ML11314A122

FPC118-PR-001, Revision 2, Design Criteria Document Regarding Auxiliary Building Evaluation for Crane Upgrade

ML11314A122
Person / Time
Site:	Crystal River
Issue date:	08/08/2011
From:	Mullenix A Enercon Services
To:	Office of Nuclear Reactor Regulation
References
3F0911-01, TAC ME5208 FPC118-PR-001, Rev 2
Download: ML11314A122 (49)

Text

PCHG-DESG Engineering Change 0000070139R0 NO. FPC118-PR-001 PROJECT REPORT REV. 2 COVER SHEET Page 1 of 27 DESIGN CRITERIA DOCUMENT For CRYSTAL RIVER UNIT 3 AUXILIARY BUILDING EVALUATION FOR CRANE UPGRADE Independent Review Require @) NO Prepared by: Date: Fisj2t;u Reviewed by: Date: ()IU8&U I I Reviewed by: Date: Df>/08/'Zt)))

Independent Reviewer Approved by: ~ Date: B/9/.u>/1

, I Approved by: Date:

Progress Energy (Crystal River 3)

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PCHG-DESG Engineering Change 0000070139R0 NO. FPC118-PR-001 PROJECT REPORT REV. 2 REVISION STATUS SHEET Page 2 of 27 PROJECT REPORT REVISION STATUS REVISION DATE DESCRIPTION 0 10/28/2010 Initial Issue 1 3/17/2011 Revised in its entirety 2 08/08/2011 Updated Impact Loads to be applied simultaneously in all three directions PAGE REVISION STATUS PAGE NO. REVISION PAGE NO. REVISION All 2 APPENDIX REVISION STATUS APPENDIX NO. PAGE NO. REVISION NO. APPENDIX NO. PAGE NO. REVISION NO.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 3 of 27 TABLE OF CONTENTS PROJECT REPORT REVISION STATUS .................................................................................... 2 TABLE OF CONTENTS ................................................................................................................ 3

1. INTRODUCTION ....................................................................................................................... 5

2. SCOPE ....................................................................................................................................... 6

3. ANALYSIS METHODOLOGY ................................................................................................... 6

4. CURRENT DESIGN BASIS ...................................................................................................... 7

5. APPLICABLE CODES AND STANDARDS .............................................................................. 8

6. MATERIAL PROPERTIES ........................................................................................................ 8

7. LOADS ....................................................................................................................................... 9 7.1. Dead Loads...................................................................................................................... 9 7.2. Floor Live Loads .............................................................................................................. 9 7.3. Roof Live Loads ............................................................................................................... 9 7.4. Crane Live Loads............................................................................................................. 9 7.5. Crane Impact Loads ........................................................................................................ 9 7.6. Seismic Loads ............................................................................................................... 10 7.7. Wind Loads .................................................................................................................... 12 7.8. Operating Wind Load..................................................................................................... 13 7.9. Thermal Loads ............................................................................................................... 13 7.10. Sloshing of Fuel Pool Water .......................................................................................... 13 7.11. Tornado Effects ............................................................................................................. 13 7.12. Pendulum Effect ............................................................................................................ 14

8. LOAD COMBINATIONS .......................................................................................................... 14

9. ALLOWABLE STRESSES ...................................................................................................... 15

10. BUILDING STRUCTURAL MODEL ........................................................................................ 15

11. CRANE MODEL....................................................................................................................... 16 11.1. Input Parameters ........................................................................................................... 16 11.2. Trolley Locations ............................................................................................................ 17 11.3. Bridge Locations ............................................................................................................ 17 11.4. Crane Sliding ................................................................................................................. 19

12. EVALUATION .......................................................................................................................... 19 12.1. Member Code Check .................................................................................................... 19 12.2. Connection Evaluation................................................................................................... 19 Z23R0 Page 3 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 4 of 27

13. ANSYS MODEL AND ACCEPTANCE CRITERIA ................................................................. 20 13.1. Model Development....................................................................................................... 20 13.2. Acceptance Criteria ....................................................................................................... 20

