Text

Response to Request for Additional Information Regarding Proposed License Amendment Request for Removal of Refueling Water Chemical Addition Tank and Replacement of Containment Sump Buffer
	ML23103A275
Person / Time
Site:	North Anna
Issue date:	04/13/2023
From:	Lawrence D; Virginia Electric & Power Co (VEPCO)
To:	; Office of Nuclear Reactor Regulation, Document Control Desk
References
	22-239B
	Download: ML23103A275 (1)
	v • d • e

{{#Wiki_filter:VIRGINIA ELECTRIC AND POWER COMPANY RICHMOND, VIRGINIA 23261 April 13, 2023 U. S. Nuclear Regulatory Commission Attention: Document Control Desk Washington, DC 20555-0001 Serial No.: NRA/SS: Docket Nos.: 10 CFR 50.90 22-239B RO 50-338/339 License Nos.: NPF-4/7 VIRGINIA ELECTRIC AND POWER COMPANY (DOMINION ENERGY VIRGINIA) NORTH ANNA POWER STATION UNITS 1 AND 2 RESPONSE TO REQUEST FOR ADDITIONAL INFORMATION REGARDING PROPOSED LICENSE AMENDMENT REQUEST FOR REMOVAL OF REFUELING WATER CHEMICAL ADDITION TANK AND REPLACEMENT OF CONTAINMENT SUMP BUFFER By letter dated November 3, 2022 (Agencywide Documents Access and Management System (ADAMS) Accession No. ML22307A317) Virginia Electric and Power Company (Dominion Energy Virginia) submitted a proposed license amendment to the U.S. Nuclear Regulatory Commission (NRC) for North Anna Power Station, Units 1 and 2. This license amendment request proposed changes to eliminate the Refueling Water Chemical Addition Tank and allow the use of sodium tetraborate decahydrate (NaTB) to replace sodium hydroxide (NaOH) as a chemical additive (buffer) for Containment sump pH control. In an email dated March 15, 2023, the NRC transmitted the final version of a request for additional information (ADAMS Accession No. ML23075A023) related to the LAR. Dominion Energy Virginia agreed to respond to the request for additional information (RAI) within 30 days of issuance, or no later than April 14, 2023. provides Dominion Energy Virginia's response to the RAI. Attachment 2 provides the Reactor Containment NaTB Basket Design Calculation. Attachment 3 provides the NaTB Basket Framing Plan Drawings.

Serial No.: 22-2398 Docket Nos.: 50-338/339 Page 2 of 3 If you have any questions or require additional information, please contact Mr. Shayan Sinha at (804) 273-4687. Vice President - Nuclear Operations & Fleet Performance Dominion Energy Virginia COMMONWEAL TH OF VIRGINIA COUNTY OF HENRICO The foregoing document was acknowledged before me, in and for the County and Commonwealth aforesaid, today by Mr. Douglas C. Lawrence, who is Vice President - Nuclear Operations & Fleet Performance, of Virginia Electric and Power Company. He has affirmed before me that he is duly authorized to execute and file the foregoing document in behalf of that company, and that the statements in the document are true to the best of his knowledge and belief. Acknowledged before me this ~ '3 t-h day of A-or< \\ , 2023. --'-'-\\-, --------' My Commission Expires: Jo.V\\U00j 31. 201. V. Kathryn Hill Barret Notary Public Commonwealth of Virginia Reg. No. 7905256 My Commission Expires January 31, 2024 Commitments made in this letter: None. Attachments: c1(4 -;5/--13...,,,J-Notary Public

1. Response to Request for Additional Information Regarding Proposed License Amendment Request for Removal of Refueling Water Chemical Addition Tank and Replacement of Containment Sump Buffer

2. Reactor Containment Na TB Basket Design Calculation

3. NaTB Basket Framing Plan Drawings

cc: Regional Administrator, Region II U. S. Nuclear Regulatory Commission Marquis One Tower 245 Peachtree Center Avenue, NE, Suite 1200 Atlanta, Georgia 30303-1257 Mr. G. Edward Miller Senior Project Manager - North Anna Power Station U. S. Nuclear Regulatory Commission Mail Stop 09 E-3 One White Flint North 11555 Rockville Pike Rockville, Maryland 20852-2738 NRC Senior Resident Inspector North Anna Power Station Old Dominion Electric Cooperative Electronically Distributed State Health Commissioner Virginia Department of Health James Madison Building - 7th Floor 109 Governor Street, Suite 730 Richmond, Virginia 23219 State Coordinator Virginia Department of Emergency Management Serial No.: 22-2398 Docket Nos.: 50-338/339 Page 3 of 3

Serial No.: 22-239B Docket Nos.: 50-338/339 VIRGINIA ELECTRIC AND POWER COMPANY (DOMINION ENERGY VIRGINIA) NORTH ANNA POWER STATION, UNITS 1 AND 2 ATTACHMENT 1 RESPONSE TO REQUEST FOR ADDITIONAL INFORMATION REGARDING PROPOSED LICENSE AMENDMENT REQUEST FOR REMOVAL OF REFUELING WATER CHEMICAL ADDITION TANK AND REPLACEMENT OF CONTAINMENT SUMP BUFFER

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 1 of 12 By letter dated November 3, 2022 (Agencywide Documents Access and Management System (ADAMS) Accession No. ML22307A317) Virginia Electric and Power Company (Dominion Energy Virginia) submitted a proposed license amendment to the U.S. Nuclear Regulatory Commission (NRC) for North Anna Power Station, Units 1 and 2. This license amendment request (LAR) proposed changes to eliminate the Refueling Water Chemical Addition Tank (CAT) and allow the use of sodium tetraborate decahydrate (NaTB) to replace sodium hydroxide (NaOH) as a chemical additive (buffer) for Containment sump pH control. In an email dated March 15, 2023, the NRC transmitted the final version of a request for additional information (ADAMS Accession No. ML23075A023) related to the LAR. Dominion Energy Virginia agreed to respond to the request for additional information (RAI) within 30 days of issuance, or no later than April 14, 2023. This attachment provides Dominion Energy Virginias response to the RAI. ELTB RAI-1 The regulations in 10 CFR 50.49, Environmental qualification of electric equipment important to safety for nuclear power plants, requires, in part, licensees to establish a program for qualifying electric equipment important to safety as defined in 50.49(b). The regulation in 50.49(e) requires that the electric equipment qualification program must include and be based on the following parameters: temperature and pressure, humidity, chemical effects, radiation, aging, submergence, synergistic effects, and margins. Section 3.1.6, Environmental Qualification (EQ) of Equipment, of the submittal dated November 3, 2022, provides the licensees evaluation of the impact the proposed changes have on the chemical parameters for equipment subject to 10 CFR 50.49. It is not apparent, however, that the licensee discussed the impact of the proposed changes on other environmental parameters that affect EQ of electric equipment such as temperature, pressure, radiation, etc. Provide a discussion on the impact of the proposed changes on the other environmental parameters specified in 10 CFR 50.49(e). Dominion Energy Virginia Response to ELTB RAI-1 The impact of the proposed changes on the environmental parameters specified in 10 CFR 50.49(e) are evaluated as follows:

Temperature and Pressure: The ability of the quench spray and recirculation spray subsystems to cool the reactor core and return the Containment to subatmospheric pressure and maintain it at subatmospheric pressure is not affected, because quench spray and recirculation spray flow rates and recirculation spray cooler

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 2 of 12 performance are not affected by the proposed changes. This conclusion is discussed further in Dominion Energy Virginias response to SNSB RAI-1. There are no changes to the containment temperature or pressure profiles resulting from the proposed modifications. Therefore, environmental qualification of electrical equipment important to safety remains unchanged with respect to temperature and pressure.

Humidity: The maximum expected relative humidity inside reactor containment during a Design Basis Accident (DBA) is 100%. All equipment evaluated under the EQ program (also referred to as EQ equipment) within Containment is qualified for 100% relative humidity per the applicable Plant Qualification Evaluations (PQEs). Therefore, the EQ equipment within Containment will remain qualified for humidity since the equipment is qualified to the maximum achievable relative humidity.
Chemical Effects: As described in the RAI, chemical effects are discussed in Section 3.1.6, Environmental Qualification (EQ) of Equipment of Attachment 1 to the associated LAR submittal, ADAMS Accession No. ML22307A317.
Radiation: As discussed in Section 3.1.2, Radiological Consequences of to the associated LAR submittal, fresh sprays (i.e., sprays with no dissolved iodine) are effective at scrubbing elemental iodine, and thus a spray additive (used to increase sump pH) is unnecessary during the fresh spray phase when the spray solution is being drawn from the refueling water storage tank (RWST). Upon transfer to recirculation mode, NaTB maintains Containment sump water pH such that iodine re-evolution is prevented. Therefore, the dose rates inside Containment using NaTB as a buffer are consistent with the dose rates under the existing configuring using NaOH and the EQ equipment remains qualified for radiation.
Aging: The EQ equipment aging factors occur during normal plant operations.

Since the buffer configuration change only affects accident conditions, there is no impact to the EQ equipment aging factors.

Submergence: The volume of NaOH solution evaluated in the Containment flood level analysis (5,593 gallons) is greater than the volume displaced by the addition of the NaTB baskets including NaTB buffer (420 ft3 or 3,142 gallons). The removal of the CAT and NaOH causes a negligible decrease in the overall post-accident containment flood level, considering all other sources of water, which is conservative with respect to submergence criteria for EQ equipment. Therefore, the submergence parameter is not affected by the replacement of NaOH with

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 3 of 12 NaTB as the buffer for Containment sump pH control, and the existing design basis maximum water level inside Containment remains bounding.

Synergistic Effects: For a synergistic effect to occur, two or more environmental parameters are required to be impacted. Since the parameters listed above have not been impacted, synergistic effects will not occur.
Margins: Regulation 10 CFR 50.49, paragraph (e)(8) states the following concerning margins: Margins must be applied to account for unquantified uncertainty, such as the effects of production variations and inaccuracies in test instruments. These margins are in addition to any conservatisms applied during the derivation of local environmental conditions of the equipment unless these conservatisms can be quantified and shown to contain appropriate margins. The replacement of NaOH with NaTB has no impact on margins which account for existing unquantified uncertainty and does not introduce new unquantified uncertainty, since this change does not impact any existing EQ equipment qualification analyses or introduce any new EQ equipment.

In conclusion, the proposed changes have no impact on the environmental parameters specified in 10 CFR 50.49(e). NCSG RAI-1 Page 14 of 26 in attachment 1 of the submittal dated November 3, 2022, states that each of the 8 empty baskets weighs 1,456lbs. The weight of each basket when loaded with sodium tetraborate is stated to be approximately 4,450lbs. Subtracting the weight of the empty basket from the total loaded weight results in 2,985lbs of sodium tetraborate per basket. The combined weight of sodium tetraborate for 8 baskets would be 23,880lbs. This amount exceeds the proposed TS limit for maximum mass of sodium tetraborate which is stated as 22,192 lbs. Explain how the maximum TS value for sodium tetraborate will not be exceeded given the design parameters of a fully loaded basket described above. Dominion Energy Virginia Response to NCSG RAI-1 The weights reported are calculated for different purposes and therefore contain application-specific conservatisms. Structural calculation CEM-0226, Revision 0, which is provided in Attachment 2 to this RAI response letter, includes several conservatisms that increase the basket weight above actual weight. The Technical Specification (TS)

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 4 of 12 NaTB weight requires a more precise value and is calculated based on actual basket parameters while still using bounding minimum and maximum values as appropriate. Since the calculations are for different purposes and contain different conservatisms, they are not directly related to each other. The weight of an empty basket (1,465 lbs) and the weight of NaTB in a fully loaded basket (3,000 lbs) is documented in calculation CEM-0226, Revision 0. This response clarifies that the weight of 4,450 lbs is provided as an approximation based on the weights in calculation CEM-0226, which evaluates the structural adequacy of the NaTB baskets and uses a conservative value for the weight of the NaTB contained in a basket. The NaTB weight is conservative since it does not account for the volume of the basket structural members, which displace a portion of the available volume within a basket available for NaTB. Also, the density used for NaTB to calculate the weight bounds the documented maximum density. The proposed TS limit of 22,192 lbs for the maximum amount of NaTB contained in the baskets collectively takes into account the volume of NaTB displaced by the structural members of the basket to determine the maximum available volume for NaTB at a height of 20 in. The TS limit was also calculated using the documented maximum NaTB density. Therefore, the maximum TS value for NaTB will not be exceeded since the TS value was derived using a more precise available volume for NaTB in each basket and the documented maximum NaTB density. SNSB RAI-1 The following General Design Criteria of Title 10 of Code of Federal Regulations (CFR), Part 50, Appendix A, whose conformity is discussed in Chapter 3 of the North Anna UFSAR, are applicable for containment design: Criterion 16Containment design. Reactor containment and associated systems shall be provided to establish an essentially leak-tight barrier against the uncontrolled release of radioactivity to the environment and to assure that the containment design conditions important to safety are not exceeded for as long as postulated accident conditions require. Criterion 38Containment heat removal. A system to remove heat from the reactor containment shall be provided. The system safety function shall be to reduce rapidly, consistent with the functioning of other associated systems, the containment pressure and temperature following any loss-of-coolant accident and maintain them at acceptably low levels. Criterion 50Containment design basis. The reactor containment structure, including access openings, penetrations, and the containment heat removal system shall be designed so that the containment structure and its internal compartments can

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 5 of 12 accommodate, without exceeding the design leakage rate and with sufficient margin, the calculated pressure and temperature conditions resulting from any loss-of-coolant accident. This margin shall reflect consideration of (1) the effects of potential energy sources which have not been included in the determination of the peak conditions, such as energy in steam generators and as required by § 50.44 energy from metal-water and other chemical reactions that may result from degradation but not total failure of emergency core cooling functioning, (2) the limited experience and experimental data available for defining accident phenomena and containment responses, and (3) the conservatism of the calculational model and input parameters. In its letter dated November 3, 2022, Attachment 1, Section 4.1, Applicable Regulatory Requirements/Criteria, states that the ability of the quench spray (QS) and recirculation spray (RS) subsystems to cool the reactor core and return the containment to subatmospheric pressure and maintain it at subatmospheric pressure is not affected by the proposed change. It also states that the proposed change will not impact the ability of NAPS to comply with the requirements of Criterion 38. It is not, however, apparent that a technical evaluation of these results is provided in Section 3.0, Technical Evaluation. Based on the proposed change, the combined effect of parameters given below could impact the loss-of-coolant accident (LOCA) containment response.

The reduction of containment free volume from the addition of NaTB baskets.
Removal of NaOH from the refueling water storage tank (RWST) water in the analysis of record (AOR) would affect its density and, therefore, impact the QS pump performance and flow rate.
Addition of NaTB and removal of NaOH from the sump water in the AOR would affect its density and, therefore, impact RS pump performance and flow rate during the LOCA recirculation phase.
Change in the performance of the RS cooler due to change in flow rate and its overall heat transfer coefficient.
Change in the properties of the QS and RS droplets.

Due to the combined effect of the changes in above parameters and/or any other, provide a discussion of changes and impact on the following: (a) LOCA containment pressure and temperature response AOR results. (b) Net positive suction head (NPSH) AOR results for the pumps that draw water from the sump during LOCA recirculation phase.

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 6 of 12 Dominion Energy Virginia Response to SNSB RAI-1 The volume of each NaTB basket, including the volume displaced by the NaTB in each basket, is conservatively approximated to be 52.5 ft3. The reduction in containment free volume of each unit due to installation of eight (8) NaTB baskets is 420 ft3. The minimum and maximum containment free volumes are 1,825,000 ft3 and 1,916,000 ft3, respectively, per NAPS UFSAR Table 6.2-2. This represents a 5% difference between the minimum and maximum volumes. The 420 ft3 decrease in containment free volume due to the addition of the NaTB baskets results in a decrease in containment free volume of approximately 0.023%. Therefore, this change is negligible. The AORs for analyzing Containment peak pressure and depressurization, and NPSH available for QS and RS pumps use a volumetric flow rate in their models. The QS and RS pumps' performance and volumetric flow rate delivery are not impacted by small density variations given constant system curve conditions. As described below, changes to the total flowrates due to system condition affects (i.e., fluid density), are negligible. The volumetric percent of NaOH solution in the QS flow is approximately 3.2%, which results in an approximate 0.43% increase in density of the QS liquid compared to the borated solution in the RWST. Therefore, the change in density of the QS liquid with the removal of the NaOH is negligible. The percent of NaOH present in the minimum Containment sump volume at the start of recirculation is conservatively approximated to be 3.33%, which results in an approximate 0.45% increase in density of the Containment sump liquid compared to the Containment sump liquid without the addition of NaOH from the CAT. Similarly, the dissolution of the maximum amount of NaTB contained in the baskets results in an approximate 1.57% increase in density of the Containment sump liquid at the start of recirculation. This difference in density will decrease as Containment sump liquid volume increases during the LOCA. Small increases of this magnitude in liquid density would be expected to increase the associated system Reynolds number slightly, resulting in little or no change in piping friction factor with a corresponding negligible impact to system and associated pump flow rates. Therefore, at the start of recirculation and beyond, the change in density of the Containment sump liquid due to the removal of NaOH from the CAT and the addition of NaTB from the baskets is negligible. The RS cooler performance as modeled in the AORs is unaffected. As described in the response to RS flow rate above, the volumetric flow rate of RS is unaffected. Regarding the heat transfer coefficient, the NRC-approved methodology documented in DOM-NAF-3-P-A and approved by the NRCs Safety Evaluation (SE) dated August 30, 2006 (ADAMS Accession No. ML062420511), does not consider the minor density effects due to use of either the current NaOH buffer in the CAT or NaTB buffer in baskets in containment.

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 7 of 12 The formulations for the heat transfer coefficient are documented in Section 6.4.1 of Electric Power Research Institute (EPRI) Report, NAI 8907-06, Revision 16, GOTHIC Containment Analysis Package Technical Manual, Version 7.2a. GOTHIC uses the determined Reynolds and Prandtl numbers to calculate the Nusselt number, and then calculates the heat transfer coefficient using pure water phasic properties from the American Society of Mechanical Engineers (ASME) steam tables, as documented in Section 12.2 of the GOTHIC Containment Analysis Technical Manual (Version 7.2a). As documented in the SE for DOM-NAF-3-P-A, this approach is conservative, and the minor density affects are covered by the overall conservatisms of the methodology. Similar to the response for the RS Cooler performance above, the NRC-approved methodology documented in DOM-NAF-3-P-A uses pure water properties and does not consider the minor density effects caused by the current NaOH buffer or the change to NaTB baskets. The droplet sizes modeled in the AORs are not based on best-estimate droplet sizes which may potentially be affected by minor changes in the density of the fluid. Instead, the spray nozzle vendor determined Sauter mean droplet diameter at multiple differential pressures across the nozzle are input into the GOTHIC model. The Sauter mean diameter is then adjusted dependent on the application to generate the most limiting results (i.e., adjusted in the conservative direction). The approved methodology creates a bounding droplet size independent of minor density effects. As described in the NRC SE for DOM-NAF-3-P-A, Section 3.3, Dominion Energys methodology for the droplet modeling using pure water properties and application-specific adjustment of the Sauter mean diameter is conservative. This section in the SE states the following: The proposed methodology incorporated several adjustments to the simplified RCS containment model to ensure a conservative calculation of NPSHA. A multiplier of 1.2 is applied to the heat transfer coefficient for the containment heat sinks to compensate for the non-conservative values (with respect to NPSHA calculation) generated by the Direct DLM heat transfer Model. All of the spray water is injected as droplets into the containment atmosphere (nozzle spray flow fraction of 1). Analyses are performed using the largest Sauter spray droplet size and a confirmatory analysis is performed by reducing the Sauter diameter by 2, which sufficiently covers code and spray performance uncertainty without creating drops too small that may cause excess droplet holdup in the atmosphere. A conservative water holdup volume is subtracted from the containment liquid volume to reduce the sump water height. Other adjustments include use of upper limit for containment free volume and minimum initial containment pressure. The conservatism incorporated in this methodology meets the applicable regulatory positions in RG 1.82.

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 8 of 12 Additional information is included in Attachment 3 of DOM-NAF-3-P-A, which describes that sensitivity cases were analyzed with a range of droplet diameters, based on the spray nozzle type for various differential pressures performed in a laboratory with pure water by the vendor (UFSAR Figures 6.2-52 and 6.2-53). A detailed description of the method for selection of droplet size is provided in DOM-NAF-3-P-A, Attachment 1 with supplemental information in Attachment 3. Therefore, this issue was originally studied and any small variation in droplet diameter or properties due to the change in buffer is captured within the GOTHIC methodology using pure water as the liquid media. The GOTHIC analyses maximizes the QS and RS droplet effect (produces conservative results) dependent on which analysis is being evaluated (e.g., maximum Sauter mean diameter for Containment Depressurization with a Sauter mean diameter divided by 2 for the NPSH available analyses). Based on the above responses on flow rates and performance, the AORs for the LOCA containment pressure and temperature response and NPSH for the pumps that draw water from the sump during LOCA recirculation phase are not affected by the removal of the NaOH buffer in the CAT or the addition of the NaTB baskets in containment. The GOTHIC models and methods approved for Safety Analysis use conservative design inputs and parameters, based on sensitivity studies and benchmarking to vendor components specifications, to maximize containment pressure for depressurization cases and minimize containment pressure for NPSH available analyses as described in DOM-NAF-3-P-A. The Safety Analyses AORs are not affected by the CAT removal and the addition of NaTB baskets in containment as they are not explicitly modeled due to GOTHIC using pure water and the ASME steam tables. ESEB RAI-1

Background:

The following General Design Criteria of Title 10 of Code of Federal Regulations (CFR), Part 50, Appendix A, whose conformity is discussed in Chapter 3 of the North Anna UFSAR, are applicable for containment design: 10 CFR 50, Appendix A, General Design Criterion (GDC) 1, Quality standards and records, with respect to ensuring that the structures important to safety other than containment are designed, fabricated, erected, constructed, tested, and inspected to quality standards commensurate with the safety function to be performed. 10 CFR Part 50, Appendix A, GDC 2, Design bases for protection against natural phenomena, as it relates to the design of seismic Category I structures, systems, and components (SSCs), requires, in part, that the SSCs important to safety shall be designed to withstand the effects of natural phenomena such as earthquakes, tornadoes,

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 9 of 12 hurricanes, floods, tsunami, and seiches without loss of capability to perform their safety functions. In its letter dated November 3, 2022, (ADAMS Accession No. ML23017A317), the licensee states in Subsection 3.2.1, NaTB Basket Design,: The baskets are classified as Non-safety Quality (NSQ) based on not being functionally safety-related, but are required to be seismically anchored to prevent damage to nearby safety-related equipment. The baskets are also required to remain functional (i.e., some of or all their passive functions must remain intact) during and/or after a Design Basis Event (DBE). Therefore, the baskets are designed to meet Seismic II/I requirements and maintain their structural integrity during a DBE. The design loads for the baskets are generated by combining the unfactored load effects of dead loading, chemical pressure loading, and seismic loading. The NaTB baskets were evaluated to maintain their structural integrity during an Earthquake DBE concurrent with post-LOCA elevated temperature conditions. The basket members and connections are analyzed to meet applicable licensing and design basis requirements in the NAPS Updated Final Safety Analysis Report (UFSAR) for Unit 1 and Unit 2 and Dominion Energy Nuclear Engineering Standard (DNES) DNES-VA-CE-0046, American Institute of Steel Construction (AISC) 9th Edition, "Manual of Steel Construction" [Reference 12]. Issue/Request: a) Although, the NaTB is placed in granular form in baskets, it is not apparent whether additional forces or moments can result from movement of the NaTB within the baskets during seismic events and/or due to eccentric or non-uniform loading of the NaTB and may affect the walls or anchorage of the baskets. Discuss whether the forces generated from movement and/or eccentric/non-uniform loading of the NaTB within the baskets were considered in the seismic analysis. b) It is not apparent whether the anchorage patterns of the NaTB baskets can be placed at the sites as qualified in the analytical report(s). Discuss whether the anchorage patterns of the NaTB baskets, as qualified in the analytical report(s), can be placed with acceptable engineering tolerances during the installation process at the sites.

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 10 of 12 c) It is not apparent whether prying effects on the anchor loads were considered in qualifying the anchors and associated baseplates. Describe whether the anchor loadings include prying effects to qualify the anchors and associated base plates. If not, describe why prying effect on anchors were not considered. d) It is not apparent whether the material compositions of the NaTB basket and its anchorage system may be vulnerable to or could cause dissimilar-metal corrosion that could degrade the structural integrity of anchorages over the remaining period of the renewed facility operating license. Describe whether dissimilar-material condition exists between the NaTB basket and the anchorage system, and whether there would be a condition of dissimilar-metal corrosion. Describe whether a plant periodic condition monitoring program (new or existing) will be initiated to ensure the structural integrity of basket anchorages during the extended period of operation. e) The application did not provide engineering/fabrication drawings of the basket and refer to any associated analytical report(s) in the application. Provide engineering/fabrication drawings and analytical report(s) of the NaTB basket(s). Dominion Energy Virginia Response to ESEB RAI-1

a. Per Section 10.1 of the Reactor Containment NaTB Basket Design Calculation (CEM-0226, Revision 0) provided in Attachment 2 to this RAI response letter, the pressure of the granular NaTB on the sides of the basket is evaluated similarly to how a retaining wall would be evaluated, except the maximum pressure is conservatively applied along the entire height of the basket wall. Additionally, during a seismic event, it is conservatively assumed that only one wall will withstand the entire lateral force generated by a seismic event for the entire mass of the NaTB within the baskets, and that no friction will aid in distributing the weight to the surrounding walls or floor. This methodology was applied in each horizontal direction to determine the worst-case stresses within the basket walls, frames, and anchorage. The Reactor Containment NaTB Basket Design Calculation concluded that the NaTB baskets are acceptable for the design load combinations considered.

b. Per the NaTB Basket Framing Plan Drawings (1901156-11715-FS-50A, Revision 0 & 1901156-11715-FS-50B, Revision 0) provided in Attachment 3 to this RAI

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 11 of 12 response letter, the tolerance window for anchor placement is 2 in. x 2 in. Calculation CEM-0226 evaluates the anchorage for nearby edges and anchor spacing, and the calculation accounts for the worst-case placement within this tolerance window. The anchorage will be installed in accordance with plant processes which provide guidance and instruction for the installation of anchors. Per plant process for installation of anchorage, rebar will be scanned prior to the installation of the baskets. If rebar is found, then Engineering and Installation personnel supporting NAPS will work together to provide the best solution dependent on the rebar scan results (cutting of rebar, rotation of basket, provide additional anchorage placement tolerance, etc.). The final configuration will be approved by Engineering personnel supporting NAPS, prior to installation.

c. Per the NaTB Basket Framing Plan Drawings provided in Attachment 3 to this RAI response letter, the thickness of the angles used is 1/2 in. Per American Institute of Steel Construction (AISC), Manual of Steel Construction, 9th Edition, the required thickness to eliminate prying action for an angle member is:

Where:

B is the required tension per bolt,
Fy is the yield strength of the angle,
b is the distance between edge of bolt hole to the face of the angle leg, and
p is the tributary length.

Based on the geometries shown in NaTB Basket Framing Plan Drawings (1901156-11715-FS-50A & 1901156-11715-FS-50B), and the values in the NaTB Basket Design Calculation (CEM-0226), a minimum thickness required to eliminate prying action is calculated to be:

(.)(...) (.)() = 0.188, which is less than the 1/2 in. thickness provided in the current design. Therefore, no prying action is expected for the basket anchorage.

Serial No.: 22-239B Docket Nos.: 50-338/339, Page 12 of 12

d. Based on NaTB Basket Framing Plan Drawings provided in Attachment 3 to this RAI response letter, the basket walls, frame members, bolting hardware, and anchors are all composed of stainless steel material and no dissimilar material conditions exist.

With respect to plant periodic condition monitoring, a new TS surveillance requirement is proposed in Attachment 4 to the associated LAR submittal which requires inspection of the NaTB baskets to verify that they are intact. This surveillance requirement would provide periodic monitoring of the basket anchorages for structural integrity during the extended period of operation.

e. The Reactor Containment NaTB Basket Design Calculation (CEM-0226, Revision 0 with Addendum 00A, Revision 0) is provided in Attachment 2 to this RAI response letter. The NaTB Basket Framing Plan Drawings (1901156-11715-FS-50A, Revision 0 & 1901156-11715-FS-50B, Revision 0) are provided in Attachment 3 to this RAI response letter.

Serial No.: 22-239B Docket Nos.: 50-338/339 VIRGINIA ELECTRIC AND POWER COMPANY (DOMINION ENERGY VIRGINIA) NORTH ANNA POWER STATION, UNITS 1 AND 2 ATTACHMENT 2 REACTOR CONTAINMENT NaTB BASKET DESIGN CALCULATION

Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body TABLE OF CONTENTS CEM-0226 Rev.a Page 2 of 51

1.

Record of Revisions andAddenda......................................................................................................................................... 3

2.

Cumulative Effects Review...................................................................................................................................................... 3

3.

References.................................................................................................................................................................................. 4

4.

Computer Codes Used............................................................................................................................................................ 5

5.

Identification of Computer Inputs and Outputs....................................................................................................................... 5

6.

Background.................................................................................................................................................................................. 5

7.

Assumptions............................................................................................................................................................................. 5

8.

Methodology............................................................................................................................................................................. 6

9.

Design lnputs.............................................................................................................................................................................. 9

10.

Calculations................................................................................................................................................................................ 11

11.

Results and Condusions........................................................................................................................................................... 51

12.

Precautions and Limitations...................................................................................................................................................... 51

13.

Calculation Review Checklist................................................................................................................................................. 51

14.

Attachments................................................................................................................................................................................ 51

Dominion Energy North Anna Power Station Units 1 & 2 REVISION 0 N/A Reactor Containment NaTB Basket Design Calculation Body

1. RECORD OF REVISIONS & ADDENDA ADDENDUM DESCRIPTION Initial release in support of modification DC NA-19-01156, "Refueling Water Chemical Addition Tank (CAT) Removal and Sodium Hydroxide N/A (NaOH) pH Buffer Elimination."

2. CUMULATIVE EFFECTS REVIEW CEM-0226 Rev. a Page 3 of 51

Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body

3. REFERENCES 3.1 Codes, Standards, and Design Handbooks 1.1 AISC Manual of Steel Construction, 9th Edition.

1.2 Foundation Analysis and Design by Bowles, 5th Edition. 1.3 Roark's Formulas for Stress and Strain, 7th Edition. 1.4 ASCE-8-90, Specification for the Design of Cold-Formed Stainless Steel Structural Members. 1.5 Welding Formulas and Tables for Structural and Mechanical Engineers, 1.\\/.1. Structural Design Service Portland Oregon 1.6 AISC Design Guide 1, 2nd Edition, "Base Plate and Anchor Rod Design"

1. 7 Theory of Plates and Shells, 2nd Edition, limoshenko 1.8 Not Used 1.9 ASCE 7-88, Minimum Design Loads for Buildings and Other Structures 1.10 AISC Design Guide 24, 1st Edition, "Hollow Structural Section Connections" 1.11 AISC Manual of Steel Construction, 15th Edition 1.12 The Behavior of Welded Joints in Stainless and Alloy Steels at Elevated Temperatures, Oak Ridge National Lab Report Number ORNL-4781,August 1972, R.G. Gilliland 1.13 AWS D1.6/01.6M:2017, Structural W:llding Code - Stainless Steel, 3rd Edition 1.14 ASTMA554-16, Standard Specification for Welded Stainless Steel Mechanical Tubing 1.15 ASME B31.1-2020, ASME Code for Power Piping 1.16 ASME BPVC, Sec. II, Part D, ASME Boiler & Pressure Vessel Code, 2019 Edition 1.17 AWSA5.4/A5.4M:2012, Specification for Stainless Steel Electrodes for Shielding MetalArc Welding 1.18 ASTMA574-17, Standard Specification for Alloy Steel Socket-Head Cap Screws 1.19 ASME B1.1-2019, Unified Inch Screw Threads (UN, UNR, and UNJ Thread Forms) 1.20 Industrial Press Machinery's Handbook, 30th Edition 1.21 ASME BTH-1-2020, Design of Below-the-Hook Lifting Devices 3.2 Project Documents 2.1 1901156-11715-FS-S0A Rev. 0, "NaTB Basket Framing Plans and Details SH 1 North Anna Power Station - Unit 1 & 2" 2.2 1901156-11715-FS-S0B, Rev. 0, "NaTB Basket Framing Plans and Details SH 2 North Anna Power Station - Unit 1 & 2" 2.3 DC NA-19-01156, Rev. 0, "Refueling Water ChemicalAddition Tank (CAT) Removal and Sodium Hydroxide (NaOH) pH Buffer Elimination."

3.3 Station Criteria 3.1 DNES-VA-GN-0038, Rev. 0, Seismic Qualification of Equipment 3.2 ETE-CEM-2020-0004, Rev. 0, Seismic Response Spectra for the Design of New Chemical Storage Baskets in the Basement of the Reactor Containment for the Chemical Addition Tank (CAT) Removal Project, DC NA-19-01155 (U1) and DC NA-19-01156 (U2) 3.3 DNES-VA-EM-0024, Rev. 1, Simplified Analysis of Base Plate Assemblies Utilizing Drilled-In ConcreteAnchor Bolts 3.4 North Anna Power Station Updated Final Safety Analysis Report (UFSAR), Rev. 57 3.5 NA-CALC-CIV-11715-BK-SB, Rev. 0, "Reactor Containment Interior Design Book/Concrete" 3.6 NA-EQUAL-000-59-EZD, Rev. 28, "North Anna Environmental Zone Description Units 1 & 2"

3. 7 ET-CEM-05-0003, Rev. 1, "Seismic Response Spectra for Bigge Gantry/ Rail and Strainer Replacement-Surry Units 1 and 2 and North Anna Units 1 and 2" 3.8 DNES-AA-MEL-4001, Rev. 3, "Determining the Safety Classification of Structures, Systems, and Components" CEM-0226 Rev.a Page 4 of 51

Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body

4. COMPUTER CODES USED Listed below are the computer programs that have been validated per Sargent & Lundy Software Verification & \\lalidation procedures. The software has been accessed from the LAN by PC No.

PL 12166. 4.1 Mathcad v15.0.5.0 (S&L Program No. 03.7.548-15_M050): Mathcad Version 15 is a Windows-based, general purpose calculation package with built in mathematical functions, operators, units, and constants that can be used to perform calculations. 4.2 STAAD.Pro (S&L Program No. 03.7.7 45-20.07.11.50): STAAD.Pro performs structural analysis and design of2D and 3D structures modeled with finite elements for both safety and non-safety related applications.

5. IDENTIFICATION OF COMPUTER INPUTS AND OUTPUTS 5.1 All Mathcad inputs and outputs are identified in the Calculation Body.

5.2 All STAAD.Pro inputs and outputs are identified in the Calculation Body and Attachment B.

6. BACKGROUND North Anna Power Station currently utilizes a Refueling Water ChemicalAddition Tank (CAT-one per unit) to store sodium hydroxide (NaOH) solution injected via gravity feed to the Quench Spray (QS) system, which provides a pH buffer for the water in the containment sump, as well as, removes radioactive iodine from the Containment atmosphere following a Design BasisAccident (DBA) with both the CS and Recirculation Spray (RS) Systems. In order to support the Subsequent License Renewal (SLR), the existing CAT would require visual or volumetric inspection. Instead, Dominion Energy has elected to remove the CAT as its internal environment is hazardous.

As part of the SLR for North Anna Power Station, the pH buffer in the CAT is replaced by baskets containing sodium tetraborate decahydrate (NaTB) in the containment basement This calculation evaluates the structural adequacy of the Na TB baskets to be used in containment as a passive chemical system in replacement of the CAT for both Units 1 and 2 at North Anna Power Station.

7. ASSUMPTIONS & OPEN ITEMS 7.1 There are no unverified assumptions or open items in this calculation.

7.2 As applicable, engineering judgments are listed in the Calculation Body. CEM-0226 Rev.a Page 5 of 51

Dominion Energy Reactor Containment NaTB Basket Design Calculation Body North Anna Power Station Units 1 & 2 8.1 Load Development Dead Load

8. METHODOLOGY The dead load due to the self weight of the basket strucb.Jral members is automatically generated in STAAD.Pro model. The dead load due to the weight of the bottom perforated plate and NaTB chemical is applied as a distributed load along the horizontal braces that are spaced 24" on center. The dead load due to the weight of the side perforated plate is applied as a distributed load to the top and bottom perimeter members.

