ML18354B330

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LLC Response to NRC Request for Additional Information No. 185 (Erai No. 8963) on the NuScale Design Certification Application
ML18354B330
Person / Time
Site: NuScale
Issue date: 12/20/2018
From: Rad Z
NuScale
To:
Document Control Desk, Office of New Reactors
References
RAIO-1218-63956
Download: ML18354B330 (38)
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Text

RAIO-1218-63956 December 20, 2018 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 Response to NRC Request for Additional Information No.

185 (eRAI No. 8963) on the NuScale Design Certification Application

REFERENCES:

1. U.S. Nuclear Regulatory Commission, "Request for Additional Information No. 185 (eRAI No. 8963)," dated August 18, 2017
2. NuScale Power, LLC Response to NRC "Request for Additional Information No. 185, (eRAI No. 8963)," dated October 17, 2017 The purpose of this letter is to provide the NuScale Power, LLC (NuScale) response to the referenced NRC Request for Additional Information (RAI).

The Enclosure to this letter contains NuScale's response to the following RAI Question from NRC eRAI No. 8963:

03.08.05-6 This completes all responses to eRAI 8963.

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-8G9A Samuel Lee, NRC, OWFN-8G9A Marieliz Vera, NRC, OWFN-8G9A : NuScale Response to NRC Request for Additional Information eRAI No. 8963 NuScale Power, LLC 1100 NE Circle Blvd., Suite 200 Corvalis, Oregon 97330, Office: 541.360.0500, Fax: 541.207.3928 www.nuscalepower.com

RAIO-1218-63956 :

NuScale Response to NRC Request for Additional Information eRAI No. 8963 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.: 8963 Date of RAI Issue: 08/18/2017 NRC Question No.: 03.08.05-6 10 CFR Part 50, Appendix A, GDC 1, 2, 4 and 5 provide the regulatory requirements for the design of the seismic Category I structures. DSRS Section 3.8.5 provides review guidance pertaining to the design and analysis procedures of foundations.

In FSAR Tier 2, Section 3.8.4.1, Description of Foundations, the applicant describes the basemat reinforcement pattern of the foundation of RXB, and in Tier 2, Appendix 3B Design Reports and Critical Section Details. However, the applicant did not provide sufficient information for the design assessments, boundary conditions for each foundation model, settlement evaluation and associated figures. Based on the review, the staff was not able to find sufficient information in the FSAR to make a safety assessment for the design of RXB basemat.

Therefore, provide the following information for the RXB basemat:

design assessments-should include: the capacity of sections, forces & moments at critical locations, design checks, etc.

boundary conditions for each foundation model -should include: stiffness types and parameter throughout the embedded portion of the RXB for each type of model (standalone and combined)

- SASSI2010, SAP2000, and ANSYS -- it should also be noted that, DSRS Section 3.8.5.II.4.N states In the case of gravity loads and basemat foundations, the soil stiffness parameters should be consistent with: (a) dishing or Boussinesq effects (if uncoupled distributed springs are used then it may be necessary for the stiffness to be increased at the edges and reduced at the center of the basemat footprint); (b) basemat size (subgrade modulus could be highly dependent on basemat dimensions); (c) time scale of the loads (i.e., short term construction loads vs. long term loads present throughout the life of the structure); and (d) soil type (i.e., granular vs. cohesive soils).

NuScale Nonproprietary

settlement evaluations and figures showing reinforcement patters for (a) the entire RXB basemat, (b) intersections between walls & the RXB basemat, and (c) intersections between pilasters & the RXB basemat. Settlement evaluation should include following types of settlements: (1) Maximum vertical settlements, (2) tilt settlement, (3) differential settlement between structures and (4) angular distortion.

NuScale Response:

Basemat Design Assessment The capacities of the reactor building (RXB) basemat are presented in Table 1 and Table 2. The maximum demand forces and moments for the main RXB foundation evaluation are listed in Table 3 and Table 4. The design check for the various failure modes of the exterior section and interior section of the main RXB foundation are shown in Table 5 and Table 6 and summarized in Table 13. Draft Revision 3 of the FSAR includes reinforcing patterns that differ from Revision

2. Note that the design assessments provided in this response will be updated to reflect reinforcing provided in Draft Revision 3 of the FSAR. Between Revision 2 and Draft Revision 3 of the FSAR, basemat reinforcing was changed to reduce the number of bundled bars and spacing by half. For example, 6 bundled #11 bars at 12 inches center to center became 3 bundled #11 bars at 6 inches center to center. The effective reinforcing areas are the same or higher, so the design assessments provided in this RAI response provide adequate basis for reinforcement provided in Draft Revision 3 of the FSAR. As an action item from the NRC audit that took place the week of December 3, 2018, design capacity tables for critical sections will be added to the FSAR at a later date.

The capacities of the control building (CRB) basemat are presented in Table 7 and Table 8.

The maximum demand forces and moments for the main CRB foundation evaluation are listed in Table 9 and Table 10. The design check for the various failure modes of the exterior section and interior section of the main CRB foundation are shown in Table 11 and Table 12 and summarized in Table 14.

