOP (kip/ft) 327

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-178 Draft Revision 3 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 compression face c (in) 10.4 Nominal moment capacity MN (kip-ft/ft) 1,884 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 1,696 In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 233

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-179 Draft Revision 3 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 compression face c (in) 8.3 Nominal moment capacity MN (kip-ft/ft) 1,542 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MNNew (kip-ft/ft) 1,388 In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 238

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-180 Draft Revision 3 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 compression face c (in) 7.7 Nominal moment capacity MN (kip-ft/ft) 1,582 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 1,424 In-plane shear capacity VIn-plane (kip/ft) 361 Out-of-plane shear capacity VOOP (kip/ft) 240

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-181 Draft Revision 3 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 compression face c (in) 11.5 Nominal moment capacity MN (kip-ft/ft) 4,970 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 4,473 In-plane shear capacity VIn-plane (kip/ft) 611 Out-of-plane shear capacity VOOP (kip/ft) 500

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-182 Draft Revision 3 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 compression face c (in) 8.3 Nominal moment capacity MN (kip-ft/ft) 3,414 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 3,073 In-plane shear capacity VIn-plane (kip/ft) 611 Out-of-plane shear capacity VOOP (kip/ft) 328

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-183 Draft Revision 3 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 compression face c (in) 6.96 Nominal moment capacity MN (kip-ft/ft) 639 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 575 In-plane shear capacity VIn-plane (kip/ft) 183 Out-of-plane shear capacity VOOP (kip/ft) 129

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-184 Draft Revision 3 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 compression face c (in) 9.8 Nominal moment capacity MN (kip-ft/ft) 1,684 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 1,516 In-plane shear capacity VIn-plane (kip/ft) 244 Out-of-plane shear capacity VOOP (kip/ft) 204

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-185 Draft Revision 3 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 compression face c (in) 17.5 Nominal moment capacity MN (kip-ft/ft) 2,826 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 2,543 In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 196

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-186 Draft Revision 3 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 compression face c (in) 8.3 Nominal moment capacity MN (kip-ft/ft) 1,542 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 1,388 In-plane shear capacity VIn-plane (kip/ft) 275 Out-of-plane shear capacity VOOP (kip/ft) 239

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-187 Draft Revision 3 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 compression face c (in) 3.8 Nominal moment capacity MN (kip-ft/ft) 202 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MNNew (kip-ft/ft) 182 In-plane shear capacity VIn-plane (kip/ft) 122 Out-of-plane shear capacity VOOP (kip/ft) 26

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-188 Draft Revision 3 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 compression face c (in) 6.25 Nominal moment capacity MN (kip-ft/ft) 451 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 406 In-plane shear capacity VIn-plane (kip/ft) 183 Out-of-plane shear capacity VOOP (kip/ft) 84

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-189 Draft Revision 3 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. 6 stirrup @ 12 oc, 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 compression face c (in) 6.25 Nominal moment capacity MN (kip-ft/ft) 451 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 406 In-plane shear capacity VIn-plane (kip/ft) 183 Out-of-plane shear capacity VOOP (kip/ft) 84

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-190 Draft Revision 3 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 compression face c (in) 10.9 Nominal moment capacity MN (kip-ft/ft) 1,499 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 1,349 In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 129

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-191 Draft Revision 3 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 compression face c (in) 8.6 Nominal moment capacity MN (kip-ft/ft) 1,181 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 1,063 In-plane shear capacity VIn-plane (kip/ft) 305 Out-of-plane shear capacity VOOP (kip/ft) 134

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

  1. 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 compression face c (in) 2.8 Nominal moment capacity MN (kip-ft/ft) 157 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 141 In-plane shear capacity VIn-plane (kip/ft) 122 Out-of-plane shear capacity VOOP (kip/ft) 27

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

  1. 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 compression face c (in) 2.8 Nominal moment capacity MN (kip-ft/ft) 251 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 226 In-plane shear capacity VIn-plane (kip/ft) 183 Out-of-plane shear capacity VOOP (kip/ft) 43

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-194 Draft Revision 3 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 compression face c (in) 5.8 Nominal moment capacity MN (kip-ft/ft) 460 Strength reduction factor for flexure (ACI 349-06, Section 9.3.2.1)

M 0.90 Out-of-plane moment capacity MN = MMN MN (kip-ft/ft) 414 In-plane shear capacity VIn-plane (kip/ft) 183 Out-of-plane shear capacity VOOP (kip/ft) 87

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-209 Draft Revision 3 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 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.

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.

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-210 Draft Revision 3 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 SECTION V SCALE: NTS FIGURE 3B-15 TOC EL 24'-0"

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

5'-0" 1'-5" RR

  1. 8 @ 6" O.C.

2" CLEAR TYP 2'-0" TOC EL 125'-0" 6" CLEAR TYP 3" CLEAR BIO SHIELD SECTION RR 10'-0"

  1. 9
  1. 11

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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3.B-237 Draft Revision 3 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

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Tier 2 3B-238 Draft Revision 3 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

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