Chemical Pressure The pressure on the perimeter perforated plate is calculated by treating the plate as a retaining wall using Ref. 1.2. The chemical is in powder form and is assumed to behave similar to cement, flour, and/or sugar. The angle of friction from Ref. 1.2 for these substances is used to calculate the approximate active soil pressure coefficient of the chemical within the basket Although the actual active pressure is a triangular distribution, with the maximum pressure at the bottom of the basket tapering up to Oat the top of the basket, this loading is conservatively applied as if the active pressure is a rectangular distribution, with the maximum pressure constant from the bottom to top of basket Seismic Load Per Ref. 2.3, the baskets shall be NSQ. Per Ref. 3.8 (DNES-VA-MEL-4001), NSQ Code 5.2.26a is defined as 'Those components, systems and structures that are NOT safety-related, but which are designed and installed as seismically qualified to ensure the required level of functionality during and/or after a DBE. This definition includes components that are required to remain functional (i.e., some or all of their active and/or passive functions must remain intact) during and/or after a DBE. This requirement may be the result of a SAR/licensing commitment or just the desire to achieve enhanced reliability. This includes "active" components that must remain fully operational, as well as "active" and "passive" components that only have to maintain system pressure boundary." Per Ref. 3.8, a DBE (Design Basis Event) includes the following: normal operation, anticipated operational occurances.ltransients, design basis accidents, external events, and natural phenomena. Therefore, the baskets are designed to meet Seismic 11/1 requirements. Additionally, the baskets are designed to maintain their structural integrity during an OBE. By comparison, DBE accelerations envelope OBE accelerations within the containment basement Therefore, evaluation of the basket using DBE accelerations will envelope the design using OBE accelerations and no further evaluation for OBE effects is required. The seismic load is calculated using the peak acceleration within the containment area due to a DBE at Elevation 204', see Attachment F. These values are found in Ref. 3.2 & Ref. 3. 7. Since the natural frequency of the basket is unknown, the appropriate multimode factor is applied per Ref. 3.1. The seismic loading due to the weight of the basket structural members is automatically generated within STAAD.Pro by applying a factored self-weight loading in the appropriate vertical or horizontal direction. The seismic loading due to the weight of the perforated plate and basket is shown in Cale. Sec. 10.1. Seismic loading is combined using an absolute sum method. The vertical loading is combined with a single horizontal loading. CEM-0226 Rev.a Page 6 of 51

Dominion Energy North Anna Power Station Units 1 & 2 Load Combination Reactor Containment NaTB Basket Design Calculation Body The design loads for the basket are generated by combining the unfactored load effects of dead loading, chemical pressure loading, and seismic loading per the UFSAR and Ref. 3.1, as shown below. This aligns with the load combinations required per the design codes used (Ref. 1.4 & 1.9). Load combinations for each seismic horizontal & vertical load direction combinations are created within STAAD.Pro. Load Combination: 1.0D + 1.0E Ref. 3.4, Sec. 3.7 Buoyancy Loading As the containment room fills with water, the basket will experience some buoyancy. The amount of buoyancy a typical HSS2.5x2.5 section experiences per linear foot is 62.4..!!:_*(2.5in-2.5in)*g = 2.71* lbf_A ft3 ft typical HSS2.5x2.5x1/4 section weighs approximately 7.11 lb/ft. Weepholes are installed within the basket members to ensure that buoyancy will not affect the basket members. Containment Room Pressurization Per Ref. 2.3, the baskets must be able to withstand an elevated pressure of 59. 7 psi during a LOCA event within the containment basement. Weepholes are installed within the basket members. These weepholes provide venting for closed structural sections and ensure that the basket members will not experience significant exterior pressure loading. Thermal Expansion Per Ref. 2.3 and Ref. 3.6, the maximum temperature that the borated water within the reactor containment basement post-LOCAis 280°F. As the containment room increases in temperature during a LOCAevent, the Na TB baskets will experience thermal expansion. The basket is fastened to the floor with angles that have slotted holes in the horizontal direction. These slotted holes provide some tolerance for horizontal expansion. Additionally, the basket will expand outward in a uniform fashion and is unrestrained at the top of the basket. By engineering judgement, due to the nonrestrictive design of the baskets overall, the stresses in the basket members due to thermal expansion are insignificant and no further evaluation is required. CEM-0226 Rev.a Page 7 of 51

Dominion Energy Reactor Containment NaTB Basket Design Calculation Body North Anna Power Station Units 1 & 2 8.2 Basket Design The basket itself does not provide any mechanical parameters beyond the geometry of the basket itself. Therefore, the basket & structural components are designed to meetAISC requirements. The basket is analyzed within STAAD.Pro usingAISC 9th edition parameters. An axial offset is added to each member, where appropriate, in accordance with the way the basket is designed per Ref. 3.1, 3.2, 3.4, and 3.5. This offset allows the model to be evaluated with all connections happening at the face of each member, as per design drawings, rather than the centerline of the members. The baskets are analyzed to meet the design and licensing basis requirements, which areAISC 9th Edition (Ref. 1.1) and the UFSAR (Ref. 3.4). While not required, additional checks have been conservatively performed againstASCE 8-90 due to the use of stainless steel in the basket design. The results from STAAD.Pro, which usesAISC 9th Edition parameters, are converted to show results per ASCE 8-90 parameters. PerASCE 7-88 Sec. C2.3.3, AISC 9th Edition Sec.A5.2, and UFSAR Sec. 3.8, allowable stresses may be increased by 1 /3 for earthquake loading using the applicable load combinations. Due to the significant seismic horizontal & vertical accelerations (>90% of dead load), the loading due to dead load only will be signfficantly less than loading due to seismic loading. Therefore, by engineering judgement, a check for stresses due to dead load only without the 1 /3 increase in allowable stress is not required. The connections for the basket members are analyzed to meet the design and licensing basis requirements, which areAISC 9th Edition (Ref. 1.1) and UFSAR (Ref. 3.4). While not required, additional checks have been conservatively performed againstASCE 8-90 (Ref. 1.4) due to the use of stainless steel in the basket design as well asAISC Design Guide 24 (Ref. 1.10) due to the use of hollow structural steel members. For the evaluation of the connections using AISC 9th Edition, UFSAR, and ASCE 8-90, a seismic load factor of 1.0 is applied as per the design & licensing basis requirements for North Anna in conjunction with a 1/3 stress increase. However, the additional check usingAISC Design Guide 24 utilizes a seismic load factor of 0.7 without a 1/3 allowable stress increase, as per the design guide. For the basket model (Attachment B), maximum stiffness compression springs are applied at the wheel locations to appropriately model the behavior of the reactions due to the wheels. Additional supports are added at the anchor points of the basket with the appropriate moments and translations released at each location. Each wheel is designed for the governing maximum wheel forces, and each anchorage is designed for the governing maximum anchorage reactions. Also, the wheel reactions in the basket design while anchored down envelope the wheel reactions in the basket while in motion. The anchored down, movable basket is designed for a vertical seismic factor of 0.61, which results in a 1.61 total dead load factor applied to the structure. Between 6 supports, each support sees 1.61 /6= 26.8% of this vertical load. Additionally, the supports resist additional loading due to horizontal seismic forces. The basket while in motion (i.e., not anchored down) will not experience this magnitude of vertical load, nor horizontal load, as it will be in motion only for a short period of time during outages. Therefore, this case sees only a 1.0 dead load factor. Between 4 wheel supports, each support sees 1.0/4= 25% of the dead load. Therefore, this case is OK by comparison to the basket when anchored down. Therefore, the load condition of the basket while it is not anchored and being relocated is not separately analyzed. The welds across the entire basket are conservatively designed to resist the enveloping beam end-forces, as indicated in the STAAD.Pro output. The weld stress due to these end-forces is calculated using a spreadsheet (Attachment D) with the appropriate formulas. The maximum stress for each weld geometry is used as the design stress for its respective weld geometry. CEM-0226 Rev.a Page 8 of 51

Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev.a Page 9 of 51 9.1 9.2 Basket Properties Length of basket Width of basket Height of basket Max Height of Na TB in Basket Thickness of Cover Plate Percent Open Area of Perforated Plate Weight of 100 Mesh Weight of Perforated Metal at Sides of Basket, Rounded Up Weight of Perforated Metal at Bottom of Basket, Rounded Up Material Properties Density of Na TB Chemical Yield Strength of SS304 Tensile Strength of SS304 Weld Electrode Strength Shear Strength of SS304 Bolts Tensile Strength of SS304 Bolts

9. DESIGN INPUT 1basket := Sft wbasket := 6ft hbasket := 21in hNaTB := 20in

1.

tcover := -m 8 Ref. 2.1 Ref. 2.1 Ref. 2.1 Ref. 2.2 Ref. 2.1 & Ref. 2.2 operf := [ 182 in]2 = 0.64

15.

-m 8 Ref. 2.1 14.201b W1mesh := --- = 0.14-psf 100ft2 Attachment C W1metal.side:= Ceil[(t - Operr)*490pcf*fin...,lpsfl = 6-psf + W1mesh J W1metal.bot := Ceil[( 1 - Operr)*490pcf*f in..., lpsfl = 6-psf +W1mesh J PNaTB := 60pcf Attachment C FY:= 30ksi Ref.1.14 Fu:= 75ksi Ref.1.14 Fmcx := 80ksi Ref. 2.1 & 1.13 Fnv := 33.7ksi Ref. 1.4, Pg. 29, Table6 Fnt := 56ksi Ref. 1.4, Pg. 29, Table6

Dominion Energy Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev.a Page 10 of 51 North Anna Power Station Units 1 & 2 9.3 9A Seismic Properties Peak Horizontal DBE ResponseAcceleration gh := 0.613 Ref. 3.2 Peak Vertical DBE Response Acceleration gv := 0.4714 Ref. 3.2 Multi-Mode Factor MMF := 1.3 Ref. 3.1 Horizontal acceleration ah:= MMF*gh = 0.8 Vertical acceleration 3/4:=max( MMF*gv,fah) = 0.61 Design Parameters Ref. 1.4 (ASCE 8-90) primarily uses LRFD Methodology for member strengths. However, Appendix E provides methodology to be used in order to convert the member strengths from LRFD to ASD methodology. Toe following safety factors are used for ASD Methodology within ASCE 8-90. Safety Factor for Member Tension ntension := 1.85 Ref. 1.4, Table E Safety Factor for Member Bending nbending := 1.85 Ref. 1.4, Table E Safety Factor for Member Shear Safety Factor for Welding Safety Factor for Weld Base Material Safety Factor for Bolts in Shear & Tension Safety Factor for Bearing & Sheet Shearing nshear := 1.64 nweld := 2.50 nweld.base := 1.85 nbolt := 3.o nbear:= 2.4 Ref. 1.4, Table E Ref. 1.4, Table E Ref. 1.4, Table E Ref.1.4, Table E Ref. 1.4, Table E

Dominion Energy Reactor Containment NaTB Basket Design Calculation Body North Anna Power Station Units 1 & 2 10.1

10. CALCULATIONS Basket Loading Main Baske embers Fig. 10.1-1 Basket Coordinate Orientation and Member Labels Self weight:

Self weight is generated by computer and is applied in the-Y direction on the computer model. Dead load: Loading of Solid Plate at Top: Wtcover := tcover" 1baskefwbaskef490pcf = lS3. l2 lb Weight of Top Cover Plate Wtcover lb wcover := ------- = 6.96-21basket + 2wbasket ft Loading of perforated plate at bottom: 0 bot brace := 2 Ltrib_bot_brace := 0 + 1 = 2 ft bot brace wbasket Linear Load due to Weight of Cover Plate, Applied Along Entire Top Perimeter of Basket Number of Bottom Braces Tributary Width of Bottom Braces CEM-0226 Rev. a Page 11 of 51 lb Wtmetal bottom:= Wtmetal.botLtrib bot brace= 12*- ft Linear Load on Bottom Braces due to Weight of Bottom Perforated Metal Plate lb O.S* Wtmetal bottom = 6 - ft Linear Load on Bottom Braces at Perimeter of Basket (1/2 of Tributary Width) due to Weight of Bottom Perforated Metal Plate

Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body Weight of perforated plate at sides: hbasket Ltrib side:= --- = 10.5-in 2 Tributary Width of Horizontal Side Members CEM-0226 Rev. a Page 12 of 51 lb Wtmetal sides := Wtmetal.side*Ltrib side= 5 - ft Weight of Na TB: Linear Load on Top & Bottom Horizontal Members due to Weight of Side Perforated Metal Plate WtNaTB := 1baskefwbaskefhNam*PNaTB = 3000lb Weight of Na TB in Basket lb WtNaTB load:= PNaTB"hNam*Ltrib bot brace= 200-- ft Linear Load on Bottom Braces due to NaTB in Basket lb 0.5-WtNaTB_load = 100ft NaTB Pressure: G>NaTB := 32deg Ka:= 0.3073 Linear Load on Bottom Braces at Perimeter of Basket (1/2 of Tributary Width) due to NaTB in Basket Fig.10.1-2 Chemical Pressure Distribution Red = TheoreticaVActual distribution Blue = Conservatively Used Distribution Active pressure coefficient for 32 deg angle of internal friction (Ref. 1.2, Table 11-3). Conservative since the Na TB is assumed to be similar to cement, flour, or sugar with angle of friction of 38 deg, which result in a smaller Ka value (Ref. 1.2, Table 11-8). Loadactive_pressure := Ka*PNam*hNaTB = 3o.73 -psf Maximum Soil Pressure, Conservatively Applied Along Entire Height of Basket lb VNaTB_pressure := Loadactive_pressure*Ltrib_side = 26*89*ft Linear Load on Horizontal Members due to Na TB Pressure on Sides of Basket

Dominion Energy North Anna Power Station Units 1 & 2 Horizontal Seismic Load: Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev. a Page 13 of 51 Seismic loading is combined using an absolute sum method. The vertical loading is combined with a single horizontal loading. ah* Wtcover lb V cover := . ( ) = 24.41 - mm 1basket* wbasket ft Seismic Loading due to Cover in both X and Z Direction lb Vmetal bottom:= ah*W1metal bottom= 9 - ft Seismic Loading due to Bottom Perforated Plate in both X and Z Direction lb o.5*Vmetal bottom= 4*78 - ft Seismic Loading due to Bottom Perforated Plate on Braces at Perimeter of Basket ( 112. tributary width) in both X and Z Direction lb V metal sides := ah* Wtmetal sides = 4 - ft Seismic Loading due to Side Perforated Plate in Both X and Z Direction VNaTB seismic z bot := ---------. 2hbasket *** = 208 ah-1baskef PNaTB-hNaTB ( ) lb 2hbasket h ft +- NaTB ah-wbaskef PNarn*hNaTB lb VNaTB seismic x bot :=

( 2hbasket *** ) = 250.45 -

2hbasket h ft +- NaTB 2 ah-1baskef PNarn*hNaTB lb VNaTB_seismic_z_top := --------- = 189.74-2hbasket ft 2 ah-wbaskef PNarn*hNaTB lb VNaTB_seismic_x_top := = 227.69-2hbasket ft Vertical Seismic Load: Distributed Loading of Seismic Acting on Chemicals h NaTB Fig. 10.1-3 FBD of Seismic Loading on Basket Framing Right Pinned Support= Top Frame Left Pinned Support= Bottom Frame Seismic Loading due to Chemicals in Z-Direction Acting on Bottom Frame Seismic Loading due to Chemicals in X-Direction Acting on Bottom Frame Seismic Loading due to Chemicals in Z-Direction Acting on Top Frame Seismic Loading due to Chemicals in X-Direction Acting on Top Frame Vertical seismic loading is automatically generated in STAAD.Pro by applying a "repeat load" command on the vertical dead loading with a factor of3/4 = 0.61.

Dominion Energy North Anna Power Station Units 1 & 2 10.2 Check Structural Members: Reactor Containment NaTB Basket Design Calculation Body For the basket design, all members pass with a maximum interaction ratio of 0.809 (Attachment B, Pg. 18). STAAD calculates interaction ratios for all members utilizing Allowable Stress Design provisions of AISC 9th edition. As described in Cale. Section 8.2 above, an additional conservative check is performed toASCE 8-90, which recommends lower allowable stresses for stainless steel structural components. Thus an adjustment factor is calculated to ensure member stresses are below the lower allowable stresses of ASCE 8. Additionally, Appendix E of ASCE 8 is used to ensure all allowable stresses are calculated usingASD Methodology by taking the resistance factors, , as unity and applying the appropriateASD safety factors to the allowable stress values. Per the following calculation sections, all requirements ofAISC 9th Edition and ASCE 8-90 are met. Maximum Interaction ratios of structural members: CEM-0226 Rev.a Page 14 of 51 Basket Design: 0.809 11\\nove := -- = 0.61 1.33 AttachmentB,Pg.18 Reconciliation Between Ref. 1.1 & 1.4: 1 Safety Factor per AISC 9th Edition Ref.1.1, Sec. D FSaxial.aisc := 0.60 = 1.67 1 Safety Factor per AISC 9th Edition Ref.1.1, Sec. F FSbending.aisc := 0_60 = l.67 1 Safety Factor per AISC 9th Edition Ref.1.1, Sec. F FSshear.aisc := 0.4 = 2*5 nbending = 1 *85 Recall Bending Safety Design Input 9.4 Factor per ASCE 8-90 nshear = 1.64 Recall Shear Safety Design Input 9.4 Factor per ASCE 8-90 0 tension = 1.35 Recall Tension Safety Design Input 9.4 Factor per ASCE 8-90 ~ ntension nbending nshear ] m

,---___,;;;-,---- = 1.11 FSaxial.aisc FSbending.aisc FSshear.aisc Therefore, conservatively apply 1.11 to the resu Its obtained using AISC to reconcile results for ASCE-8-90.

Reconciled interaction ratios of structural members: TubesteelAcross Both Designs: 11\\econciled := 11\\nove* 1.11 = 0.675 < 1.0
Dominion Energy Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev. a Page 15 of 51 North Anna Power Station Units 1 & 2 I HSS-to-HSS Connections Check While NAPS is not committed to using later editions oftheAISC Steel Construction Manual or ASCE Design Guides, updated research findings for HSS members after AISC 9th edition were incorporated into later editions of the AISC Steel Construction Manual & new design guides. The local strengths of the HSS members at the HSS-to-HSS connections are checked using Ref. 1.10, Tables 9-2 & 8-2. All connections are analyzed as T-Connections. As per Cale. Section 8.2, the following HSS-to-HSS connection check using AISC Design Guide 24 is not required per the design and licensing basis commitments of the station. However, this secondary check is included to ensure the basket is well designed and captures new findings from research on tubesteel members conducted after the publishing of AISC 9th Edition. The evaluation of the basket connections per AISC 9th Edition and UFSAR are included within Calculation Sections 10.3 -10.7. In Ref. 1.10, the factor for seismic loading in the applicableASCE-7 code is 0.7 (ASCE 7-05, Chapter 2). Since the Staad.pro model evaluated the basket with a seismic loading of 1, a separate load case excluding seismic loading is created within the model in order to calculate the combined load effects with a seismic reduction factor of 0. 7, see below. D + 0.7E = (D) + 0.7*[(D + E) - (D)] Calculation I Method Used to Determine Combined Load Effects with a 0.7 Seismic Factor Wneel \\ Arms \\ M ain Basket ~ Braces -- M embers ,f)~ ~~3/4 I \\ {.,i / .1, \\ .. ~\\ ,:;1 ; :-_. ~*11 <<*\\_,-,; 'i'(, 1'\\.'*-~ %jl* 'r~~~ ,(" Fig. 10.2-1 Basket Member Names for HSS-to-HSS Connection Analysis Member Sizes: Bmain := 2.5in Width of Main Basket Members (HSS2.5x2.5x1 /4) Ref. 2.1 J\\nain := 2.5in Height of Main Basket Members (HSS2.5x2.5x1 /4) Ref. 2.1 tmain := 0.233in Design Thickness of Main Basket Members (HSS2.5x2.5x1/4) Ref. 1.11, Table 1-12 Bwheel.ann := I.Sin Width of Basket WheelArm Members (HSS1.5x3x3/16) Ref. 2.1 8wbeel.ann := 3in Height of Basket Wheel Arm Members (HSS1.5x3x3/16) Ref. 2.1 twheel.ann := 0.174in Design Thickness of Basket Wheel Arm Members (HSS1.5x3x3/16) Ref. 1.11, Table 1-11 Bbrace := 2in Width of Brace Members (HSS2x2x1 /4) Ref. 2.1
Main Basket Member Connections Dominion Energy North Anna Power Station Units 1 & 2 Hbrace := 2in tbrace := 0.233in Reactor Containment NaTB Basket Design Calculation Body Height of Brace Members (HSS2x2x1 /4) Design Thickness of Brace Members (HSS2x2x1/4) Check Limits of Applicability per Ref. 1.10, Table 9-2A& 8-2A: max(Bmain*l\\nain)

= 10.73 1main max(Bwheel.arm*l\\vheel.arm) = 17_24 <

1wheel.arm max(Bbrace' Hbrace)

= 8.58 1brace Bwheel.arm = 0_6 Bmain Bbrace = 0_8 Bmain 1\\nain = 1 Bmain 8wheel.arm = 2 Bwheel.arm Hbrace = 1 Bbrace

= = = 35 m{35,1.25 28000ksiJ = 35 FY 35 0.25 0.25 Between 0.5 & 2.0 Between 0.5 & 2.0 Between 0.5 & 2.0 52ksi OK OK OK OK OK OK OK OK OK Ref. 2.1 CEM-0226 Rev.a Page 16 of 51 Ref.1.11, Table 1-12 Ref. 1.10, Table 9-2A & 8-2A Ref. 1.10, Table 9-2A & 8-2A Ref. 1.10, Table 9-2A & 8-2A Ref. 1.10, Table 9-2A & 8-2A Ref. 1.10, Table 9-2A & 8-2A Ref. 1.10, Table 9-2A & 8-2A Ref. 1.10, Table 9-2A & 8-2A Ref. 1.10, Table 9-2A & 8-2A Ref. 1.10, Table 9-2A & 8-2A FY= 30-ksi FY = 0.4 0.8 OK Ref. 1.10, Table 9-2A & ~ ~ Connections fall within limits of applicability per Ref. 1.10, Table 9-2A Therefore, limits of state per Table 9-2 & 8-2 are applicable. Check Limits: Mmain z := 9680lb-in = 806.67 ft-lb Mmain_y := 14900lb-in = 1241.67 ft-lb P main := 28501b Maximum MomentAround Axis Z-Z in Basket Members Maximum MomentAround Axis Y-Y in Basket Members Maximum Transverse Load in Main Basket Members AttachmentB,Pg.17 AttachmentB,Pg.17 AttachmentB,Pg.17
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body Mo.main z := 5740lb-in = 478.33 ft-lb Mo.main_y := 4230lb-in = 352.5 ft-lb Po.main := 11501b MomentAround Axis Z-2 in Basket Members MomentAround Axis Y-Y in Basket Members Transverse Load in Main Basket Members due to Dead Loading CEM-0226 Rev.a Page 17 of 51 AttachmentB,Pg.19 AttachmentB,Pg.19 AttachmentB,Pg.19 The combined load effects using a 1.0D + 0.7E load combination perASCE-7 is calculated below via interpolation (only used to check HSS-to-HSS connection capacities per Ref. 1.10): Mnew_main_z := Mo.main_z + o.7-(Mmain_z - Mo.main_z) = 708.l7ft-lb Mnew_main_y := Mo.main_y + o.7-(Mmain_y - Mo.main_y) = 974.92ft-lb Pnew_main :=Po.main+ o.7*(Pmain - Po.main)= 23401b Zmain := 1.63in3 Smain := 1.30in3 ,\\nain := 1.97in2 bmain := 7.73 Bmain f=lmain := -- = 1 Bmain Bmain 1main := -- = 536 2tmain ~ 5f=lmain J f=leop.main := m ., f=lmain = o.93 1mam Chord Utilization Ratio (Ref. 1.10, Eq. 1<2-12): Plastic Section Modulus of Main Basket Member Elastic Section Modulus of Main Basket Members Cross-SectionalArea of Main Basket Members Width to Thickness Ratio of Main Basket Members (bit) Chord to Branch Width Ratio Chord Slenderness Ratio Effective Outside Punching Parameter pnew main max(Mnew main z*Mnew main_y) Umain := ( ) + ( ) = 0.57 ,\\nain* 0.6FY Smain* 0.6FY Qf.main := miJ 1.3 - 0.4*Umain '1J = 1 '\\ f=lmain Reduction Factor Ref.1.11, Table 1-12 Ref.1.11, Table 1-12 Ref.1.11, Table 1-12 Ref.1.11, Table 1-12 Ref.1.10, Pg.143 Ref.1.10, Pg.143 Ref.1.10, Pg.143 Ref.1.10, Eq. K2-10 Effective Branch Width Ref. 1.10, Eq. K2-23
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev.a Page 18 of 51 8main "lmain := -- = 1 Bmain Ratio of Height of Branch to Width of Chord Ref.1.10, Pg.143 In-Plane Moment Capacities: 1 2 Min.main.I:= u*0.5*Fy"tmain*(8main + 5tmain) = 2.61 ft*k Ref.1.10, Eq. 1<3-12 M*
= _I __ F *[Z
. - (1 - beoi.mainJ l m.mam.2
l.5S y mam Bmain

Bmain" 8main"1main J = 2.58 ft* k Ref. 1.10, Eq. 1<3-13 Min.main:= min(Min.main.1,Min.main.2) = 2579.11 ft* lb In-Plane Moment Capacity of Connections Out-of-Plane Moment Capacities:
Mout.main := min(Mout.main.1,Mout.main.2,Mout.main.3) = 2548.15 ft-lb Connection Axial Strengths: 1 P
1 := -*O 6*F *t

*B

*(2"'

+ 2*A
. ) - 25 64 k n.mam. 1.58
y mam mam

*mam
~eop.mam - Ref.1.10, Eq. 1<3-16 Ref. 1.10, Eq. 1<3-17 r 2.55 ft-k Ref. 1.10, Eq. K3-19 Out of Plane Moment Capacity of Connections Ref. 1.10, Eq. K2-14 Ref. 1.10, Eq. K2-15 Ref. 1.10, Eq. K2-16 Ref. 1.10, Eq. K2-18 Axial Strength of Connections pnew main 11\\nain := ----==---- + m Mnew main _y Mnew main z = 0.75 Interaction Ratio of Main Basket Members Po.main Min.main Min.main Mnew main z Mnew main _y +---=---=- +---=---=- Mout.main Mout.main if(Il\\nain < 1.0, "OK", "NOT OK") = "OK"
Wheel Arm Connection Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev.a Page 19 of 51 In Staad.Pro, Members 61-64 are the wheel arms" attaching the wheels to the basket framing. The enveloping loads in all directions at this connection is used to analyze the HSS-to-HSS connection strength. M00p.wheel.arm := 7.599lb-in = 0.63 ft-lb Mip.wheel.arm := 12600lb-in = 1050 ft* lb pwheel.arm := 2.1711b Mo.oop.wheel.arm := 0lb*in M O.ip.wheel.arm := 6800lb* in = 566.67 ft* lb Po.wheel.arm:= Olb Maximum Out-of-Plane Moment in Basket Wheel Arm Members Maximum In-Plane Moment in WheelArm to Basket Connection Maximum Transverse Load in Basket Wheel Arm Members Maximum Out-of-Plane Moment in Basket Wheel Arm Members due to Dead Loading Maximum In-Plane Moment in WheelArm to Basket Connection due to Dead Loading Maximum Transverse Load in Basket Wheel Arm Members due to Dead Loading AttachmentB,Pg.17 AttachmentB,Pg.17 AttachmentB,Pg.17 AttachmentB,Pg.19 AttachmentB,Pg.19 AttachmentB,Pg.19 The combined load effects with a 1.0D + 0.7E load combination perASCE-7 is calculated below via interpolation (only used to check HSS-to-HSS connection capacities per Ref. 1.10): Mnew.oop.wheel := Mo.oop.wheel.arm + o.7*(Moop.wheel.arm - Mo.oop.wheel.arm) = 0.44 ft*lb Mnew.ip.wheel := Mo.ip.wheel.arm + o.7*(Mip.wheel.arm - Mo.ip.wheel.arm) = 9o5 ft-lb pnew.wheel :=Po.wheel.arm+ o.7*(Pwheel.arm - Po.wheel.arm)= L52 lb Bwheel.arm ~wheel.arm:= ---- = 0-6 Bmain Width Ratio A min ---- A o 56 Effective Width Ratio . ( 5 ~wheel.arm J 1-'eop.wheel.arm.= "tmain '!-'wheel.arm =
bwheel.arm := 5-62 Width to Thickness Ratio of Wheel Arm (bit)

- i 10

(
tmain J*.. ~ -.. Effectiv be01.wheel.arm.- m ---- ---- Bmam,Bmam - 25 10 8 bwheel.arm 1wheel.arm Branch l\\vheel.arm 'Tlwheel.arm := = 1 *2 Bmain Width Ratio of Height of Branch to Width of Chord Ref. 1.10, Pg. 143 Ref.1.10, Pg.143 Ref.1.11, Table 1-11 Ref.1.10, Eq. K2-23 Ref.1.10, Pg.143
Brace Connection Dominion Energy North Anna Power Station Units 1 & 2 In-Plane Moment Capacity: Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev.a Page 20 of 51 1 2 1 Min.wheel.arm:= l.5*Fy*1tnain *f1wheel.arm" 2 *'rJwheel.arm
Qr.main= 1.79ft-kRef.1.10, Eq. K3-11 Out-of-Plane Moment Capacities:
2 + --;:::==========- .J 1 - f3wheel.arm 'rJwheel.arm +------ 1 - f3wheel.arm 1 2 °-58wheel.arm*( 1 + f3wheel.arm) M h 1 1 *- -F *t out.w ee.arm..- 1.5 y mam 1 A - t-Jwheel.arm 2Bmain*Bwheel.arm* 1 + f3wheel.arm + 1 - f3wheel.arm = 1.04ft-k Ref.1.10, Eq. K3-15 1 Mout.wheel.arm.2 := -*2Fy*1main*[f1wheel.arm*1tnain *** ] = 2.64ft-k Ref. 1-10, Eq. 1.5

~----~

K3-19 +.JBmain"l\\nain"1main*(Bmain + l\\nain) Mout.wheel.arm := min{Mout.wheel.arm.1 *Mout.wheel.arm.2) = 1038.48 ft-lb Out of Plane Moment Capacity of Connections Connection Axial Strengths: 1 2 p h 1 1 *- --F.t n.w ee.arm..- 1.50 y mam 2TJwheel.arm 1 - f3wheel.arm 4 + --;::::========= .J 1 - f3wheel.arm Qr.main = 13 38
k Ref.1.10, Eq. K2-13 1
Pn.wheel.arm.2 := 1.58 *0.6*Fy*1main*Bmain*(2TJwheel.arm *** ) = 23.35-k + 2* f3eop.wheel.arm Ref.1.10, Eq. K2-14 Po.wheel.arm:= min(Pn.wheel.arm.l*Pn.wheel.arm.2) = 13-38-k p new.wheel Mnew.ip.wheel Mnew.oop.wheel !~heel.arm:= P + M + M = 0.51 n.wheel.arm in.wheel.arm out.wheel.arm ir(rn < 1 0 "OK" "NOT OK") = "OK" ~~heel.arm Axial Strength of Connections Interaction Ratio ofWheelArm to Basket Connections In Staad.Pro, Members 77 & 78 are the braces on the side of the basket The enveloping loads in all directions at this connection is used to analyze the HSS-to-HSS connection strength. Mz.brace := 6220lb-in = 518.33 ft-lb Maximum MomentAround Axis Z-Z in Braces AttachmentB,Pg.17
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body My.brace:= 6880lb-in = 573.33 ft-lb pbrace := 6581b Mo.z.brace := 2920lb-in = 243.33 ft-lb Mo.y.brace := 2330lb-in = 194.17ft-lb Po.brace := 3891b Maximum MomentAround Axis Y-Y in Braces Maximum Transverse Load in Braces Maximum MomentAround Axis Z-Z in Braces due to Dead Loading Maximum MomentAround Axis Y-Y in Braces due to Dead Loading Maximum Transverse Load in Braces due to Dead Loading CEM-0226 Rev.a Page 21 of 51 AttachmentB,Pg.17 AttachmentB,Pg.17 Attachment B, Pg. 19 AttachmentB,Pg.19 AttachmentB,Pg.19 The combined load effects with a 1.0D + 0.7E load combination perASCE-7 is calculated below via interpolation (only used to check HSS-to-HSS connection capacities per Ref. 1.10): Mnew.z.brace := Mo.z.brace + o.7*(Mz.brace - Mo.z.brace) = 435-83 ft-lb Mnew.y.brace := Mo.y.brace + o.7*(My.brace - Mo.y.brace) = 459-58 ft-lb p new.brace:= Po.brace + o.7*(Pbrace - Po.brace) = 577.3 lb Bbrace f31,race := -- = 0-8 Bmain Width Ratio
{ 5 f31,race J
f3eop.brace := mi , f3brace = o.75 1mam Effective Width Ratio bbrace := 5*58 Width to Thickness Ratio of Braces (bit) b . b
= mi{~-(tmain]*B
. B . ~ = 2 5-in Effective Branch Width e01. race* b t mam' mam brace brace Hbrace "lbrace := -- = 0-8 Bmain In-Plane Moment Capacity: Ratio of Height of Branch to Width of Chord +--;::::====~ .J 1 - f31,race "lbrace +---- 1 - f3brace
Qr.main= 1.65 ft*k Ref. 1.10, Pg. 143 Ref.1.10, Pg.143 Ref.1.11, Table 1-11 Ref. 1.10, Eq. K2-23 Ref.1.10, Pg.143 Ref.1.10, Eq. 1<3-11
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body Out-of-Plane Moment Capacities: 1 2 o.5Hbrace*( 1 + r3brace) M b l *= -F,t out. race.
1.5 y mam 1
A - ~brace + 1 - ~race Mout.brace := min(Mout.brace.1,Mout.brace.2) = 1672-72 ft-lb Connection Axial Strengths: 1 2 2"1brace p b 1 *= -*F *t
n. race.
1,50 y mam 1
R. - "'brace 4 +--;::::===== .J 1 - r3brace Qf,main = 18.4-k = 1.67ft*k CEM-0226 Rev.a Page 22 of 51 Ref.1.10, Eq. K3-15 Ref.1.10, Eq. K3-19 Out of Plane Moment Capacity of Connections Ref.1.10, Eq. K2-13 Ref.1.10, Eq. K2-14 Axial Strength of Connections pnew.brace IRbrace := ---- + m Po.brace Mnew.y.brace Mnew.z.brace Min.brace Min.brace Mnew.z.brace Mnew.y.brace +----- +-----'--- Mout.brace Mout.brace if(IR < 1 0 "OK" "NOT OK") = "OK" brace = 0.57 Interaction Ratio of Brace Connection
Dominion Energy Reactor Containment NaTB Basket Design Calculation Body North Anna Power Station Units 1 & 2 10.3 Welding of Basket Members Welding of Main Basket Members The maximum forces in each direction of each member end are conservatively used as the design forces for the all-around weld used throughout the basket The enveloping end-forces are analyzed for each connecting member. This is done automatically in a Microsoft Excel Spreadsheet using the following parameters. The beam end forces are imported into the spreadsheet, and the spreadsheet analyzes the weld stress for each member end-loading and gives the maximum weld stress across the entire basket. To reduce conservatism, the forces on members 24 and 66 are gathered from each load case rather than the enveloping forces across all load cases. Fig 10.3-1 Effective Weld Shape for HSS-to-HSS T-Connection CEM-0226 Rev. a Page 23 of 51 ( 8 main) Lweld.main := 28main + 2* - 2- = 7.S-in Weld Effective Length Ref. 1.11, Eq. K5-5 I 2 . 2 Sip.weld.main := 3*8main *** = 5.21 -m 8 main +-2-*8main 2 Sop.weld.main := 8main *** Effective In-Plane Section Modulus of Weld for HSS-to-HSS Connection + Bm,i.2 _.!._ ( 8 moin - ¥ r = 8.07-in2 Effective Out-of-Plane Section Modulus of Weld for HSS-to-HSS Connection 3 3 8 main 1weld := Sop.weld.main* 1.25in *** = 16*6*in3 + Sip.weld.main* l.ZSin F2 Mx*(0.5-b) fz=----+ Lweld.main 1weld FY Mx*(0.5-b) f = --'---- + ---- y Lweld.main 1weld Weld Polar Moment of Inertia Weld Shear Stress in Z-Direction Weld Shear Stress in Y-Direction Fx My M2 1/4=----+-----+----- Lweld.main Sip.weld.main Sop.weld.main Weld Tensile Stress Total Stress in V\\eld Ref. 1.11, Eq. K5-6 Ref. 1.11, Eq. K5-7 Ref. 1.5, Pg. 2
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body The above formulas and properties are used in the spreadsheet to calculate the maximum weld stress throughout the entire basket (Attachment D). Since the orientation of the HSS-to-HSS connection weld properties (in-plane vs out-of-plane) affects the weld capacity, the maximum stress is calculated considering both scenarios. The maximum tensile stress is calculated twice; once with My in in-plane direction, and once with My in out-of-plane direction. The maximum of these two orientations is used as the design stress of the weld. The weld is a combination of a fillet weld and a flare bevel groove weld. The strength of the weld is conservatively determined using the minimum effective weld thickness across the entire weld. CEM-0226 Rev.a Page 24 of51 lb ~ := 2877-ax in Maximum Stress in Weld Attachment D, Pg. 1 3. 1weld := 1610 tbase := tmain = 0-23*in Thickness of Fillet Weld Thickness of Base Material Ref.2.2 Ref. 2.1 teff.weld := mi{0.707*1weld,2-.(2-tbase)7 = 0.13-in Minimum Effective Weld Thickness (Fillet Weld vs 16 ~ Flare Bevel Groove Weld) 0~ lli ~eld := --*Fmcx(teff.weld) = 3181.5*-:- nweld 10 Nominal Strength of Weld Metal Rb HSS := 0.43 tb
F = 4061. 76