NuScale Nonproprietary

Table 1: Moment and Shear Capacity: 10-0 Thick RXB Basemat Foundation (Type 1)

Description Parameters Value Information - 10-0 Basemat; 6 Layers EWEF (#11 @ 12 c/c);

2-Leg Stirrups (#6 @ 12 c/c)

Section thickness h (in) 120 Concrete cover dimension c (in) 3 Rebar diameter dt (in) 1.41 Stirrup diameter ds (in) 0.75 Rebar area Ast(t) (in2) 1.560 Stirrup area Ast(s) (in2) 0.44 Effective depth d (in) 107.09 Lever arm jd (in) 101.58 Out-of-Plane Moment Capacity Mn (kip-ft/ft) 4279 Mn = mMn Shear Capacity provided by vVc (kip/ft) 136 Concrete vC = v2bd(fc)

Shear Capacity provided by vVs (kip/ft) 353 Stirrups (ACI 319-06, Section 11.5.7.2) vs = v(Ast(s)fyd)/ss)

In-Plane Shear Capacity by vVconc (kip/ft) 152 Concrete (ACI 349-06, Section 21.7.4.1) vconc = Avc(c(fc))

In-Plane Shear Capacity vVin-plane (kip/ft) 611 (ACI 349-06, Section 21.7.4.1) vin-plane = Minimum of Acv(c(fc) + tfy) or v 8Acv(fc)

NuScale Nonproprietary

Table 2: Moment and Shear Capacity: 10-0 Thick RXB Basemat Foundation (Type 2)

Description Parameters Value Information - 10-0 Basemat; 4 Layers EWEF (#11 @ 12 c/c);

1-Leg Stirrups (#6 @ 12 c/c)

Section thickness h (in) 120 Concrete cover dimension c (in) 3 Rebar diameter dt (in) 1.41 Stirrup diameter ds (in) 0.75 Rebar area Ast(t) (in2) 1.560 Stirrup area Ast(s) (in2) 0.44 Effective depth d (in) 109.91 Lever arm jd (in) 106.24 Out-of-Plane Moment Capacity Mn (kip-ft/ft) 2983 Mn = mMn Shear Capacity provided by vVc (kip/ft) 140 Concrete vC = v2bd(fc)

Shear Capacity provided by vVs (kip/ft) 181 Stirrups (ACI 319-06, Section 11.5.7.2) vs = v(Ast(s)fyd)/ss)

In-Plane Shear Capacity by vVconc (kip/ft) 153 Concrete (ACI 349-06, Section 21.7.4.1) vconc = Avc(c(fc))

In-Plane Shear Capacity vVin-plane (kip/ft) 611 (ACI 349-06, Section 21.7.4.1) vin-plane = Minimum of Acv(c(fc) + tfy) or v 8Acv(fc)

NuScale Nonproprietary

Table 3: Combined Maximum Values for RXB Basemat (Perimeter Region)

FX(Sxx) FY(Syy) Sxy Vxz Vyz MX(Myy) MY(Mxx) kip/ft kip/ft kip/ft kip/ft kip/ft kip-ft/ft kip-ft/ft Maximum 456 558 47 196 117 2749 3022 Element No. S326 S125 S216 S1627 S204 S296 S326 Table 4: Combined Maximum Values for RXB Basemat (Interior Region)

FX(Sxx) FY(Syy) Sxy Vxz Vyz MX(Myy) MY(Mxx) kip/ft kip/ft kip/ft kip/ft kip/ft kip-ft/ft kip-ft/ft Maximum 125 149 70 142 228 1781 2054 Element No. S527 S528 S828 S498 S488 S737 S826 Table 5: Design Check for RXB Basemat Foundation for Perimeter Regions (6 Layers of

  1. 11 @ 12 center to center, each way each face)

Basemat Foundation for RXB (Perimeter Region): Design Check East-West Reinforcement (Local X)

Membrane In-Plane OOP Total As (in2) As Provided East-West Reinf.

Tension Shear (As2) Moment (in2) D/C Ratio (As1) (in2) (in2) (As3) (in2) 8.453 0.000 6.611 15.063 18.720 0.805 E-W Membrane Membrane Membrane Comp. Stress fxx Compression Compression (ksi) Strength (ksi) Stress D/C Ratio 0.74 2.59 0.287 North-South Reinforcement (Local Y)

Membrane In-Plane OOP Total As (in2) As Provided North-South Reinf.

Tension Shear (As2) Moment (in2) D/C Ratio (As1) (in2) (in2) (As3) (in2) 10.335 0.000 6.015 16.349 18.720 0.873 N/S Membrane Membrane Membrane Comp. Stress fyy Compression Compression (ksi) Strength (ksi) Stress D/C Ratio 0.68 2.59 0.264 Shear Friction Code Check OOP Shear XZ-Plane vVnx = Sxy < vVnx Sxy < vVin-plane XZ-Plane XZ-Plane D/C Shear- vAvfxfy Shear Check Friction Avfx (lb) Capacity (kip)

(in2) 10.268 38503.1 OK OK 403.3 0.486 YZ-Plane vVny = Sxy < vVny YZ-Plane YZ-Plane D/C Shear- vAvfyfy Shear Check Friction Avfy (lb) Capacity (kip)

(in2) 8.385 31444.8 OK 384.1 0.304 NuScale Nonproprietary

Table 6: Design Check for RXB Basemat Foundation for Interior Regions (4 Layers of #11

@ 12 center to center, each way each face)

Basemat Foundation for RXB (Perimeter Region): Design Check East-West Reinforcement (Local X)

Membrane In-Plane OOP Total As (in2) As Provided East-West Reinf.

2 Tension Shear (As2) Moment (in ) D/C Ratio 2 2 2 (As1) (in ) (in ) (As3) (in )

2.308 0.000 4.297 6.605 12.480 0.529 E-W Membrane Membrane Membrane Comp. Stress fxx Compression Compression (ksi) Strength (ksi) Stress D/C Ratio 0.16 2.46 0.064 North-South Reinforcement (Local Y)

Membrane In-Plane OOP Total As (in2) As Provided North-South Reinf.