14. REFERENCES ........................................................................................................................ 21 14.1. Site Specifications and Procedures .............................................................................. 21 14.2. Industrial Codes, Standards, and Manuals................................................................... 21 14.3. Calculations ................................................................................................................... 22 14.4. Other References .......................................................................................................... 22 14.5. Drawings and Sketches................................................................................................. 22 APPENDIX No. Pages A.1. Design Methodology Flow Chart .......................................................................................... 2 A.2. Envelope Response Spectra for Seismic Evaluation ......................................................... 14 A.3. Comparison of Load Combinations ...................................................................................... 3 A.4. Analysis Considerations vs. Current Licensing Basis / ASME NOG-1-2004 ........................ 3 Z23R0 Page 4 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 5 of 27

1. INTRODUCTION The Auxiliary Building at Progress Energy Crystal River Unit 3 (CR3) has a Whiting Overhead Crane (FHCR-5) with one non-single failure proof main hook and one non-single failure proof auxiliary hook. The main hook was originally rated for 120 tons (Ref.

14.5.1) but has subsequently been derated by 40% to 72 tons and then further derated to 25 tons (Ref. 14.1.1). To support future Dry Fuel Storage campaigns, it is required that the crane be upgraded to 130-tons and single failure proof status to support the loading and transferring of spent fuel into the TransNuclear supplied equipment. To achieve the necessary upgrades, a new crane, including the crane bridge structure and trolley will be provided to replace the existing crane in support of the Independent Spent Fuel Storage Installation (ISFSI).

The building consists of steel braced frames on a concrete support structure that forms the lower portion of the building, as shown in Figure 1. The footprint of the steel building is 208-9 (N-S) by 48 (E-W). The steel support structure consists of several floors and areas that vary from EL 119-0 to 209-1. The column bases of the steel frame interface with the concrete support structure at EL 119-0, EL 143-0, and EL 162-0.

The steel columns are W36 members that step to W14 members at EL 190-0 1/4 and continue up to EL 209-1 to support the steel roof structure. The crane runway girders are supported at the fabricated step in the building columns. The crane girders crane rails have a top elevation of 193-7.

The Auxiliary Building, with the exception of the steel roof support structure, is designated as a Class I structure (Ref. 14.1.2, Section 5.1). The concrete portion of the Auxiliary Building has been designed for the loads listed in the FSAR (Ref. 14.1.2, Section 5.4.1.2), which include Maximum Hypothetical Earthquake (MHE) and tornado loads. The steel support structure of the Auxiliary Building (from the 143 to the 209 elevation) including the building siding and roof, is not a Class I structure. As such, it is not designed or licensed to withstand tornado loads or to Class I seismic requirements.

As the Auxiliary Buildings steel structure is not classified as a Class I or II structure, it is by default Class III in accordance with the FSAR (Ref. 14.1.2, Section 5.1.1.3). Based on a review of the original design calculations, the steel support structure was designed to withstand Operational Basis Earthquake (OBE) loads based on Ground Response Spectra. However, it was not designed to withstand Safe Shutdown Earthquake (MHE) loads.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 6 of 27 Figure 1: Overall geometry of the Auxiliary Building including the stick model of the crane.

2. SCOPE The purpose of this Design Criteria Document (DCD) is to specify the loads, load combinations, acceptance criteria, and analysis methodology for the evaluation of the Auxiliary Building superstructure including the crane runway and its steel support structure with the upgraded single failure proof Overhead Crane (FHCR-5).

The scope of this DCD includes the steel structural portions of the Auxiliary Building, located above the lower concrete portion of the building. As indicated in Section 1, all structural elements are included with the exclusions:

Concrete floors and decking at El. 162-0 (Mass effects to be included)

Building roof decking and roofing (Mass effects to be included)

Girts and siding (Mass effects to be included)

The DCD is not applicable to the concrete portion of the building, which is not being reevaluated. Additionally this DCD is not applicable for the design of the crane.

However, since a building/crane coupled analysis is required, this DCD does provide acceptance criteria for compatibility of the GT STRUDL model (to be used for building analysis) with the ANSYS model to be used by crane vendor for design of the crane.