lb Nominal Strength of Base ase.
nweld.base ase u in Material ~ax I~eld := ,n/ ) = 0.68 l.33 m.:., ~eld' Rbase.HSS if(TR < 1 0 "OK" "NOT OK") = "OK" ~--weld Weld of WheelArm to Basket Leg Fy.wheel := 18001b Moop.wheel.arm = 0.63 ft-lb Mip.wheel.arm = 1050ft*lb Interaction Ratio of Weld Maximum Force in Y-direction Recall Out-of-Plane Moment at Connection Recall In-Plane Moment at Connection Note: Fx, Fz, and Mx are minimal and are not included in the weld evaluation. ( Bwheel.arm) W Id Effect" L th Lweld.arm := 28wheel.arm + 2-2 = 7.5-m e ive eng Ref. 1.4, Eq. 5.2.2-3 Ref. 1.4, Eq. 5.2.2-2 Attachment B, Pg. 17 Cale. Sec. 10.2 Cale. Sec. 10.2 Ref. 1.11, Eq. K5-5
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body 1 2 8ip.weld.arm := 3*1\\vheel.arm *** ( Bwheel.arm l + 2 )
l\\vheel.arm
= 5.25-in2 Effective In-Plane Section Modulus of Weld for HSS-to-HSS Connection B 2 S H wheel.arm 2 Effe. op.weld.arm:= ~""Wheel.arm*Bwheel.arm + ----... = 5.16-in ctive 3 Out-of-Plane B wheel.arm Modulus of ( B ) 3 Section + _.!_. wheel.arm - 2 Weld for 3 Bwheel.arm HSS-to-HSS Connection ~ := Fy.wheel = 240_ lb Lweld.arm in Weld Shear Stress
f.
Moop.wheel.arm Mip.wheel.arm lb .: := + -=------ = 2401.47 *- Weld Tensile Stress S ld S* ld in op.we.arm Ip.we.arm ~ lb ~eld := \\, + 1t = 2413.44*-:-m Total Stress in V\\eld Thickness of Weld CEM-0226 Rev.a Page 25 of 51 Ref. 1.11, Eq. K5-6 Ref.1.11, Eq. K5-7 Ref.2.2 tbase:= min(1main,twhee1.arm) = 0.17-in ThicknessofBaseMaterial Ref.2.2 teff.weld := mi{0.707*1weld*2-*(2*tbase)l = 0.11-in Minimum Effective Weld Thickness (Fillet Weld vs 16 ~ Flare Bevel Groove Weld) 0.75 lb ~eld := --*Fmcx*teff.weld = 2610*-:- nweld In Nominal Strength of Weld Metal 0.43 lb Rbase.HSS := ----tbase*Fu = 3033.24*-:- Nominal Strength of Base 0 weld.base m Material ~eld I~eld := ------:------ = 0.7 Interaction Ratio of Weld 1.33 min(~eld*Rbase.Hss) if(~eld < 1, "OK", "NOT OK") = "OK" Ref. 1.4, Eq. 5.2.2-3 Ref. 1.4, Eq. 5.2.2-2
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body Weld of Brace to Main Basket Members Connection ( Bbrace) Lweld.brace := 21\\,race + 2* - 2- = 6-in Weld Effective Length 1 2 . 2 Sip.weld.brace:= 3*1\\,race *** = 3.33-m Effective In-Plane Section Modulus of Weld for HSS-to-HSS Connection ( Bbrace I + - 2-J * !\\,race 2 Bbrace Sop.weld.brace:= Hbrace*Bbrace + - 1 brace- - 2-( B Bbrace)3 +--*-'------..::...._ 3 Bbrace 1weld.brace := Sop.weld.brace* lin *** = 8.5*in3 +Sip.weld.brace*lin lb ~ax.brace := 3os7 -:-- m 3. 1weld := 16m = 5.17-in2 Effective Out-of-Plane Section Modulus of Weld for HSS-to-HSS Connection Weld Polar Moment of Inertia Maximum Stress in Weld of Braces Thickness of Weld CEM-0226 Rev.a Page 26 of 51 Ref. 1.11, Eq. K5-5 Ref. 1.11, Eq. K5-6 Ref.1.11, Eq. K5-7 Ref. 1.5, Pg. 2 Attachment D, Pg. 3 Ref.2.2 tbase := min(1main' tbrace) = 0.23-in Thickness of Base Material Ref. 2.2 teff.weld := mi{0.707*1weld,2-.(2-tbase)7 = 0.13-in Minimum Effective Weld Thickness (Fillet Weld vs 16 ~ Flare Bevel Groove Weld) 0~ lli ~eld := --*Fmcxteff.weld = 3181.5*-:-- nweld m Nominal Strength of Weld Metal 0.43 lb Rbase.HSS := ----tbase*Fu = 4061.76*-:-- Nominal Strength of Base 0 weld.base m Material ~ax.brace I~eld := --------- = 0.73 Interaction Ratio of Weld 1.33 min(~eld,Rbase.HSs) if(~eld < 1, "OK", "NOT OK") = "OK" Ref. 1.4, Eq. 5.2.2-3 Ref. 1.4, Eq. 5.2.2-2
Dominion Energy North Anna Power Station Units 1 & 2 1 OA Check Wheel Mounting Reactor Containment NaTB Basket Design Calculation Body The wheel mounting plates are designed to withstand the maximum reaction found in the STAAD.Pro model. Although the basket plate bears on the wheel mounting plate, the connection is conservatively analyzed to withstand tensile forces. Wtbasket := 14651b W1total := WtNaTB + Wtbasket = 4.46-k Weight of Basket Structural Members Total \\/\\eight of Basket & Chemicals Attachment E CEM-0226 Rev. a Page 27 of 51 R,,.wheel := 18001b Maximum Vertical Reaction at Wheel Support Attachment B, Pg. 20 Fmax.wheel := 2500!b Maximum Capacity of Wheel Supports max(1/4 W1total' R,,. wheel) I~heel := -~------~ = 0.72 Interaction Ratio of Wheel Capacity Fmax.wheel if(TR < 1 0 "OK" "NOT OK") = "OK" ~--wheel Weld of Mounting Plate to HSSArm Fig 10.4-1 Wheel Mounting Plate Attachment C The weld of the mounting plate to the tubesteel will be a flare bevel weld. This weld is conservatively analyzed as a filet weld. Lweld.wheel := 2-(6.75in) = 13.5-in Weld Length at Wheel Mounting Plate
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body ~.wheel lb
f.
ld h 1 *- -'---- = 133.33*- -i.we.w ee.- L in Tensile Stress in V\\eld at Wheel Mounting Plate weld.wheel 3. 1weld.wheel := 1610 Thickness of Weld
1.
1wheel.plate := "?" Thickness of Wheel Mounting Plate t m1*n(t t ) o 17 1*0 Thickness of Base Material base.wheel.= -wheel.arm* -wheel.plate = *
Ref.2.2 Ref.2.2 Ref.2.2 CEM-0226 Rev.a Page 28 of 51 0~
lli ~eld.wheel := --*Fmcx:-(0-707*1weld.whee1) = 3181.5*-:- Nominal Strength of Weld Metal Ref. 1.4, Eq. 5.2.2-3 nweld 10 Q~ lli Rbase.wheel := ----tbase.wheerFu = 3033-24*-:- nweld.base 10 1/4.weld.wheel 1~eld.wheel := . ( ) = 0.03 1.33mm ~eld.wheel,Rbase.wheel if(TR < 1 0 "OK" "NOT OK" ) = "OK" ~--weld.wheel Nominal Strength of Base Material Interaction Ratio of Weld Bolts Connecting Wheel to Wheel Mounting Plate "bolts.wheel := 4
1.
°tiolt.wheel := "?" Number of Bolts Diameter of Bolts 7r 2 .2 Abolt.wheel:= 4*°tiolt.wheel = 0.2-m dwheel.offset := Z.2Sin Area of Bolts CL of Wheel to CL of Plate Mounting Offset Mwheel := ~.wheerdwheel.offset = 337.5 ft-lb Moment in Bolts due to Eccentricity Ref. 1.4, Eq. 5.2.2-2 Ref. 2.2 Ref.2.2 Attachment C Tension in Bolts (Conservatively Assuming Bolts Experience equivalent Tension Forces as Wheel does Compressive Forces) ~.wheel Mwheel Tbolt.wheel := + ( ~ = 1.07-k °bolts.wheel 2-min 6.75in 0.75in,5in fin) T bolt.wheel
f.
5 47 ks1 Tensile Stress in Bolts '!.bolt.wheel.= = * ~olt.wheel
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev.a Page 29 of 51 Po.shear.wheel:= ~-1wheel.plate*(3/4inl.Fu = 11.72-k bear ') Shear Strength of Plate at Bolt Hole Ref.1.4, Eq. 5.3.1-1 t'i.bolt.wheel IRbolt.wheel := nbolf ____ = 0.22 Interaction Ratio of Bolts at Wheel Mounting l.33Fnt I
=
Tbolt.wheel ~hear.wheel
1 33P
= 0.07 Interaction Ratio for Shear in Plate at Wheel Mounting n.shear.wheel if(max(IRbolt.wheel,IRshear.wheel) < 1.0, "OK", "NOT OK")= "OK" Check Mounting Plate Lplate.wheel := 0.5*5in - i in= 1.63-in Maximum MomentArm in Plate (Conservatively Ignoring Width of HSSMember) Ref. 2.2 wplate.wheel := min( O.?Sin,Lplate.wheel) ***
{6.75in - 2*0.75in j
= 2.38-in Effective Width of Plate Resisting Moment at Each Bolt Hole + mi ------ L 2 ' plate.wheel Mplate.wheel := Tbolt.wheel"Lplate.wheel = 145.31 fl-lb Maximum Bending Moment in Plate 2 S ._ wplate.wheel"1wheel.plate . 3 plate.wheel.- 6 = 0.1 *m Elastic Section Modulus of Plate Mplate.wheel +/-i,late.wheel.= -----"------ = 17.62-ksi Maximum Bending Stress in Plate 8plate.wheel IR__ ._ nbending*fi,1ate.wheel ---plate.wheel.- = 0.82 l.33Fy Interaction Ratio of Wheel Mounting Plate Capacity if(~late.wheel < 1.0, "OK", "NOT OK") = "OK"
Dominion Energy North Anna Power Station Units 1 & 2 WheelArm Splice Connection Reactor Containment NaTB Basket Design Calculation Body A splice is added to the wheel arm in order to allow for transportation of the basket via the containment room elevator during installation. Enveloping beam end-forces within beams 61, 62, 63, and 64 at nodes 50, 49, 52, and 51, respectively, are used as the design forces for this splice connection. dy.offset.splice := 0-25in °bolt.splice := 4

5.0000--------i J)OOO 0

.5000 4.000GI 0 -- ~ .5001) HSS 3, X 15 X 3/li6 1---t-0. 7001} Fig 10.4-2 WheelArm Splice Connection Eccentricity Between Bolt Pattern Horizontal Centerline and HSS Centerline Number of Bolts in Splice Connection Splice Plate Loading (Attachment B, Pg. 21 & 22): FY.splice := l 790lb My.splice := 3.877lb-in = 0.32 ft-lb y Ref. 2.2 Ref. 2.2 CEM-0226 Rev. a Page 30 of 51 Fx.splice := l.SSllb Fz.splice := 1.5511b Mz.splice := 0lb-in + Fx.splice*dy.offset.splice = o.o3 ft-lb Mx.splice := 8970lb-in + Fz.splice*dy.offset.splice = 747.53 ft-lb [ -l.75inl l.75in X bolt.splice.- -l.7Sin l.75in [ 0.75in l 0.75in y bolt.splice.- _0_75in -0.75in laSt( Xbolt.splice) 8y.bolt.splice := L, (Xbolt.splicei)2 = 0.09ft2 i= 1 laSt( y bolt.splice) 8x.bolt.splice := L, (Y bolt.splicei) 2 = 0.02 ft2 i= 1 Co-ordinate Locations of Bolts at Splice Connection Bolt Pattern Moment of Inertia Bolt Pattern Moment of Inertia
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body T
= m-{Mx.splice*Ybolt.splice + My.splice*Xbolt.splice]
bolt.splice S ... - 2991.07 lb x.bolt.splice Sy.bolt.splice Fz.splice +-~~- "bolt.splice CEM-0226 Rev.a Page 31 of 51 Maximum Tension in Bolts Fy.splice Mz.splice*Xbolt.splice ( ] 2 °bolt.splice + sx.bolt.splice + Sy.bolt.splice = 447.SS lb Maximum Shear in Bolts F x.splice Mz.splice* y bolt.splice ( 2 + "bolt.splice + S..bo!Lsplice + S,..bo!Lsplice]
n.

1.
~oolt.splice := 2m 'IT 2 2 Abolt.splice:= 4*°tiolt.splice = 0.2-in T bolt.splice 1/4.bolt.splice-= ---"-- = lS.23-ksi Abolt.splice Vbolt.splice fy_bolt.splice -= ----"-- = 2.28-ksi Abolt.splice Diameter of Bolts at Splice Area per Bolt Tensile Stress in Bolts Shear Stress in Bolts Fnt.splice := min(1.2S*Fnt-2.4fy_bolt.splice'Fnt) = S6*ksi Tensile Strength of Bolts due to Combined Loading Ref.2.2 Ref. 1.4, Eq. 5.3.4-3 IR ._ n -{ 1/4.bolt.splice fy_bolt.splice] bolt.splice -- bolfm 1 33F 1 33F = 0.61 Interaction Ratio of Bolts at Wheel Mounting nt.splice nv if(IRbolt.splice < 1.0, "OK", "NOT OK") = "OK" Check Splice Plate tplate.splice := 1 in Thickness of Splice Plate Ref.2.2 L I.Sin plate.splice:= l.7Sm - = 1-in MomentArm in Splice Plate Ref.2.2 MY.plate.splice := T bolt.splice* Lplate.splice = 249.26 ft-lb Maximum Bending Moment in Splice Plate b
n(1* L
) .JI.Sin l eff.splice := mi m, plate.splice + miu~-2-,Lplate.spliceJ = l.7S-in Effective Width of Splice Plate 2 beff.splice*tplate.splice . 3 Sy.plate.splice:= --=----=------=----- = 0.29-m 6 Effective Section Modulus of Plate Along Y-Axis
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body MY.plate.splice fb.plate.splice := = 10.26-kst 8y.plate.splice Bending Stress in Plate CEM-0226 Rev. a Page 32 of 51 1 Po.bear.splice:= (2*Fu)*Di,0 1t.splice*tplate.splice*~ = 31.25-k Bearing Strength of Ref. 1.4, Eq. 5.3.3-1 bear Plate at Bolt Hole Po.shear.splice:= - 1-
tplate.splice*(iinl.Fu = 23.44-k Obear 4 )
Shear Strength of Plate at Bolt Hole Obending. fb.plate.splice !3/4late.splice := ----~-~- = 0.48 Interaction Ratio of Splice Plate l.33Fy Ref. 1.4, Eq. 5.3.1-1 Vbolt.splice IRbear.splice := ------ = 0.01 1 *33P n.bear.splice Interaction Ratio for Bearing at Splice Plate T bolt.splice IRshear.splice := -------=---- = O.l l.33P o.shear.splice Interaction Ratio for Shear in Splice Plate if(max(13/41ate.splice,1Rbear.splice' IRshear.splice) < LO, "OK", "NOT OK")= "OK" Check Splice Plate Weld bsplice := 8 wheel.arm = l.S-io dsplice := I\\vheel.arm = 3-io rsplice := 2*1wheel.arm = 0.3S-io asplice := bsplice - 2rsplice = O.S-io hsplice := dsplice - 2rsplice = 2.3-io Lsplice := 2(bsplice + dsplice - O.S6rsplice) = S.4-io 3 2 asplice hsplice* bsplice \\.splice:= ---=- + ---=--2---=--- l -rr*asplic/ l + rsplice* 2 + rsplice*( 4asplice + 'IT*rsplice) Weld Length of Splice Ref. 1.5, Pg. 11 = 9.81-io3 = 3.55-io3 X-X Moment of Inertia of Weld Ref. 1.5, Pg. 11 Y-Y Moment of Inertia of Weld Ref. 1.5, Pg. 11 1splice := 1x.splice + \\.splice= 13*36*in3 Polar Moment of Inertia of Weld Ref. 1.5, Pg. 2
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body 1x.splice . 2 sx.splice := -------- = 6.54-m 0.5*dsplice X-X Section Modulus of Weld \\.splice . 2 Sy.splice:= ------------ = 4.74-m 0.5* bsplice Y-Y Section Modulus ofW31d F z.splice Mx.splice My.splice lb 1/4.splice:= + + = 1373.08*- Lsplice 8x.splice 8y.splice in Tensile Stress in \\/'kid Ref. 1.5, Pg. 2 Ref. 1.5, Pg. 2 f ._ Fx.splice Mz.splice*(0-5*dsplice) _ . lb --x.sphce.- ------ + ----------------- - 0.23. Shear Stress in Weld in X-Direction Lsplice 1splice 10 L ._ Py.splice Mz.splice*(0-5*bsplice) _ . lb --y.sphce.- + - 213.08. Shear Stress in Weld in Y-Direction Lsplice 1splice 10 fsplice := 2 2 2 lli 1/4.splice + ~.splice + fj.splice = 1389*52* in Total Stress in \\/'kid 3. 1/4,eld.splice := 1610 Thickness of Weld t
m1*n(t t
) o 17 1*n Thickness of Base Material base.splice.= -wheel.arm' plate.splice = *
Ref.2.2 Ref.2.2 CEM-0226 Rev.a Page 33 of 51
~eld.splice := 0*75 *Fmcx(0.707*1/4,eld.splice) = 3181.5* ~b Nominal Strength of Ref. 1.4, Eq. 5.2.2-3 0 weld 10 Weld Metal 0~ lli Rbase.splice := tbase.splice*Fu = 3033-24*-:- nweld.base 10 Nominal Strength of Ref. 1.4, Eq. 5.2.2-2 Base Material fsplice 1~eld.splice := . ( ) = 0.34 1.33 mm ~eld.splice,Rbase.splice Interaction Ratio of Weld if(TR < 1 0 "OK" "NOT OK") = "OK" ~--weld.splice
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev. a Page 34 of 51 10.5 Design of Anchorage 10.5.1 Basket Anchorage Design R angle Fy Fig. 10.5-1 Detail of BasketAnchorage Maximum Forces atAnchor Supports: Fx.angle := 17401b Py.angle := 6811b Reactions atAngle to Angle Connection dvert := 2.25in ddecouple := f (3.Sin - dvert) = 0.83 -in Reactions at Weld to HSS dhor := dhor + 3.25in = 8.25-in Reaction Force in Local X Direction Reaction Force in Local Y Direction Attachment B, Pg. 20 Attachment B, Pg. 20 Vertical Distance from Angle-Angle Connection to Reaction Forces (Conservative) Moment Arm for Decoupling of Moment at Forces (Bolt Tension+ DistributedAngle Bearing) Horizontal Distance from Angle-Angle Connection to Reaction Forces, Conservatively Equaling the Length of the Long Leg of the Angle on Floor Moment due to Force Eccentricity Vertical Distance from HSS-Angle Weld to Reaction Forces Horizontal Distance from HSS-Angle Weld to Reaction Forces Moment due to Force Eccentricity
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body Check Bolts Between Two Angles "bolt.angle := 2
3.
Dbolt.angle := 4m TI 2 . 2 Abolt.angle.= 4*~olt.angle = 0.44-m Py.angle Vbolt.angle := ----'-=-- = 340.5 lb "bolt.angle Number of Bolts in Angle Diameter of Bolts Area of Bolts Shear in Bolts in Y Direction F x.angle Mconnection Tbolt.angle := + d = 5.26-k "bolt.angle decouple" 0 bolt.angle TotalTension in Bolts Vbolt.angle f'v.bolt.angle.= __ ___::;_ = 0.77-ksi 3/4olt.angle T bolt.angle fi:.bolt.angle.= -----=-- = 1 l.91 *ks1 Abolt.angle Shear Stress in Bolts Tensile Stress in Bolts Fut.angle:= min(L25*Fnt-2.4f'v.bolt.angle*Fnt) = 56-ksi Tensile Strength of Bolts due to Combined Loading Ref. 2.2 Ref. 2.2 CEM-0226 Rev. a Page 35 of 51 Ref. 1.4, Eq. 5.3.4-3 IR ._ n { fi:.bolt.angle i'v.bolt.angle] bolt.angle.- bolfma 1 33F = 0.48 Interaction Ratio of Bolts at Wheel Mounting nt.angle 1.33Fnv if(IRbolt.angle < 1.0, "OK", "NOT OK") = "OK" Check Weld of Angle to Tubesteel dweld.angle := 2in Gap Between Weld Lines, Ref. 2.2 bweld.angle := 12in Weld Length (Conservatively ignoring flare bevel on opposite sides), Ref. 2.2 Lweld.angle := 2*bweld.angle = 24-in Effective Weld Length S
- b rl
24. 2 weld.angle.-
weld.angle*--weld.angle =
Ill Elastic Section Modulus of Ref. 1.5, Pg. 3 Fx.angle f'v.weld.angle := L weld.angle lb
= 72.5*- m Mweld.HSS Py.angle lb fi:.weld.angle := S + _.;..._.....:.._ = 334.97*- weld.angle Lweld.angle m Weld f ._ J 2 2 lb max.angle.- f'v.weld.angle + fi:.weld.angle = 342.72*-:- m Shear Stress in Weld Tensile Stress in V\\eld Total Stress in V\\eld
Dominion Energy North Anna Power Station Units 1 & 2 3. 1weld.angle := 1?0
1.
tangle:= 2m Reactor Containment NaTB Basket Design Calculation Body Size of Fillet Weld Thickness of Angle Ref.2.2 Ref.2.2 teff.angle := mi{0.707*1weld*2-*(2*tmain)l = 0.13-in Minimum Effective Weld Thickness (Fillet Weld vs 16 ~ Flare Bevel Groove Weld) CEM-0226 Rev.a Page 36 of 51 0~ lli ~eld.angle := --*Fmcx(teff.angle) = 3181.5*-:- Nominal Strength Ref. 1.4, Eq. 5.2.2-3 nweld m of Weld Metal 0.43 . ( ) lb Rbase.angle := mm tangle*tmain *Fu= 4061.76*-:- nweld.base m Nominal Strength Ref. 1.4, Eq. 5.2.2-2 of Base Material ~ax.angle
0_08 1~eld.angle :
.,/
) 1.33 m:., ~eld.angle, Rbase.angle Interaction Ratio of Weld if(m < 1 0 "OK" "NOT OK") = "OK" ~'Weld.angle CheckAngles The angles are checked at two locations. The two locations are at the angle to angle bolt connection, due to this location having the maximum vertical eccentricity, and the second location is at the angle to HSS weld connection, due to this location having the maximum horizontal eccentricity. Langle := 14in tangle= 0.5-in Length of Angle Thickness of Angle Ref.2.2 Ref.2.2 Mangle:= max(Mconnection*Mweld.HSS) = 613.19 ft-lb Maximum Moment in Angle 2 Langle*tangle . 3 Sangle := 6 = 0.58-m Elastic Section Modulus of Channel atAnalyzed Location (Plate Bending About Minor Axis) Mangle fb.angle := ----"'-- = 12.61-ksI Maximum Bending Stress in Angle Leg 8angle
f.
=
max(Fy.angle*Fx.angle) = 0 28-k. 't.angle. [ ( 1 ~ l SI Langle - 2 °t,olt.angle + 16in)Jtangle f max(Fy.angle*Fx.angle) k. ~.angle.- [ ( 1 ~l - 0.28* SI tangle* Langle - 2 °t,olt.angle + 16i"JJ Maximum Tensile Stress in Angle Leg Maximum Shear Stress in Angle Leg Bearing Strength of Ref. 1.4, Eq. 5.3.3-1 Angle at Bolt Hole
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev.a Page 37 of 51 Po.shear.angle:= _l_*tangle*(0.75in)*Fu = 11.72-k nbear Shear Strength of Angle at Bolt Hole Ref.1.4, Eq. 5.3.1-1 ntension
1t.angle IR
= 0.6 angle.ten.- 1.33Fy nbending
fb.angle
+ ------------~ 1.33Fy ( nshear*4.angle]2 IR angle.shear.- 1.33.0_6Fy + (nbending*fb.angle] 2 1.33Fy = 0.34 Interaction Ratio of Angle in Tension & Bending Interaction Ratio of Angle in Shear & Bending Ref. 1.4, Eq. 3.5-3 Ref. 1.4, Eq. 3.3.3-1 Vbolt.angle IRangle.bear := -----=-- = 0.02 Interaction Ratio for Bearing at Bolt Hole in Angle l.33P n.bear.angle T bolt.angle IRangle.shear.bolt := ---------- = 0.34 Interaction Ratio for Shear at Bolt Hole in Angle l.33P n.shear.angle if(max(IRangle.ten*IRangle.shear*IRangle.bear*IRangle.shear.bolt) < 1.0, "OK", NOT OK")= "OK" CheckAnchorage Per Ref. 3.5, the slab at elevation 216'-11" is a 24" reinforced concrete slab. Per Ref. 3.4, Section 3.8, concrete strength is 3000 psi. Ref. 3.3 is used to determine the capacity of the Hilti Kwik Bolts. "anchor.angle := 2 Fy.angle T anchor.angle := ---'-----"'-- = 340.5 lb "anchor.angle Fx.angle V anchor.angle := ----- = 870 lb "anchor.angle T allowable.anchor:= lS00lb V allowable.anchor := 26251b smin.anchor := 5.5in sprov.anchor := Sin Number of Anchors at Angle Ref.2.2 Tension inAnchors Shear in Anchors Allowable Tensile Force for Ref. 3.3, Table 6 5/8" Hilti KB3, 2.75" Embed Allowable Shear Force for Ref. 3.3, Table 6 5/8" Hilti KB3, 2.75" Embed Minimum Spacing Between Ref. 3.3, Table 7 Anchors Required Provided Spacing Between Anchors Ref. 2.2 if( smin.anchor < sprov.anchor' "OK" '"STRENGTH REDUCED") = "OK"
Dominion Energy North Anna Power Station Units 1 & 2 EDmin.anchor := 8-25in Reactor Containment NaTB Basket Design Calculation Body Minimum Edge Distance Required to Develop FullAnchor Strength CEM-0226 Rev.a Page 38 of 51 Ref. 3.3, Table 7 The anchors will be installed on the floor of the containment room away from any edges. Therefore, adequate edge distance will be provided for the anchors to develop required strength. tfloor := 24in tmin.anchor := min(3in, 1.3-2.75in) = 0.25 ft Thickness of Containment Floor Min Base Material Thickness Required if(ttloor < tmin.anchor* "NOT OK", "OK") = "OK" Ref. 3.5 Ref 3.3, Table 7 T anchor.angle V anchor.angle IRanchors.angle := ----~-- + ----~-- = 0.56 T allowable.anchor V allowable.anchor Interaction Ratio for Anchors Ref. 3.3, Sec. 5.4.1.1 if(m < 1 0 "OK" "NOT OK" ) = "OK" ~-anchors.angle
Dominion Energy Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev.a Page 39 of 51 North Anna Power Station Units 1 & 2 10.6 Perforated Metal Plate Design The chemicals within the basket are currently contained at bottom via perforated metal plate and Size 100 Mesh. The perforated metal plate resists the pressure, weight, and seismic forces of the chemical. The Size 100 mesh is installed to contain the chemical in place. The plates are analyzed as simply supported beams with distributed loading along their entire lengths. The section modulus of the plates are calculated assuming only the 3/8" parallel bars spaced 1-7/8" apart contribute to the section modulus. The perforated metal plate are connected to the basket 1" from the edges of the HSS2.5x2.5 framing. Therefore, the maximum length of each bar is calculated as the height of the basket minus two inches. Perforated Metal Plate on Sides of Basket qside.plate :=
n(
) *** hbaskefm1 1basket' wbasket + Loadactive _pressure + ah* W1metal.side
308.73-psf Maximum Pressure on Side Perforated Plate qside.plate"(hbasket - 2.inf lb-ft Mside.plate :
8 = 96-75*ft Maximum Bending Moment per Foot in Side Plate
3.
tside := -m 8 1ft 1 1 npreforated metal:= ---- = 6.4-
15.
ft ft -m 8 Thickness of Perforated Metal Number of 3/8" Bars per Foot in Perforated Metal Ref.2.2 Ref. 2.2 (
3. ~
2 npreforated.metar8m J1side in3 8side.plate := = 0.06-- 6 ft Section Modulus of Perforated Metal Plate at Sides of Basket Mside.plate fb.side.plate := ---- = 20.64-ksi 8side.plate Bending Stress in Plate fb.side. plate* nbending 1~ide.plate := = 0.96 l.33Fy Interaction Ratio for Perforated Plate in Bending Note, the evaluation of the perforated plate conservatively considers only the contribution of the plates running parallel to the span of the evaluation. In reality, the plates running perpendicular will contribute a significant amount of additional capacity to the plate strength. Therefore, the shown higher interaction ratio of the perforated plate is acceptable. if(m * < 1 0 "OK" "NOT OK") = "OK" ~,nde.plate Perforated Metal at Bottom of Basket The bottom plate is supported by bracing every 24" per Ref. 2.1. (t + 3/4)*WtNaTB %ot.plate := -----'---- + ( 1 + 3/4 )w1metal.bot = 170.96-psf 1basket* wbasket Maximum Pressure on Bottom of Basket
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev.a Page 40 of 51 %ot.plate"(Ltrib bot brace - lin)2 lb-ft Mbot.plate := = 78.S*ft Maximum Bending Moment in Bottom Plate per Foot
3.
tbot := -m 8 Assumed Thickness of Perforated Metal (
3. ~
2 npreforated.metal'"j?nJtbot in3 8plate.bot := = 0.06*- 6 ft Section Modulus of Bottom Perforated Metal Plate Mbot.plate fb.bot.plate := ---- = 16.75-kst 8plate.bot Bending Stress in Plate fb.bot. plate* nbending IRbot.plate := = 0.78 1.33Fy Interaction Ratio for Perforated Plate in Bending if(IR < 1 0 "OK" "NOT OK") = "OK" bot.plate Weld of Perforated Plate to Tubesteel 5plate.weld := 6in Spacing Between Welds . ( qside.plate*hbasket ) lb Tplate.weld := m~ 2 ,%ot.plate*Ltrib_bot_brace = 341.92ft . ( W1metal.side*hbasket ) lb Vplate.weld := m~ 3v* 2 ,ah*W1metal.bofLtrib_bot_brace = 9*56ft I.Sin in Lweld.plate := ---- = 3*- 5plate.weld ft Length of Weld per Foot Tplate.weld lb ft.weld.plate:= ---- = 113*97*-:- Lweld.plate m Tensile Stress in V\\eld V plate.weld lb ~.weld.plate := ~--- = 3*19*-:- Lweld.plate m Shear Stress in Weld J 2 2 lb ~eld.plate := ft.weld.plate + ~.weld.plate = 114-02* in Stress in Weld
3.
1weld.plate := 16m Thickness of Weld Thickness of Base Material Ref.2.2 Max Distributed Tensile Force at Ends of Perforated Plates Max Distributed Shear Force at Ends of Perforated Plates Ref.2.2 Ref.2.2 Ref.2.2
Dominion Energy Reactor Containment NaTB Basket Design Calculation Body CEM-0226 Rev. a Page41 of51 North Anna Power Station Units 1 & 2 10.7 0~ lli ~eld.plate := ---FE:xX(o.7o7*1weld.plate) = 3181.5*:- Nominal Strength of Ref. 1.4, Eq. 5.2.2-3 0weld 10 Weld Metal OM lli Rbase.plate := ----tbase.plate*Fu = 406L76*:- Nominal Strength of Ref. 1.4, Eq. 5.2.2-2 nweld.base 10 Base Material lb Rbase.HSS = 4061.76* in Recall Base Material Strength of HSS 1~eld.plate := . ( ) = 0.04 mm ~eld.plate,Rbase.plate,Rbase.HSS fweld.plate Interaction Ratio of Weld of Perforated Metal Plate if(TR < 1 0 "OK" "NOT OK") = "OK" ~-weld.plate Basket Cover Design The basket lid is designed to support its self-weight and seismic loading only. The lid is restrained against horizontal seismic forces. ( 1 + 3v )wtcover qcover := ------ = 8.23-psf wbaskef 1basket wbasket ---= 1.2 1basket r3cover := 0.3762 2 r3cover"qcover*1basket k. fb.cover := -------- = 4.96* s1 2 tcover nbending
fb.cover IRcover.bending :=
= 0.23 l.33Fy Pressure Acting on Cover Ratio of Long Side to Short Side of Basket Constant for Stress in Flat Plate Analysis Maximum Stress in Cover Plate Interaction Ratio of Cover Plate if(IRcover.bending < 1.0, "OK", "NOT OK") = "OK"
l. R.i!el}J Ilb>'ilfa.r. pfati!; :all dge
,Iy u POI' Ref. 1.3, Table 11.4, Case#1a Ref. 1.3, Table 11.4, Case#1a Abng the perimeter of the plate, the plate bends down to act as a drip guard. This bent section of the plate is used as the restraint against horizontal loading. The horizontal seismic load is conservatively applied at the tip of the bent plate and is analyzed as a cantilevered beam. Since 3v = 0.61 and is less than 1, vertical restraint is not required for the lid. lb V cover = 24.4 l -ft Lcover := 2in 2 tcover in3 scover := --- = o.o3-- 6 ft Recall Horizontal Seismic Loading on Cover Maximum MomentArm of Drip Guard Section Modulus of Cover per Foot Cale. Sec. 10.1 Ref. 2.2
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body Vcover*Lcover k. fb.cover.drip := = 1.56* 81 scover nbending
fb.cover.drip IRdrip.bending :=
= 0.07 1.33Fy Maximum Bending Stress due to Horizontal Seismic Forces Interaction Ratio of Cover Plate Drip Guard Against Seismic if(IR * < 1 0 "OK" "NOT OK") = "OK" drip.bendmg During the lifting of the cover plate, the cover is supported only at the locations of the cover handles, rather than continuously supported along the perimeter of the basket For this load condition, the basket is conservatively analyzed as pinned-pinned beam with self-weight applied as a linear force along the entire beam. CEM-0226 Rev.a Page 42 of 51 Wt cover lb Fcover := ----- = 5.l-Linear Force due to Self-Weight of Cover 1baskef wbasket fl? F cover*max(lbasket* wbasket)2 lb*ft Mmax.cover := 8 = 22.97-ft 2 . 3 tcover m Slid:= --- = 0.03*- 6 ft M fb.cover.lift := _m_ax_.c_ov_e_r = 8.82-ksi Slid nbending.fb.cover.lift 1Rcover.lift := -------- = 0.54 FY if(IR
< 1 0 "OK" "NOT OK") = "OK" cover.hft Max Moment in Cover During Lift Section Modulus of Basket Maximum Bending Stress in Cover During Lift Interaction Ratio of Lid During Lift
Dominion Energy Reactor Containment NaTB Basket Design Calculation Body North Anna Power Station Units 1 & 2 10.8 Evaluation of the Basket at Elevated Temperatures Per Ref. 2.3 and Ref. 3.6, the maximum temperature that the borated water within the reactor containment basement post-LOCAis 280°F. The baskets must maintain their strucb.Jral integrity during a seismic event at this elevated temperature, see Attachment F. Within the STAAD.Pro model and Section 10.0 - 10. 7, the basket is evaluated at typical operational temperatures. The elevated temperatures will cause reduced material strengths. This reduction in strength is compared to the stresses imposed on the basket due to seismic loading. Because structural materials are not typically evaluated at elevated temperatures, most structural design standards (e.g. ASCE 8-90, AISC 9th Edttion, AWS D1.6) do not include any significant guidance or requirements for allowable stress values or other strength derating factors for materials used in elevated temperature service. However, pressure vessel standards such as ASME 831.1 and ASME Section II (Part D) do provide allowable stress values for ASME approved materials. While ASME does not include theASME material equivalent of ASTMA554 Grade MT-304, material standards such as ASME SA213 (ASME equivalent of ASTMA213), that use Type 304 stainless steel (UNS S30400) in tubing / tube steel applications, are included. By comparing theASTM A554 Grade MT-304 chemical and mechanical properties to that of ASME SA 213 Grade TP304, ttcan be seen that the minimum property requirements are identical.Additionally, the product forms mechanical/ structural tubing and pressure vessel tubing respectively are also very similar. Also, in general, tt would be expected that boiler, superheater, heat exchanger, and other high-temperature or otherwise critical pressure vessel applications would have higher safety factors built in than for general use structural tubing. For these reasons, using theASME 831.1, TableA-3, Maximum Allowable Stress 1/4lues in Tension for Stainless Steels, for ASTM A213 Grade TP304 in lieu of ASTMA554 Grade MT-304 should be considered reasonable and conservative. Per Paragraph 102.3.1.c of ASME 831.1, tt states, 'The basis for establishing the allowable stress values in this Code Section are the same as those in ASME BPVC, Section 11, Part D, Mandatory Appendix 1; except that allowable stresses of cast iron and ductile iron are in accordance wtth... " Therefore, Appendix 1 of ASME BPVC, Section 11, Part D is followed in order to calculate the yield strength of the stainless steel at elevated temperatures. Per this Appendix, the lower stresses given in 831.1, Table A-3, are no greater than 2/3 of the yield strength at the appropriate temperature. Per ASME 831.1, Table A-3, ASTMA213 Grade TP304 has an allowable stress of 15ksi at 300°F (lower value). Using linear interpolation from 16. 7ksi allowable stress at 200°F, the allowable stress at 280°F is approximately 15.34ksi. Using the information from Appendix 1 of ASME BPVC, Section 11, Part D, the yield stress at280°F is calculated to be 15.34<:si-2 = 23.01-ksi This equates to an approximate 2 strength reduction of23%. Per Attachment B, Pg. 34, the maximum stress within the basket members due to design loading is 16ksi. This is less than the reduced yield strength of the stainless steel at an elevated temperature of 280°F, with an interaction ratio of 70%. This is less than 90% Fy, therefore, the basket structural tubesteel members are OK at the elevated temperatures required. CEM-0226 Rev.a Page 43 of 51
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body Since the strength reduction at an elevated temperature of 280°F is 23%, it can be said that an interaction ratio of 0.77 at room temperature will equate to an interaction ratio of 1.0 at 280°F (0. 77 I ( 1-0.23) = 1.0). Therefore, if a component has an interaction ratio of less than 0. 77, it will have an interaction ratio of less than 1.0 (allowable forces including safety factors) at 280°F. The majority of miscellaneous structural components (bolts, plates, angles, etc.) have an interaction ratio under 70%. The two components that have an interaction ratio near 77% are the side and bottom perforated plates. The maximum stresses within the bottom perforated metal plate is fb.bot.plate = 16.75-kst and the maximum stress within the side perforated metal plates is fb.side.plate = 20.64ksi. This is less than the reduced yield strength of the stainless steel at an elevated temperature of 280°F, with an interaction ratio of73% and 89.7%, respectively. These stress values are less than 90% Fy at280°F, therefore, the basket miscellaneous structural components are OK at the elevated temperatures required. In regard to the welds of the basket, a E308 filler metal weld is used to the type 304 stainless steel to itself (AWS D1.6). Per theAWS AS.4 minimum chemical and mechanical properties tables, it can be seen that E308 filler metal is slightly overalloyed (higher maximum chromium, minimum 0.75 wt% molybdenum, and minimum copper content) with respect to Type 304 stainless steel and E308 has a minimum tensile strength of 80 ksi while retaining 30% minimum elongation where Type 304 has a minimum tensile strength of 70 ksi with 35% minimum elongation. However, other than these differences, Type 304 and E308 are both austenitic stainless steels with very similar properties. Reference 1.12 is a report generated by the Oak Ridge National Laboratory for the U.S. Atomic Energy Commission in 1972, which studies the behavior of welded joints in stainless and alloy steels at elevated temperatures. The report compiles findings from multiple tests and presents them together. The primary test temperatures used throughout the testings was above 900°F. Using the values found on Pages 20 & 26, the following reduced weld strength capacities are calculated via interpolation using room temperature (70°F) as the base value. Note, the weld tensile stress at 900°F is from Fig. 2 of Ref. 1.12, a conservative value for the "base metal tensile strength" is used as the tensile strength at 900°F. Temperature WeldTensile Interpolated Weld (OF) Stress (ksi) Page# Strength at 280F (ksi) 1000 58.8 20 75.21 1200 50.5 20 74.52 1000 55.6 20 74.49 1200 48 20 74.05 1000 53.4 20 73.99 1100 48.3 20 73.54 1200 40.05 20 72.58 900 55 26 73.67 The minimum calculated tensile strength of the weld at 280°F is 72.58ksi per Ref. 1.12. The maximum stress in the welds is 23.3ksi (Weld of Vertical HSS2x2 Braces to the Basket). Per the methodology of this calculation, the allowable weld strength is ~-(72.Slksi)-1.33 = 28.96ksi. The maximum 0 weld Interaction Ratio of the welds is 23*3ksi = 0.8. This is below 90%, therefore, the basket welds are 28.9dcsi adequate at 280°F. CEM-0226 Rev. a Page 44 of 51
Dominion Energy North Anna Power Station Units 1 & 2 10.9 Basket Takeoffs Reactor Containment NaTB Basket Design Calculation Body The following volume, surface area, and weight values are calculated based on the material properties found on the bill of materials on Ref. 2.1. These values were calculated based on generalized member sizes and does not account for rounded comers. For example, the HSS2.5x2.5 members are generalized to be a 2.5" x2.5" square with 1/4" thick walls and no rounded comers. The volume of the mounting hardware (bolts & nuts) is calculated using the models provided by the McMaster web page. See Attachment E for an itemized takeoff. Total basket Volume Sealed {ftA3) 4.6799 Total basket Volume Unsealed {ftA3) 2.9888 Minimum Surface Area {ftA2) 119.5196 Maximum Surface Area {ftA2) 233.4638 Minimum Surface Area {Thickness< 0.3") 81.2946 Movable Basket Design Minimum Surface Area {0.3" ::;Thickness::; 0.7") 33.0651 Minimum Surface Area {Thickness >0.7") 5.1589 Maxi mum Surface Area {Thickness< 0.3") 162.5892 Maximum Surface Area (0.3"::; Thickness::; 0.7") 64.0758 Maxi mum Surface Area {Thickness> 0. 7") 6.7987 Total Mass of Basket Empty {lbm) 1464.5026 Total Mass {Without Hardware and Cover) {lbm) 1270.1895 The difference between sealed and unsealed volumes is that the sealed volume conservatively assumes that all hollow structural sections or tube steel is sealed entirely. The unsealed volume considers only the volume of the material of the HSS. The surface area totals consist of contributions of members of various thicknesses. The minimum surface area is based on the surface area exposed when the basket is filled to the top with buffer material and assumes that the surfaces in contact with the buffer are not exposed to the containment atmosphere, however, both sides of the basket lid are induded in the minimum surface area calculation. The maximum surface area is based on all exposed surfaces when the basket is empty. The maximum surface area is based on the total area of the individual items and does not credit reductions for locations where members are in contact with each other. Surface area for hardware (i.e. bolts, nuts, washers, etc.) is not explicitly included since it is negligible relative to the total surface area. Additionally, much of the surface of these items will not be exposed as they will be inside a structural member. The surface area in general is calculated with some conservatism (no rounded edges, not crediting reduction of area at connections, not crediting removed bolt holes), by engineering judgement the exposed surface area of the mounting hardware will be enveloped by the conservatism within the calculation. The mass is based on a stainless steel density of 490 lb/ft113. The total mass without hardware and cover omits all material that may be removed (basket cover, bolts, nuts, etc.) during the transportation of the basket. CEM-0226 Rev. a Page 45 of 51
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body 10.10 Evaluation of Swivel Hoist Ring Attachment In order to facilitate the lifting and upending of the basket during installation, a swivel hoist ring will be attached to the basket The hoist ring attachment location is at the top of the wheel arm HSS member. A plate is welded on top of the wheel arm in order to provide an adequate thickness for bolt engagement The swivel hoist ring attachments are evaluated for two scenarios:
1) Upending of the basket to its side while the basket is empty (2-point lift)