2 Tension Shear (As2) Moment (in ) D/C Ratio 2 2 2 (As1) (in ) (in ) (As3) (in )

2.755 0.000 3.724 6.480 12.480 0.519 N/S Membrane Membrane Membrane Comp. Stress fyy Compression Compression (ksi) Strength (ksi) Stress D/C Ratio 0.21 2.46 0.086 Shear Friction Code Check OOP Shear XZ-Plane vVnx = Sxy < vVnx Sxy < vVin-plane XZ-Plane XZ-Plane D/C Shear- vAvfxfy Shear Check Friction Avfx (lb) Capacity (kip) 2 (in )

10.172 38144.8 OK OK 297.0 0.479 YZ-Plane vVny = Sxy < vVny YZ-Plane YZ-Plane D/C Shear- vAvfyfy Shear Check Friction Avfy (lb) Capacity (kip) 2 (in )

9.725 36467.7 OK 292.3 0.780 NuScale Nonproprietary

Table 7: Moment and Shear Capacity: 5-0 Thick CRB Basemat Foundation (Type 1)

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

2-Leg Stirrups (#6 @ 12 c/c)

Section thickness h (in) 60 Concrete cover dimension c (in) 3 Rebar diameter dt (in) 1.41 Stirrup diameter ds (in) 0.75 Rebar area Ast(t) (in2) 1.560 Stirrup area Ast(s) (in2) 0.44 Effective depth d (in) 51.32 Lever arm jd (in) 48.57 Out-of-Plane Moment Capacity Mn (kip-ft/ft) 1023 Mn = mMn Shear Capacity provided by Concrete vVc (kip/ft) 65 vC = v2bd(fc)

Shear Capacity provided by Stirrups vVs (kip/ft) 169 (ACI 319-06, Section 11.5.7.2) vs = v(Ast(s)fyd)/ss)

In-Plane Shear Capacity by Concrete vVconc (kip/ft) 76 (ACI 349-06, Section 21.7.4.1) vconc = Avc(c(fc))

In-Plane Shear Capacity vVin-plane (kip/ft) 305 (ACI 349-06, Section 21.7.4.1) vin-plane = Minimum of Acv(c(fc) + tfy) or v 8Acv(fc)

NuScale Nonproprietary

Table 8: Moment and Shear Capacity: 5-0 Thick CRB Basemat Foundation (Type 2)

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

1-Leg Stirrups (#6 @ 12 c/c)

Section thickness h (in) 60 Concrete cover dimension c (in) 3 Rebar diameter dt (in) 1.41 Stirrup diameter ds (in) 0.75 Rebar area Ast(t) (in2) 1.560 Stirrup area Ast(s) (in2) 0.44 Effective depth d (in) 49.91 Lever arm jd (in) 46.24 Out-of-Plane Moment Capacity Mn (kip-ft/ft) 1298 Mn = mMn Shear Capacity provided by Concrete vVc (kip/ft) 64 vC = v2bd(fc)

Shear Capacity provided by Stirrups vVs (kip/ft) 165 (ACI 319-06, Section 11.5.7.2) vs = v(Ast(s)fyd)/ss)

In-Plane Shear Capacity by Concrete vVconc (kip/ft) 76 (ACI 349-06, Section 21.7.4.1) vconc = Avc(c(fc))

In-Plane Shear Capacity vVin-plane (kip/ft) 305 (ACI 349-06, Section 21.7.4.1) vin-plane = Minimum of Acv(c(fc) + tfy) or v 8Acv(fc)

NuScale Nonproprietary

Table 9: Combined Maximum Values for CRB Basemat (Perimeter Region)

FX(Sxx) FY(Syy) Sxy Vxz Vyz MX(Myy) MY(Mxx) kip/ft kip/ft kip/ft kip/ft kip/ft kip-ft/ft kip-ft/ft Maximum 312 291 216 143 125 406 593 Element No. 386 375 373 373 345 69 386 Table 10: Combined Maximum Values CRB Basemat (Interior Region)

FX(Sxx) FY(Syy) Sxy Vxz Vyz MX(Myy) MY(Mxx) kip/ft kip/ft kip/ft kip/ft kip/ft kip-ft/ft kip-ft/ft Maximum 309 228 135 114 83 302 326 Element No. 45 347 25 45 45 99 45 Table 11: Design Check for CRB Basemat Foundation for Perimeter Regions (3 Layers of

  1. 11 @ 12 center to center, each way each face)

Basemat Foundation for RXB (Perimeter Region): Design Check East-West Reinforcement (Local X)

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

5.772 3.107 2.848 11.727 12.480 0.940 North-South Reinforcement (Local Y)

Membrane In-Plane OOP Total As As Provided North-South Reinf.

2 2 2 Tension (As1) (in ) Shear (As2) Moment (in ) (in ) D/C Ratio 2 2 (in ) (As3) (in )

5.393 3.107 1.952 10.452 12.480 0.838 Shear Friction Code OOP Shear Check XZ-Plane Shear- vVnx = Sxy < vVnx Sxy < XZ-Plane XZ-Plane D/C Check 2

Friction Avfx (in ) vAvfxfy vVin-plane Shear (lb) Capacity (kip) 6.708 OK OK 173.2 0.826 25154.2 YZ-Plane Shear- vVny = Sxy < vVny YZ-Plane YZ-Plane D/C Check 2

Friction Avfy (in ) vAvfyfy Shear (lb) Capacity (kip) 7.087 26577.8 OK 176.8 0.705 NuScale Nonproprietary

Table 12: Design Check for CRB Basemat Foundation for Interior Regions (4 Layers of

  1. 11 @ 12 center to center, each way each face)

Basemat Foundation for RXB (Perimeter Region): Design Check East-West Reinforcement (Local X)

Membrane In-Plane OOP Total As As Provided East-West Reinf.