3. ANALYSIS METHODOLOGY The upgrade of the Overhead Crane (FHCR-5) in the Auxiliary Building at Crystal River Unit 3 requires a dynamic analysis of the steel frame that supports the new upgraded 130-ton crane. The evaluation and analysis of the Auxiliary Building steel structure will require a new calculation that will supplement the existing Auxiliary Building Gilbert Calculations. The analysis is required to establish that the Auxiliary Building steel structure is qualified for the crane in accordance with the current plant licensing basis Z23R0 Page 6 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 7 of 27 and applicable provisions of NUREG-0554 (Ref. 14.2.5) as stipulated by ASME NOG-1 (Ref. 14.2.9).

An analysis model for the Auxiliary Building steel structure will be developed using GT STRUDL (Ref. 14.4.1) that includes a stick model of the crane modeled in accordance with ASME NOG-1 (Ref. 14.2.9) with properties provided by the crane vendor. The crane model will be included in the analysis since the mass of the crane is large with respect to the Auxiliary Building steel structure and the decoupling criteria specified in ASME NOG-1 (Ref. 14.2.9) cannot be met. Concurrently, an ANSYS model of the building will be prepared that will be compatible with the GT STRUDL model. The ANSYS model will be utilized by the crane vendor for design of the crane and associated components.

The following analysis methodology is developed and summarized in Appendix 1. The Auxiliary Building steel structure shall be completely modeled and evaluated using GT STRUDL and shall include the stick model of the crane. Placement of the crane bridge and trolley on steel supporting structure is selected in such a way that it captures the critical responses for design of the Auxiliary Building steel structure. See Section 10 for more details. This GT STRUDL analysis shall be used to identify and incorporate any building modifications that may be necessary and to qualify the Auxiliary Building for the upgraded crane.

The ANSYS model will include any proposed modifications to the building consistent with the GT STRUDL analysis. Documentation of the ANSYS model and associated inputs, computer runs for compatibility verifications, etc. will be documented as an independent calculation, separate from the building evaluation.

4. CURRENT DESIGN BASIS The Auxiliary Building will be analyzed in accordance with the existing calculations of record, the FSAR (Ref. 14.1.2), and AISC (Ref. 14.2.2). The 2:01 calculations are applicable to the Auxiliary Building, including the following (Refs. 14.3.1 to 14.3.11):

2:01.7D Applied Load from Steel Structure 2:01.10 Steel Frames 2:01.11 Steel Columns 2:01.12 Vertical Bracing 2:01.13 Crane Runway Beams 2:01.14 Steel Floor Framing @ EL. 162-0 2:01.15 Roof Framing, Girts, and Miscellaneous Steel 2:01.16 Seismic Analysis of Steel Frame 2:01.48 Basic Design Requirements - Aux Bldg 2:01.50 Structural Steel - Aux Bldg 2:01.55 Support Walls and Columns - Aux Bldg Z23R0 Page 7 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 8 of 27 No degradation of the steel and concrete structures will be considered in the building analysis. It is expected that the building structure is maintained in satisfactory condition consistent with plant maintenance requirements and existing site procedures.

5. APPLICABLE CODES AND STANDARDS The evaluation of the existing Auxiliary Building steel structure, and the design of new structural steel, including modifications to existing steel, shall conform to the original plant licensing basis documents (Refs. 14.1.2, 14.3.1 to 14.3.11) including all the requirements of the AISC Code (Ref. 14.2.2).

The 6th edition of the AISC Code (Ref. 14.2.2) does not provide any specific methodology to account for the prying action of beam and column connections.

Therefore, an evaluation of prying action for connection design shall be based on the methodology provided by the 9th edition of the AISC Code (Ref. 14.2.12).

Type A490 Bolts may be used for the building modifications. A490 bolts are not provided in the 6th edition of the AISC Code (Ref. 14.2.2). Therefore, the bolt allowables from the 9th edition of the AISC Code (Ref. 14.2.12) shall be used.

Material for modifications to existing structural steel shall conform to ASTM Specification A36 in accordance with drawings and specifications (Refs. 14.1.5, 14.1.6 and 14.5.70).