2) Lifting of the basket while while the basket is empty (4-point lift)
Wtbasket = 1465 lb Recall Weight of Empty Basket Attachment E Although not required by BlH-1, Sec. 3-5.1, an additional weight factor of 20% is conservatively applied to the weights of the basket to in order to capture any imperfections in weight distribution. IF:= 120% CEM-0226 Rev.a Page 46 of 51 IF. Wtbasket V upend := 2 = 879 lb Vertical Force in Swivel Hoist during Upending of Basket While Empty (2-Point Lift) IF. Wtbasket Vlift := ---- = 586 lb 3 Vupend Fupend := = 1243.09 lb sin(45deg) vlift Frft := --- = 828.73 lb 1 sin( 45deg) Check Swivel Hoist Ring Vertical Force in Swivel Hoist during Lifting of Basket While Empty (4-Point Lift), Conservatively Applying Load to Only Three Points Total Force in Swivel Hoist during Upending of Basket While Empty, Conservatively Applying the Total Load at 45 Degrees Total Force in Swivel Hoist during Lifting of Basket While Empty, Conservatively Applying the Total Load at 45 Degrees Per Ref. 2.1, a Crosby Group HR-125 Swivel Hoist Ring with a 5/8"-11 Bolt Size (orequaO isto be used. Fhoist.ring := 4oo01b Capacity of Swivel Hoist Ring Attachment C, Pg. 4 max( F upend' F lift) IRhoist.ring := = 0.31 Fhoist.ring Interaction Ratio of Swivel Hoist Ring Capacity if(IR * < 1 0 "OK" "NOT OK") = "OK" h01st.nng
Dominion Energy North Anna Power Station Units 1 & 2 CheckAttachment Plate Capacity 7. thoist.plate := 8m Reactor Containment NaTB Basket Design Calculation Body Thickness of Hoist Ring Attachment Plate W hoist.plate := max( V upend, V lift) = 879 lb Vertical Force Acting on Plate 2in -=1 2in f3hoist.plate := 0.435 rhoist.ring := 3/4in= 0.63 -in Ratio of Long Side to Short Side of Basket Constant for Stress in Flat Plate Analysis Radius of Swivel Hoist Ring Bolt rhoist.ring = 0.63-in > 0.S*thoist.plate = 0.44 in => r'o= rhoist.ring r'o := rhoist.ring = 0.63-in Radius of Load Applied to Plate 3*Whoist.plate [ (2*2in) ] fb.hoist.plate :=
(1 + 0.3)-ln --
... = 0.75-ks, Max Bending 2 TI*r' St
Plat 2*TI*th.
1 o ress 1n e mst.p ate + f3hoist.plate Ref. 2.1 CEM-0226 Rev. a Page 47 of 51 1, R l.allJ:.,tl8.I.' p fat.e; all. dge ,ly J ort d s sE3Js 'S Ref. 1.3, Table 11.4, Case#1b Ref. 2.1 Ref. 1.3, Table 11.4 Ref. 1.3, Table 11.4, Case#1b Whoist.plate fv.hoist.plate := (. ) = 0.73-ksi Shear Stress in Hoist Ring Plate Attachment thoist.plate
2m - rhoist.ring IR s ear v. 01st.p ate
= 0.0l ( n h .f h. I J2 hmst.plate.shear.- 0_6FY Interaction Ratio of Plate in Shear & Bending + ( 11bending*;:hoist.plate J 2 Check Bolt Engagement: Fu.hoist.ring := 170ksi thoist.plate = 0.SS-in Lhoist.bolt := 1.45in 11 n :=- in 3/4.max := 0.546in Tensile Stress of Hoist Ring Cap Screw (ASTMA574 per Attachment C, Pg.4) Recall Thickness of Hoist Plate Effective Thread Projection Length of Hoist Ring Bolt Number of Threads Per Inch Maximum Minor Diameter of Internal Thread Ref. 1.4, Eq. 3.3.3-1 Ref. 1.18 Attachment C, Pg. 4 Attachment C, Pg. 4 Ref. 1.19, Table2B
Dominion Energy North Anna Power Station Units 1 & 2 Es.min := 0.5560in Os.min:= 0.6051in En.max:= 0.5767in rhoist.ring = 0.63-in ,\\ := 0.22600in2 Reactor Containment NaTB Basket Design Calculation Body Minimum Pitch Diameter of External Thread Minimum Major Diameter of External Thread Maximum Pitch Diameter of Internal Thread Recall Radius of Hoist Ring Bolt Tensile Stress Area of Screw Thread Engagement Length Required for External Threads (Ref. 1.20, Pg. 1586): 2*,\\ Le:= ----------------- = 0.47-in 3.1416*3/4.max{o.5 + 0.57735n*(Es.min - 3/4.max)] CEM-0226 Rev.a Page 48 of 51 Ref. 1.19, Table 2A Ref. 1.19, Table 2A Ref. 1.19, Table 28 Ref. 1.19, Table 6 Since the strength of the attachment plate is less than the strength of the hoist ring bolt, a check for internal thread stripping is conducted below. Shear Area of External Thread (Ref. 1.20, Pg. 1587): Ag:= 3.1416-n*Le*3/4.max{;n + 0.57735-(Es.min - 3/4.max)]= 0.45-in2 Shear Area of Internal Thread (Ref. 1.20, Pg. 1587): ~
= 3.1416n*Le*Ds.min{;n + 0.57735-(Ds.min - En.max)] = 0.6-in2 Ag* Fu.hoist.ring 1hoist.plate :=
~-Fu = 1.69 Oiioist.plate := 1hoist.plate*Le = 0.79-in Factor for Stripping of Internal Thread Evaluation Required Length to Prevent Stripping of Internal Threads Ref. 1.20, Pg. 1586 Ref. 1.20, Pg. 1587 Ql10ist.plate
0_91 IRengagement :
n( ) mi 1hoist.plate,Lhoist.bolt Interaction Ratio for Engagement Length of Hoist Ring Bolt if(IR > 1 "NOT OK" "OK") = "OK" engagement
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body Check Weld of Plate to Wheel Arm: Lweld.hoist.plate := 2*1.5in + 2*2in = 7-in Length of Weld Whoist.plate f'weld.hoist.plate := L weld.hoist.plate 3. 1weld.hoist.plate := 1610 = 125.57* lb Total Stress in V\\eld in Thickness of Weld Ref.2.2 Ref.2.2 tbase.hoist.plate := min( thoist.plate, thoist.plate, 1whee1.arm) = 0-17 *in Thickness of Base Material CEM-0226 Rev.a Page 49 of 51 teff.weld.hoist. plate := mu{ O. 7o7 *1weld.hoist. plate, :6 ( 2
tbase.hoist. plate)] = O. ll

in Minimum Effective Weld Thickness (Fillet Weld vs Flare Bevel Groove Weld)
Nominal Strength of Weld Metal: 0~ lli ~eld.hoist.plate := -*Fma:*(o.7o7-teff.weld.hoist.plate) = 184527* in weld Nominal Strength of Base Material: 0~ lli Rbase.hoist.plate := tbase.hoist.plate*Fu = 303324*-:- nweld.base 10 Ref. 1.4, Eq. 5.2.2-3 Ref. 1.4, Eq. 5.2.2-2 f'weld.hoist. plate 1~eld.hoist.plate := . ( ) = 0.07 Interaction Ratio of Weld mm ~eld.hoist.plate, Rbase.hoist.plate if(~eld.hoist.plate < 1.0, "OK", "NOT OK") = "OK" Check Basket Members and Connections: dhoist.arm := 7in - lin - lin = 5-in Distance From Hoist Connection to WheelArm Splice Connection Ref. 2.2 Mhoist := dhoist.arm* Whoist.plate = 366.25 ft* lb Moment in Splice Connection due to Offset of Hoist Loading Mx.splice = 747.53 ft-lb Fy.splice = 17901b T bolt.splice = 2991.07 lb Recall Design Moment of Wheel Arm Splice Connection Recall Design Vertical Loading of WheelArm Splice Connection Recall Tension in Bolts for Wheel Arm Splice Connection Cale. Sec. 10.4 Cale. Sec. 10.4 Cale. Sec. 10.4 By comparison, the design loading of the wheel arm basket members envelopes the loading imposed on these members during a lift. During the upending of the basket the load direction of the lift will result in direct tension of the bolts. The design tension of these bolts is greater than the tension in the bolts as a result of lifting and/or upending of the basket. Therefore, no further evaluation is required. The safety factors I design factors used in the evaluations above are pulled fromASCE 8-90. By observation, the design margin available within the above evaluations will envelope any add~ional safety factors required by BTH-1.
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body 10.11 Evaluation of Baskets for Storage During the storage of these baskets, there is potential for them to be stacked on top of each other. Due to the weight of these baskets, the stacking of these baskets is evaluated to ensure no damage will be incurred on the baskets due to this storage. Appropriate cribbing must be provided between each basket to ensure weight is appropriately distributed and no local deformation occurs. CEM-0226 Rev.a Page 50 of 51 Wtbasket = 1465 lb Recall Weight of Each Basket Cale. Sec. 10.9 1.1 Wtbasket lb Fstacking.each := ------- = 73.25 - Approximate Distributed Loading on Top Basket Frame 21basket + 2wbasket ft Members, Increased by 10% toAccountforWeightof Cribbing and Storage Material Fstacking.each*max(1basket, wbasketf = 329_63 ft-lb Mstacking.each := 8 Moment in Top Basket Frame Member due to Each Stacked F stacking.each *max( 1basket' wbasket) Vstacking.each := 2 = 219.75 lb Basket Shear in Top Basket Frame Members due to Each Stacked Basket
l. l
Wtbasket P stacking.each :=
4 = 402.88 lb max(Mmain_z,Mmain_y) = 1241.67ft*lb Vmain := 15201b P main = 2850 lb Axial Force in Vertical Basket Members at Each Corner due to Each Stacked Basket Recall Maximum Moment in Basket Members due to Design Loading Maximum Shear in Basket Members due to Design Loading AttachmentB,Pg.17 Recall MaximumAxial Force in Basket Members due to Design Loading max(Mmain z,Mmain_y) "stacking.moment:= -----'---=----=""'- = 3.77 Number of Baskets Stacked Required to Reach Mstacking.each Design Moment of Basket Frame Members vmain "stacking.shear:= = 6.92 V stacking.each pmain "stacking.axial:= ----- = 7.07 p stacking.each Number of Basket Stacked Required to Reach Design Shear of Basket Frame Members Number of Baskets Stacked Required to Reach Design Moment of Basket Frame Members Floo~ min( "stacking.moment* "stacking.shear* "stacking.axial)' 1) = 3 Number of Baskets that May Be Stacked on Top of a Basket A basket that is sitting on the floor may support three baskets stacked on top of~. Therefore, a total of4 baskets may be stacked in one group during the storage of these baskets.Appropriate cribbing must be used when storing these baskets to ensure no damage to local components is incurred.Additionally, baskets must be securely fastened such that storage of these baskets does not impose risk of toppling or instability.
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Calculation Body
11. RESULTS & CONCWSIONS 11.1 The Na TB baskets are acceptable for the design load combinations considered herein.

12. PRECAUTIONS & LIMITATIONS 12.1 This cak::ulation is valid after implementation of DC NA-19-01156.

13. CALCULATION REVIEW CHECKLIST 13.1 Refer to Attachment A

14. ATTACHMENTS 14.1 AttachmentA-Calculation Review Checklist 14.2 Attachment B - STAAD.Pro Inputs and Outputs 14.3 Attachment C - Product Data 14A Attachment D-Weld Stresses 14.5 Attachment E - Basket Takeoffs 14.6 Attachment F - Basket Design Inputs & Requirements CEM-0226 Rev.a Page 51 of 51
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment A CEM-0226 Rev. O Page A1 of A1 Calculation Review Checklist i1s-Dominion
-,' Energy**
CM-AA-CLC-301 ATTACHMENT 5 Page 1 of 1 Calculation # CEM-0226 Rev 000 Add NIA NOTE: If "Yes" is not answered, an explanation may be provided below. Reference may be made to explanations contained in the calculation or addendum. Questions: I Yes IN/A
1.
Have inputs, including codes, standards, regulations, requirements, procedures, data, and IZI engineering methodology been correctly selected, applied, and referenced?
2.
Are the sources of design inputs up-to-date and retrievable/attached to the calculation? IZI
3.
Where appropriate, have the other disciplines reviewed or provided the design inputs for which they IZI are responsible?
4.
Have design inputs been confirmed by analysis, test, measurement, field walkdown, or other pertinent IZI means as appropriate for the configuration analyzed?
5.
Have the bases for assumptions been adequately and clearly presented and are they bounded by the [gJ Station Design Basis?
6.
Were appropriate calculation/analytic methods used and are outputs reasonable when compared to IZI inputs?
7.
Have the calculation, results, tables, and figures been reviewed with regard to numerical accuracy, IZI units, and consistency?
8.
Has the calculation made appropriate allowances for instrument errors and calibration equipment IZI errors?
9.
Have those computer codes used in the analysis been referenced in the calculation? IZI
10.
Have all exceptions to station design basis criteria and regulatory requirements been identified and
~
justified in accordance with NQA-1-1994? 11. Has the design authority/original preparer for this calculation been informed of its revision or
~
addendum, if required?
12.
Was the pre-job brief completed without any identified HU error precursors/compensating actions? (If HU error precursors/compensating actions were identified, then mark N/A and provide explanation/summary below or attach pre-job brief form to calculation.) ~ Comments: (Attach additional pages if needed)
3) Inter-disciplinary review and/or design input not required.

4) No testing required for design inputs.

5) No assumptions stated in calculation.

8) No instruments/equipment required for analysis.

10) No exceptions to design basis criteria made.

11) Calculation is a new calculation.
Signature:~(/~ IJA: A.:- 'Y M. Beatty for M. Alqattawl per Date: 11/12/2021 Tetecon on 11112/21 @4:22pm (Reviewer) Signature!imothy Corbin ~ Date: Nov 19, 2021 (Owner's Review, if applicable) Note: Physical or electronic signatures are acceptable. Form No. 731190 (June 2020)
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B1 of B36 y Figure B-1 3-D Rendering of STAAD.Pro Model
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B2 of B36 Figure B-2 Node Numbers in STAAD.Pro Model
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B3 of B36 52 Figure B-3 Beam Numbers in STAAD.Pro Model
STAAD.Pro V8i SELECTseries6 *

Version 20.07.11.50

Proprietary Program of

Bentley Systems, Inc.

Date= OCT 8, 2021

Time= 13:43:47

USER ID: *
1. STAAD SPACE INPUT FILE: C:\\Users\\0u9668\\Downloads\\CAT Removal calc 10.8\\2021.10.05 - North Anna Basket.STD

2. START JOB INFORMATION

3. ENGINEER DATE 15-APR-20

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT INCHES POUND

7. JOINT COORDINATES

8. 1 0 7.25 0; 4 69.504 0 0; 6 69.5 7.25 0; 7 0 18.5 0; 8 69.5 18.5 0; 10 0 0 0

9. 11 0 0 57.504; 13 0 7.25 57.5; 16 69.504 0 57.5; 18 69.5 7.25 57.5

10. 19 0 18.5 57.5; 20 69.5 18.5 57.5; 33 22.75 0 0; 34 46.75 0 0; 35 22.75 0 57.5

11. 36 46.75 0 57.5; 43 69.504 0 18.7504; 44 69.504 0 38.75; 45 22.75 0 -7

12. 46 46.75 0 -7; 47 76.504 0 18.7504; 48 76.504 0 38.75; 49 -3.25 7.25 57.5

13. 50 -3.25 7.25 0; 51 72.75 7.25 0; 52 72.75 7.25 57.5; 63 -8.25 7.25 57.5

14. 64 -8.25 7.25 0; 65 77.75 7.25 0; 66 77.75 7.25 57.5; 67 52.75 0 57.5

15. 68 52.752 18.5 57.5; 69 16.75 0 57.5011; 70 16.752 18.5 57.5

16. MEMBER INCIDENCES

17. 3 10 33; 6 1 7; 7 7 8; 8 8 6; 11 10 11; 16 11 69; 19 13 19; 20 19 70; 21 20 18

18. 24 4 43; 27 8 20; 28 7 19; 49 33 34; 50 34 4; 51 35 36; 52 36 67; 53 33 35

19. 54 34 36; 61 1 50; 62 13 49; 63 18 52; 64 6 51; 65 43 44; 66 44 16; 67 45 33

20. 68 46 34; 69 47 43; 70 48 44; 75 70 68; 77 70 69; 78 68 67; 79 1 10; 80 13 11

21. 81 18 16; 82 6 4; 87 50 64; 88 49 63; 89 51 65; 90 52 66; 91 67 16; 92 68 20

22. 93 69 35

23. SET DIVISION 1

24. START USER TABLE

25. TABLE 1

26. UNIT INCHES POUND

27. GENERAL

28. RIGID

29. 1 1 0.01 0.01 0.01 100000 100000 100000 100000 100000 1 1 0.01 0.01 0.01 0.01

30. END

31. DEFINE MATERIAL START

32. ISOTROPIC STAINLESSSTEEL

33. E 2.8E+007

34. POISSON 0.3

35. DENSITY 0.283

36. ALPHA 1E-005

37. DAMP 0.03

38. ISOTROPIC RIGID

39. E 1E+012

40. POISSON 0.3

41. END DEFINE MATERIAL

42. MEMBER PROPERTY AMERICAN Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B4 of B36

43. 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 65 66 75 79 TO 82 91 TO 92 -

44. 93 TABLE ST HSST2.5X2.5X0.25

45. MEMBER PROPERTY AMERICAN

46. 67 TO 70 UPTABLE 1 RIGID

47. 61 TO 64 87 TO 90 TABLE ST HSST3X1.5X0.188

48. 77 78 TABLE ST HSST2X2X0.25

49. CONSTANTS

50. MATERIAL STAINLESSSTEEL ALL

51. SUPPORTS

52. 63 TO 66 FIXED BUT FX FZ MX MY MZ KFY 1E+020

53. 45 46 FIXED BUT FX MX MY MZ

54. 47 48 FIXED BUT FZ MX MY MZ

55. SPRING COMPRESSION

56. 63 TO 66 KFY

57. MEMBER OFFSET

58. 67 TO 70 START 0 -1 0

59. 67 TO 70 END 0 -1 0

60. 8 11 21 24 27 28 53 54 61 TO 64 77 78 START LOCAL 1.25 0 0
**NOTE-IF ANY MEMBER HAS A NON-ZERO BETA ANGLE IN THE CONSTANTS TABLE AND USES THE LOCAL OPTION HERE; THEN PLEASE Note THAT THIS LOCAL OPTION ALWAYS GENERATES THE OFFSETS BASED ON AN ANGLE OF ZERO DEGREES (THIS IS A TEMPORARY PSEUDO-BETA THAT IS NOT USED FOR ANY OTHER CALCULATION).
THE BETA IN THE CONSTANTS TABLE WILL STILL BE USED TO DEFINE THE MEMBER LOCAL COORDINATE SYSTEM.
61. 6 11 19 27 28 53 54 66 77 TO 82 END LOCAL -1.25 0 0

62. 3 7 16 20 START LOCAL -1.75 0 0

63. 7 50 91 92 END LOCAL 1.75 0 0

64. LOAD 1 LOADTYPE NONE TITLE SELF WEIGHT

65. SELFWEIGHT Y -1.1 LIST 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 -

66. 75 77 TO 82 87 TO 93

67. LOAD 2 LOADTYPE NONE TITLE DEAD WEIGHT

68. UNIT FEET POUND

69. MEMBER LOAD

70. 53 54 UNI GY -12

71. 3 7 11 16 20 24 27 28 49 TO 52 65 66 75 91 TO 93 UNI GY -5.25

72. 11 24 65 66 UNI GY -6

73. 7 20 27 28 75 92 UNI GY -6.96

74. UNIT INCHES POUND

75. LOAD 3 LOADTYPE NONE TITLE NATB PRESSURE

76. UNIT FEET POUND

77. MEMBER LOAD

78. 24 27 65 66 UNI GX 26.89

79. 11 28 UNI GX -26.89

80. 16 20 51 52 75 91 TO 93 UNI GZ 26.89

81. 3 7 49 50 UNI GZ -26.89

82. LOAD 4 LOADTYPE NONE TITLE NATB WEIGHT

83. MEMBER LOAD

84. 53 54 UNI GY -200

85. 11 24 65 66 UNI GY -100

86. LOAD 5 LOADTYPE NONE TITLE SEISMIC X

87. SELFWEIGHT X 0.8 LIST 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 75 -

88. 77 TO 82 87 TO 93

89. MEMBER LOAD

90. 24 65 66 UNI GX 250.45

91. 53 54 UNI GX 9.56

92. 3 7 11 16 20 24 27 28 49 TO 52 65 66 75 91 TO 93 UNI GX 4.18

93. 11 24 65 66 UNI GX 4.78

94. 28 UNI GX 24.41

95. 27 UNI GX 227.69 Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B5 of B36

96. LOAD 6 LOADTYPE NONE TITLE SEISMIC -X

97. SELFWEIGHT X -0.8 LIST 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 -

98. 75 77 TO 82 87 TO 93

99. MEMBER LOAD 100. 11 UNI GX -250.45 101. 53 54 UNI GX -9.56 102. 3 7 11 16 20 24 27 28 49 TO 52 65 66 75 91 TO 93 UNI GX -4.18 103. 11 24 65 66 UNI GX -4.78 104. 27 UNI GX -24.41 105. 28 UNI GX -227.69 106. LOAD 7 LOADTYPE NONE TITLE SEISMIC Z 107. SELFWEIGHT Z 0.8 LIST 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 75 -
108. 77 TO 82 87 TO 93 109. MEMBER LOAD 110. 16 51 52 91 93 UNI GZ 208.71 111. 53 54 UNI GZ 9.56 112. 3 7 11 16 20 24 27 28 49 TO 52 65 66 75 91 TO 93 UNI GZ 4.18 113. 11 24 65 66 UNI GZ 4.78 114. 7 UNI GZ 24.41 115. 20 75 92 UNI GZ 189.74 116. LOAD 8 LOADTYPE NONE TITLE SEISMIC -Z 117. SELFWEIGHT Z -0.8 LIST 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 - 118. 75 77 TO 82 87 TO 93 119. MEMBER LOAD 120. 3 49 50 UNI GZ -208.71 121. 53 54 UNI GZ -9.56 122. 3 7 11 16 20 24 27 28 49 TO 52 65 66 75 91 TO 93 UNI GZ -4.18 123. 11 24 65 66 UNI GZ -4.78 124. 20 75 92 UNI GZ -24.41 125. 7 UNI GZ -189.74 126. LOAD 9 LOADTYPE NONE TITLE SEISMIC Y 127. SELFWEIGHT Y -0.61 LIST 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 - 128. 75 77 TO 82 87 TO 93 129. REPEAT LOAD 130. 2 0.61 4 0.61 131. LOAD 11 LOADTYPE NONE TITLE LC 1 - +X +Y 132. REPEAT LOAD 133. 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 9 1.0 134. LOAD 12 LOADTYPE NONE TITLE LC 2 - +X -Y 135. REPEAT LOAD 136. 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 9 -1.0 137. LOAD 13 LOADTYPE NONE TITLE LC 3 - -X + Y 138. REPEAT LOAD 139. 1 1.0 2 1.0 3 1.0 4 1.0 6 1.0 9 1.0 140. LOAD 14 LOADTYPE NONE TITLE LC 4 - -X -Y 141. REPEAT LOAD 142. 1 1.0 2 1.0 3 1.0 4 1.0 6 1.0 9 -1.0 143. LOAD 15 LOADTYPE NONE TITLE LC 5 - +Z +Y 144. REPEAT LOAD 145. 1 1.0 2 1.0 3 1.0 4 1.0 7 1.0 9 1.0 146. LOAD 16 LOADTYPE NONE TITLE LC 6 - +Z -Y 147. REPEAT LOAD 148. 1 1.0 2 1.0 3 1.0 4 1.0 7 1.0 9 -1.0 149. LOAD 17 LOADTYPE NONE TITLE LC 7 - -Z +Y 150. REPEAT LOAD 151. 1 1.0 2 1.0 3 1.0 4 1.0 8 1.0 9 1.0 152. LOAD 18 LOADTYPE NONE TITLE LC 8 - -Z -Y 153. REPEAT LOAD 154. 1 1.0 2 1.0 3 1.0 4 1.0 8 1.0 9 -1.0 Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B6 of B36
155. UNIT INCHES POUND 156. LOAD 10 LOADTYPE NONE TITLE LC9 - DEAD + NATB LOADING 157. REPEAT LOAD 158. 1 1.0 2 1.0 3 1.0 4 1.0 159. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S NUMBER OF JOINTS 34 NUMBER OF MEMBERS 42 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 8 SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER ORIGINAL/FINAL BAND-WIDTH= 26/ 7/ 46 DOF TOTAL PRIMARY LOAD CASES = 18, TOTAL DEGREES OF FREEDOM = 196 TOTAL LOAD COMBINATION CASES = 0 SO FAR. SIZE OF STIFFNESS MATRIX = 10 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.2/ 36696.3 MB
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 1 ALONG Y.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 5 ALONG X.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 6 ALONG X.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 7 ALONG Z.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B7 of B36 Note, this warning is due to multiple uses of "Selfweight" load command in this load combination (Self weight dead load + self weight used for seismic loading). This warning is to bring attention to user that multiple selfweights are applied in the same direction. This warning does not affect analysis and may be ignored.
STRUCTURAL ELEMENTS IN LOAD CASE 8 ALONG Z. THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 9 ALONG Y.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 11 ALONG X.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 12 ALONG X.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 13 ALONG X.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 14 ALONG X.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
WARNING-APPLIED SELFWEIGHT IS MORE THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 15 ALONG Y.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 813.978 POUN
WARNING-APPLIED SELFWEIGHT IS MORE THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 16 ALONG Y.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B8 of B36
TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 813.978 POUN
WARNING-APPLIED SELFWEIGHT IS MORE THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 17 ALONG Y.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 813.978 POUN
WARNING-APPLIED SELFWEIGHT IS MORE THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 18 ALONG Y.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 813.978 POUN
WARNING-APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE 10 ALONG Y.
THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 414.913 POUN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 406.989 POUN
**NOTE-Tension/Compression converged after 1 iterations, Case= 1 **NOTE-Tension/Compression converged after 1 iterations, Case= 2
LOAD CASE 3 -- START ITERATION NO. 2
**NOTE-Tension/Compression converged after 2 iterations, Case= 3 **NOTE-Tension/Compression converged after 1 iterations, Case= 4
LOAD CASE 5 -- START ITERATION NO. 2

LOAD CASE 5 -- START ITERATION NO. 3
**NOTE-Tension/Compression converged after 3 iterations, Case= 5
LOAD CASE 6 -- START ITERATION NO. 2
**NOTE-Tension/Compression converged after 2 iterations, Case= 6 Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B9 of B36
LOAD CASE 7 -- START ITERATION NO. 2
**NOTE-Tension/Compression converged after 2 iterations, Case= 7
LOAD CASE 8 -- START ITERATION NO. 2