Tension Shear Moment (in2) (in2) D/C Ratio 2 2 2 (As1) (in ) (As2) (in ) (As3) (in )

5.713 1.292 1.491 8.496 9.360 0.908 North-South Reinforcement (Local Y)

Membrane In-Plane OOP Total As As Provided North-South 2 2 Tension Shear Moment (in ) (in ) Reinf. D/C Ratio (As1) (in2) (As2) (in2) (As3) (in2) 4.215 1.292 1.382 6.889 9.360 0.736 Shear Friction Code OOP Shear Check XZ-Plane vVnx = Sxy < vVnx Sxy < XZ-Plane XZ-Plane D/C Shear- vAvfxfy vVin-plane Shear Check Friction Avfx (lb) Capacity (kip)

(in2) 3.647 OK OK 178.7 0.637 13676.4 YZ-Plane vVny = Sxy < vVny YZ-Plane YZ-Plane D/C Shear- vAvfyfy Shear Check Friction Avfy (lb) Capacity (kip)

(in2) 5.145 OK 193.4 0.431 19294.4 Table 13: Summary of Demand-Capacity Ratios for RXB Basemat Location Attribute Demand-Capacity Ratio East-West Reinforcement 0.805 North-South Reinforcement 0.873 RXB Perimeter Region XZ-Plane OOP Shear 0.486 YZ-Plane OOP Shear 0.304 East-West Reinforcement 0.529 North-South Reinforcement 0.519 RXB Interior Region XZ-Plane OOP Shear 0.479 YZ-Plane OOP Shear 0.780 NuScale Nonproprietary

Table 14: Summary of Demand-Capacity Ratios for CRB Basemat Location Attribute Demand-Capacity Ratio East-West Reinforcement 0.91 Control Building Interior Slab North-South Reinforcement 0.74 Section XZ-Plane OOP Shear 0.64 YZ-Plane OOP Shear 0.43 East-West Reinforcement 0.94 Control Building Perimeter North-South Reinforcement 0.84 Slab Section XZ-Plane OOP Shear 0.83 YZ-Plane OOP Shear 0.70 Boundary Conditions The boundary conditions of the three buildings are all the same. The buildings are surrounded by backfill soil 25 feet in width along the entire embedded height of the buildings. The exterior walls of the buildings are connected to the backfill soil through common nodes of the solid elements modeling the backfill and shell elements modeling the walls. See Figure 1 and Figure 2.

Strain-compatible properties of Soil Type 11 are used for the backfill soil properties. Soil Type 11 is used because the average shear-wave velocity, Vs, for the upper 85 feet of soil is 768 fps, which is very close to a typical backfill Vs of 800 fps.

The thicknesses and properties of the fourteen layers of the backfill soil are provided in Table 15.

Note that no stiffness reduction is used for the backfill soil.

The backfill soil solid elements are connected to the free-field solid elements at each node. The size of the soil included in the model is chosen large enough that the displacements induced by the static loads of the structures become negligible on the edges of the free-field soil model.

The SAP2000 triple building model uses the properties of the softest soil (Soil Type 11) to model a large portion of the free-field with a further 50% reduction in soil stiffness to increase differential forces and moments on the building foundation design under static loads. This model is described in Revision 2 of FSAR Section 3.8.5.5.5 and is shown Revision 2 of FSAR Figure 3.8.5-41. The bottom displacements of the free-field soil nodes are fixed in all three directions.

The normal displacements on the four outer vertical surfaces of the free-field soil are restrained.

NuScale Nonproprietary

Figure 1: Isometric View of NuScale Buildings NuScale Nonproprietary

Figure 2: Longitudinal East-West Section Isometric View of NuScale Buildings NuScale Nonproprietary

Table 15: Strain-Compatible Properties of Backfill Soil Backfill Soil Properties of the Combined Model Layer No. Depth (ft) Layer Youngs Shear Modulus (ksf)

Thickness (ft) Modulus (ksf) 1 6.25 6.25 4313.9 1457.4 2 12.5 6.25 2614.0 883.1 3 18.75 6.25 1518.7 513.1 4 25 6.25 5599.8 1891.8 5 31.25 6.25 6034.1 2038.5 6 37.5 6.25 5445.2 1839.6 7 43.75 6.25 7157.7 2418.2 8 50 6.25 8300.5 2804.2 9 56.25 6.25 9618.4 3249.5 10 62.5 6.25 9595.7 3241.8 11 68.75 6.25 9806.9 3313.1 12 75 6.25 9534.1 3221.0 13 80 5 9313.8 3146.6 14 85 5 7634.8 2579.3 NuScale Nonproprietary

Settlement Displacement, or settlement, values at various nodes for the reactor building, radioactive waste building, and control building from the uncracked and cracked triple building models are provided in Table 16 and Table 17, respectively. Figure 3 shows the locations of the nodes.

The maximum vertical settlement, average vertical settlement, tilts and rotations about east-west and north-south axes, and differential settlement for each building from the uncracked and cracked triple building models are summarized in Table 18 and Table 19, respectively.

Tilt angles for the reactor building basemat are provided in Table 20. Nodes referenced within Table 20 are shown in Figure 4, as well as settlement contours.

Definitions:

Settlement- vertical displacement of soil due to building foundation reactions from static load cases.

Tilt Settlement- the average vertical displacement of west corner foundation nodes subtracted from the average vertical displacement of east corner foundation nodes of each building.

Differential Settlement- difference in settlement between two neighboring buildings.

Angular Distortion (tilt angle)- angle of rotation between two nodes of the foundation created by the vertical differential settlement of the two nodes across the horizontal dimension between the nodes.

NuScale Nonproprietary

Table 16: Displacement at Bottoms of Foundations of Uncracked Triple Building Model Node Displacements (Uncracked Triple Building Model)

Response Combination 9-6: (COMB-Static(1GZ+H+F+S+0.8L)-Concrete Building Node Node Coordinates (inch) Displacement (inch) Building Tilt Location No. X Y Z U1 U2 U3 (inch)

(EW) (NS) (Vert)