6. MATERIAL PROPERTIES The material properties used for the analysis of the Auxiliary Building are shown below in Table 1.

Table 1: Material properties of existing structural elements in the Auxiliary Building Material Properties Reference SP-5757, RO-2968, 522-001 Fy = 36,000 psi (Refs. 14.1.5, 14.1.6 & 14.5.70)

E = modulus of elasticity AISC Structural Steel = 29,000,000 psi (Ref. 14.2.2)

ASTM A36 AISC Poissons Ratio = 0.3 (Ref. 14.2.2)

AISC Mass Density = 490 lb/ft3 (Ref. 14.2.2)

Structural Weld SP-5757, RO-2968, 522-001 Fu = 70,000 psi E70XX (Refs. 14.1.5, 14.1.6 & 14.5.70)

Anchor Bolts AISC Fy = 36,000 psi A36 (Ref. 14.2.2)

Anchor Bolts Calc. 2:01.10 Fy = 58,000 psi A449 (Ref. 14.3.2)

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 9 of 27

7. LOADS 7.1. Dead Loads Dead loads will consist of the self-weight of structural members including the supporting steel and concrete, girts and siding, purlins, roofing, and miscellaneous equipment.

The dead load of the crane (e.g., trolley, bridge girders, and additional attachments) will be provided by the crane vendor and included in the model as described in Section 11.

7.2. Floor Live Loads At elevation 162-0, a 300 psf live load is considered in accordance with DBD 1/3 (Ref.

14.1.3).

7.3. Roof Live Loads An area roof live load at EL 209-1 of 30 psf is used as specified in DBD 1/3 (Ref.

14.1.3).

7.4. Crane Live Loads The crane live load will consist of a maximum of 130 tons for the main hook and 15 tons for the auxiliary hook (Ref. 14.4.3). The loads of main hook and auxiliary hook are not concurrent. Therefore, only the main hook load is considered in the structural frame analysis.

7.5. Crane Impact Loads Impact loads resulting from the operation of the crane are applied to the structural model in accordance with DBD 1/3 (Ref. 14.1.3) and ASME NOG-1 (Ref. 14.2.9). Gilbert Calculation 2.01.13 (Ref. 14.3.5) uses the impact loads listed in DBD 1/3 for analysis and the impact loads are applied independently in each direction. For the load combinations listed in ASME NOG-1 (Ref. 14.2.9), the impact loads are applied simultaneously in all three directions.

See Table 2 below for the summary of Sections 7.5.1 to 7.5.3.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 10 of 27 Table 2: Recommended impact factors Crane Impact ASME NOG-1 DBD 1/3 Factors Used Loads (Ref. 14.2.9) (Ref. 14.1.3) in Analysis**

25 Vertical Impact 15 (Percent of max lift DBD 1/3 Load (Percent of max lift load) load) 10 20 (Percent of trolley and lift load (Percent of trolley Transverse

- which is the longitudinal and lift load - 10% DBD 1/3 Impact Load horizontal load on the crane applied to each bridge girders) crane runway girder) 5 (Percent of gantry bridge, 10 Longitudinal trolley load and lifted load -

(Percent of max DBD 1/3 Impact Load which is the transverse wheel load) horizontal load on the crane bridge girders)

• • see Section 7.5.1 to 7.5.3 for explanation.

7.5.1. Vertical Impact Load DBD 1/3 (Ref. 14.1.3) defines twenty-five percent of lift loads as Vertical Impact and ASME NOG-1 (Ref. 14.2.9) defines fifteen percent of lift load as Vertical Impact. As the factors defined in DBD 1/3 envelopes the factors defined in ASME NOG-1, they shall be used in the analysis.

7.5.2. Transverse Impact Load The transverse direction is defined as the direction perpendicular to crane runway girder and which generates horizontal loads on the crane runway girder.

7.5.3. Longitudinal Impact Load The longitudinal direction is defined as the direction along the crane runway girder.

7.6. Seismic Loads Seismic loading shall include self excitation of the mass of the building and crane structures, including the rated lift load. Additionally, ten percent (10%) of the floor live load at floor elevation 162-0 in the building model shall be considered as excitable mass in the dynamic analyses.