LOAD CASE 8 -- START ITERATION NO. 3
**NOTE-Tension/Compression converged after 3 iterations, Case= 8 **NOTE-Tension/Compression converged after 1 iterations, Case= 9 **NOTE-Tension/Compression converged after 1 iterations, Case= 11 **NOTE-Tension/Compression converged after 1 iterations, Case= 12 **NOTE-Tension/Compression converged after 1 iterations, Case= 13
LOAD CASE 14 -- START ITERATION NO. 2
**NOTE-Tension/Compression converged after 2 iterations, Case= 14 **NOTE-Tension/Compression converged after 1 iterations, Case= 15
LOAD CASE 16 -- START ITERATION NO. 2
**NOTE-Tension/Compression converged after 2 iterations, Case= 16 **NOTE-Tension/Compression converged after 1 iterations, Case= 17 **NOTE-Tension/Compression converged after 1 iterations, Case= 18 Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B10 of B36
**NOTE-Tension/Compression converged after 1 iterations, Case= 10 160. PARAMETER 1 161. CODE AISC 162. RATIO 1.33 MEMB 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 75 -
163. 77 TO 82 87 TO 93 164. FU 75000 MEMB 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 75 - 165. 77 TO 82 87 TO 93 166. FYLD 30000 MEMB 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 75 - 167. 77 TO 82 87 TO 93 168. CHECK CODE MEMB 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 75 - 169. 77 TO 82 87 TO 93
***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST.
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B11 of B36 Note, this error is due to a bug within the STAAD.Pro version being used. This error does not affect the analysis of the model.
STAAD.Pro CODE CHECKING - (AISC 9TH EDITION) v1.0 ALL UNITS ARE - POUN INCH (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION
===========================================================
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
3 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.522 13 1647.05 T -6006.63 6281.57 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
6 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.455 17 300.91 C -4671.17 -6856.05 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
7 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.413 17 622.61 C -7434.37 1691.82 73.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
8 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.392 17 308.96 C -3266.02 -6631.70 10.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
11 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.364 13 779.38 T -4945.07 -3084.81 27.50
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
16 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.534 13 2031.88 T 7061.86 5243.75 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
19 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.496 15 880.78 C 3207.17 -8943.42 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
20 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.433 13 748.12 C 2458.50 8143.38 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
21 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.425 15 911.91 C 1784.47 -8508.51 10.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
24 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.588 6 761.78 T -13310.01 1316.20 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
27 ST HSST2.5X2.5X0.25 (AISC SECTIONS) Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B12 of B36
PASS AISC-H2-1 0.411 8 7.21 T -5240.73 5362.68 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
ALL UNITS ARE - POUN INCH (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION
===========================================================
28 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.294 17 166.66 C 2865.88 4585.18 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
49 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.289 17 514.21 T -4502.85 -2573.49 24.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
50 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.635 14 1318.29 T -13823.30 -1610.75 24.50
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
51 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.309 13 2817.03 T -2274.51 -3647.08 24.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
52 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.384 17 1808.15 T -6055.01 -2546.19 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
53 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.419 17 463.16 C -1437.80 -8964.73 18.33
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
54 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.422 13 668.66 C -837.49 -9478.92 22.92
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
61 ST HSST3X1.5X0.188 (AISC SECTIONS) PASS AISC-H1-3 0.416 17 0.00 T 7.60 -7779.76 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
62 ST HSST3X1.5X0.188 (AISC SECTIONS) PASS AISC-H1-3 0.670 15 0.00 T -7.60 -12554.75 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
63 ST HSST3X1.5X0.188 (AISC SECTIONS) PASS AISC-H1-3 0.584 15 0.00 T 7.60 -10942.19 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
64 ST HSST3X1.5X0.188 (AISC SECTIONS) PASS AISC-H1-3 0.340 17 0.00 T -7.60 -6356.19 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B13 of B36
ALL UNITS ARE - POUN INCH (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION
===========================================================
65 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.548 13 993.64 T 12412.91 -1022.75 8.33
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
66 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.596 6 761.78 T -13267.83 1556.51 17.50
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
75 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.187 13 1408.76 C 1380.19 -2315.25 36.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
77 ST HSST2X2X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.805 15 619.71 T 6876.21 4692.71 16.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
78 ST HSST2X2X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.809 15 646.50 T 6722.71 -4889.26 16.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
79 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.483 17 802.44 T -9808.94 2068.49 6.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
80 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.376 15 910.20 T 3207.17 -5850.63 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
81 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.288 15 642.49 T 3445.70 -3509.63 6.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
82 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.445 17 590.61 T -7443.58 -3623.57 6.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
87 ST HSST3X1.5X0.188 (AISC SECTIONS) PASS AISC-H1-3 0.297 17 0.00 T 3.88 -5560.28 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
88 ST HSST3X1.5X0.188 (AISC SECTIONS) PASS AISC-H1-3 0.479 15 0.00 T -3.88 -8970.99 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
ALL UNITS ARE - POUN INCH (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B14 of B36
===========================================================
89 ST HSST3X1.5X0.188 (AISC SECTIONS) PASS AISC-H1-3 0.243 17 0.00 T -3.88 -4543.45 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
90 ST HSST3X1.5X0.188 (AISC SECTIONS) PASS AISC-H1-3 0.417 15 0.00 T 3.88 -7819.16 0.00
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
91 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.755 13 2520.08 T 14935.92 2710.67 18.50
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
92 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H1-3 0.391 15 1251.86 C 1362.86 7779.34 18.50
***Note: DESIGN IN ACCORDANCE WITH ASD PROVISIONS FOR TUBES***
93 ST HSST2.5X2.5X0.25 (AISC SECTIONS) PASS AISC-H2-1 0.377 17 1768.22 T -5802.59 -2632.37 6.00 170. STEEL TAKE OFF LIST 3 6 TO 8 11 16 19 TO 21 24 27 28 49 TO 54 61 TO 66 75 - STEEL TAKE-OFF PROFILE LENGTH(INCH) WEIGHT(POUN) 171. 77 TO 82 87 TO 93 ST HSST2.5X2.5X0.25 686.01 382.459 ST HSST3X1.5X0.188 28.00 10.856 ST HSST2X2X0.25 32.00 13.675 TOTAL = 406.989
************ END OF DATA FROM INTERNAL STORAGE ************
172. FINISH
***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST.
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B15 of B36 TOTAL = 406.989 Note, this error is due to a bug within the STAAD.Pro version being used. This error does not affect the analysis of the model.
***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. ***STAAD.Pro ERROR. MEMB OR ELEM NO 0 DOES NOT EXIST. *********** END OF THE STAAD.Pro RUN *********** **** DATE= OCT 8,2021 TIME= 13:43:51 ****
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Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B16 of B36
Displacements shown in italic indicate the presence of an offset Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B17 of B36 Node Displacement Summary Node L/C X y z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) MaxX 8 12:LC 2 - +X -'t 0.050 0.002 0.001 0.050 0.000 0.000 -0.001 Minx 8 13:LC 3 - -X + ' -0.077 -0.008 -0.004 0.077 -0.000 0.001 0.000 MaxY 65 16:LC 6 - +Z -'f 0.002 0.003 0.032 0.032 0.001 -0.000 0.000 MinY 35 15:LC 5- +Z +' -0.006 -0.031 0.002 0.031 -0.002 0.000 -0.001 MaxZ 68 16:LC 6 - +Z -'f -0.005 -0.008 0.042 0.043 0.002 0.000 0.000 MinZ 8 17:LC 7 - -Z +'f -0.005 -0.006 -0.047 0.048 -0.001 -0.001 -0.000 MaxrX 45 11 :LC 1 - +X +' 0.040 0.000 0.000 0.040 0.004 -0.000 -0.001 Min rX 35 17:LC 7 - -Z +'f 0.004 -0.026 -0.001 0.027 -0.003 -0.001 -0.001 Max rY 43 13:LC 3 - -X + ' -0.000 -0.014 -0.003 0.014 0.000 0.003 0.002 Min rY 44 13:LC 3 - -X + ' -0.000 -0.014 -0.003 0.014 -0.000 -0.003 0.002 MaxrZ 44 13:LC 3 - -X + ' -0.000 -0.014 -0.003 0.014 -0.000 -0.003 0.002 Min rZ 63 15:LC 5- +Z +' -0.004 -0.000 0.022 0.022 0.001 0.000 -0.002 Max Rst 68 13:LC 3 - -X + ' -0.072 -0.025 -0.019 (0.078 -0.000 -0.001 0.001 Beam Displacement Detail Summary Beam L/C d X y z Resultant (in) (in) (in) (in) (in) MaxX 27 11 :LC 1 - +X +' 27.500 0.067 -0.004 -0.002 0.068 Minx 28 13:LC 3 - -X + ' 27.500 -0.108 -0.004 -0.001 0.108 MaxY 7 12:LC 2 - +X -'t 58.400 0.050 0.005 0.002 0.050 MinY 53 17:LC 7 - -Z +'f 27.500 -0.001 -0.096 -0.001 0.096 MaxZ 75 16:LC 6 - +Z -'f 18.000 -0.005 -0.009 0.046 0.048 MinZ 7 17:LC 7 - -Z +'f 36.500 -0.005 -0.006 -0.090 0.091 Max Rst 54 13:LC 3 - -X + ' 27.500 -0.074 -0.095 -0.000 (0.120 Beam Maximum Forces by Section Property Axial Shear Torsion Bending Section MaxFx MaxFy MaxFz MaxMx Max My MaxMz (lb) (lb) (lb) (lb"in) (lb"in) (lb"in) HSST2.5X2.5X0.25 Max+ve 1.82E+3 1.34E+3 1.49E+3 7.9E+3 ~14.9E+3 8.58E+3 Max-ve ~-2.85E+3' -1.36E+3 C-1.52E+3l -8.08E+3 -14.1E+3 /-9.68E+3 RIGID Max+ve 1.74E+3 681.459 0.000 0.000 0.000 1.7E+3 Max-ve -1.7E+3 -54.440 -0.000 -0.000 -0.000 -5.54E+3 HSST3X 1.5X0.188 Max+ve (2.1711 1.330 2.171 0.000 ~7.599 4.654 Max-ve -2.171 -1.8E+3 -2.171 -0.000 -7.599 /-12.6E+3 HSST2X2X0.25 Max+ve 737.588 506.192 1.18E+3 (6.88E+3 6.01E+3 Max-ve ~-658.192 -709.465 -114.575 -1.2E+3 -1.67E+3 /-6.22E+3
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B18 of B36 Utilization Ratio Beam Analysis Design Actual Allowabl~ Ratio Clause UC Ax lz ly Ix Property Property Ratio Ratio (Act.I Allow.) (in2) (in4) (in4) (in4) 3 HSST2.5X2. HSST2.5X2. 0.522 1.330 0.393 AISC-H2-1 13 1.970 1.630 1.630 2.790 6 HSST2.5X2. HSST2.5X2. 0.455 1.330 0.342 AISC-H1-3 17 1.970 1.630 1.630 2.790 7 HSST2.5X2. HSST2.5X2. 0.413 1.330 0.310 AISC-H1-3 17 1.970 1.630 1.630 2.790 8 HSST2.5X2. HSST2.5X2. 0.392 1.330 0.295 AISC-H1-3 17 1.970 1.630 1.630 2.790 11 HSST2.5X2. HSST2.5X2. 0.364 1.330 0.274 AISC-H2-1 13 1.970 1.630 1.630 2.790 16 HSST2.5X2. HSST2.5X2. 0.534 1.330 0.401 AISC-H2-1 13 1.970 1.630 1.630 2.790 19 HSST2.5X2. HSST2.5X2. 0.496 1.330 0.373 AISC-H1-3 15 1.970 1.630 1.630 2.790 20 HSST2.5X2. HSST2.5X2. 0.433 1.330 0.325 AISC-H1-3 13 1.970 1.630 1.630 2.790 21 HSST2.5X2. HSST2.5X2. 0.425 1.330 0.319 AISC-H1-3 15 1.970 1.630 1.630 2.790 24 HSST2.5X2. HSST2.5X2. 0.588 1.330 0.442 AISC-H2-1 6 1.970 1.630 1.630 2.790 27 HSST2.5X2. HSST2.5X2. 0.411 1.330 0.309 AISC-H2-1 8 1.970 1.630 1.630 2.790 28 HSST2.5X2. HSST2.5X2. 0.294 1.330 0.221 AISC-H1-3 17 1.970 1.630 1.630 2.790 49 HSST2.5X2. HSST2.5X2. 0.289 1.330 0.217 AISC-H2-1 17 1.970 1.630 1.630 2.790 50 HSST2.5X2. HSST2.5X2. 0.635 1.330 0.477 AISC-H2-1 14 1.970 1.630 1.630 2.790 51 HSST2.5X2. HSST2.5X2. 0.309 1.330 0.232 AISC-H2-1 13 1.970 1.630 1.630 2.790 52 HSST2.5X2. HSST2.5X2. 0.384 1.330 0.289 AISC-H2-1 17 1.970 1.630 1.630 2.790 53 HSST2.5X2. HSST2.5X2. 0.419 1.330 0.315 AISC-H1-3 17 1.970 1.630 1.630 2.790 54 HSST2.5X2. HSST2.5X2. 0.422 1.330 0.318 AISC-H1-3 13 1.970 1.630 1.630 2.790 61 HSST3X1.5) HSST3X1.5) 0.416 1.330 0.313 AISC-H1-3 17 1.370 1.420 0.467 1.210 62 HSST3X1.5) HSST3X1.5) 0.670 1.330 0.504 AISC-H1-3 15 1.370 1.420 0.467 1.210 63 HSST3X1.5) HSST3X1.5) 0.584 1.330 0.439 AISC-H1-3 15 1.370 1.420 0.467 1.210 64 HSST3X1.5) HSST3X1.5) 0.340 1.330 0.255 AISC-H1-3 17 1.370 1.420 0.467 1.210 65 HSST2.5X2. HSST2.5X2. 0.548 1.330 0.412 AISC-H2-1 13 1.970 1.630 1.630 2.790 66 HSST2.5X2. HSST2.5X2. 0.596 1.330 0.448 AISC-H2-1 6 1.970 1.630 1.630 2.790 67 RIGID N/A 1.000 100E+3 100E+3 100E+3 68 RIGID N/A 1.000 100E+3 100E+3 100E+3 69 RIGID N/A 1.000 100E+3 100E+3 100E+3 70 RIGID N/A 1.000 100E+3 100E+3 100E+3 75 HSST2.5X2. HSST2.5X2. 0.187 1.330 0.141 AISC-H1-3 13 1.970 1.630 1.630 2.790 77 HSST2X2X0 HSST2X2X0 0.805 1.330 0.605 AISC-H2-1 15 1.510 0.747 0.747 1.310 78 HSST2X2X0 HSST2X2X0 (0.809) 1.330 0.608 AISC-H2-1 15 1.510 0.747 0.747 1.310 79 HSST2.5X2. HSST2.5X2. 0.483 1.330 0.363 AISC-H2-1 17 1.970 1.630 1.630 2.790 80 HSST2.5X2. HSST2.5X2. 0.376 1.330 0.283 AISC-H2-1 15 1.970 1.630 1.630 2.790 81 HSST2.5X2. HSST2.5X2. 0.288 1.330 0.216 AISC-H2-1 15 1.970 1.630 1.630 2.790 82 HSST2.5X2. HSST2.5X2. 0.445 1.330 0.335 AISC-H2-1 17 1.970 1.630 1.630 2.790 87 HSST3X1.5) HSST3X1.5) 0.297 1.330 0.223 AISC-H1-3 17 1.370 1.420 0.467 1.210 88 HSST3X1.5) HSST3X1.5) 0.479 1.330 0.360 AISC-H1-3 15 1.370 1.420 0.467 1.210 89 HSST3X1.5) HSST3X1.5) 0.243 1.330 0.182 AISC-H1-3 17 1.370 1.420 0.467 1.210 90 HSST3X1.5) HSST3X1.5) 0.417 1.330 0.314 AISC-H1-3 15 1.370 1.420 0.467 1.210 91 HSST2.5X2. HSST2.5X2. 0.755 1.330 0.567 AISC-H2-1 13 1.970 1.630 1.630 2.790 92 HSST2.5X2. HSST2.5X2. 0.391 1.330 0.294 AISC-H1-3 15 1.970 1.630 1.630 2.790 93 HSST2.5X2. HSST2.5X2. 0.377 1.330 0.283 AISC-H2-1 17 1.970 1.630 1.630 2.790
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B19 of B36 Beam Maximum Forces by Section Property Axial Shear Torsion Bending Section MaxFx MaxFy MaxFz MaxMx Max My MaxMz (lb) (lb) (lb) (lb-in) (lb-in) (lb-in) HSST2.5X2.5X0.25 Max+ve 1.02E+3 730.699 313.307 3.5E+3 2.84E+3 4.59E+3 Max -ve (-1.15E+3' -747.377 -313.307 -3.61E+3 (-4.23E+3' (-5.74E+3 RIGID Max+ve 10.631 313.939 0.000 0.000 10.642 Max -ve -10.642 -0.000 0.000 -0.000 -2.2E+3 HSST3X1.SX0.188 Max+ve 10.000 0.000 0.000 10.000 0.000 Max -ve -0.000 -973.378 -0.000 -0.000 -0.000 e-6.8E+3 HSST2X2X0.25 Max+ve 338.849 128.113 213.438 (2.33E+3 2.81E+3 Max-ve e-389.028 -322.673 -203.031 t-2.92E+3 Note, this table provides the maximum beam forces due to Dead Loading + NaTB Loading only (no seismic).
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B20 of B36 Reaction Envelope Horizontal Vertical Horizontal Moment Node Env FX FY FZ MX MY MZ (lb) (lb) (lb) (lb-in) (lb-in) (lb-in) 45 +ve 0.000 672.360 1.48E+3 0.000 0.000 0.000 45 +ve Load: 11 Load: 18 45 -ve 0.000 -42.511 -1.51E+3 0.000 0.000 0.000 45 -ve Load: 14 Load: 15 46 +ve 0.000 (681.459 l1.74E+3) 0.000 0.000 0.000 46 +ve Load: 13 Load: 17 46 -ve 0.000 -54.440 -1.7E+3 0.000 0.000 0.000 46 -ve Load: 12 Load: 16 47 +ve 1.46E+3 318.393 0.000 0.000 0.000 0.000 47 +ve Load: 14 Load: 15 47 -ve -1.47E+3 -47.177 0.000 0.000 0.000 0.000 47 -ve Load: 11 Load: 18 48 +ve 1.49E+3 429.898 0.000 0.000 0.000 0.000 48 +ve Load: 13 Load: 17 48 -ve -1.48E+3 -18.700 0.000 0.000 0.000 0.000 48 -ve Load: 12 Load: 16 63 +ve 0.000 l1.8E+3 0.000 0.000 0.000 0.000 63 +ve Load: 15 63 -ve 0.000 0.000 0.000 0.000 0.000 0.000 63 -ve 64 +ve 0.000 1.11E+3 0.000 0.000 0.000 0.000 64 +ve Load: 17 64 -ve 0.000 0.000 0.000 0.000 0.000 0.000 64 -ve 65 +ve 0.000 910.348 0.000 0.000 0.000 0.000 65 +ve Load: 17 65 -ve 0.000 0.000 0.000 0.000 0.000 0.000 65 -ve 66 +ve 0.000 1.57E+3 0.000 0.000 0.000 0.000 66 +ve Load: 15 66 -ve 0.000 0.000 0.000 0.000 0.000 0.000 66 -ve
Sign convention is as the action of the joint on the beam. Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B21 of B36 Beam End Forces Envelope Beam Node Envelope Fx Fy (lb) (lb) 61 1 +ve 2.171 0.000 11 :LC 1-* -2.171 -1.11E+3 13:LC 3 -* 17:LC 7 -* (50) -ve l1.551, 0.000 11 :LC 1-* -1.551 -1.11E+3 13:LC 3-
17:LC 7-

62 13
+ve 2.171 0.000 11 :LC 1- * -2.171 -1.79E+3 13:LC 3-
15:LC 5- *
(49) -ve 1.551 0.000 11 :LC 1- * -1.551 ~-1.79E+3) 13:LC 3-
15:LC 5-

63 18
+ve 2.171 0.000 13:LC 3- * -2.171 -1.56E+3 11 :LC 1-
15:LC 5- *
(521 -ve 1.551 0.000 13:LC 3- * -1.551 -1.56E+3 11 :LC 1-
15:LC 5-

64 6
+ve 2.171 1.330 13:LC 3-
14:LC4- *
-2.171 -905.707 11 :LC 1-
17:LC 7- *
(51) -ve 1.551 0.950 13:LC 3-
14:LC4- *
-1.551 -907.033 11 :LC 1-
17:LC 7-

87 (50)
+ve 1.551 0.000 11 :LC 1- * -1.551 -1.11E+3 13:LC 3-
17:LC 7-

64
-ve 0.000 0.000 18:LC 8- * -0.000 -1.11E+3 11 :LC 1-
17:LC 7-

88 (49)
+ve 1.551 0.000 11 :LC 1- * -1.551 ~-1.79E+3) 13:LC 3-
15:LC 5-

63
-ve 0.000 0.000 12:LC 2- * -0.000 -1.8E+3 11 :LC 1-
15:LC 5-

Fz Mx (lb)
(lb-in) 2.171 0.000 15:LC 5 -
16:LC6 - *
-2.171 -0.000 17:LC 7 -* 17:LC 7 -* ~1.551 I (0.000) 15:LC 5 -
16:LC6 - *
-1.551 -0.000 17:LC 7-
17:LC 7-

2.171 0.000 15:LC 5-15:LC 5-
-2.171 -0.000 17:LC 7-
18:LC 8-

1.551 0.000 15:LC 5-15:LC 5-
-1.551 -0.000 17:LC 7-
18:LC 8-

2.171 0.000 17:LC 7-

16:LC6- *
-2.171 -0.000 15:LC 5-15:LC 5-1.551 0.000 17:LC 7-
16:LC6- *
-1.551 -0.000 15:LC 5-15:LC 5-2.171 0.000 17:LC 7-
18:LC 8- *
-2.171 -0.000 15:LC 5-15:LC 5-1.551 0.000 17:LC 7-
18:LC 8- *
-1.551 -0.000 15:LC 5-15:LC 5-1.551 0.000 15:LC 5-10:LC9 - [ -1.551 -0.000 17:LC 7-
15:LC 5-0.000 0.000 16:LC6-

10:LC9 - [
-0.000 -0.000 17:LC 7-
15:LC 5-1.551 0.000 15:LC 5-16:LC6- *
-1.551 -0.000 17:LC 7-
11 :LC 1-

0.000 0.000 18:LC 8-

16:LC6- *
-0.000 -0.000 17:LC 7-
11 :LC 1-

My (lb-in) 7.599 17:LC 7 -*
-7.599 15:LC 5 - * (3.8771 17:LC 7 -* -3.877 15:LC 5-7.599 17:LC 7- * -7.599 15:LC 5-3.877 17:LC 7- * -3.877 15:LC 5-7.599 15:LC 5- -7.599 17:LC 7-
3.877 15:LC 5-
-3.877 18:LC 8-
7.599 15:LC 5-
-7.599 17:LC 7-
3.877 15:LC 5-
-3.877 17:LC 7-
3.877 17:LC 7- *
-3.877 16:LC6-
0.000 16:LC6- *
-0.000 17:LC 7-
3.877 17:LC 7- *
-3.877 15:LC 5-0.000 18:LC 8- * -0.000 17:LC 7-
Mz (lb-in) 0.000
-7.78E+3 17:LC 7 -* 0.000 -5.56E+3 17:LC 7-
0.000
-12.6E+3 15:LC 5-
0.000
~-8.97E+3) 15:LC 5-
0.000
-10.9E+3 15:LC 5-
0.000
-7.82E+3 15:LC 5-
4.654 14:LC4- *
-6.36E+3 17:LC 7-
2.375 14:LC4- *
-4.54E+3 17:LC 7-
0.000
-5.56E+3 17:LC 7-
0.000 10:LC9 - [
-0.000 15:LC 5-
0.000
-8.97E+3 15:LC 5-
0.000 11 :LC 1- *
-0.000 12:LC 2 - Splice Plate Loading - Splice Plate Located at Nodes 49, 50, 51, and 52.
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B22 of B36 Beam End Forces Envelope Cont... Beam Node Envelope Fx Fy Fz Mx My Mz (lb) (lb) (lb) (lb-in) (lb-in) (lb-in) 89 {511 +ve 1.551 0.950 1.551 0.000 3.877 2.375 13:LC 3 -- 14:LC4 -* 17:LC 7 -- 17:LC 7 -- 15:LC 5 -
14:LC4 -*
-1.551 -907.033 -1.551 -0.000 -3.877 -4.54E+3 11 :LC 1-
17:LC 7 -*
15:LC 5 -
16:LC6 -

18:LC 8 -* 17:LC 7 -*
65 -ve 0.000 0.000 0.000 0.000 0.000 0.000 13:LC 3 -* 18:LC 8 -* 17:LC 7 -* 18:LC 8 -* 16:LC6 - * -0.000 -910.348 -0.000 -0.000 -0.000 -0.000 12:LC 2 -
17:LC 7 -*
17:LC 7 -* 16:LC6 -
17:LC 7 -*
11 :LC 1-
90 l52J
+ve 1.551 0.000 1.551 0.000 3.877 0.000 13:LC 3-
17:LC 7-

12:LC 2-

15:LC 5-
-1.551 -1.56E+3 -1.551 -0.000 -3.877 -7.82E+3 11 :LC 1-
15:LC 5-15:LC 5-18:LC 8-

17:LC 7-

15:LC 5-66
-ve 0.000 0.000 0.000 0.000 0.000 0.000 12:LC 2-
11 :LC 1-

12:LC 2-

11 :LC 1-

17:LC 7- *
-0.000 -1.57E+3 -0.000 -0.000 -0.000 -0.000 13:LC 3-
15:LC 5-17:LC 7-

18:LC 8-

17:LC 7-

15:LC 5-
Sign convention is as the action of the joint on the beam. Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B23 of B36 Beam End Forces Envelope Beam Node Envelope Fx Fy (lb) (lb) 3 10 +ve 150.085 409.177 12:LC 2 -
13:LC 3 -*
-1.65E+3 -60.751 13:LC 3 -* 12:LC 2 -
33
-ve 169.547 368.563 12:LC 2 -
13:LC 3 -*
-1.67E+3 -71.624 13:LC 3-
12:LC 2 -
6 1 +ve 300.912 165.909 17:LC 7-
12:LC 2 -
-48.579 -978.853 16:LC6-
13:LC 3-

7
-ve 291.379 161.449 17:LC 7-
12:LC 2 -
-51.311 -974.393 16:LC6-
13:LC 3-

7 7
+ve 622.607 147.107 17:LC 7-
13:LC 3- *
-155.465 -34.164 12:LC 2-
12:LC 2 -
8 -ve 622.607 32.775 17:LC 7-
14:LC4- *
-150.910 -156.901 14:LC4-
11 :LC 1-

8 8
+ve 299.431 994.849 17:LC 7-
11 :LC 1- *
-50.937 -161.635 16:LC6-
14:LC4-

6
-ve 308.965 999.310 17:LC 7-
11 :LC 1- *
-48.205 -166.095 16:LC6-
14:LC4-

11 10
+ve 0.000 536.847 17:LC 7- * -779.381 0.000 13:LC 3-
11
-ve 0.000 0.000 -779.381 -519.363 13:LC 3-
15:LC 5-

16 11
+ve 0.000 443.055 13:LC 3- * -2.03E+3 0.000 13:LC 3-
69
-ve 0.000 412.387 13:LC 3- * -2.05E+3 0.000 13:LC 3-
Fz Mx (lb)
(lb-in) 395.032 0.000 16:LC6 - * -306.546 -4.58E+3 17:LC 7 -* 17:LC 7 -* 359.593 0.000 16:LC6 - * -807.024 -4.58E+3 17:LC 7-
17:LC 7-

852.787 817.348 17:LC 7-

15:LC 5-
-203.858 -2.79E+3 16:LC6-
18:LC 8-

848.326 817.348 17:LC 7-

15:LC 5-
-199.398 -2.79E+3 16:LC6-
18:LC 8-

681.972 11.661 18:LC 8-

14:LC4- *
-17.826 -91.375 16:LC6-
11 :LC 1-

25.966 11.661 15:LC 5-14:LC4- *
-694.156 -91.375 17:LC 7-
11 :LC 1-

231.205 2.89E+3 16:LC6-

13:LC 3- *
-688.039 -3.33E+3 17:LC 7-
12:LC 2-

235.665 2.89E+3 16:LC6-

13:LC 3- *
-692.499 -3.33E+3 17:LC 7-
12:LC 2-

68.284 84.317 17:LC 7-

14:LC4- *
-675.438 -151.351 14:LC4-
11 :LC 1-

673.487 84.317 13:LC 3-

14:LC4- *
-31.068 -151.351 16:LC6-
11 :LC 1-

73.283 2.12E+3 16:LC6-

17:LC 7- *
-552.760 -914.279 17:LC 7-
16:LC6-

451.195 2.12E+3 16:LC6-

17:LC 7- *
-526.000 -914.279 17:LC 7-
16:LC6-

My (lb-in) 6.24E+3 17:LC 7 -*
-6.45E+3 14:LC4 -* 4.43E+3 16:LC6 - * -7.4E+3 17:LC 7-
0.000
-4.67E+3 17:LC 7-
3.83E+3 17:LC 7- *
-2.08E+3 16:LC6-
174.133 16:LC6- *
-6.98E+3 17:LC 7-
438.696 16:LC6- *
-7.43E+3 17:LC 7-
3.64E+3 17:LC 7- *
-2.08E+3 16:LC6-
256.009 16:LC6- *
-3.27E+3 17:LC 7-
4.48E+3 14:LC4- *
-2.85E+3 17:LC 7-
4.39E+3 13:LC 3- *
-1.96E+3 16:LC6-
7.06E+3 13:LC 3- *
-3.18E+3 16:LC6-
1.67E+3 16:LC6- *
-3.7E+3 17:LC 7-
Mz (lb-in) 6.28E+3 13:LC 3 -*
-1.63E+3 12:LC 2 -
0.000
-3.25E+3 13:LC 3-
68.265 12:LC 2 -
-7.59E+3 13:LC 3-
2.18E+3 13:LC 3- *
-1.57E+3 12:LC 2 - 3.34E+3 13:LC 3- * -1.74E+3 12:LC 2 - 3.76E+3 11 :LC 1- * -1.74E+3 14:LC4-
2.59E+3 11 :LC 1- *
-1.59E+3 14:LC4-
53.468 14:LC4- *
-7.38E+3 11 :LC 1-
5.63E+3 17:LC 7- *
-1.55E+3 16:LC6-
5.29E+3 15:LC 5- *
-2E+3 18:LC 8-
5.24E+3 13:LC 3-

0.000 0.000
-2.67E+3 13:LC 3-
Enveloping End Forces for all 2.5x2.5 basket members. Used in Attachment D for weld analysis.
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B24 of B36 Beam End Forces Envelope Cont... Beam Node Envelope Fx Fy Fz Mx My Mz (lb) (lb) (lb) (lb-in) (lb-in) (lb-in) 19 13 +ve 880.776 0.000 170.018 1.06E+3 3.21E+3 0.000 15:LC 5-
18:LC 8-* 16:LC6-* 15:LC 5-

0.000
-1.35E+3 -427.610 -1.1E+3 0.000 -8.94E+3 13:LC 3-* 15:LC 5-
13:LC 3-*
15:LC 5-
19
-ve 871.242 0.000 165.557 1.06E+3 1.76E+3 4.8E+3 15:LC 5-
18:LC 8-* 16:LC6-* 18:LC 8-* 13:LC 3-*
0.000 -1.35E+3 -423.149 -1.1E+3 -1.05E+3 0.000 13:LC 3-* 15:LC 5-
13:LC 3-* 15:LC 5-

20 19
+ve 1.28E+3 766.458 143.538 1.3E+3 3.91E+3 8.14E+3 15:LC 5-
13:LC 3-* 11:LC 1-* 17:LC 7-* 14:LC4-* 13:LC 3-*
-168.291 0.000 -322.653 -2.09E+3 -1.81E+3 0.000 14:LC4-* 16:LC6-* 16:LC6-* 11:LC 1-* 70 -ve 1.28E+3 718.510 184.998 1.3E+3 2.94E+3 0.000 15:LC 5-
13:LC 3-* 11:LC 1-* 17:LC 7-* 13:LC 3-*
-182.988 0.000 -99.600 -2.09E+3 -805.269 -5.59E+3 14:LC4-* 18:LC 8-* 16:LC6-* 18:LC 8-* 13:LC 3-* 21 20 +ve 902.381 1.33E+3 268.860 4.14E+3 1.74E+3 5.17E+3 15:LC 5-
11:LC 1-* 15:LC 5-

11:LC 1-* 18:LC 8-* 11:LC 1-*
0.000 0.000 -218.987 -3.07E+3 -926.426 0.000 18:LC 8-* 14:LC4-* 15:LC 5-
18
-ve 911.914 1.33E+3 273.320 4.14E+3 1.78E+3 0.000 15:LC 5-
11:LC 1-* 15:LC 5-

11:LC 1-* 15:LC 5-

0.000 0.000
-223.448 -3.07E+3 -475.619 -8.51E+3 18:LC 8-* 14:LC4-* 18:LC 8-* 15:LC 5-
24 4
+ve 273.051 323.946 1.49E+3 0.000 9.47E+3 3.11E+3 12:LC2-* 17:LC 7-* 14:LC4-* 11:LC 1-* 17:LC 7-* -993.641 -40.872 -809.779 -1.95E+3 -13.6E+3 -2.06E+3 13:LC 3-* 16:LC6-* 11:LC 1-* 15:LC 5-
14:LC4-* 15:LC 5-

43
-ve 273.051 116.569 1.47E+3 0.000 12.4E+3 228.120 12:LC2-* 18:LC 8-* 14:LC4-* 13:LC 3-* 18:LC 8-* -993.641 -213.379 -1.24E+3 -1.95E+3 -8.5E+3 -757.849 13:LC 3-* 15:LC 5-
11:LC 1-* 15:LC 5-

12:LC2-* 15:LC 5-

27 8
+ve 271.066 199.574 615.771 103.529 1.43E+3 4.3E+3 13:LC 3-* 17:LC 7-* 11:LC 1-* 14:LC4-* 14:LC4-* 17:LC 7-* -254.904 -75.010 -10.725 -348.943 -4.7E+3 -2.25E+3 18:LC 8-* 16:LC6-* 14:LC4-* 11:LC 1-* 11:LC 1-* 16:LC6-* 20 -ve 271.066 92.885 33.541 103.529 2.33E+3 3.01E+3 13:LC 3-* 18:LC 8-* 13:LC 3-* 14:LC4-* 13:LC 3-* 15:LC 5- * -298.593 -147.932 -608.257 -348.943 -4.77E+3 -2.88E+3 18:LC 8-* 15:LC 5-
12:LC2-* 11:LC 1-* 12:LC2-* 18:LC 8-*
28 7 +ve 455.256 202.055 5.984 313.145 3.05E+3 4.59E+3 11:LC 1-* 17:LC 7-* 12:LC2-* 13:LC 3-* 13:LC 3-* 17:LC 7-* -210.596 -76.149 -609.477 -94.927 0.000 -2.25E+3 18:LC 8-* 16:LC6-* 13:LC 3-* 12:LC2-* 16:LC6-* 19 -ve 455.256 94.010 615.403 313.145 3.49E+3 3.18E+3 11:LC 1-* 18:LC 8-* 14:LC4-* 13:LC 3-* 14:LC4-* 15:LC 5- * -254.284 -146.890 -39.365 -94.927 -1.02E+3 -2.86E+3 18:LC 8-* 15:LC 5-
11:LC 1-* 12:LC2-* 11:LC 1-* 18:LC 8-*
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B25 of B36 Beam End Forces Envelope Cont... Beam Node Envelope Fx Fy Fz Mx My Mz (lb) (lb) (lb) (lb-in) (lb-in) (lb-in) 49 33 +ve 208.779 73.698 188.730 521.092 1.26E+3 0.000 12:LC2-* 11:LC 1-* 18:LC 8-* 11:LC 1-* 16:LC6-* -1.7E+3 -36.195 -59.311 -397.332 -3.08E+3 -3.22E+3 13:LC 3-* 14:LC4-* 11:LC 1-* 14:LC4-* 17:LC 7-* 13:LC 3-* 34 -ve 227.844 46.274 56.741 521.092 2.34E+3 0.000 12:LC2-* 12:LC2-* 14:LC4-* 11:LC 1-* 16:LC6-* -1.72E+3 -67.846 -304.533 -397.332 -4.5E+3 -3.3E+3 13:LC 3-* 13:LC 3-* 17:LC 7-* 14:LC4-* 17:LC 7-* 11:LC 1-* 50 34 +ve 261.352 60.358 817.894 4.8E+3 4.64E+3 0.000 12:LC2-* 14:LC4-* 17:LC 7-* 17:LC 7-* 16:LC6-* -1.76E+3 -375.102 -647.413 0.000 -7.67E+3 -3.34E+3 13:LC 3-* 11:LC 1-* 14:LC4-* 17:LC 7-* 11:LC 1-* 4 -ve 280.816 49.483 383.247 4.8E+3 7.82E+3 6.35E+3 12:LC2-* 14:LC4-* 11:LC 1-* 17:LC 7-* 11:LC 1-* 11:LC 1-* -1.78E+3 -415.722 -702.322 0.000 -13.8E+3 -1.61E+3 13:LC 3-* 11:LC 1-* 14:LC4-* 14:LC4-* 14:LC4-* 51 35 +ve 0.000 100.061 57.193 0.000 2.52E+3 330.213 13:LC 3-* 12:LC2-* 16:LC6-* 14:LC4-* -2.8E+3 -80.207 -206.028 -65.866 -1.66E+3 -3.7E+3 13:LC 3-* 12:LC2-* 15:LC 5-
11:LC 1-* 17:LC 7-* 11:LC 1-*
36 -ve 0.000 78.778 287.923 0.000 3.55E+3 405.457 14:LC4-* 16:LC6-* 16:LC6-* 12:LC2-* -2.82E+3 -108.635 -60.936 -65.866 -3.05E+3 -3.65E+3 13:LC 3-* 11:LC 1-* 13:LC 3-* 11:LC 1-* 17:LC 7-* 13:LC 3-* 52 36 +ve 1.693 0.000 643.926 87.066 5.93E+3 449.133 12:LC2-* 14:LC4-* 18:LC 8-* 16:LC6-* 12:LC2-* -2.85E+3 -992.279 -984.966 -8.08E+3 -6.06E+3 -3.69E+3 13:LC 3-* 11:LC 1-* 15:LC 5-
15:LC 5-