RWB West 41173 -2460 -825 570 -0.10 0.01 -0.60 +0.99 per 180 41189 -2460 96 570 -0.10 0.01 -0.61 or +0.28 per 50 41206 -2460 1149 570 -0.08 0.02 -0.52 Middle 41887 -1380 -825 570 -0.11 0.01 -1.04 41903 -1380 96 570 -0.10 0.01 -1.04 41920 -1380 1149 570 -0.09 0.00 -0.90 East 42517 -300 -825 570 -0.12 0.01 -1.63 42533 -300 96 570 -0.11 0.01 -1.62 42550 -300 1149 570 -0.12 0.03 -1.46 RXB West 129 0 -873 0 -0.02 -0.03 -1.75 +0.19 per 341 140 0 0 0 -0.03 0.00 -1.81 or +0.03 per 50 151 0 873 0 -0.02 0.04 -1.75 Middle 801 1872 -873 0 -0.01 -0.01 -1.89 812 1872 0 0 -0.02 0.01 -2.05 823 1872 873 0 -0.01 0.03 -1.88 East 1616 4092 -873 0 0.02 -0.02 -1.95 1627 4092 0 0 0.02 0.02 -2.00 1638 4092 873 0 0.01 0.05 -1.94 CRB West 31066 4470 -705 345 0.15 0.01 -1.75 -0.72 per 78 or 31078 4470 -8 345 0.15 0.01 -1.78 -0.46 per 50 31089 4470 705 345 0.15 0.02 -1.73 Middle 31327 4980 -705 345 0.16 0.01 -1.36 31339 4980 -8 345 0.16 0.01 -1.36 31350 4980 705 345 0.16 0.02 -1.34 East 31559 5406 -705 345 0.16 0.01 -1.04 31571 5406 -8 345 0.16 0.01 -1.05 31582 5406 705 345 0.17 0.02 -1.02 NuScale Nonproprietary

Table 17: Displacement at Bottoms of Foundations of Cracked Triple Building Model Node Displacements (Cracked Triple Building Model)

Response Combination 9-6: (COMB-Static(1GZ+H+F+S+0.8L)-Concrete Building Node Node Coordinates (inch) Displacement (inch) Building Tilt Location No. X Y Z U1 U2 U3 (inch)

(EW) (NS) (Vert)

RWB West 41173 -2460 -825 570 -0.10 0.01 -0.60 +0.99 per 180 41189 -2460 96 570 -0.10 0.01 -0.61 or +0.28 per 50 41206 -2460 1149 570 -0.08 0.03 -0.53 Middle 41887 -1380 -825 570 -0.11 0.01 -1.04 41903 -1380 96 570 -0.10 0.01 -1.04 41920 -1380 1149 570 -0.09 0.00 -0.89 East 42517 -300 -825 570 -0.12 0.01 -1.64 42533 -300 96 570 -0.11 0.01 -1.63 42550 -300 1149 570 -0.12 0.03 -1.46 RXB West 129 0 -873 0 -0.02 -0.04 -1.75 +0.19 per 341 140 0 0 0 -0.03 0.00 -1.81 or +0.03 per 50 151 0 873 0 -0.02 0.04 -1.75 Middle 801 1872 -873 0 -0.01 -0.01 -1.89 812 1872 0 0 -0.02 0.01 -2.06 823 1872 873 0 -0.02 0.03 -1.88 East 1616 4092 -873 0 0.02 -0.02 -1.95 1627 4092 0 0 0.02 0.02 -2.00 1638 4092 873 0 0.01 0.05 -1.94 CRB West 31066 4470 -705 345 0.14 0.01 -1.75 -0.72 per 78 or 31078 4470 -8 345 0.14 0.01 -1.78 -0.46 per 50 31089 4470 705 345 0.15 0.02 -1.74 Middle 31327 4980 -705 345 0.15 0.01 -1.36 31339 4980 -8 345 0.15 0.01 -1.36 31350 4980 705 345 0.16 0.02 -1.34 East 31559 5406 -705 345 0.16 0.01 -1.04 31571 5406 -8 345 0.16 0.01 -1.05 31582 5406 705 345 0.16 0.02 -1.02 NuScale Nonproprietary

Figure 3: Plan View of Edge and Center Nodes at Bottom of Foundations Selected for Building Settlement Assessment.

NuScale Nonproprietary

Table 18: Summary of Foundation Settlement of Uncracked Triple Building Model Summary of Foundation Settlements (Uncracked Triple Building Model)

Response Combination 9-6: (COMB-Static(1GZ+H+F+S+0.8L)-Concrete Building Maximum Average Foundation Rotation Foundation Rotation Differential Vertical Vertical E-W Tilt about N-S N-S Tilt about E-W Settlement Settlement Settlement (inch) Axis (inch) Axis between (inch) (inch) (degree) (degree) Structures (inch)

RWB -1.63 -1.05 +0.99 +0.0264 +0.13 +0.0039 0.20 (between RWB and RXB)

RXB -2.05 -1.89 +0.19 +0.0027 +0.004 +0.0001 -0.21 (between RXB and CRB)

CRB -1.78 -1.38 -0.72 -0.0442 +0.02 +0.0008 (n/a)

Table 19: Summary of Foundation Settlement of Cracked Triple Building Model Summary of Foundation Settlements (Cracked Triple Building Model)

Response Combination 9-6: (COMB-Static(1GZ+H+F+S+0.8L)-Concrete Building Maximum Average Foundation Rotation Foundation Rotation Differential Vertical Vertical E-W Tilt about N-S N-S Tilt about E-W Settlement Settlement Settlement (inch) Axis (inch) Axis between (inch) (inch) (degree) (degree) Structures (inch)

RWB -1.64 -1.05 +0.99 +0.0264 +0.13 +0.0039 0.20 (between RWB and RXB)

RXB -2.06 -1.89 +0.20 +0.0027 +0.005 +0.0001 -0.21 (between RXB and CRB)

CRB -1.78 -1.38 -0.72 -0.0443 +0.02 +0.0007 (n/a)