7.6.1. Seismic Response Spectra An operating basis earthquake (OBE) peak ground acceleration of 0.05g horizontal and 0.033g vertical will be used consistent with the Crystal River Unit 3 FSAR (Ref. 14.1.2).

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 11 of 27 A maximum hypothetical earthquake (MHE) peak ground acceleration of 0.10g horizontal and 0.067g vertical will be used consistent with the Crystal River Unit 3 FSAR (Ref. 14.1.2).

The original design of the Auxiliary Building steel structure per Gilbert Calculation 2:01.10 (Ref. 14.3.2) and Calculation 2:01.16 (Ref. 14.3.8) uses ground level OBE response spectra, applied at the anchorage to the concrete portion of the building.

Seismic coefficients were used to develop equivalent static seismic forces at the various floor elevations. These forces were then used to design the various structural members of the Auxiliary Building. Although a damping value of 2.5 percent is specified in the FSAR (Ref. 14.1.2) for bolted steel structures, which would apply to the Auxiliary Building steel structure, 1% damping value was used in the original building design.

In order to ensure that the building qualification is compatible with the requirements for the design of the crane structure, additional seismic requirements have been imposed.

Specifically, ASME NOG-1 (Ref. 14.2.9) requires that the seismic input be a broadened floor response spectra defined at an appropriate level in the structure supporting the crane. Since a coupled building/crane analysis is required, the response spectra would correspond to the anchorage locations of the Auxiliary Building steel structure. ASME NOG-1 specifies the damping values to be used in the crane design as 7 percent of critical damping for MHE (SSE) and 4 percent of critical damping for OBE.

In order to consider the bounding seismic inputs, the enveloping seismic inputs per the current design and those specified for the crane shall be utilized. Specifically, this would require enveloping the 1 (and 2.5) percent ground response spectra with the 4 percent OBE and 7 percent MHE (SSE) response spectra, respectively, for the OBE and MHE (SSE) conditions. These floor response spectra are enveloped in Appendix 2 of this document.

As discussed in Section 13, an ANSYS model will be generated for use by the crane vendor for detailed design of the crane. In order to provide reasonable latitude to address analytical differences between the GT STRUDL and ANSYS analysis results during comparison of seismic responses of the two models, the input acceleration values of the response spectra for the GT STRUDL analysis will be increased by 5 percent.

The floor response spectra for OBE with 4% damping and MHE with 7% damping are not available. The response spectra curves corresponding to these damping values have been obtained utilizing available floor response spectra and documented in Appendix 2.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 12 of 27 7.6.2. Modal Combination The combination of the modal responses of the Auxiliary Building steel structure will be in accordance with the CQC methodology as described in Regulatory Guide 1.92 (Ref.

14.2.8).

7.6.3. Zero Period Acceleration Effect of ZPA shall be included in the building qualification, to account for modes higher than the ZPA frequency of 33 Hz. Zero period acceleration shall be applied to the missing mass in accordance with Regulatory Guide 1.92 (Ref. 14.2.8), and the results combined with the dynamic analysis using Square Root of the Sum of Squares (SRSS) method.

7.6.4. Directional Combination The current licensing basis of the plant requires that the combination of seismic direction responses be the envelope of the absolute sum of the responses in the vertical and one horizontal direction (north-south or east-west) in accordance with the FSAR (Ref.