17:LC 7-* 13:LC 3-*
67 -ve 6.459 0.000 657.371 87.066 1.41 E+3 4.46E+3 12:LC2-* 14:LC4-* 18:LC 8-* 14:LC4-* 11:LC 1-* -2.85E+3 -1E+3 -862.400 -8.08E+3 -2.99E+3 -806.746 13:LC 3-* 11:LC 1-* 15:LC 5-
15:LC 5-

17:LC 7-* 14:LC4-*
53 33 +ve 522.301 751.368 147.257 35.658 3.03E+3 367.842 18:LC 8-* 17:LC 7-* 17:LC 7-* 11:LC 1-* 16:LC6-* 14:LC4-* -1.25E+3 0.000 -111.419 -42.135 -4.14E+3 -1.02E+3 15:LC 5-
16:LC6-* 14:LC4-* 17:LC 7-* 11:LC 1-*
35 -ve 453.954 0.000 147.257 35.658 3.96E+3 6.78E+3 18:LC 8-* 17:LC 7-* 11:LC 1-* 17:LC 7-* 15:LC 5- * -1.19E+3 -949.360 -111.419 -42.135 -3.1E+3 -354.429 15:LC 5-
15:LC 5-

16:LC6-* 14:LC4-* 16:LC6-* 18:LC 8-*
54 34 +ve 701.136 752.112 81.268 43.677 3.04E+3 418.952 14:LC4-* 17:LC 7-* 16:LC6-* 12:LC2-* 17:LC 7-* 12:LC2-* -1.34E+3 0.000 -107.414 -42.458 -2.19E+3 -930.897 15:LC 5-
17:LC 7-* 13:LC 3-* 16:LC6-* 13:LC 3-*
36 -ve 701.136 0.000 81.268 43.677 2.28E+3 6.83E+3 14:LC4-* 16:LC6-* 12:LC2-* 16:LC6-* 15:LC 5- * -1.27E+3 -948.127 -107.414 -42.458 -2.87E+3 -333.452 15:LC 5-
15:LC 5-

17:LC 7-* 13:LC 3-* 17:LC 7-* 18:LC 8-*
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B26 of B36 Beam End Forces Envelope Cont... Beam Node Envelope Fx Fy Fz Mx My Mz (lb) (lb) (lb) (lb-in) (lb-in) (lb-in) 65 43 +ve 273.051 173.263 239.711 299.735 12.4E+3 228.120 12:LC2-* 17:LC 7-* 12:LC2-* 16:LC6-* 13:LC 3-* 18:LC 8-* -993.641 -13.648 -3.994 -654.130 -8.5E+3 -757.849 13:LC 3-* 16:LC6-* 17:LC 7-* 17:LC 7-* 12:LC2-* 15:LC 5-
44
-ve 273.051 0.000 0.000 299.735 12.4E+3 350.245 12:LC2-* 16:LC6-* 14:LC4-* 16:LC6-* -993.641 -212.567 -250.481 -654.130 -8.58E+3 -414.906 13:LC 3-* 15:LC 5-
11:LC 1-* 17:LC 7-* 11:LC 1-* 17:LC 7-*
66 44 +ve 273.051 285.580 1.23E+3 2.36E+3 12.4E+3 350.245 12:LC2-* 17:LC 7-* 12:LC2-* 17:LC 7-* 14:LC4-* 16:LC6-* -993.641 -110.123 -1.5E+3 0.000 -8.58E+3 -414.906 13:LC 3-* 16:LC6-* 13:LC 3-* 11:LC 1-* 17:LC 7-* 16 -ve 273.051 113.334 807.096 2.36E+3 9.28E+3 2.87E+3 12:LC2-* 18:LC 8-* 12:LC2-* 17:LC 7-* 12:LC2-* 16:LC6-* -993.641 -276.302 -1.52E+3 0.000 -14.1E+3 -2.98E+3 13:LC 3-* 15:LC 5-
13:LC 3-*
13:LC 3-* 17:LC 7-* 75 70 +ve 1.82E+3 127.117 2.527 137.218 2.17E+3 1.23E+3 15:LC 5-
13:LC 3-* 18:LC 8-* 11:LC 1-* 13:LC 3-* 14:LC4-*
0.000 -69.558 -335.146 -122.575 -1.31E+3 -2.29E+3 12:LC2-* 15:LC 5-
14:LC4-* 18:LC 8-* 11:LC 1-*
68 -ve 1.82E+3 69.378 343.915 137.218 1.87E+3 1.3E+3 15:LC 5-
14:LC4-* 16:LC6-* 11:LC 1-* 15:LC 5-

12:LC2-*
0.000 -128.924 -20.342 -122.575 -1.6E+3 -2.32E+3 11:LC 1-* 17:LC 7-* 14:LC4-* 18:LC 8-* 13:LC 3-* 79 1 +ve 0.000 168.080 206.029 807.035 0.000 304.196 12:LC2-* 16:LC6-* 15:LC 5-
16:LC6-*
-853.821 -981.024 -854.958 -2.78E+3 -4.67E+3 -2.31E+3 13:LC 3-* 13:LC 3-* 17:LC 7-* 18:LC 8-* 17:LC 7-* 17:LC 7-* 10 -ve 0.000 170.756 208.705 807.035 1.18E+3 4.36E+3 12:LC2-* 16:LC6-* 15:LC 5-
16:LC6-* 13:LC 3-*
-848.101 -983.700 -857.634 -2.78E+3 -9.81E+3 -1.42E+3 13:LC 3-* 13:LC 3-* 17:LC 7-* 18:LC 8-* 17:LC 7-* 12:LC2-* 80 13 +ve 0.000 0.000 430.283 1.05E+3 3.21E+3 0.000 15:LC 5-
16:LC6-* 15:LC 5- *
-910.202 -1.36E+3 -172.134 -1.11E+3 0.000 -5.85E+3 15:LC 5-
13:LC 3-* 18:LC 8-* 13:LC 3-*
15:LC 5-
11
-ve 0.000 0.000 432.956 1.05E+3 5.8E+3 2.74E+3 15:LC 5-
16:LC6-* 15:LC 5-

13:LC 3-*
-904.481 -1.36E+3 -174.811 -1.11E+3 -959.617 -37.610 15:LC 5-
13:LC 3-* 18:LC 8-* 13:LC 3-* 18:LC 8-* 12:LC2-*
81 18 +ve 34.126 1.34E+3 275.491 4.14E+3 1.78E+3 4.38E+3 18:LC 8-* 11:LC 1-* 15:LC 5-
11:LC 1-* 15:LC 5-

15:LC 5- *
-648.209 0.000 -225.619 -3.07E+3 -475.713 -343.659 15:LC 5-
18:LC 8-* 14:LC4-* 18:LC 8-* 18:LC 8-*
16 -ve 35.765 1.34E+3 278.167 4.14E+3 3.45E+3 0.000 18:LC 8-* 11:LC 1-* 15:LC 5-
11:LC 1-* 15:LC 5- *
-642.489 0.000 -228.295 -3.07E+3 -1.84E+3 -4.37E+3 15:LC 5-
18:LC 8-* 14:LC4-* 18:LC 8-* 11:LC 1-*
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B27 of B36 Beam End Forces Envelope Cont... Beam Node Envelope Fx Fy Fz Mx My Mz (lb) (lb) (lb) (lb-in) (lb-in) (lb-in) 82 6 +ve 0.000 1E+3 237.837 2.88E+3 256.431 975.563 11:LC 1-* 16:LC6-* 13:LC 3-* 16:LC6-* 18:LC 8-* -618.383 -168.263 -694.670 -3.33E+3 -3.27E+3 -967.703 11:LC 1-* 14:LC4-* 17:LC 7-* 11:LC 1-* 17:LC 7-* 15:LC 5-
4
-ve 0.000 1E+3 240.513 2.88E+3 1.69E+3 1.06E+3 11:LC 1-* 16:LC6-* 13:LC 3-* 16:LC6-* 14:LC4-* -612.662 -170.940 -697.346 -3.33E+3 -7.44E+3 -6.13E+3 11:LC 1-* 14:LC4-* 17:LC 7-* 11:LC 1-* 17:LC 7-* 11:LC 1-* 91 67 +ve 334.550 0.000 792.810 882.352 1.8E+3 0.000 12:LC2-* 13:LC 3-* 16:LC6-* 16:LC6-* -2.51E+3 -390.645 -455.770 -2.59E+3 -3.89E+3 -2.68E+3 13:LC 3-* 11:LC 1-* 16:LC6-* 17:LC 7-* 17:LC 7-* 11:LC 1-* 16 -ve 349.249 0.000 834.275 882.352 14.9E+3 4.83E+3 12:LC2-* 13:LC 3-* 16:LC6-* 13:LC 3-* 11:LC 1-* -2.52E+3 -421.320 -342.846 -2.59E+3 -7.28E+3 -141.244 13:LC 3-* 11:LC 1-* 12:LC2-* 17:LC 7-* 12:LC2-* 14:LC4-* 92 68 +ve 1.25E+3 0.000 90.476 2.1E+3 2.41E+3 0.000 15:LC 5-
18:LC 8-* 16:LC6-* 13:LC 3-*
-174.410 -752.196 -154.777 -1.17E+3 -1.05E+3 -5.78E+3 12:LC2-* 11:LC 1-* 15:LC 5-
17:LC 7-* 18:LC 8-* 11:LC 1-*
20 -ve 1.25E+3 0.000 327.709 2.1E+3 2.74E+3 8.58E+3 15:LC 5-
16:LC6-* 16:LC6-* 16:LC6-* 11:LC 1-*
-159.717 -800.134 -111.699 -1.17E+3 -907.673 0.000 12:LC2-* 11:LC 1-* 13:LC 3-* 17:LC 7-* 17:LC 7-* 93 69 +ve 0.000 992.088 856.418 7.9E+3 1.08E+3 4.23E+3 13:LC 3-* 15:LC 5-
15:LC 5-

14:LC4-* 13:LC 3-*
-2.76E+3 0.000 -534.096 -136.656 -2.87E+3 -767.821 13:LC 3-* 18:LC 8-* 18:LC 8-* 17:LC 7-* 12:LC2-* 35 -ve 0.000 982.142 978.984 7.9E+3 5.76E+3 372.512 13:LC 3-* 15:LC 5-
15:LC 5-

16:LC6-* 14:LC4-*
-2.76E+3 0.000 -525.417 -136.656 -5.8E+3 -3.73E+3 13:LC 3-* 18:LC 8-* 18:LC 8-* 17:LC 7-* 11:LC 1-*
Sign convention is as the action of the joint on the beam. Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B28 of B36 Beam End Forces Axial Shear Beam Node UC Fx Fy Fz (lb) (lb) (lb) 24 4 1 0:LC9 - DEAC -216.747 116.098 47.324 11 :LC 1 - +X +' 61.520 197.493 -809.779 12:LC 2 - +X -'I 273.051 58.172 -794.903 13:LC 3 - -X + ' -993.641 164.177 1.48E+3 14:LC 4 - -X -Y -791.406 53.585 1.49E+3 15:LC 5 - +2 +' -362.946 64.517 181.714 16:LC 6 - +2 -'i -162.395 -40.872 194.320 17:LC 7 - -2 +'i -380.012 323.946 -124.743 18:LC 8--2-Y -168.481 184.625 -109.867 43 1 0:LC9 - DEAC 216.747 56.878 -8.108 11 :LC 1 - +X +' -61.520 80.402 1.24E+3 12:LC 2 - +X-'I -273.051 9.884 1.22E+3 13:LC 3 - -X + ' 993.641 113.719 -1.46E+3 14:LC 4 - -X -Y 791.406 14.471 -1.47E+3 15:LC 5- +2 +' 342.074 213.379 -142.498 16:LC 6 - +2 -'i 141.523 108.928 -155.105 17:LC 7 - -2 +'i 400.885 -46.051 163.958 18:LC 8--2-Y 189.354 -116.569 149.083 66 44 1 0:LC9 - DEAC -216.747 86.871 -36.718 11:LC 1 - +X +' 61.520 133.954 1.22E+3 12:LC 2 - +X -'I 273.051 29.762 1.23E+3 13:LC 3 - -X + ' -993.641 139.131 -1.5E+3 14:LC 4 - -X -Y -791.406 28.574 -1.49E+3 15:LC 5- +2 +' -318.220 1.587 97.675 16:LC 6 - +2 -'i -117.670 -110.123 110.283 17:LC 7 - -2 +'i -424.738 285.580 -208.789 18:LC 8--2-Y -213.207 181.388 -193.912 16 1 0:LC9 - DEAC 216.747 86.101 75.933 11 :LC 1 - +X +' -61.520 143.935 -792.219 12:LC 2 - +X -'I -273.051 38.292 -807.096 13:LC 3 - -X + ' 993.641 138.758 1.52E+3 14:LC 4 - -X -Y 791.406 39.481 1.51E+3 15:LC 5- +2 +' 297.349 276.302 -58.460 16:LC 6 - +2 -'i 96.798 178.177 -71.068 17:LC 7 - -2 +'i 445.609 -7.691 248.004 18:LC 8--2-Y 234.078 -113.334 233.126 Torsion Mx (lb-in) -1.1E+3 -1.77E+3 -433.071 -1.79E+3 -245.720 -1.95E+3 -367.222 -1.54E+3 -208.236 1.1E+3 1.77E+3 433.071 1.79E+3 245.720 1.95E+3 367.222 1.54E+3 208.236 1.29E+3 1.95E+3 388.872 2.2E+3 600.012 1.77E+3 168.835 2.36E+3 789.916 -1.29E+3 -1.95E+3 -388.872 -2.2E+3 -600.012 -1.77E+3 -168.835 -2.36E+3 -789.916 Bending My Mz (lb-in) (lb-in) -139.073 233.362 9.47E+3 472.457 9.13E+3 224.003 -13.3E+3 48.380 -13.6E+3 51.937 -2.78E+3 -2.06E+3 -3.09E+3 -2.01E+3 2.8E+3 3.11E+3 2.46E+3 2.86E+3 -345.968 284.828 8.43E+3 552.110 8.5E+3 198.523 -12.4E+3 393.141 -12.3E+3 290.320 -60.703 757.849 30.507 700.443 -270.691 125.468 -195.215 -228.120 272.595 -25.271 -8.58E+3 -23.791 -8.57E+3 9.153 12.3E+3 -51.692 12.4E+3 -19.054 298.450 317.662 321.690 350.245 -257.346 -414.906 -250.516 -381.963 713.100 32.007 -9.01E+3 -63.545 -9.28E+3 -83.794 14.1 E+3 54.955 13.9E+3 -76.382 -1.66E+3 -2.72E+3 -1.91E+3 -2.87E+3 4.25E+3 2.98E+3 3.99E+3 2.96E+3 End Forces for each Load Combination for members 24 & 66. Used in Attachment D for weld analysis.
Sign convention is as the action of the joint on the beam. Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B29 of B36 Beam End Forces Axial Shear Torsion Bending Beam 77 78 Node UC Fx Fy Fz Mx My (lb) (lb) (lb) (lb-in) (lb-in) 70 1 0:LC9 - DEAC -369.941 -322.673 128.113 -203.031 285.114 11 :LC 1 - +X +' -592.283 -326.940 207.684 -387.051 425.913 12:LC 2 - +X -'I -144.035 62.883 67.699 -57.330 -19.995 13:LC 3 - -X + ' -591.310 -703.995 109.201 -778.354 1.08E+3 14:LC 4 - -X -Y -143.803 -315.450 -30.871 -442.647 643.172 15:LC 5 - +2 +' -631.401 -539.429 500.722 845.598 -1.18E+3 16:LC 6 - +2 -'i -184.028 -151.115 360.634 1.18E+3 -1.62E+3 17:LC 7 - -2 +'i -564.861 -503.302 37.864 -832.113 1.31E+3 18:LC 8--2-Y -116.613 -113.479 -102.121 -502.392 863.493 69 1 0:LC9 - DEAC 362.420 322.673 -128.113 203.031 -2.33E+3 11 :LC 1 - +X +' 580.591 321.470 -207.684 387.051 -3.75E+3 12:LC 2 - +X -'I 140.684 -68.353 -67.699 57.330 -1.06E+3 13:LC 3 - -X + ' 579.618 709.465 -109.201 778.354 -2.83E+3 14:LC 4 - -X -Y 140.453 320.920 30.871 442.647 -149.238 15:LC 5- +2 +' 619.709 539.429 -506.192 -845.598 -6.88E+3 16:LC 6 - +2 -'i 180.678 151.115 -366.104 -1.18E+3 -4.2E+3 17:LC 7 - -2 +'i 553.169 503.302 -32.394 832.113 -1.87E+3 18:LC 8--2-Y 113.262 113.479 107.590 502.392 814.195 68 1 0:LC9 - DEAC -389.028 338.849 123.663 213.438 227.647 11:LC 1 - +X +' -623.351 732.118 131.396 160.777 818.387 12:LC 2 - +X -'I -151.966 322.605 -3.271 -181.002 442.726 13:LC 3 - -X + ' -621.623 351.287 171.644 1.03E+3 502.422 14:LC 4 - -X -Y -148.900 -59.579 38.149 700.844 126.871 15:LC 5- +2 +' -658.192 566.460 498.118 -868.447 -1.29E+3 16:LC 6 - +2 -'i -185.227 155.348 364.835 -1.2E+3 -1.67E+3 17:LC 7 - -2 +'i -599.320 527.533 25.562 893.061 1.24E+3 18:LC 8--2-Y -127.934 118.020 -109.105 551.282 865.941 67 1 0:LC9 - DEAC 381.507 -338.849 -123.663 -213.438 -2.21E+3 11 :LC 1 - +X +' 611.659 -737.588 -131.396 -160.777 -2.92E+3 12:LC 2 - +X -'I 148.615 -328.075 3.271 181.002 -390.391 13:LC 3 - -X + ' 609.932 -345.818 -171.644 -1.03E+3 -3.25E+3 14:LC 4 - -X -Y 145.550 65.049 -38.149 -700.844 -737.251 15:LC 5- +2 +' 646.500 -566.460 -503.588 868.447 -6.72E+3 16:LC 6 - +2 -'i 181.877 -155.348 -370.305 1.2E+3 -4.21E+3 17:LC 7 - -2 +'i 587.628 -527.533 -20.092 -893.061 -1.61E+3 18:LC 8--2-Y 124.584 -118.020 114.575 -551.282 923.500 End Force Envelope for Brace Members (HSS2x2), used for stress analysis in Attachment D. Mz (lb-in) -2.36E+3 -2.23E+3 614.425 -5.3E+3 -2.46E+3 -3.94E+3 -1.1E+3 -3.67E+3 -827.953 -2.81E+3 -2.96E+3 435.466 -6.01E+3 -2.63E+3 -4.69E+3 -1.31 E+3 -4.38E+3 -987.708 2.5E+3 5.54E+3 2.52E+3 2.45E+3 -581.679 4.17E+3 1.14E+3 3.89E+3 872.345 2.92E+3 6.22E+3 2.68E+3 3.13E+3 -415.339 4.89E+3 1.34E+3 4.55E+3 1.02E+3
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B30 of B36 Beam Combined Axial and Bending Stresses Summary Max Comp Max Tens Beam UC Length Stress d Corner Stress d Corner (in) (psi) (in) (psi) (in) 3 1 0:LC9 - DEAC 24.500 1.56E+3 0.000 3 -2.02E+3 0.000 1 11:LC 1 - +X +' 24.500 1.93E+3 24.500 1 -2.24E+3 24.500 3 12:LC 2 - +X -'I 24.500 1.34E+3 0.000 1 -1.18E+3 0.000 3 13:LC 3 - -X + ' 24.500 8.59E+3 0.000 4 -10.3E+3 0.000 1 14:LC 4- -X-Y 24.500 7.16E+3 0.000 1 -8.36E+3 0.000 2 15:LC 5- +2 +' 24.500 5.82E+3 0.000 1 -6.53E+3 0.000 2 16:LC 6 - +2 -'r 24.500 4.41E+3 0.000 1 -4.67E+3 0.000 2 17:LC 7- -2 +'r 24.500 7.25E+3 24.500 1 -7.92E+3 24.500 3 18:LC 8-Y 24.500 5.6E+3 24.500 1 -5.79E+3 24.500 3 6 1 0:LC9 - DEAC 10.000 4.74E+3 0.000 1 -4.61E+3 0.000 3 11:LC 1 - +X +' 10.000 6.46E+3 0.000 1 -6.32E+3 0.000 3 12:LC 2 - +X -'I 10.000 1.45E+3 10.000 2 -1.46E+3 10.000 4 13:LC 3 - -X + ' 10.000 8.76E+3 0.000 1 -8.5E+3 0.000 3 14:LC 4- -X-Y 10.000 3.1E+3 0.000 1 -3E+3 0.000 3 15:LC 5- +2 +' 10.000 6.21E+3 0.000 1 -6.11E+3 0.000 3 16:LC 6 - +2 -'r 10.000 1.74E+3 10.000 4 -1.79E+3 10.000 2 17:LC 7- -2 +'r 10.000 8.99E+3 0.000 1 -8.69E+3 0.000 3 18:LC 8-Y 10.000 3.25E+3 0.000 1 -3.09E+3 0.000 3 7 1 0:LC9 - DEAC 73.000 1.79E+3 73.000 4 -1.45E+3 73.000 2 11:LC 1 - +X +' 73.000 4.86E+3 73.000 4 -4.48E+3 73.000 2 12:LC 2 - +X -'I 73.000 3.6E+3 73.000 4 -3.7E+3 73.000 2 13:LC 3 - -X + ' 73.000 5.4E+3 0.000 1 -5.03E+3 0.000 2 14:LC 4- -X-Y 73.000 4.37E+3 0.000 1 -4.47E+3 0.000 2 15:LC 5- +2 +' 73.000 1.73E+3 73.000 3 -1.23E+3 73.000 1 16:LC 6 - +2 -'r 73.000 601.588 73.000 3 -564.242 73.000 1 17:LC 7- -2 +'r 73.000 7.31E+3 73.000 4 -6.68E+3 73.000 2 18:LC 8-Y 73.000 6.05E+3 73.000 4 -5.9E+3 73.000 2 8 1 0:LC9 - DEAC 10.000 3.84E+3 10.000 1 -3.71E+3 10.000 3 11:LC 1 - +X +' 10.000 7.48E+3 10.000 1 -7.21E+3 10.000 3 12:LC 2 - +X -'I 10.000 2.83E+3 10.000 1 -2.72E+3 10.000 3 13:LC 3 - -X + ' 10.000 4.82E+3 10.000 1 -4.67E+3 10.000 3 14:LC 4- -X-Y 10.000 1.39E+3 0.000 1 -1.4E+3 0.000 3 15:LC 5- +2 +' 10.000 4.61E+3 10.000 1 -4.5E+3 10.000 3 16:LC 6 - +2 -'r 10.000 1.7E+3 0.000 1 -1.75E+3 0.000 2 17:LC 7- -2 +'r 10.000 7.75E+3 10.000 1 -7.43E+3 10.000 3 18:LC 8-Y 10.000 3.1E+3 10.000 1 -2.94E+3 10.000 3 11 1 0:LC9 - DEAC 55.004 1.73E+3 55.004 3 -2.05E+3 55.004 1 11:LC 1 - +X +' 55.004 2.51E+3 55.004 3 -3.01E+3 55.004 1 12:LC 2 - +X -'I 55.004 837.560 55.004 3 -991.486 55.004 1 13:LC 3 - -X + ' 55.004 5.76E+3 27.502 1 -6.55E+3 27.502 3 14:LC 4- -X-Y 55.004 4.12E+3 27.502 1 -4.57E+3 27.502 3 15:LC 5- +2 +' 55.004 5.1E+3 55.004 4 -5.57E+3 55.004 2 16:LC 6 - +2 -'r 55.004 3.88E+3 55.004 4 -4E+3 55.004 2 17:LC 7- -2 +'r 55.004 6.22E+3 0.000 3 -6.78E+3 0.000 1 18:LC 8-Y 55.004 4.48E+3 55.004 2 -4.76E+3 55.004 4 16 1 0:LC9 - DEAC 18.500 2.71E+3 0.000 3 -3.54E+3 0.000 1 11:LC 1 - +X +' 18.500 3.21E+3 0.000 3 -4.31E+3 0.000 1 12:LC 2 - +X -'I 18.500 469.335 18.500 1 -626.139 18.500 3 13:LC 3 - -X + ' 18.500 8.41E+3 0.000 2 -10.5E+3 0.000 1 14:LC 4- -X-Y 18.500 5.62E+3 0.000 2 -6.76E+3 0.000 1 15:LC 5- +2 +' 18.500 4.39E+3 0.000 3 -5.72E+3 0.000 1 16:LC 6 - +2 -'r 18.500 3.16E+3 0.000 1 -3.56E+3 0.000 2 17:LC 7- -2 +'r 18.500 7.41E+3 0.000 2 -8.7E+3 0.000 1
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B31 of B36 Beam Combined Axial and Bending Stresses Summary Cont... Max Comp Max Tens Beam UC Length Stress d Corner Stress d Corner (in) (psi) (in) (psi) (in) 18:LC 8-Y 18.500 4.63E+3 0.000 2 -4.99E+3 0.000 1 19 1 0:LC9 - DEAC 10.000 5.31E+3 0.000 1 -4.84E+3 0.000 3 11:LC 1 - +X +' 10.000 7.84E+3 0.000 1 -7.17E+3 0.000 3 12:LC 2 - +X -'I 10.000 1.41 E+3 0.000 1 -1.3E+3 0.000 3 13:LC 3 - -X + ' 10.000 9.28E+3 0.000 1 -8.44E+3 0.000 3 14:LC 4- -X-Y 10.000 2.85E+3 0.000 1 -2.58E+3 0.000 3 15:LC 5- +2 +' 10.000 9.77E+3 0.000 1 -8.87E+3 0.000 3 16:LC 6 - +2 -'r 10.000 3.34E+3 0.000 1 -3.01E+3 0.000 3 17:LC 7- -2 +'r 10.000 7.19E+3 0.000 1 -6.57E+3 0.000 3 18:LC 8-Y 10.000 2.02E+3 10.000 3 -1.98E+3 10.000 1 20 1 0:LC9 - DEAC 18.502 3.99E+3 0.000 3 -3.28E+3 0.000 1 11:LC 1 - +X +' 18.502 6.4E+3 0.000 3 -5.3E+3 0.000 1 12:LC 2 - +X -'I 18.502 891.563 18.502 2 -706.270 18.502 4 13:LC 3 - -X + ' 18.502 8.51E+3 0.000 3 -7.75E+3 0.000 1 14:LC 4- -X-Y 18.502 5.13E+3 0.000 2 -5.3E+3 0.000 1 15:LC 5- +2 +' 18.502 7.15E+3 0.000 3 -5.85E+3 0.000 1 16:LC 6 - +2 -'r 18.502 3.77E+3 0.000 2 -3.4E+3 0.000 1 17:LC 7- -2 +'r 18.502 6.01E+3 0.000 3 -4.94E+3 0.000 1 18:LC 8-Y 18.502 1.85E+3 0.000 3 -1.71E+3 0.000 1 21 1 0:LC9 - DEAC 10.000 4.29E+3 10.000 2 -3.79E+3 10.000 4 11:LC 1 - +X +' 10.000 7.66E+3 10.000 2 -6.78E+3 10.000 4 12:LC 2 - +X -'I 10.000 2.46E+3 10.000 2 -2.19E+3 10.000 4 13:LC 3 - -X + ' 10.000 6.16E+3 10.000 2 -5.46E+3 10.000 4 14:LC 4- -X-Y 10.000 1.02E+3 10.000 2 -911.427 10.000 4 15:LC 5- +2 +' 10.000 8.36E+3 10.000 2 -7.43E+3 10.000 4 16:LC 6 - +2 -'r 10.000 3.22E+3 10.000 2 -2.89E+3 10.000 4 17:LC 7- -2 +'r 10.000 5.3E+3 10.000 2 -4.64E+3 10.000 4 18:LC 8-Y 10.000 2.08E+3 0.000 2 -2.02E+3 0.000 1 24 1 0:LC9 - DEAC 17.500 448.352 13.125 2 -668.400 13.125 4 11:LC 1 - +X +' 17.500 7.65E+3 0.000 2 -7.59E+3 0.000 1 12:LC 2 - +X -'I 17.500 7.31E+3 0.000 2 -7.04E+3 0.000 1 13:LC 3 - -X + ' 17.500 9.73E+3 0.000 1 -10.7E+3 0.000 2 14:LC 4- -X-Y 17.500 10.1 E+3 0.000 1 -10.9E+3 0.000 2 15:LC 5- +2 +' 17.500 3.52E+3 0.000 1 -3.89E+3 0.000 2 16:LC 6 - +2 -'r 17.500 3.83E+3 0.000 1 -3.99E+3 0.000 2 17:LC 7- -2 +'r 17.500 4.34E+3 0.000 3 -4.72E+3 0.000 1 18:LC 8-Y 17.500 4E+3 0.000 3 -4.17E+3 0.000 1 27 1 0:LC9 - DEAC 55.000 1.29E+3 0.000 3 -1.16E+3 0.000 1 11:LC 1 - +X +' 55.000 4.78E+3 0.000 1 -4.57E+3 0.000 2 12:LC 2 - +X -'I 55.000 3.76E+3 0.000 1 -3.8E+3 0.000 2 13:LC 3 - -X + ' 55.000 2.23E+3 0.000 2 -1.95E+3 0.000 1 14:LC 4- -X-Y 55.000 1.39E+3 55.000 3 -1.35E+3 55.000 1 15:LC 5- +2 +' 55.000 2.71E+3 55.000 4 -2.63E+3 55.000 2 16:LC 6 - +2 -'r 55.000 2.95E+3 55.000 4 -3.11E+3 55.000 2 17:LC 7- -2 +'r 55.000 5.85E+3 0.000 3 -5.86E+3 0.000 1 18:LC 8-Y 55.000 4.83E+3 0.000 4 -5.09E+3 0.000 1 28 1 0:LC9 - DEAC 55.000 1.45E+3 0.000 3 -1.22E+3 0.000 1 11:LC 1 - +X +' 55.000 1.72E+3 0.000 3 -1.25E+3 0.000 1 12:LC 2 - +X -'I 55.000 495.241 0.000 3 -416.056 0.000 1 13:LC 3 - -X + ' 55.000 4.33E+3 27.500 1 -3.95E+3 27.500 2 14:LC 4- -X-Y 55.000 3.94E+3 27.500 1 -3.95E+3 27.500 2 15:LC 5- +2 +' 55.000 2.65E+3 55.000 3 -2.41 E+3 55.000 1 16:LC 6 - +2 -'r 55.000 2.8E+3 55.000 3 -2.94E+3 55.000 1
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B32 of B36 Beam Combined Axial and Bending Stresses Summary Cont... Max Comp Max Tens Beam UC Length Stress d Corner Stress d Corner (in) (psi) (in) (psi) (in) 17:LC 7- -2 +'t 55.000 5.8E+3 0.000 3 -5.63E+3 0.000 1 18:LC 8-Y 55.000 4.58E+3 0.000 3 -4.79E+3 0.000 1 49 1 0:LC9 - DEAC 24.000 1.29E+3 24.000 1 -1.74E+3 24.000 3 11:LC 1 - +X +' 24.000 3.92E+3 24.000 1 -4.16E+3 24.000 3 12:LC 2 - +X -'I 24.000 2.39E+3 24.000 1 -2.16E+3 24.000 3 13:LC 3 - -X + ' 24.000 2.27E+3 20.000 2 -4.01E+3 20.000 4 14:LC 4- -X-Y 24.000 1.32E+3 24.000 2 -2.61E+3 24.000 4 15:LC 5- +2 +' 24.000 3.19E+3 24.000 2 -4.01E+3 24.000 4 16:LC 6 - +2 -'t 24.000 2.29E+3 24.000 2 -2.66E+3 24.000 4 17:LC 7- -2 +'t 24.000 5.17E+3 24.000 1 -5.69E+3 24.000 3 18:LC 8-Y 24.000 3.64E+3 24.000 1 -3.69E+3 24.000 3 50 1 0:LC9 - DEAC 24.504 1.51E+3 24.504 4 -1.97E+3 24.504 2 11:LC 1 - +X +' 24.504 10.8E+3 24.504 3 -11E+3 24.504 1 12:LC 2 - +X -'I 24.504 8.61E+3 24.504 3 -8.33E+3 24.504 1 13:LC 3 - -X + ' 24.504 10E+3 24.504 4 -11.8E+3 24.504 2 14:LC 4- -X-Y 24.504 11.2E+3 24.504 1 -12.5E+3 24.504 3 15:LC 5- +2 +' 24.504 5.67E+3 24.504 4 -6.42E+3 24.504 2 16:LC 6 - +2 -'t 24.504 4.37E+3 24.504 4 -4.66E+3 24.504 2 17:LC 7- -2 +'t 24.504 7.54E+3 0.000 1 -8.17E+3 0.000 2 18:LC 8-Y 24.504 5.85E+3 0.000 1 -6E+3 0.000 2 51 1 0:LC9 - DEAC 24.000 902.255 12.000 1 -2.07E+3 12.000 3 11:LC 1 - +X +' 24.000 2.52E+3 0.000 1 -3.9E+3 0.000 3 12:LC 2 - +X -'I 24.000 1.58E+3 0.000 1 -1.63E+3 0.000 3 13:LC 3 - -X + ' 24.000 3.11E+3 24.000 1 -5.97E+3 24.000 3 14:LC 4- -X-Y 24.000 2.17E+3 24.000 1 -3.7E+3 24.000 3 15:LC 5- +2 +' 24.000 3.82E+3 24.000 2 -5.6E+3 24.000 4 16:LC 6 - +2 -'t 24.000 3.09E+3 24.000 2 -3.53E+3 24.000 4 17:LC 7- -2 +'t 24.000 3.31E+3 24.000 1 -5.26E+3 24.000 3 18:LC 8-Y 24.000 2.36E+3 24.000 1 -2.97E+3 24.000 3 52 1 0:LC9 - DEAC 6.000 1.2E+3 6.000 4 -2.37E+3 6.000 2 11:LC 1 - +X +' 6.000 3.7E+3 6.000 4 -5.02E+3 6.000 2 12:LC 2 - +X -'I 6.000 2.27E+3 6.000 4 -2.27E+3 6.000 2 13:LC 3 - -X + ' 6.000 3.51E+3 0.000 1 -6.4E+3 0.000 2 14:LC 4- -X-Y 6.000 2.44E+3 0.000 1 -4E+3 0.000 2 15:LC 5- +2 +' 6.000 5.52E+3 0.000 2 -7.37E+3 0.000 1 16:LC 6 - +2 -'t 6.000 4.87E+3 0.000 2 -5.39E+3 0.000 1 17:LC 7- -2 +'t 6.000 5.68E+3 0.000 1 -7.51E+3 0.000 2 18:LC 8-Y 6.000 4.61E+3 0.000 1 -5.12E+3 0.000 2 53 1 0:LC9 - DEAC 55.000 4.4E+3 22.917 1 -4.48E+3 22.917 3 11:LC 1 - +X +' 55.000 7.26E+3 22.917 1 -7.3E+3 22.917 3 12:LC 2 - +X -'I 55.000 1.96E+3 22.917 2 -1.95E+3 22.917 4 13:LC 3 - -X + ' 55.000 7.25E+3 22.917 1 -7.11 E+3 22.917 3 14:LC 4- -X-Y 55.000 1.96E+3 27.500 2 -1.78E+3 27.500 4 15:LC 5- +2 +' 55.000 6.8E+3 55.000 4 -8.01E+3 55.000 2 16:LC 6 - +2 -'t 55.000 4.43E+3 55.000 4 -5.59E+3 55.000 2 17:LC 7- -2 +'t 55.000 8.21E+3 18.333 1 -7.74E+3 18.333 3 18:LC 8-Y 55.000 3.5E+3 50.417 2 -3.01E+3 50.417 4 54 1 0:LC9 - DEAC 55.000 4.35E+3 22.917 1 -4.41E+3 22.917 3 11:LC 1 - +X +' 55.000 7.08E+3 22.917 2 -7.62E+3 22.917 4 12:LC 2 - +X -'I 55.000 1.77E+3 27.500 2 -2.28E+3 27.500 4 13:LC 3 - -X + ' 55.000 8.25E+3 22.917 1 -7.57E+3 22.917 3 14:LC 4- -X-Y 55.000 2.96E+3 22.917 1 -2.25E+3 22.917 3 15:LC 5- +2 +' 55.000 6.24E+3 55.000 3 -7.53E+3 55.000 1
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B33 of B36 Beam Combined Axial and Bending Stresses Summary Cont... Max Comp Max Tens Beam UC Length Stress d Corner Stress d Corner (in) (psi) (in) (psi) (in) 16:LC 6 - +2 -'r 55.000 3.75E+3 55.000 3 -5E+3 55.000 1 17:LC 7- -2 +'r 55.000 8.05E+3 22.917 2 -7.45E+3 22.917 4 18:LC 8-Y 55.000 3.03E+3 41.250 1 -2.41E+3 41.250 3 61 1 0:LC9 - DEAC 2.000 4.25E+3 0.000 1 -4.25E+3 0.000 3 11:LC 1 - +X +' 2.000 5.42E+3 0.000 1 -5.41E+3 0.000 3 12:LC 2 - +X -'I 2.000 301.618 0.000 1 -298.448 0.000 3 13:LC 3 - -X + ' 2.000 8.18E+3 0.000 1 -8.18E+3 0.000 3 14:LC 4- -X-Y 2.000 3.13E+3 0.000 1 -3.13E+3 0.000 3 15:LC 5- +2 +' 2.000 5.42E+3 0.000 1 -5.42E+3 0.000 3 16:LC 6 - +2 -'r 2.000 382.872 0.000 1 -382.872 0.000 3 17:LC 7- -2 +'r 2.000 8.23E+3 0.000 1 -8.23E+3 0.000 3 18:LC 8-Y 2.000 3.11E+3 0.000 1 -3.11E+3 0.000 3 62 1 0:LC9 - DEAC 2.000 7.19E+3 0.000 1 -7.19E+3 0.000 3 11:LC 1 - +X +' 2.000 10.4E+3 0.000 1 -10.4E+3 0.000 3 12:LC 2 - +X -'I 2.000 1.72E+3 0.000 1 -1.72E+3 0.000 3 13:LC 3 - -X + ' 2.000 12.6E+3 0.000 1 -12.7E+3 0.000 3 14:LC 4- -X-Y 2.000 3.99E+3 0.000 1 -3.99E+3 0.000 3 15:LC 5- +2 +' 2.000 13.3E+3 0.000 1 -13.3E+3 0.000 3 16:LC 6 - +2 -'r 2.000 4.62E+3 0.000 1 -4.62E+3 0.000 3 17:LC 7- -2 +'r 2.000 9.8E+3 0.000 1 -9.8E+3 0.000 3 18:LC 8-Y 2.000 1.13E+3 0.000 1 -1.13E+3 0.000 3 63 1 0:LC9 - DEAC 2.000 5.89E+3 0.000 1 -5.89E+3 0.000 3 11:LC 1 - +X +' 2.000 10.6E+3 0.000 1 -10.6E+3 0.000 3 12:LC 2 - +X -'I 2.000 3.5E+3 0.000 1 -3.5E+3 0.000 3 13:LC 3 - -X + ' 2.000 8.28E+3 0.000 1 -8.28E+3 0.000 3 14:LC 4- -X-Y 2.000 1.21 E+3 0.000 1 -1.21E+3 0.000 3 15:LC 5- +2 +' 2.000 11.6E+3 0.000 1 -11.6E+3 0.000 3 16:LC 6 - +2 -'r 2.000 4.51E+3 0.000 1 -4.51E+3 0.000 3 17:LC 7- -2 +'r 2.000 7.32E+3 0.000 1 -7.32E+3 0.000 3 18:LC 8-Y 2.000 219.290 0.000 1 -219.290 0.000 3 64 1 0:LC9 - DEAC 2.000 3.1E+3 0.000 1 -3.1E+3 0.000 3 11:LC 1 - +X +' 2.000 6.51E+3 0.000 1 -6.51E+3 0.000 3 12:LC 2 - +X -'I 2.000 2.79E+3 0.000 1 -2.79E+3 0.000 3 13:LC 3 - -X + ' 2.000 3.35E+3 0.000 1 -3.35E+3 0.000 3 14:LC 4- -X-Y 2.000 6.501 0.000 3 -3.332 0.000 1 15:LC 5- +2 +' 2.000 3.3E+3 0.000 1 -3.3E+3 0.000 3 16:LC 6 - +2 -'r 2.000 17.121 0.000 2 -17.121 0.000 1 17:LC 7- -2 +'r 2.000 6.73E+3 0.000 1 -6.73E+3 0.000 3 18:LC 8-Y 2.000 3.01E+3 0.000 1 -3.01E+3 0.000 3 65 1 0:LC9 - DEAC 20.000 719.315 8.333 2 -939.362 8.333 4 11:LC 1 - +X +' 20.000 6.92E+3 0.000 1 -6.85E+3 0.000 2 12:LC 2 - +X -'I 20.000 6.81E+3 0.000 1 -6.53E+3 0.000 2 13:LC 3 - -X + ' 20.000 9.8E+3 8.333 2 -10.8E+3 8.333 4 14:LC 4- -X-Y 20.000 9.37E+3 8.333 2 -10.2E+3 8.333 4 15:LC 5- +2 +' 20.000 865.018 8.333 2 -1.21E+3 8.333 4 16:LC 6 - +2 -'r 20.000 488.705 0.000 1 -632.383 0.000 3 17:LC 7- -2 +'r 20.000 699.796 10.000 2 -1.11 E+3 10.000 4 18:LC 8-Y 20.000 376.803 20.000 1 -593.256 20.000 3 66 1 0:LC9 - DEAC 17.500 466.516 16.042 1 -686.564 16.042 3 11:LC 1 - +X +' 17.500 6.99E+3 17.500 2 -6.93E+3 17.500 1 12:LC 2 - +X -'I 17.500 7.32E+3 17.500 2 -7.04E+3 17.500 1 13:LC 3 - -X + ' 17.500 10.4E+3 17.500 1 -11.4E+3 17.500 2 14:LC 4- -X-Y 17.500 10.3E+3 17.500 1 -11.1 E+3 17.500 2
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B34 of B36 Beam Combined Axial and Bending Stresses Summary Cont... Max Comp Max Tens Beam L/C Length Stress d Corner Stress d Corner (in) (psi) (in) (psi) (in) 15:LC 5 - +2 +' 17.500 3.21E+3 17.500 3 -3.51E+3 17.500 1 16:LC 6 - +2 -'I 17.500 3.62E+3 17.500 3 -3.72E+3 17.500 1 17:LC 7 - -2 +'I 17.500 5.32E+3 17.500 1 -5.77E+3 17.500 3 18:LC 8 --2-Y 17.500 5.21E+3 17.500 1 -5.45E+3 17.500 3 75 1 0:LC9 - DEAC 36.000 1.42E+3 0.000 1 -380.411 0.000 4 11 :LC 1 - +X +' 36.000 3.12E+3 0.000 1 -1.68E+3 0.000 3 12:LC 2 - +X -'I 36.000 1.63E+3 36.000 3 -1.48E+3 36.000 1 13:LC 3 - -X + ' 36.000 3.55E+3 36.000 2 -2.12E+3 36.000 4 14:LC 4 - -X -Y 36.000 2.07E+3 0.000 2 -1.94E+3 0.000 1 15:LC 5- +2 +' 36.000 3.01E+3 36.000 2 -1.16E+3 36.000 4 16:LC 6 - +2 -'I 36.000 2.09E+3 18.000 1 -1.57E+3 18.000 3 17:LC 7 - -2 +'I 36.000 2.2E+3 24.000 1 -612.474 24.000 3 18:LC 8--2-Y 36.000 1.5E+3 36.000 1 -1.24E+3 36.000 3 77 1 0:LC9 - DEAC 16.000 6.64E+3 16.000 3 -7.12E+3 16.000 1 11:LC 1 - +X +' 16.000 8.59E+3 16.000 3 -9.36E+3 16.000 1 12:LC 2 - +X -'I 16.000 1.91E+3 16.000 2 -2.1E+3 16.000 4 13:LC 3 - -X + ' 16.000 11.5E+3 16.000 3 -12.2E+3 16.000 1 14:LC 4 - -X -Y 16.000 4.06E+3 0.000 1 -4.25E+3 0.000 3 15:LC 5- +2 +' 16.000 15.1 E+3 16.000 3 -15.9E+3 16.000 1 16:LC 6 - +2 -'I 16.000 7.25E+3 16.000 3 -7.49E+3 16.000 1 17:LC 7 - -2 +'I 16.000 8E+3 16.000 3 -8.74E+3 16.000 1 18:LC 8--2-Y 16.000 2.34E+3 16.000 4 -2.49E+3 16.000 2 78 1 0:LC9 - DEAC 16.000 6.61E+3 16.000 2 -7.12E+3 16.000 4 11 :LC 1 - +X +' 16.000 11.8E+3 16.000 2 -12.6E+3 16.000 4 12:LC 2 - +X -'I 16.000 4.02E+3 16.000 2 -4.21E+3 16.000 4 13:LC 3 - -X + ' 16.000 8.13E+3 16.000 2 -8.94E+3 16.000 4 14:LC 4 - -X -Y 16.000 1.45E+3 16.000 3 -1.64E+3 16.000 1 15:LC 5- +2 +' 16.000 15.1 E+3 16.000 2 ~-16E+3' 16.000 4 16:LC 6 - +2 -'I 16.000 7.32E+3 16.000 2 -7.56E+3 16.000 4 17:LC 7 - -2 +'I 16.000 7.85E+3 16.000 2 -8.63E+3 16.000 4 18:LC 8--2-Y 16.000 2.51E+3 16.000 1 -2.68E+3 16.000 3 79 1 0:LC9 - DEAC 6.000 4.12E+3 6.000 4 -4.58E+3 6.000 2 11:LC 1 - +X +' 6.000 5.29E+3 6.000 4 -5.88E+3 6.000 2 12:LC 2 - +X -'I 6.000 2.46E+3 6.000 1 -2.5E+3 6.000 3 13:LC 3 - -X + ' 6.000 7.93E+3 6.000 4 -8.79E+3 6.000 2 14:LC 4 - -X -Y 6.000 3.02E+3 6.000 4 -3.34E+3 6.000 2 15:LC 5- +2 +' 6.000 4.6E+3 6.000 4 -5.24E+3 6.000 2 16:LC 6 - +2 -'I 6.000 1.53E+3 6.000 3 -1.63E+3 6.000 1 17:LC 7 - -2 +'I 6.000 8.7E+3 6.000 4 -9.52E+3 6.000 2 18:LC 8--2-Y 6.000 3.7E+3 6.000 4 -3.96E+3 6.000 2 80 1 0:LC9 - DEAC 6.000 3.45E+3 0.000 1 -3.97E+3 0.000 3 11 :LC 1 - +X +' 6.000 5.29E+3 0.000 1 -6.04E+3 0.000 3 12:LC 2 - +X -'I 6.000 1.1E+3 0.000 1 -1.23E+3 0.000 3 13:LC 3 - -X + ' 6.000 5.87E+3 0.000 1 -6.76E+3 0.000 3 14:LC 4 - -X -Y 6.000 1.84E+3 6.000 3 -2.12E+3 6.000 1 15:LC 5- +2 +' 6.000 6.48E+3 0.000 1 -7.41E+3 0.000 3 16:LC 6 - +2 -'I 6.000 2.3E+3 0.000 1 -2.61E+3 0.000 3 17:LC 7 - -2 +'I 6.000 4.49E+3 0.000 1 -5.21E+3 0.000 3 18:LC 8--2-Y 6.000 1.19E+3 6.000 4 -1.29E+3 6.000 2 81 1 0:LC9 - DEAC 6.000 2.59E+3 6.000 2 -2.9E+3 6.000 4 11:LC 1 - +X +' 6.000 4.86E+3 6.000 2 -5.44E+3 6.000 4 12:LC 2 - +X -'I 6.000 1.65E+3 6.000 2 -1.85E+3 6.000 4 13:LC 3 - -X + ' 6.000 3.86E+3 6.000 2 -4.28E+3 6.000 4
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B35 of B36 Beam Combined Axial and Bending Stresses Summary Cont... Max Comp Max Tens Beam UC Length Stress d Corner Stress d Corner (in) (psi) (in) (psi) (in) 14:LC 4- -X-Y 6.000 705.803 6.000 2 -759.252 6.000 4 15:LC 5- +2 +' 6.000 5.01E+3 6.000 2 -5.66E+3 6.000 4 16:LC 6 - +2 -'r 6.000 2.11E+3 0.000 3 -2.4E+3 0.000 1 17:LC 7- -2 +'r 6.000 3.18E+3 6.000 1 -3.51E+3 6.000 3 18:LC 8-Y 6.000 2.38E+3 6.000 1 -2.35E+3 6.000 3 82 1 0:LC9 - DEAC 6.000 3.8E+3 6.000 1 -4.09E+3 6.000 3 11:LC 1 - +X +' 6.000 7.56E+3 6.000 1 -8.18E+3 6.000 3 12:LC 2 - +X -'I 6.000 2.94E+3 6.000 1 -3.21E+3 6.000 3 13:LC 3 - -X + ' 6.000 4.62E+3 6.000 1 -4.93E+3 6.000 3 14:LC 4- -X-Y 6.000 1.73E+3 6.000 4 -1.73E+3 6.000 2 15:LC 5- +2 +' 6.000 4.1E+3 6.000 1 -4.44E+3 6.000 3 16:LC 6 - +2 -'r 6.000 2.19E+3 6.000 2 -2.24E+3 6.000 4 17:LC 7- -2 +'r 6.000 8.19E+3 6.000 1 -8.79E+3 6.000 3 18:LC 8-Y 6.000 3.57E+3 6.000 1 -3.82E+3 6.000 3 87 1 0:LC9 - DEAC 5.000 3.04E+3 0.000 1 -3.04E+3 0.000 3 11:LC 1 - +X +' 5.000 3.87E+3 0.000 1 -3.87E+3 0.000 3 12:LC 2 - +X -'I 5.000 216.445 0.000 1 -214.181 0.000 3 13:LC 3 - -X + ' 5.000 5.85E+3 0.000 1 -5.85E+3 0.000 3 14:LC 4- -X-Y 5.000 2.24E+3 0.000 1 -2.24E+3 0.000 3 15:LC 5- +2 +' 5.000 3.87E+3 0.000 1 -3.87E+3 0.000 3 16:LC 6 - +2 -'r 5.000 271.993 0.000 1 -271.993 0.000 3 17:LC 7- -2 +'r 5.000 5.88E+3 0.000 1 -5.88E+3 0.000 3 18:LC 8-Y 5.000 2.22E+3 0.000 1 -2.22E+3 0.000 3 88 1 0:LC9 - DEAC 5.000 5.14E+3 0.000 1 -5.14E+3 0.000 3 11:LC 1 - +X +' 5.000 7.43E+3 0.000 1 -7.43E+3 0.000 3 12:LC 2 - +X -'I 5.000 1.23E+3 0.000 1 -1.23E+3 0.000 3 13:LC 3 - -X + ' 5.000 9.04E+3 0.000 1 -9.04E+3 0.000 3 14:LC 4- -X-Y 5.000 2.85E+3 0.000 1 -2.85E+3 0.000 3 15:LC 5- +2 +' 5.000 9.48E+3 0.000 1 -9.48E+3 0.000 3 16:LC 6 - +2 -'r 5.000 3.3E+3 0.000 1 -3.3E+3 0.000 3 17:LC 7- -2 +'r 5.000 7E+3 0.000 1 -7E+3 0.000 3 18:LC 8-Y 5.000 803.627 0.000 1 -803.627 0.000 3 89 1 0:LC9 - DEAC 5.000 2.22E+3 0.000 1 -2.22E+3 0.000 3 11:LC 1 - +X +' 5.000 4.65E+3 0.000 1 -4.65E+3 0.000 3 12:LC 2 - +X -'I 5.000 1.99E+3 0.000 1 -2E+3 0.000 3 13:LC 3 - -X + ' 5.000 2.4E+3 0.000 1 -2.4E+3 0.000 3 14:LC 4- -X-Y 5.000 3.641 0.000 3 -1.377 0.000 1 15:LC 5- +2 +' 5.000 2.36E+3 0.000 1 -2.36E+3 0.000 3 16:LC 6 - +2 -'r 5.000 8.735 0.000 2 -8.735 0.000 1 17:LC 7- -2 +'r 5.000 4.81E+3 0.000 1 -4.81E+3 0.000 3 18:LC 8-Y 5.000 2.15E+3 0.000 1 -2.15E+3 0.000 3 90 1 0:LC9 - DEAC 5.000 4.21E+3 0.000 1 -4.21E+3 0.000 3 11:LC 1 - +X +' 5.000 7.57E+3 0.000 1 -7.57E+3 0.000 3 12:LC 2 - +X -'I 5.000 2.5E+3 0.000 1 -2.5E+3 0.000 3 13:LC 3 - -X + ' 5.000 5.92E+3 0.000 1 -5.91E+3 0.000 3 14:LC 4- -X-Y 5.000 865.946 0.000 1 -863.682 0.000 3 15:LC 5- +2 +' 5.000 8.27E+3 0.000 1 -8.27E+3 0.000 3 16:LC 6 - +2 -'r 5.000 3.22E+3 0.000 1 -3.22E+3 0.000 3 17:LC 7- -2 +'r 5.000 5.23E+3 0.000 1 -5.23E+3 0.000 3 18:LC 8-Y 5.000 155.148 0.000 1 -155.148 0.000 3 91 1 0:LC9 - DEAC 18.504 2.47E+3 18.504 3 -3.29E+3 18.504 1 11:LC 1 - +X +' 18.504 8.25E+3 18.504 4 -8.8E+3 18.504 2 12:LC 2 - +X -'I 18.504 7.28E+3 18.504 4 -6.92E+3 18.504 2
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment B CEM-0226 Rev. 0 Page B36 of B36 Beam Combined Axial and Bending Stresses Summary Cont... Max Comp Max Tens Beam UC Length Stress d Corner Stress d Corner (in) (psi) (in) (psi) (in) 13:LC 3 - -X + ' 18.504 12.3E+3 18.504 3 -14.8E+3 18.504 1 14:LC 4- -X-Y 18.504 9.99E+3 18.504 2 -11.6E+3 18.504 1 15:LC 5- +2 +' 18.504 4.1E+3 18.504 4 -5.38E+3 18.504 2 16:LC 6 - +2 -'r 18.504 3.12E+3 18.504 4 -3.48E+3 18.504 2 17:LC 7- -2 +'r 18.504 6.94E+3 18.504 3 -8.24E+3 18.504 1 18:LC 8-Y 18.504 4.44E+3 18.504 3 -4.83E+3 18.504 1 92 1 0:LC9 - DEAC 18.498 4.16E+3 18.498 4 -3.47E+3 18.498 2 11:LC 1 - +X +' 18.498 7.46E+3 18.498 3 -6.72E+3 18.498 1 12:LC 2 - +X -'I 18.498 3.86E+3 18.498 3 -4.02E+3 18.498 1 13:LC 3 - -X + ' 18.498 6.38E+3 0.000 1 -5.31E+3 0.000 3 14:LC 4- -X-Y 18.498 1.9E+3 0.000 2 -1.73E+3 0.000 1 15:LC 5- +2 +' 18.498 7.65E+3 18.498 3 -6.38E+3 18.498 1 16:LC 6 - +2 -'r 18.498 3.98E+3 18.498 3 -3.62E+3 18.498 1 17:LC 7- -2 +'r 18.498 6.61E+3 18.498 4 -5.56E+3 18.498 2 18:LC 8-Y 18.498 1.8E+3 0.000 1 -1.66E+3 0.000 3 93 1 0:LC9 - DEAC 6.000 1.14E+3 0.000 3 -2.3E+3 0.000 1 11:LC 1 - +X +' 6.000 2.51E+3 6.000 1 -3.91E+3 6.000 3 12:LC 2 - +X -'I 6.000 1.39E+3 6.000 1 -1.47E+3 6.000 3 13:LC 3 - -X + ' 6.000 2.28E+3 0.000 3 -5.08E+3 0.000 1 14:LC 4- -X-Y 6.000 1.73E+3 0.000 3 -3.2E+3 0.000 1 15:LC 5- +2 +' 6.000 5.47E+3 6.000 2 -7.35E+3 6.000 4 16:LC 6 - +2 -'r 6.000 4.76E+3 6.000 2 -5.31E+3 6.000 4 17:LC 7- -2 +'r 6.000 5.57E+3 6.000 1 -7.37E+3 6.000 3 18:LC 8-Y 6.000 4.45E+3 6.000 1 -4.93E+3 6.000 3
1 1 2 2 3 3 4 4 A A B B C C D D DRAWN: YJS 10/6/2021 DWG NO: Q71360277-5.idw TITLE NOVATECH USA REV. 0 Hamilton, OH. 45011 DATE: SCALE: 1:2 SPECIAL STAINLESS STEEL KINGPINLESS CASTER CUSTOMER: THE INFORMATION DISCLOSED HEREIN WAS ORIGINATED BY AND IS THE PROPERTY OF HAMILTON CASTER & MFG CO AND MUST NOT BE USED EXCEPT IN CONNECTION WITH OUR WORK. ALL RIGHTS OF DESIGN AND DETAIL ARE RESERVED. - SPECIAL STAINLESS KINGPINLESS MAINTENANCE FREE RIG - RIG IS EQUIPPED WITH 2205 (DUPLEX) STAINLESS WHEEL - WHEEL IS EQUIPPED WITH 6205 STAINLESS SEALED PRECISION BALL BEARINGS WITH STAILESS TOP HATS FOR 3/4" AXLE - LOAD CAPACITY: 2500 LBS. HAMILTON PART NUMBER: XC0493 3.0
6.0 7.5 2.25-OFFSET 0.35 4.5 3.38 2.44 6.5 5.25 4.94 0.56 (4) 1.27 4.5 Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Attachment C CEM-0226 Rev. 0 Page C1 of C4
-L J ~ HOlnll.'rOn "if'!"j Caster & Mfg Co. 1637 Dixie Highway Fax (800)232-3733 Phone (800)733-7655 ww:w bnmiltoacnstec com
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Attachment C KOPKE, HELMUT R From: Sent: To: Leftwich, Conner Tuesday, December 17, 2019 9:32 AM KOPKE, HELMUT R CEM-0226 Rev. 0 Page C2 of C4 Cc: EVELER, DANIEL R; PETERSON, ROBERT J; BARTOSKI, THOMAS A; Matt P Winter; Mark A Giles;
Subject:
RE: Chemistry Test Guidance with Values
Helmut, As a follow-up, below is the response I received from the technical team. I am following up to obtain more information on the materials of compatibility.
"The Borax Decahydrate SQ has a loose bulk density of 48 lb/cu.ft. and a tapped bulk density of 58 lb/cu.ft. The formation of anhydrous borax requires a lot of energy. We heat Borax in a furnace driving off all the water by taking it to a molten state (742°C) to form an anhydrous glass. Borax does have a slight vapor pressure which increases at warmer temperatures but the onset of water loss is 50°C in an enclosed space. We are working to obtain a documented list of materials (specifically metals) that are compatible with Borax Decahydrate SQ." Please let me know if I can help in any other way. Conner Leftwich ACCOUNT MANAGER N COWater An llcolab comDanv From: KOPKE, HELMUT R Sent: Tuesday, December 10, 2019 11:46 AM
Subject:
RE: Chemistry Test Guidance with Values 1
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Attachment C CEM-0226 Rev. 0 Page C3 of C4 100 Mesh & Finer Weaving Plain Weaue M,es*hes Open W'e:ighl (Sta*11:11ess, Ste=el) pe,r Diameter Width Q1f Area 1101 s,q. 1 sq.. Li.neall' otw*r-e Openiing Percent feel me,ter !Inch ~ inch i:nch (%) (lbs,.. ') (kg) mm m1m 100 a0045 .. 114 .0055 .140 30.2 1420 -7.. .6'9 105 ~0030 .076 .0065 .165 4,fL6 5.72 .. 28 110 0040 .102 .0051 .130 31.. 5 12.40 .61 120 .0037 .094 .0046 .117 30.. 5 10.2:0 .50 150 .0026 .066 .0041 .104 37.. 8 7.1*0 .35 1'60 .0025 0641 .0038 .097 37LO 7.00 .34 180 .0023 .058 .00.33 1084 35,L3[ 6.70 .33 200 a00211 .. 053 .0029 .074 33.6 6.30 ..3.1 250 a0016 .041 .0024 J)61 36 0 .* 1
4.60
.22 325 .0011 .028 .0020 .051 42.2 2.8'6 .14 .370 .0011 .028 .0016 .041 35,.0 2.'96 .14 400 .0009 .023 .0016 .J)41 41 LO 2.1 16, .11 http://www. wi recloth. com/mesh-cloth-specification-tables/#fi nermesh
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Attachment C CEM-0226 Rev. 0 Page C4 of C4 f HR-125 Swivel Hoist Ring
Top washer has the following features:
ofThreads per inch 1/2" - 13 X 2.25"
~ Bolt _j - ~ Diameter I Length of Bolt {from under head)
The Working Load Limit and Recommended Torque value are permanently stamped into each washer.