NuScale Nonproprietary

Table 20: Local Foundation Tilt Angles Calculation Horizontal Tilt Calculation EW- Distance (Node 1627 to Node 1344) (see Figure 4) (inches) 818.75 Differential Vertical Displacement between two nodes (inches) 0.1062 Local Horizontal Tilt Angle (Degrees) 0.00743 Inclined Diagonal Tilt Calculation Diagonal Distance (Node 1638 to Node 1344) (see Figure 4) (inches) 1196.863 Differential Vertical Displacement between two nodes (inches) 0.1639 Local Inclined Diagonal Tilt Angle (Degrees) 0.00784 Figure 4: RXB Base Differential Settlement Contours Plan View by SAP2000 Impact on DCA:

FSAR Tier 2, Sections 3.8.5.1, 3.8.5.6.4 and 3B.2.3.1, and FSAR Tier 2, Tables 3.8.5-7c, 3.8.5-7d, 3.8.5-19, 3B-62 through 3B-65, and FSAR Tier 2, Figures 3B-86 through 3B-89 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 of Category I Structures 3.8.5 Foundations 3.8.5.1 Description of Foundations RAI 03.08.05-22S1 The Seismic Category I Buildings are the Reactor Building (RXB) and the Control Building (CRB). These buildings are 34 feet apart between centerlines of walls, and are connected by a tunnel. The Seismic Category II Radioactive Waste Building (RWB) is approximately 25 feet from the RXB. The RXB, CRB and RWB are described in Sections 1.2 and 3.8.4. The foundations of the RXB and CRB are described below.

Reactor Building Foundation The RXB basemat foundation is 10 feet thick. The basemat is larger than the building and measures approximately 358 feet by 163 feet. The foundation top of concrete (TOC) elevation is 24'-0". The foundation for the refueling pool area has a top of concrete elevation of approximately 19 feet. Similarly, the elevator has a TOC of approximately 17 feet and sumps have a TOC elevation of approximately 20 feet. For the locations where the top of concrete is less than 24'-0" the foundation depth is increased to maintain the 10 foot minimum thickness.

RAI 03.08.05-6 The basemat reinforcement pattern is 63 layers of #11 bars at 126" centers each way (i.e., north-south and east- west) top and bottom for main reinforcing steel, and 2-legged stirrups of #6#9 headed bars at 12" centers each way at the perimeter of the basemat, extending 15 feet from the centerline of the exterior walls. The interior section of the basemat is 42 layers of #11 bars at 126" centers each way, top and bottom for main reinforcing steel, and 1-legged stirrups of #6 headed bars at 12" centers each way.

Control Building Foundation The CRB basemat foundation is 5 feet thick, with dimensions of approximately 130 feet by 91 feet with TOC at 50'-0".

The reinforcement pattern for the basemat is 3 layers of #11 bars at 12" centers each way top and bottom for main reinforcing steel, and 2-legged stirrups of #6 bars at 12" centers each way. The perimeter of the main slab contains 4 layers of #11 bars at 12" centers each way top and bottom for main reinforcing steel, and 2-legged stirrups of #6 bars at 12" centers each way.

3.8.5.2 Applicable Codes, Standards and Specifications The codes, standards, and specifications that are used to design and construct the RXB and CRB are identified in Section 3.8.4.2. These codes are applicable to the foundations as well.

Tier 2 3.8-128 Draft Revision 3

NuScale Final Safety Analysis Report Design of Category I Structures The results provided in Table 3.8.5-12 show that the deeply embedded Control Building experiences less than 1/10" of sliding displacement and less than 1/64" of total vertical uplift displacement. The magnitudes of these displacements are insignificant. Thus, the potential for overturning is insignificant.

RAI 03.08.05-22 3.8.5.6.3 Average Bearing Pressure RAI 03.08.05-22 As stated in Section 3.8.5.5.4, the average static bearing pressure is the dead load of the building divided by the footprint.

RAI 02.03.01-2, RAI 03.08.05-22S1 The seismic weight of the RXB is 587,147 kips and the calculated footprint is 58,175 ft2. This results in an average pressure of 10.1 ksf. This results in a factor of safety of 7.4 to the minimum soil bearing capacity of 75 ksf specified in Table 2.0-1.

The seismic weight of the CRB, including the tunnel, is 49,041 kips. The rectangular basemat area is 11,800 ft2, the tunnel area is 501 ft2, which makes a total area of 12,301 ft2. This results in an average static bearing pressure of 4.0 ksf. This provides a factor of safety of 19 to the minimum soil bearing pressure of 75 ksf provided in Table 2.0-1.

RAI 03.08.05-22, RAI 03.08.05-22S1 The average dynamic bearing pressure is obtained as described in Section 3.8.5.5.4, with the vertical reaction for the entire basemat computed at each time step. The RXB foundation average dynamic pressure is 4.6 ksf. The CRB average foundation dynamic pressure on the rectangular basemat is 2.3 ksf. The average dynamic pressure on the tunnel area is not calculated. Maximum dynamic pressures across the entire CRB basemat, including the tunnel basemat, are shown on Figure 3.8.5-3a. These pressures are obtained by the post-processing approach indicated in Section 3.7.2.4.1.

3.8.5.6.4 Settlement RAI 02.03.01-2, RAI 03.08.05-2, RAI 03.08.05-6 Displacement values are provided for selected nodes in the foundation in Table 3.8.5-7a and Table 3.8.5-7b. Summaries of different settlement types are given in Table 3.8.5-7c and Table 3.8.5-7d. The location of these nodes is shown in Figure 3.8.5-10. As can be seen from the values in Table 3.8.5-7a and Table 3.8.5-7bthrough Table 3.8.5-7d, total settlement at any foundation node, tilt settlement, and differential settlement are minimal. The maximum allowable differential settlement between the RXB and CRB, and between the RXB and RWB is 0.5 inch.

RAI 02.03.01-2 Tier 2 3.8-149 Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.05-6 Table 3.8.5-7c: Summary of Foundation Settlement of Uncracked Triple Building Model Summary of Foundation Settlements (Uncracked Triple Building Model) Response Combination 9-6: (COMB-Static(1GZ+H+F+S+0.8L)-Concrete Building Maximum Vertical Average Vertical Foundation E-W Rotation about NS Foundation N-S Rotation about Differential Settlement 1 2 3 4 5 Settlement Settlement Tilt Axis Tilt EW Axis6 between Structures 7 (inch) (inch) (inch) (degree) (inch) (degree) (inch) 0.2 RWB -1.63 -1.05 0.99 0.0264 0.13 0.0039 (between RWB and RXB)

-0.21 RXB -2.05 -1.89 0.19 0.0027 0.004 0.0001 (between RXB and CRB)

CRB -1.78 -1.38 -0.72 -0.0442 0.02 0.0008 (n/a)

Notes:

1. Maximum settlement among the 9 selected nodes at the bottom of each foundation
2. The average values of the settlements of the 9 selected nodes
3. A positive tilt for a building implies the east edge of the building is lower and the building is leaning toward the east.

A negative tilt for a building implies the west edge of the building is lower and the building is leaning toward the west.

4. The angle of foundation rotation of a building about the NS axis was calculated by dividing the EW tilt by the EW dimension of the foundation (see Table 3.8.5-19).
5. A Positive tilt for a building implies the south edge of the building is lower and the building is leaning toward the south.

3.8-165 A negative tilt for a building implies the north edge of the building is lower and the building is leaning toward the north.

6. The angle of foundation rotation of a building about the EW axis was calculated by dividing the NS tilt by the NS dimension of the foundation (see Table 3.8.5-19).
7. This is the difference in settlement between two neighboring buildings. It was calculated by subtracting the settlement of the west edge of the east building from the settlement of the east edge of the west building.

A positive value implies that the building in the east settles more than that in the west.

Design of Category I Structures Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.05-6 Table 3.8.5-7d: Summary of Foundation Settlement of Cracked Triple Building Model Summary of Foundation Settlements (Cracked Triple Building Model) Response Combination 9-6: (COMB-Static(1GZ+H+F+S+0.8L)-Concrete Building Maximum Vertical Average Vertical Foundation E-W Rotation about NS Foundation N-S Rotation about Differential Settlement 1 2 3 4 5 Settlement Settlement Tilt Axis Tilt EW Axis6 between Structures 7 (inch) (inch) (inch) (degree) (inch) (degree) (inch) 0.2 RWB -1.64 -1.05 0.99 0.0264 0.13 0.0039 (between RWB and RXB)

-0.21 RXB -2.06 -1.89 0.2 0.0027 0.005 0.0001 (between RXB and CRB)

CRB -1.78 -1.38 -0.72 -0.0443 0.02 0.0007 (n/a)

Notes:

1. Maximum settlement among the 9 selected nodes at the bottom of each foundation
2. The average values of the settlements of the 9 selected nodes
3. A Positive tilt for a building implies the east edge of the building is lower and the building is leaning toward the east.

A negative tilt for a building implies the west edge of the building is lower and the building is leaning toward the west.

4. The angle of foundation rotation of a building about the NS axis was calculated by dividing the EW tilt by the EW dimension of the foundation (see Table 3.8.5-19).
5. A Positive tilt for a building implies the south edge of the building is lower and the building is leaning toward the south.

3.8-166 A negative tilt for a building implies the north edge of the building is lower and the building is leaning toward the north.

6. The angle of foundation rotation of a building about the EW axis was calculated by dividing the NS tilt by the NS dimension of the foundation (see Table 3.8.5-19).
7. This is the difference in settlement between two neighboring buildings. It was calculated by subtracting the settlement of the west edge of the east building from the settlement of the east edge of the west building.

A positive value implies that the building in the east settles more than that in the west.

Design of Category I Structures Draft Revision 3

NuScale Final Safety Analysis Report Design of Category I Structures RAI 03.08.05-6 Table 3.8.5-19: Foundation Sizes Building E-W Width (ft) N-S Width (ft)

RXB 341 145.5 CRB 78 116.67 CRB Tunnel 27.5 18.67 Since the settlements are calculated at the foundation nodes in the centerlines of walls, an E-W or N-S width used for foundation tilting angle calculation is the distance between the centerlines of two exterior walls.

Based on nodal coordinates.

Tier 2 3.8-178 Draft Revision 3

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

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

The following critical sections are presented for the RXB:

Walls

  • Wall at grid line 1 - West outer perimeter wall at foundation level
  • Wall at grid line 3 - Interior weir wall and upper stiffener
  • Wall at grid line 4 - Interior wall of RXB with two different thicknesses
  • Wall at grid line 6 - Pool wall and upper stiffener wall
  • Wall at grid line E - South exterior wall extending upward from foundation level Slabs RAI 03.08.05-6
  • Basemat foundation
  • Slab at EL. 100'-0" - Slab at grade
  • Slab at EL. 181'-0" - Slab at roof Pilasters
  • Pilasters at grid line A Beams
  • Beam at EL. 75'-0" Buttresses
  • Buttress at EL. 126'-0" NPM Bay
  • West wing wall Tier 2 3B-1 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.05-6 3B.2.3.1 Basemat Foundation RAI 03.08.05-6 The reinforced concrete section for the basemat is comprised of a 10 foot thick concrete slab with 2 layers of #11 bars at 6" centers each way, top and bottom, for main reinforcing steel, and headed #6 bars at 12" centers each way. The perimeter of the main slab contains 3 layers of #11 bars at 6" centers each way, top and bottom, for main reinforcing steel, and headed #9 bars at 12" centers each way.

RAI 03.08.05-6 Figure 3B-86 and Figure 3B-87 show the two zones, Perimeter Area and Interior Area, used for design of the basemat. Figure 3B-86 and Figure 3B-87 also show the basemat solid element numbering in the RXB finite element model. Reinforcement drawings are shown in Figure 3B-88 and Figure 3B-89.