Washer is color coded for easy identification: Red - UNC thread.

Individually Proof Tested to 2-1/2 times Working Load Limit.

Bolt specification is an Alloy socket head cap screw to ASTM A 57 4.

All threads listed are UNC.

BOLT SIZE IDENTIFICATION: The size of the bolt will be stated as in the drawing above. Illustration shows meaning of each dimension given.

NOTE: For Special Applications, see page 457.

Frame 2 and larger are RFID EQUIPPED.
HR-125 UNC Threads Effective Working Thread Frame Load Torque Projection Size HR-125 Limit in Bolt Size Length No. Stock No. (lb)* (ft*lbf) A* B 1t 1016887 800 7 5/16 - 18 X 1.50 .58 1 t 1016898 1000 12 3/8
16 X 1.50
.58 2 1016909 2500 28 1/2 - 13 X 2.00 .70 2t 1016912 2500 28 1/2 - 13 X 2.50 1.20 Dimensions Unl C D 2.72 .97 2.72 .97 4.85 1.96 4.85 1.96 k SEE APPLICATION AND WARNING INFORMATION On Pages 210- 211 Para Espafiol: www.thecrosbygroup.com Weight Radius Diameter Each E F G H (lb) .46 .34 1.87 1.12 .37 .46 .34 1.87 1.05 .39 .87 .75 3.35 2.29 2.33 .87 .75 3.35 2.29 2.36 '{ ~ '{ I"{ 1'8116~ 0 '\\' '{ 41100 '\\' ['{ '60 '{ I'\\' 5/'B - n x 21:00 '\\' '{ .71D '{ l(.85'{ 1."!16 '{.BY '\\'.75'{ 3.~ "X.16 '{ 2..IKI ' 2t 1016924 4000 60 5/8 - 11 X 2.75 1.45 4.85 1.96 .87 .75 3.35 2.16 2.47 }. JI. }. }. 111.16!-0l.1 l. }. 5000 }. }. 100 }. }. 3/J.. - 1&. >< ?105 }. }..96 }. 6.85 U n }..RX. }.75 }. 3.~ !).04 }.?.~ 2t 1016935 5000 100 3/4
10 X 2.75 1.45 4.85 1.96
.87 .75 3.35 2.04 2.59 3 1016942 7000 ** 100 3/4
10 X 2.75
.89 6.57 2.96 1.36 .94 4.87 2.97 6.72 3t 1016946 7000 ** 100 3/4
10 X 3.50 1.64 6.57 2.96 1.36
.94 4.87 2.97 6.81 3 1016953 8000 160 7/8-9 X 2.75 .89 6.57 2.96 1.36 .94 4.87 2.84 6.84 3t 1016957 8000 160 7/8 - 9 X 3.50 1.64 6.57 2.96 1.36 .94 4.87 2.84 6.96 3 1016964 10000 230 1 - 8 X 3.00 1.14 6.57 2.96 1.36 .94 4.87 2.72 7.09 3t 1016969 10000 230 1 - 8 X 4.00 2.14 6.57 2.96 1.36 .94 4.87 2.72 7.31 4 1016975 15000 470 1-1/4 - 7 X 4.50 2.21 8.72 3.71 1.75 1.19 6.18 3.93 14.51 5 1016986 24000 800 1-1/2 - 6 X 6.75 3.00 12.55 4.71 2.39 1.75 8.48 5.52 37.73 5 1016997 30000 1100 2 1/2 X 6.75 3.00 12.55 4.71 2.39 1.75 8.48 5.02 40.69 6 1017001 50000 2100 2-1/2 - 4 X 8.0 4.00 16.88 5.75 3.00 2.25 11.00 8.03 88.00 7 1017005 75000 4300 3 - 4 X 10.5 5.00 19.50 6.45 3.75 2.75 14.16 8.50 166.00 8 1017009 100000 5100 3-1/2 - 4 X 13.0 # 7.00 22.09 7.75 4.00 3.25 15.91 9.28 265.00
Ultimate Load is 5 times the Working Load Limit.
Ultimate Load is 4.5 times the Working Load Limit for 7000# Hoist Ring when tested in 90 degree orientation.
t Long Bolts are designed to be used with soft metal {i.e., aluminum) workpiece. While the long bolts may also be used with ferrous metal {i.e.,steel & iron) workpiece, short bolts are designed for ferrous workpieces only.
t: Boll specification is an Alloy socket head cap screw to ASTM A 574.
Hex head bolt used on Frame 8 (100,000lb.) Hoist Ring.
Copyright© 2019 The Crosby Group LLC All Rights Reserved }. 175
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment D CEM-0226 Rev. 0 Page D1 of D3 L 7.50 in S (in-plane) 5.21 in"2 S (out-of-plane) 8.07 in"2 J 16.60 in 113 C 1.25 in !Max Stress 2877 lb/in Main Members Connections Beam Node Env Fx lb Fylb Fz lb Mxlb-in Mylb-in 6 7 +ve 291.379 161.449 848.326 817.348 3834.399 17 LC 7 - -z +Y 12LC 2 - +X-Y 17 LC 7 - -z +Y 15 LC 5 - +Z +Y 17 LC 7 - -z +Y -ve -51.311 -974.393 -199.398 -2789.32 -2076.379 16 LC 6- +Z-Y 13 LC 3- -X + Y 16 LC 6- +Z-Y 18 LC 8- -Z-Y 16 LC 6 - +Z -Y 8 8 +ve 299.431 994.849 231.205 2885.193 3636.666 17 LC 7 - -z +Y 11 LC 1 - +X +Y 16LC6 - +Z -Y 13 LC 3- -X + Y 17 LC 7 - -z +Y -ve -50.937 -161.635 -688.039 -3331.919 -2078.345 16 LC 6- +Z-Y 14LC4--X-Y 17 LC 7 - -z +Y 12LC 2-+X-Y 16 LC 6 - +Z -Y 11 10 +ve 0 536.847 68.284 84.317 4477.288 17 LC 7 - -z +Y 17 LC 7 - -z +Y 14LC4 --X-Y 14 LC 4 - -X -Y -ve -779.381 0 -675.438 -151.351 -2845.237 13 LC 3- -X + Y - 14 LC 4- -X -Y 11 LC 1- +X +Y 17 LC 7 - -z +Y 11 11 +ve 0 0 673.487 84.317 4385.741 13 LC 3- -X + Y 14LC4--X-Y 13 LC 3- -X + Y -ve -779.381 -519.363 -31.068 -151.351 -1963.858 13 LC 3 - -X + Y 15 LC 5 - +Z +Y 16 LC 6 - +Z -Y 11 LC 1- +X +Y 16 LC 6 - +Z -Y 19 19 +ve 871.242 0 165.557 1057.516 1759.092 15 LC 5 - +Z +Y - 18 LC 8- -Z-Y 16LC6-+Z-Y 18 LC 8- -Z-Y -ve 0 -1349.161 -423.149 -1104.784 -1046.63 13 LC 3 - -X + Y 15 LC 5- +Z +Y 13 LC 3- -X + Y 15 LC 5 - +Z +Y 21 20 +ve 902.381 1330.241 268.86 4143.291 1736.556 15 LC 5 - +Z +Y 11 LC 1- +X +Y 15 LC 5 - +Z +Y 11 LC 1- +X +Y 18LC8--Z-Y -ve 0 0 -218.987 -3072.975 -926.426 18 LC 8- -Z-Y 14 LC 4 - -X -Y 15 LC 5 - +Z +Y 24 10 LC9 - DEAD+ 4 -216.747 116.098 47.324 -1100.544 -139.073 11 LC 1- +X +Y 4 61.52 197.493 -809.779 -1769.451 9466.388 12 LC2-+X -Y 4 273.051 58.172 -794.903 -433.071 9130.587 13 LC 3- -X + Y 4 -993.641 164.177 1476.282 -1793.35 -13294.093 14 LC 4 - -X-Y 4 -791.406 53.585 1489.236 -245.72 -13609.593 15 LC 5 - +Z +Y 4 -362.946 64.517 181.714 -1953.111 -2776.219 16LC6-+Z-Y 4 -162.395 -40.872 194.32 -367.222 -3088.043 17LC7--Z+Y 4 -380.012 323.946 -124.743 -1544.616 2796.885 18 LC 8- -Z-Y 4 -168.481 184.625 -109.867 -208.236 2461.083 27 8 +ve 271.066 199.574 615.771 103.529 1431.858 13 LC 3- -X + Y 17 LC 7 - -z +Y 11 LC 1- +X +Y 14 LC 4 - -X -Y 14 LC 4 - -X -Y -ve -254.904 -75.01 -10.725 -348.943 -4701.973 18 LC 8 - -Z -Y 16 LC 6 - +Z -Y 14 LC 4 - -X -Y 11 LC 1- +X +Y 11 LC 1 - +X +Y 27 20 +ve 271.066 92.885 33.541 103.529 2328.83 13 LC 3 - -X + Y 18 LC 8 - -Z-Y 13 LC 3- -X + Y 14 LC 4 - -X -Y 13 LC 3- -X + Y -ve -298.593 -147.932 -608.257 -348.943 -4766.421 18LC8--Z-Y 15 LC 5 - +Z +Y 12LC2-+X-Y 11 LC 1- +X +Y 12LC 2-+X-Y 28 7 +ve 455.256 202.055 5.984 313.145 3053.793 11 LC 1 - +X +Y 17 LC 7 - -z +Y 12LC 2-+X-Y 13 LC 3- -X + Y 13 LC 3- -X + Y -ve -210.596 -76.149 -609.477 -94.927 0 18 LC 8- -Z-Y 16 LC 6 - +Z -Y 13 LC 3- -X + Y 12LC 2-+X-Y - 28 19 +ve 455.256 94.01 615.403 313.145 3490.185 11 LC 1- +X +Y 18 LC 8- -Z-Y 14 LC 4- -X -Y 13 LC 3- -X + Y 14 LC 4- -X -Y -ve -254.284 -146.89 -39.365 -94.927 -1021.851 18LC8 --Z -Y 15 LC 5 - +Z +Y 11 LC 1 - +X +Y 12LC2 - +X-Y 11 LC 1 - +X +Y fy = Fy/L + (Mx
c)/J fz = Fz/L + (Mx