RAI 03.08.05-6 For evaluation, the total area of reinforcing steel required for axial tension, in-plane shear, and out-of-plane moment is considered. In addition, reduction of out-of-plane shear capacity of concrete due to axial tension is considered.

RAI 03.08.05-6 For the design check, bounding demand forces and moments for the basemat are considered at the following locations:

RAI 03.08.05-6

1) Basemat of the perimeter of the RXB structure RAI 03.08.05-6
2) Basemat of the interior of the RXB structure RAI 03.08.05-6 Table 3B-62 shows the demand forces and moments used for the design check of the perimeter and interior of the basemat of the RXB structure. Table 3B-63 shows the magnitudes of bounding static and dynamic forces and moments over the RXB basemat foundation. The static, dynamic and combined demands do not occur at the same location, and averaging of demands over elements was employed in the combined responses as explained in Section 3B.1.1.1.

RAI 03.08.05-6 The design checks for the various failure modes of the RXB foundation perimeter and interior are shown in Table 3B-64 and Table 3B-65 respectively.

Tier 2 3B-21 Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report 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-152 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 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 03.08.05-6 Table 3B-62: Combined Maximum Values for RXB Basemat Forces and Moments Element FX(Sxx) FY(Syy) Sxy MX(Myy) MY(Mxx) Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Perimeter Region 456 558 47 196 117 2749 3022 Element No. S326 S125 S216 S1627 S204 S296 S326 Interior Region 125 149 70 142 228 1781 2054 Element No. S527 S528 S828 S498 S488 S737 S826 FX and FY are in tension.

Element averaging was employed.

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

Tier 2 3B-159 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.05-6 Table 3B-63: Magnitudes of Bounding Static and Dynamic RXB Basemat Forces and Moments Element FX(Sxx) FY(Syy) Sxy MX(Myy) MY(Mxx) Vxz Vyz (k/ft) (k/ft) (k/ft) (k-ft/ft) (k-ft/ft) (k/ft) (k/ft)

Static Force or Moment 156 262 49 2554 2554 358 438 Element No. S135 S845 S828 S1690 S1690 S829 S1706 Dynamic Force or 818 916 22 3174 3174 632 926 Moment Element No. S326 S125 S1685 S305 S305 S1689 S536 Tier 2 3B-160 Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.05-6 Table 3B-64: Design Check for Reactor Building Basemat Foundation for Perimeter Region Basemat Foundation for RXB (Perimeter Region): Design Check East-West Reinforcement (Local X)

Membrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 8.453 0 6.611 15.063 18.72 0.805 E-W Membrane Comp. Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) Stress D/C Ratio 0.74 2.59 0.287 North-South Reinforcement (Local Y)

Membrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 10.335 0 6.015 16.349 18.72 0.873 N-S Membrane Comp. Membrane Compression Membrane Compression 3.B-161 Stress fyy (ksi) Strength (ksi) Stress D/C Ratio 0.68 2.59 0.264 Shear Friction Code Check OOP Shear XZ-Plane Shear- Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity XZ-Plane D/C Ratio Avfx (in2) (kip) 10.268 38,503.10 OK OK 403.3 0.486 YZ-Plane Shear- Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity YZ-Plane D/C Ratio Design Reports and Critical Section Details Avfy (in2) (kip) 8.385 31,444.80 OK 384.1 0.304 Draft Revision 3

Tier 2 NuScale Final Safety Analysis Report RAI 03.08.05-6 Table 3B-65: Design Check for Reactor Building Basemat Foundation for Interior Region Basemat Foundation for RXB (Interior Region): Design Check East-West Reinforcement (Local X)

Membrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided East-West Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 2.308 0 4.297 6.605 12.48 0.529 E-W Membrane Comp. Membrane Compression Membrane Compression Stress fxx (ksi) Strength (ksi) Stress D/C Ratio 0.16 2.46 0.064 North-South Reinforcement (Local Y)

Membrane Tension As1 In-Plane Shear As2 OOP Moment As3 Total As As Provided North-South Reinf. D/C Ratio (in2) (in2) (in2) (in2) (in2) 2.755 0 3.724 6.48 12.48 0.519 N-S Membrane Comp. Membrane Compression Membrane Compression 3.B-162 Stress fyy (ksi) Strength (ksi) Stress D/C Ratio 0.21 2.46 0.086 Shear Friction Code Check OOP Shear XZ-Plane Shear- Friction vVnx = vAvfxfy (lb) Sxy < vVnx ? Sxy < vVin-plane ? XZ-Plane Shear Capacity XZ-Plane D/C Ratio Avfx (in2) (kip) 10.172 38,144.80 OK OK 297 0.479 YZ-Plane Shear- Friction vVny = vAvfyfy (lb) Sxy < vVny ? YZ-Plane Shear Capacity YZ-Plane D/C Ratio Design Reports and Critical Section Details Avfy (in2) (kip) 9.725 36,467.70 OK 292.3 0.78 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Figure 3B-86: Reactor Building Basemat Perimeter Elements RAI 03.08.05-6 Tier 2 3.B-248 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details Figure 3B-87: Reactor Building Basemat Interior Elements RAI 03.08.05-6 Tier 2 3.B-249 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.05-6 Figure 3B-88: Reactor Building Reinforcement Plan of Basemat Foundation Tier 2 3B-259 Draft Revision 3

NuScale Final Safety Analysis Report Design Reports and Critical Section Details RAI 03.08.05-6 Figure 3B-89: Cross Section of Reactor Building Basemat Showing Reinforcing Steel RX RX RX C #6 @ 12" O.C. E.W. B A 5'-10" 15'-0"

  1. 11 @ 12" O.C. E.W. #11 @ 6" O.C. E.W.

TYP U.N.O. TYP U.N.O.

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

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

10'-0" TOC EL 17'-6"

  1. 9 @ 12" O.C. E.W.

5'-

10 BOC EL 8'-0" 11'-0" SECTION C Figure 3B-88 Tier 2 3B-260 Draft Revision 3

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