c)/J ft = Fx/L + My/S + Mz/S Mzlb-in fz fy 2175.09 13 LC 3 - -X + Y 323 340
-1568.523 12LC 2-+X-Y 2594.767 11 LC 1 - +X +Y 343 384 -1585.18 14 LC 4 - -X -Y 5633.005 17 LC 7 - -z +Y -1547.524 101 83 16LC6 - +Z -Y 5291.725 15 LC 5 - +Z +Y -2002.568 101 81 18 LC 8 - -Z-Y 4802.484 13 LC 3- -X + Y 0 140 263 5165.737 11 LC 1- +X +Y 348 489 0 233.362 89 98 472.457 241 160 224.003 139 40 48.38 332 157 51.937 217 26 -2060.421 171 156 -2011.224 54 33 3112.077 133 160 2863.623 30 40 4304.3 17 LC 7 - -z +Y -2251.293 108 53 16 LC 6 - +Z -Y 3007.225 15 LC 5 - +Z +Y 107 46 -2880.066 18LC8--Z-Y 4585.185 17 LC 7 - -z +Y 105 51 -2252.737 16 LC 6 - +Z -Y 3180.897 15 LC 5- +Z +Y 106 43 -2856.105 18 LC 8 - -Z-Y ft ft f 1044 931 1145 lb/in 1059 989 1178 lb/in 1661 1740 1745 lb/in 1601 1663 1668 lb/in 1049 1256 1291 lb/in 1094 1327 1457 lb/in 85 91 161 lb/in 1884 1272 1906 lb/in 1817 1211 1822 lb/in 2690 1789 2715 lb/in 2724 1802 2733 lb/in 837 788 868 lb/in 864 790 866 lb/in 973 995 1016 lb/in 850 877 879 lb/in 1472 1445 1477 lb/in 1327 1208 1332 lb/in 1215 1319 1324 lb/in 1125 1104 1131 lb/in
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment D CEM-0226 Rev. 0 Page D2 of D3 53 33 +ve 522.301 751.368 147.257 35.658 3025.261 367.842 18 LC 8 - -Z -Y 17 LC 7 - -z +Y 17 LC 7 - -z +Y 11 LC 1- +X +Y 16LC6 - +Z-Y 14 LC 4 - -X -Y 23 103 1088 875 1093 lb/in -ve -1253.699 0 -111.419 -42.135 -4137.508 -1019.114 15 LC 5 - +Z +Y - 16LC6 - +Z -Y 14 LC 4 - -X -Y 17 LC 7 - -z +Y 11 LC 1 - +X +Y 53 35 +ve 453.954 0 147.257 35.658 3961.614 6776.181 18 LC 8 - -Z -Y - 17 LC 7 - -z +Y 11 LC 1- +X +Y 17 LC 7 - -z +Y 15 LC 5 - +Z +Y lb/in -1185.351 -949.36 -111.419 -42.135 -3102.764 -354.429 23 130 1758 1950 1954 -ve 15 LC 5 - +Z +Y 15 LC 5 - +Z +Y 16 LC 6 - +Z -Y 14 LC 4 - -X -Y 16 LC 6 - +Z -Y 18 LC 8 - -Z-Y 54 34 +ve 701.136 752.112 81.268 43.677 3035.061 418.952 14 LC 4 - -X -Y 17 LC 7 - -z +Y 16LC6-+Z -Y 12LC 2-+X-Y 17 LC 7 - -z +Y 12LC 2 - +X-Y 18 104 876 733 883 lb/in -ve -1337.549 0 -107.414 -42.458 -2193.657 -930.897 15 LC 5 - +Z +Y - 17 LC 7 - -z +Y 13 LC 3- -X + Y 16LC6 - +Z-Y 13 LC 3 - -X + Y 54 36 +ve 701.136 0 81.268 43.677 2276.077 6834.488 14 LC 4 - -X -Y 16LC6-+Z -Y 12LC 2-+X-Y 16LC6 - +Z-Y 15 LC 5 - +Z +Y lb/in -1269.202 -948.127 -107.414 -42.458 -2872.688 -333.452 18 130 1568 1837 1842 -ve 15 LC 5 - +Z +Y 15 LC 5 - +Z +Y 17 LC 7 - -z +Y 13 LC 3 - -X + Y 17 LC 7 - -z +Y 18 LC 8 - -Z -Y 66 10 LC9 - DEAD+ 16 216.747 86.101 75.933 -1289.44 713.1 32.007 107 109 170 123 228 lb/in 11 LC 1- +X +Y 16 -61.52 143.935 -792.219 -1954.113 -9009.751 -63.545 253 166 1745 1137 1771 lb/in 12 LC2-+X-Y 16 -273.051 38.292 -807.096 -388.872 -9276.933 -83.794 137 34 1827 1202 1833 lb/in 13 LC 3 - -X + Y 16 993.641 138.758 1520.21 -2199.666 14107.759 54.955 368 184 2847 1891 2877 lb/in 14LC4--X -Y 16 791.406 39.481 1507.254 -600.012 13860.306 -76.382 246 50 2775 1838 2787 lb/in 15 LC 5 - +Z +Y 16 297.349 276.302 -58.46 -1774.721 -1664.628 -2721.413 141 170 696 768 800 lb/in 16 LC 6- +Z-Y 16 96.798 178.177 -71.068 -168.835 -1908.507 -2872.869 22 36 735 801 802 lb/in 17LC7--Z+Y 16 445.609 -7.691 248.004 -2355.158 4254.282 2981.021 210 178 1245 1159 1276 lb/in 18 LC 8 - -Z-Y 16 234.078 -113.334 233.126 -789.916 3987.101 2960.772 91 75 1163 1094 1169 lb/in 79 10 +ve 0 170.756 208.705 807.035 1184.105 4361.874 12LC2 - +X-Y 16LC6-+Z -Y 15 LC 5 - +Z +Y 16LC6 - +Z-Y 13 LC 3 - -X + Y lb/in -848.101 -983.7 -857.634 -2779.006 -9808.941 -1418.693 324 340 2536 2166 2579 -ve 13 LC 3 - -X + Y 13 LC 3 - -X + Y 17 LC 7 - -z +Y 18 LC 8 - -Z -Y 17 LC 7 - -z +Y 12LC 2 - +X-Y 80 11 +ve 0 0 432.956 1046.044 5796.884 2744.58 15 LC 5 - +Z +Y 16LC6-+Z-Y 15 LC 5 - +Z +Y 13 LC 3 - -X + Y lb/in -904.481 -1358.468 -174.811 -1107.764 -959.617 -37.61 141 265 1573 1366 1602 -ve 15 LC 5 - +Z +Y 13 LC 3 - -X + Y 18 LC 8 - -Z -Y 13 LC 3 - -X + Y 18 LC 8 - -Z -Y 12LC 2 - +X-Y 81 16 +ve 35.765 1339.86 278.167 4143.982 3445.696 0 18 LC 8 - -Z -Y 11 LC 1 - +X +Y 15 LC 5 - +Z +Y 11 LC 1- +X +Y 15 LC 5 - +Z +Y - lb/in -642.489 0 -228.295 -3072.788 -1837.454 -4372.157 349 491 1289 1352 1480 -ve 15 LC 5 - +Z +Y - 18 LC 8 - -Z -Y 14 LC 4 - -X -Y 18 LC 8 - -Z -Y 11 LC 1 - +X +Y 82 4 +ve 0 1004.495 240.513 2883.955 1691.48 1064.758 11 LC 1 - +X +Y 16LC6-+Z -Y 13 LC 3- -X + Y 16LC6 - +Z-Y 14LC4 - -X-Y lb/in -612.662 -170.94 -697.346 -3332.39 -7443.578 -6134.953 344 385 2271 2182 2329 -ve 11 LC 1 - +X +Y 14 LC 4 - -X -Y 17 LC 7 - -z +Y 11 LC 1 - +X +Y 17 LC 7 - -z +Y 11 LC 1 - +X +Y
Dominion Energy North Anna Power Station Units 1 and 2 Reactor Containment NaTB Basket Design Attachment D CEM-0226 Rev. 0 Page D3 of D3 L 6.00 in S (in-plane) 3.33 in"2 S (out-of-plane) 5.17 in"2 J 8.50 in 113 C 1 in !Max Stress 3087 lb/in Brace Members Connects Beam Node Env Fx lb Fylb Fz lb Mxlb-in 77 10 LC9 - DEAD+ 70 -369.941 -322.673 128.113 -203.031 69 362.42 322.673 -128.113 203.031 11 LC 1- +X +Y 70 -592.283 -326.94 207.684 -387.051 69 580.591 321.47 -207.684 387.051 12 LC2-+X-Y 70 -144.035 62.883 67.699 -57.33 69 140.684 -68.353 -67.699 57.33 13 LC 3- -X + Y 70 -591.31 -703.995 109.201 -778.354 69 579.618 709.465 -109.201 778.354 14 LC 4 - -X-Y 70 -143.803 -315.45 -30.871 -442.647 69 140.453 320.92 30.871 442.647 15 LC 5 - +Z +Y 70 -631.401 -539.429 500.722 845.598 69 619.709 539.429 -506.192 -845.598 16LC6-+Z-Y 70 -184.028 -151.115 360.634 1182.39 69 180.678 151.115 -366.104 -1182.39 17 LC7--Z+Y 70 -564.861 -503.302 37.864 -832.113 69 553.169 503.302 -32.394 832.113 18 LC 8 - Y 70 -116.613 -113.479 -102.121 -502.392 69 113.262 113.479 107.59 502.392 78 10 LC9 - DEAD+ 68 -389.028 338.849 123.663 213.438 67 381.507 -338.849 -123.663 -213.438 11 LC 1- +X +Y 68 -623.351 732.118 131.396 160.777 67 611.659 -737.588 -131.396 -160.777 12 LC2-+X-Y 68 -151.966 322.605 -3.271 -181.002 67 148.615 -328.075 3.271 181.002 13 LC 3- -X + Y 68 -621.623 351.287 171.644 1034.585 67 609.932 -345.818 -171.644 -1034.585 14 LC 4 - -X -Y 68 -148.9 -59.579 38.149 700.844 67 145.55 65.049 -38.149 -700.844 15 LC 5 - +Z +Y 68 -658.192 566.46 498.118 -868.447 67 646.5 -566.46 -503.588 868.447 16LC6-+Z-Y 68 -185.227 155.348 364.835 -1200.732 67 181.877 -155.348 -370.305 1200.732 17LC7--Z+Y 68 -599.32 527.533 25.562 893.061 67 587.628 -527.533 -20.092 -893.061 18 LC 8 - Y 68 -127.934 118.02 -109.105 551.282 67 124.584 -118.02 114.575 -551.282 17LC7--Z+Y 4 -378.686 323.951 -125.757 -1546.573 43 399.558 -46.056 164.972 1546.573 18 LC 8 - Y 4 -168.193 184.881 -110.883 -208.376 43 189.065 -116.825 150.098 208.376 Mylb-in 285.114 -2334.927 425.913 -3748.853 -19.995 -1063.195 1083.265 -2830.482 643.172 -149.238 -1179.099 -6876.211 -1618.139 -4195.766 1309.401 -1871.462 863.493 814.195 227.647 -2206.249 818.387 -2920.728 442.726 -390.391 502.422 -3248.729 126.871 -737.251 -1290.936 -6722.711 -1666.467 -4214.648 1241.601 -1606.838 865.941 923.5 2815.694 -271.76 2479.931 -196.296 fy = Fy/L + (Mx
c)/J fz = Fz/L + (Mx

c)/J ft = Fx/L + My/S + Mz/S Mzlb-in fz fy
-2355.85 45 -2806.925 45 -2230.161 80 -2957.119 80 614.425 18 435.466 18 -5295.67 110 -6012.011 110 -2460.611 57 -2630.347 57 -3938.147 183 -4692.714 184 -1104.814 199 -1313.027 200 -3672.539 104 -4380.293 103 -827.953 76 -987.708 77 2499.165 46 2922.413 46 5540.768 41 6216.878 41 2521.798 22 2683.644 22 2449.587 150 3127.254 150 -581.679 89 -415.339 89 4174.09 185 4889.265 186 1140.598 202 1344.977 203 3891.315 109 4549.216 108 872.345 83 1015.982 84 3116.533 203 121.105 209 2869.879 43 -229.891 50 ft ft f 78 603 824 829 lb/in 78 1305 1355 1358 lb/in 100 658 851 860 lb/in 99 1795 1710 1799 lb/in 17 149 212 214 lb/in 18 427 360 428 lb/in 209 1448 1898 1913 lb/in 210 2109 2449 2461 lb/in 105 693 887 895 lb/in 106 577 842 851 lb/in 189 1221 1516 1539 lb/in 189 3076 2843 3087 lb/in 164 730 675 775 lb/in 164 1544 1236 1566 lb/in 182 1198 1450 1465 lb/in 182 1501 1770 1782 lb/in 78 439 435 452 lb/in 78 454 473 486 lb/in 82 617 859 864 lb/in 82 1291 1368 1371 lb/in 141 1421 1926 1932 lb/in 142 2182 2534 2538 lb/in 75 646 868 872 lb/in 76 661 906 910 lb/in 180 728 936 965 lb/in 179 1682 1669 1698 lb/in 92 175 224 258 lb/in 93 326 292 351 lb/in 197 1305 1613 1635 lb/in 197 3072 2876 3084 lb/in 167 752 696 796 lb/in 167 1556 1249 1578 lb/in 193 1225 1509 1525 lb/in 193 1460 1775 1789 lb/in 85 450 451 466 lb/in 85 495 504 518 lb/in 236 1511 1544 1575 lb/in 190 172 156 331 lb/in 55 1328 1370 1371 lb/in 44 135 139 154 lb/in
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Attachment E CEM-0226 Rev. 0 Page E1 of E1 Basket Takeoff QTY Description Min. Surface Max. Surface Effective Volume of each Total Volume Volume of Each Total Volume Material Density Total Weight per Item Notes Area (ftA2J Area (ftA2J Thickness (ftJ (Unsealed) (ftA3J (Unsealed) (ftA3J (Sealed) (ftA3J (Sealed) (ftA3J (lb/ftA3J ltem#(lbJ 1 3 HSS 2-1/2" X 2-1/2" X 1/4" X 6'-1" (S.S) Hollow Structural Section 7.6042 15.2083 0.0208 0.0951 0.2852 0.2640 0.7921 490 139.7266 2 4 HSS 2-1/2" X 2-1/2" X 1/4" X l'-4" (S.SJ Hollow Structural Section 2.2222 4.4444 0.0208 0.0208 0.0833 0.0579 0.2315 490 40.8333 3 5 HSS 2-1/2" X 2-1/2" X 1/4" X 4'-7" (S.S) Hollow Structural Section 9.5486 19.0972 0.0208 0.0716 0.3581 0.1989 0.9946 490 175.4557 4 4 HSS 3" X 1-1/2" X 3/16" X 8" LG, (5.5) Hollow Structural Section 1.0000 2.0000 0.0156 0.0072 0.0286 0.0208 0.0833 490 14.0365 5 4 L 5" x 3-1/2" x 1/2" x 1'-2" (LLHJ (PER DETR) Angle Member 3.6111 6.5278 0.0417 0.0324 0.1296 0.0324 0.1296 490 63.5185 6 4 PL 1/2" x 5" x 0'-6-3/4" (PER ENL. PLAN J) Plate 1.1007 2.2014 0.0417 0.0098 0.0391 0.0098 0.0391 490 19.1406 7 4 L4" x 3" x 1/2" x 1'-2" (LLH) (PER DET SJ Angle Member 3.0069 5.3403 0.0417 0.0263 0.1053 0.0263 0.1053 490 51.6088 1/2" -13UNC -2A x 2" LONG S.S HEX HEAD BOLT, CLASS 0.0003 0.0044 0.0003 0.0044 490 2.1324 8 16 1, TYPE 304 https://www.mcmaster.com/92240A720 9 32 SPLIT-LOCK WASHER FOR 1/2" DIA. BOLT, S.S, TYPE 304 https://www.mcmaster.com/92147A033 0.0000 0.0009 0.0000 0.0009 490 0.4537 10 32 1/2"-13UNC-2B HEX NUT, TYPE 304 https://www.mcmaster.com/95462A033 0.0001 0.0026 0.0001 0.0026 490 1.2794 5/8" DIA. HILTI KB3 x 4 3/4" LG, 55, TYPE 304, (2 3/4" https://www.mcmaster.com/92188A401 0.0008 0.0064 0.0008 0.0064 490 3.1238 11 8 MIN. EMBED) 3000816 12 8 CAP PL 1/4" X 3" X 0'-3" Plate 0.5833 1.1667 0.0208 0.0013 0.0104 0.0013 0.0104 490 5.1042 1.500" SQ x 3/S"CTRS SQUARE HOLE PATTERN PERFORATE METAL 24.6600 49.3200 0.0313 0.7706 0.7706 0.7706 0.7706 490 377.6063 13 ASREQ'D PLATE (0UTSIDEI Approximately 9864 in-"2 area covered by 14 AS REQ'D 100 MESH-0.0045" DIA. WIRE CLOTH (INSIDE) grating & mesh 3.9730 7.9460 0.0004 0.0179 0.0179 0.0179 0.0179 490 8.7856 15 1 PL 1/8" X 65-1/2" X 6'-5-1/2" (C.T.S) Plate 35.3759 70.7517 0.0104 0.3672 0.3672 0.3672 0.3672 490 179.9307 16 4 CAP PL 1/4" X 2" X 0'-3 1/2" Plate 0.2326 0.4653 0.0208 0.0010 0.0041 0.0010 0.0041 490 1.9850 17 4 PL 1" x 4" x 0'-5" (PER DETL) Plate 0.8056 1.6111 0.0833 0.0116 0.0463 0.0116 0.0463 490 22.6852 18 AS REQ'D BAR 1/8" x 2" x LENGTH TO SUIT, S.S Bar, Approximately 86'-4" total length 15.2899 30.5799 0.0104 0.1499 0.1499 0.1499 0.1499 490 73.4433 McMaster-CARR, 1/4"-14 SEALING/DRILLING SCREW FOR 0.0000 0.0000 0.0000 0.0000 490 0.0000 19 AS REQ'D METALS https://www.mcmaster.com/94058A540 3/4" - 10UNC-2A x 2" LONG S.S. HEX HEAD BOLT, CLASS 0.0007 0.0058 0.0007 0.0058 490 2.8356 20 8 1, TYPE 304 https://www.mcmaster.com/92240A842 21 8 SPLIT-LOCK WASHER FOR 3/4" DIA. BOLT, S.S TYPE 304 https://www.mcmaster.com/92147 A036 0.0001 0.0007 0.0001 0.0007 490 0.3403 22 8 3/4"-10UNC-2B HEX NUT, TYPE 304 https://www.mcmaster.com/92673A147 0.0003 0.0021 0.0003 0.0021 490 1.0413 1/2"-13UNC-2A x 2-3/4" S.S HEX HEAD BOLT, CLASS 1, 0.0004 0.0058 0.0004 0.0058 490 2.8583 23 16 TYPE 304 https://www.mcmaster.com/92240A724 24 4 HSS 3" X 1-1/2" X 3/16" X 0'-1" LG, 5.5 Hollow Structural Section 0.0625 0.1250 0.0156 0.0009 0.0036 0.0026 0.0104 490 1.7546 25 1 HSS 2-1/2" x 2-1/2" x 1/4" x 6'-1" (S.S) (PER DET UJ Hollow Structural Section 2.5347 5.0694 0.0208 0.0951 0.0951 0.2640 0.2640 490 46.5755 26 1 HSS 2-1/2" x 2-1/2" x 1/4" x 4'-7" (S.SJ (PER DET VJ Hollow Structural Section 1.9097 3.8194 0.0208 0.0716 0.0716 0.1989 0.1989 490 35.0911 27 4 Pll" x 4" x 0'-5" (PER DET M) Plate 0.8056 1.6111 0.0833 0.0116 0.0463 0.0116 0.0463 490 22.6852 McMASTER-CARR, DULL FINISH FORMED TYPE 304 STAINLESS STEEL 0.0016 0.0062 0.0016 0.0062 490 3.0512 28 4 WELD-ON PULL HANDLE https://www.mcmaster.com/1871A4 0.6864 0.6864 0.0417 29 4 HAMILTON STAINLESS STEAL CASTER PART #XC0493 Casters 3.2432 3.2432 0.1250 0.0745 0.2979 0.0745 0.2979 490 145.9768 30 4 PL 7 /8" x 2" x 0'-2" (PER DETZ) Plate 0.3056 0.3333 0.0729 0.0020 0.0081 0.0020 0.0081 490 3.9699 31 4 BAR 1/8" X 1-1/2" X 0'-3" S.S. Bar 0.0690 0.1380 0.0104 0.0007 0.0026 0.0007 0.0026 490 1.2760 32 16 Flat Washer for 1/2" DIA. BOLT, S.S Type 304 https://www.mcmaster.com/92141A033 0.0000 0.0006 0.0000 0.0006 490 0.3176 33 2 HSS 2" X 2" X 1/4" X l'
4" (5.5)
Hollow Structural Section 0.8889 1.7778 0.0208 0.0162 0.0324 0.0370 0.0741 490 15.8796 Swivel Hoist Ring -Temporary Attachment and THE CROSBY GROUP HR-125 SWIVEL HOIST RING, 5/8"* Not Required for Basket Volume or Surface 34 4 11 BOLT SIZE, MINIMUM 4,000 lb CAPACITY OR EQUAL Area Calculation Take-offs: Total basket Volume Sealed (ft'3) 4.6799 Total basket Volume Unsealed (ft'3J 2.9888 Total Mass of Basket Empty (lbmJ 1464.5026 Minimum Surface Area (ftA2) 119.5196 s.s Maximum Surface Area (ft'2J 233.4638 (304) Effective Thickness See Individually Total Mass (without hardware and cover) (lbm) 1270.1895
Dominion Energy CEM-0226 Rev. 0 Page F1 of F3 North Anna Power Station Unit 1 and 2 Reactor Containment NaTB Basket Design Attachment F From: To: Cc:
Subject:
RE: NAPS CAT Removal - CEM-0226 - NaTB Basket Design Calculation Thursday, February 18, 2021 9:22:29 AM Date: Attachments: image00l.png
Eddie, Please see our responses to your questions below.

1. Yes, ETE-CEM-2020-0004 was developed specifically for this purpose.

2. Yes, the OBE OBE amplified response spectra for the NAPS Reactor Containment at Elevation 204', as provided in ET-CEM-05-0003, Rev. 1, are acceptable to be used for the design of the NaTB baskets.

3. Yes, in addition to Seismic 11/1 requirements, the NaTB baskets shall be designed to maintain their structural integrity during an OBE event. NSQ Code 5.2.26.a of MEL-4001 is defined as such: "Those components, systems and structures that are NOT safety-related, but which are designed and installed as seismically qualified to ensure the required level of functionality during and/or after a DBE. This definition includes... a. Components that are required to remain functional (i.e., some or all of their active and/or passive functions must remain intact) during and/or after a DBE. This requirement may be the result of a SAR/licensing commitment or just the desire to achieve enhanced reliability. This includes "active" components that must remain fully operational, as well as "active" and "passive" components that only have to maintain system pressure boundary." Section 4.6 of MEL-4001 defines "DBE" as "Design Basis Events" {Note: NOT "Design Basis Earthquake") which include the following: Normal operation, Anticipated operational occurrences/transients, Design basis accidents, External events, and Natural phenomena. The Na TB baskets are to resist the operating-basis earthquake within allowable working stresses. Please include this background in the calculation writeup and associated design changes.

4. Yes, the NaTB baskets shall be evaluated for a Design Basis Earthquake event concurrent with post-LOCA elevated temperature conditions. Specifically, the post-LOCA temperature shall be for the submerged condition and shall be 280 degrees Fahrenheit as specified for the Recirculation Spray System Strainer Assembly in Table 6.2-39 of the North Anna UFSAR.
In accordance with item 3 above, and because the baskets have a post-LOCA function for chemical dissolution, the effects of thermal growth of the structure due to post-LOCA elevated temperatures shall be considered and dispositioned. Additionally, the effects of over pressurization due to post-LOCA containment environment shall be considered and dispositioned. Tim Corbin Nuclear Engineer Ill - Engineering Mechanics Innsbrook Technical Center 3NW 5000 Dominion Blvd Glen Allen, VA 23060
Dominion Energy North Anna Power Station Unit 1 and 2 ii=, Domlnl'an
iliiii" Energy" Actions S~ ak Loud r"'
From: BONDARENKO, EDWARD A Reactor Containment NaTB Basket Design Attachment F Sent: Thursday, February 11, 202111:05 AM
Subject:
[EXTERNAL] NAPS CAT Removal - CEM-0226 - NaTB Basket Design Calculation CEM-0226 Rev. 0 Page F2 of F3
This is an EXTERNAL email that was NOT sent from Dominion Energy. Are you expecting this message? Are you expecting a link or attachment? DO NOT click links or open attachments until you verify them***
Brandon, Tim, and Brian, Please confirm the following design inputs and requirements for calculation CEM-0226, Reactor Containment Na TB Basket Design, for the NAPS CAT Removal project:
1. The envelop of DBE and SMMP amplified response spectra for the NAPS Reactor Containment at Elevation 204', as provided in ETE-CEM-2020-0004, Rev. 0, are acceptable to be used for the design of the Na TB baskets.

2. The OBE amplified response spectra for the NAPS Reactor Containment at Elevation 204', as provided in ET-CEM-05-0003, Rev. 1, are acceptable to be used for the design of the Na TB baskets.

3. In addition to Seismic 11/1 requirements, the NaTB baskets shall be designed to maintain their structural integrity during an OBE event.

4. The NaTB baskets shall be evaluated for a DBE event concurrent with post-LOCA elevated temperature conditions.
Let me know if you have any questions or comments.
Thanks, Eddie Bondarenko Structural Associate Sargent & Lundy
Dominion Energy North Anna Power Station Unit 1 and 2 Reactor Containment NaTB Basket Design Attachment F CEM-0226 Rev. 0 Page F3 of F3 CONFIDENTIALITY NOTICE: This electronic message contains information which may be legally confidential and or privileged and does not in any case represent a firm ENERGY COMMODITY bid or offer relating thereto which binds the sender without an additional express written confirmation to that effect. The information is intended solely for the individual or entity named above and access by anyone else is unauthorized. If you are not the intended recipient, any disclosure, copying, distribution, or use of the contents of this information is prohibited and may be unlawful. If you have received this electronic transmission in error, please reply immediately to the sender that you have received the message in error, and delete it. Thank you.
Complete Calculation Calculation # _CEM-0226_ Rev. _0_ Add. _00A_ Form No. 731234 (Jun 2020) CM-AA-CLC-301 ATTACHMENT 7 Page 2 of 5 Table of Contents 1. Record of Revisions and Addenda........................................................................................................................... 3 2. Cumulative Effects Review (required for Revisions and Addenda)........................................................................... 3 3. References............................................................................................................................................................. 3 4. Computer Codes Used............................................................................................................................................ 3 5. Identification of Computer Inputs and Outputs....................................................................................................... 3 6. Design Inputs......................................................................................................................................................... 3 7. Assumptions.......................................................................................................................................................... 3 8. Methodology......................................................................................................................................................... 3 9. Calculations........................................................................................................................................................... 3 10. Results and/or Conclusions.................................................................................................................................... 3 11. Precautions and Limitations................................................................................................................................... 4 12. Calculation Review Checklist (may be included as an Attachment).......................................................................... 4
Complete Calculation Calculation # _CEM-0226_ Rev. _0_ Add. _00A_ Form No. 731234 (Jun 2020) CM-AA-CLC-301 ATTACHMENT 7 Page 3 of 5 1. Record of Revisions and Addenda Rev. 0: Initial release Rev. 0, Add. 00A: Evaluation of New Weld Configuration 2. Cumulative Effects Review (required for Revisions and Addenda) All identified active calculation components in the Record of Revisions and Addenda section of this evaluation have been reviewed. It has been affirmed that the Purpose of the Active Calculation Revision remains applicable and does not require modification as a result of the Addendum. Additionally, it has been affirmed that the Conclusions of the Active Calculation Revision are unchanged and conform with the Conclusions of all Active Calculation components within the Conclusions of the latest Active Calculation components Rev. 0: Initial release in support of modification DC NA-19-01156, Refueling Water Chemical Addition Tank (CAT) Removal and Sodium Hydroxide (NaOH) pH Buffer Elimination Rev. 0, Add. 00A: Weld evaluation within Calculation Section 10.5.1 is revised to capture the latest weld configuration. 3. References 1) 1901156-11715-FS-50B, Rev. 0 NaTB Basket Framing Plans and Details SH 2 North Anna Power Station - Unit 1 & 2 2) Welding Formulas and Tables for Structural and Mechanical Engineers, I.V.I. Structural Design Service Portland Oregon 3) ASCE 8-90, Specification for the Design of Cold-Formed Stainless Steel Structural Members 4. Computer Codes Used Listed below are the computer programs that have been validated per Sargent & Lundy Software Verification & Validation procedures. The software has been accessed from the LAN by PC No. PL12166. Mathcad v15.0.5.0 (S&L Program No. 03.7.548-15_M050): Mathcad version 15 is a Windows-based general-purpose calculation package with built in mathematical functions, operators, units, and constants that can be used to perform calculations. 5. Identification of Computer Inputs and Outputs All Mathcad inputs and outputs are identified in Attachment A. 6. Design Inputs See Attachment A. 7. Assumptions None. 8. Methodology The methodology used in this Addendum is the same methodology used in Rev. 0 of this calculation. See Attachment A for more details. 9. Calculations See Attachment A.
10. Results and/or Conclusions The new weld configuration was determined to meet the requirements of ASCE 8-90.
Complete Calculation Calculation # _CEM-0226_ Rev. _0_ Add. _00A_ Form No. 731234 (Jun 2020) CM-AA-CLC-301 ATTACHMENT 7 Page 4 of 5
11. Precautions and Limitations None.

12. Calculation Review Checklist (may be included as an Attachment)
See Page 5.
Complete Calculation ~-,;. Dominion ijd Energy~ CM-AA-CLC-301 ATTACHMENT 7 Page 5 of 5 Calculation# CEM-0226 Rev..JL Add. 00A NOTE: If "Yes" is not answered, an explanation may be provided below. Reference may be made to explanations contained in the calculation or addendum. .Questions:.
....,,,,... LYes, 'I NIA
.,.,)
1.
Have inputs, including codes, standards, regulations, requirements, procedures, data, and engineering methodology been correctly selected, applied, and referenced? [X] [ ]
2.
Are the sources of design inputs up-to-date and retrievable/attached to the calculation? [X] [ ]
3.
Where appropriate, have the other disciplines reviewed or provided the design inputs for which they are responsible? [ ] [X]
4.
Have design inputs been confirmed by analysis, test, measurement, field walkdown, or other pertinent means as appropriate for the configuration analyzed? [ ] [X]
5.
Have the bases for assumptions been adequately and clearly presented and are they bounded by the Station Design Basis? [ ] [X]
6.
Were appropriate calculation/analytic methods used and are outputs reasonable when compared to inputs? [X] [ ]
7.
Have the calculation, results, tables, and figures been reviewed with regard to numerical accuracy, units, and consistency? [X] [ ]
8.
Has the calculation made appropriate allowances for instrument errors and calibration equipment errors? [ ] [X]
9.
Have those computer codes used in the analysis been referenced in the calculation? [X] [ ]
10.
Have all exceptions to station design basis criteria and regulatory requirements been identified and justified in accordance with NQA-1-1994? [ ] [X]
11.
Has the design authority/original preparer for this calculation been informed of its revision or addendum, if required? [X] [ ]
12.
Was the pre-job brief completed without any identified HU error precursors/compensating actions? (If HU error precursors/compensating actions were identified, then mark N/A and provide [X] [ ] explanation/summary below or attach pre-job brief form to calculation.) Comments: (Attach additional pages if needed)
3) Design input and/or review from other disciplines not required.

4) No testing required for design inputs.

5) No assumptions stated within calculation

8) No instruments or equipment required for analysis.

10) No exceptions to design basis criteria made.
Signature: u Alb-fl/-1-tl~; Date: tZ[~1 j -uJZ,\\ (Reviewer) Signature: Timothy Corbin ~ Date: Jan 19, 2022 (Owner's Review, if applicable) Note: Physical or electronic signatures are acceptable. Form No. 731234 (Jun 2020)
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Attachment A
1) Recall Design Inputs from Rev. 0 of Calculation Fma: := 80ksi Fu := 75ksi
[!weld.base := l.SS nweld := 2.50 tmain := 0.233in Fx.angle := l 740lbf Py.angle := 681lbf Mweld.HSS := 613.19ft-lbf dvert := lin dhor := 8.25in Recall Weld Electrode Strength Recall Tensile Strength of SS304 Recall Safety Factor for Weld Base Material Recall Safety Factor for Welding Recall Design Thickness of Main Basket Members Recall Reaction Force in Local X Direction Recall Reaction Force in Local Y Direction Recall Moment due to Force Eccentricity Recall Vertical Distance from HSS-Angle Weld to Reaction Forces Recall Horizontal Distance from HSS-Angle Weld to Reaction Forces
2) Check Weld of Angle to Tubesteel dweld.angle := 14in bweld.angle := I.Sin "d" Dimension of Weld, Ref. 1 "b" Dimension of Weld, Ref. 1 Lweld.angle := 2
bweld.angle + dweld.angle = l 7

in Effective Weld Length Ref. 2, Pg. 7 Elastic Section Moduli of Weld (Ref. 2, Pg. 4 ):
bweld.angle ( ) . 2 8weld.angle.l := 3
bweld.angle + 2dweld.angle = 14-75-m bweld.angle 2 (bweld.angle + 2dweld.angle)
. 2 8weld.angle.2 := -----.---------- = 1.43-m 3 bweld.angle + dweld.angle CEM-0226 Rev. 0,Add. 00A Page 1 of2 Due to the nongeometric configuration of the weld, two Z-Z Section Moduli are calculated. Sweld.angle.l provides the Section Modulus for when tension is applied on the weld to the left of the Z-Z axis. Sweld.angle.2 provides the Section Modulus for when tension is applied to the weld to the right of the Z-Z axis. By observation of the reaction forces (F.y in the positive Y-Direction), the resultant moment Mweld.HSSapplies tension on the weld above the Z-Z axis.A new moment is calculated due to forces in the negative Y-Direction in order to calculate the resultant tension in the weld to the right of the Z-Z axis. The worst-case scenario is used as the maximum stress within the weld. Mweld.2 := Fx.angle*dvert + 54.440lbf-dhor = 182.43 lbf-ft
Dominion Energy North Anna Power Station Units 1 & 2 Reactor Containment NaTB Basket Design Attachment A 8weld.angle := 8weld.angle.1 = 14.75*in2 Fx.angle ft lb f'v.weld.angle := ---- = 3293*11 -*-:- Lweld.angle s2 10 ~ Mweld.HSS Mweld.2 ] Fy.angle lbf 1/4.weld.angle := m + = 1573.69*-.- 8weld.angle.l 8weld.angle.2 Lweld.angle 10 J 2 2 lbf ~ax.angle:= f'v.weld.angle + 1/4.weld.angle = 1577.01 -~ CEM-0226 Rev.0,Add.00A Page 2 of2 Shear Stress in Weld Tensile Stress in V\\eld Total Stress in V\\eld 3
Size of Fillet Weld Ref. 1 1weld.angle := 1610 1

Th"ck fAn le Ref. 1 tangle := 210 1 ness o g
teff.angle := mi{0.707*1weld.angle' : 6 -(2*tmain)l = 0.13-in Minimum Effective Weld Thickness (Fillet ~ Weld vs Flare Bevel Groove Weld) 0.75 lbf ~eld.angle := --*Fmcx(teff.angle) = 3181.5*-.- nweld 10 0.43 lbf Rbase.angle := ----min(tangle,tmain)*Fu = 4061.76*-.- nweld.base 10 ~ax.angle 1~eld.angle := ----------- = 0.37 1.33 min(~eld.angle, Rbase.angle) if(TR < 1 0 "OK" "NOT OK") = "OK" ~--weld.angle Nominal Strength Ref. 3, Eq. 5.2.2-3 of Weld Metal Nominal Strength Ref. 3, Eq. 5.2.2-2 of Base Material Interaction Ratio of Weld The weld strength meets the requirements of ASCE 8-90, therefore, the revised weld configuration is acceptable.
Serial No.: 22-239B Docket Nos.: 50-338/339 VIRGINIA ELECTRIC AND POWER COMPANY (DOMINION ENERGY VIRGINIA) NORTH ANNA POWER STATION, UNITS 1 AND 2 ATTACHMENT 3 NaTB BASKET FRAMING PLAN DRAWINGS
Serial No.: 22-239B Docket Nos.: 50-338/339, Page 1 of 2 NaTB Basket Framing Plans, Sheet 1 ,-{i!B~..,,." '--0**.. -*-*-*-*+---*-*-* uo/,f(. '1/2),., fRAM!NC Pl AN B* 00TJQM Ylfl
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Serial No.: 22-239B Docket Nos.: 50-338/339, Page 2 of 2 NaTB Basket Framing Plans, Sheet 2 ~_,.o:r~..,~ *.,.~ "' ""- o----' m**,.. Q
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v t e Letter Sequence Response to RAI
EPID:L-2022-LLA-0164, Proposed License Amendment Request Removal of Refueling Water Chemical Addition Tank and Replacement of Containment Sump (Approved, Closed)
Initiation Request, Request, Request Acceptance... Administration Questions 5 May 2023 Answers 13 April 2023 Results Approval Other:
MONTHYEAR2023-02-03 [Table View]

ML23103A275

Text

Background:

0_08 1~eld.angle :

308.73-psf Maximum Pressure on Side Perforated Plate qside.plate"(hbasket - 2.inf lb-ft Mside.plate :

0_91 IRengagement :

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