14.1.2). ASME NOG-1 (Ref. 14.2.9) requirements for crane design specify that the directional responses in the three orthogonal directions be combined using SRSS combination method. Since a coupled analysis of the building and crane is to be performed, as conservative/bounding approach, enveloping results from the following directional combinations shall be utilized:

absolute sum of the responses in the vertical and one horizontal direction (north-south or east-west)

SRSS combination of the responses in the three directions 7.7. Wind Loads The wind loads shall be based on a design wind of 110 mph as established in FSAR (Ref. 14.1.2) and consistent with Gilbert Calculations 2:01.10 and 2:01.48 (Refs. 14.3.2 and 14.3.9). Per Section 5.2.1.2.5 of FSAR (Ref. 14.1.2) a design wind of 110 mph (at 30 feet above grade) is the fastest mile of wind with a 100 year period of recurrence and is consistent with Section 4134 (b) of ASME NOG-1 (Ref. 14.2.9). The wind load shall be applied simultaneously, as applicable, to the windward walls, leeward walls, the side walls, and the roof as determined by the pressure coefficients specified in ASCE Paper No. 3269 (Ref. 14.2.1) and shown in Table 3.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 13 of 27 Table 3: Wind Coefficients applied to the Auxiliary Building Wind Coefficients North - South East - West Windward 0.90 0.90 Leeward 0.56 0.35 Side Walls 0.80 0.80 Roof 0.72 0.52 The pressure coefficient for the windward wall is 0.9 and for the side walls a pressure coefficient of 0.8 shall be used. The pressure coefficients for the leeward wall and the roof shall be linearly interpolated from the values given in ASCE Paper No. 3269 (Ref.

14.2.1) based on the height-width ratio of the building. The leeward coefficient is 0.3 for the height-width ratio of 0.25 and is 0.5 for a ratio of unity and is 0.6 for the ratio of 2.5 or greater. The coefficient used for entire roof is 0.5 for a height-width ratio of 0.25 and is 0.8 for a ratio of 2.5 or greater.

7.8. Operating Wind Load An operating wind load will be based on a basic wind speed of 50 mph. ASCE 7-05 (Ref. 14.2.10) and NUREG-0800 (Ref. 14.2.11) are used to calculate the wind pressure for operating wind. The operating wind load will be applied to the Auxiliary Building steel structure in accordance with ASCE 7-05 (Ref. 14.2.10) and combined with independent loads per ASME NOG-1 Section 4140 (Ref. 14.2.9).

7.9. Thermal Loads The building structure is thermally constrained only at the column attachments to the concrete structure. The building structure experiences a temperature range of 55ºF to 95ºF. Thermal expansion, considering an ambient temperature of 70ºF will be small and the structural configuration provides adequate flexibility. Consequently thermal expansion loads on the structure will be negligible. Therefore, thermal loads will not be considered in the analysis of the Auxiliary Building steel structure.

7.10. Sloshing of Fuel Pool Water The sloshing of the water has no impact on the crane support structure because the sloshing will occur below the steel support structure at the concrete pool walls.

7.11. Tornado Effects Effects of tornado wind and tornado generated missiles will not be considered, consistent with the current design of the Auxiliary Building steel structure.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 14 of 27 7.12. Pendulum Effect The pendulum effect of the lifted load on structure during a seismic event, as required by NUREG-0554 Section 2.5 (Ref. 14.2.5), will be considered in the analysis of the Auxiliary Building steel structure. The lifted load in the hook-up and hook-down position will be modeled to allow for the dynamic effects of the swinging mass.

8. LOAD COMBINATIONS The load combinations for the steel structure shall be in accordance with the original Auxiliary Building Calculations and Section 4140 of ASME NOG-1 (Ref. 14.2.9) as shown in Table 4. The load combinations used in the building analysis and presented in Table 4 envelope the original calculations and applicable load combinations per ASME NOG-1 as shown in Appendix 3. As discussed in Section 7.11, tornado effects are not considered in the load combinations. The structural analysis shall analyze the structure with different crane configurations and the applicable load cases shall be applied, as required.

In addition to the load combinations shown in Table 4, a load case considering the effects of dead, live, crane live, and wind loads (D + L + Lc + W) will be considered, consistent with the original Gilbert Calculations. This load case will be conservatively considered, however procedural requirements of the crane operation will be established to prohibit crane operation during weather conditions in which the design wind load would occur.

Table 4: Load Combinations used to structurally qualify Auxiliary Building steel structure.

Load Combination Allowable Stress Increase D + L + Lc None D + L + L c + IV None D + L + L c + IT None D + L + Lc + I L None D+L+W 1.33 D + L + Lc + E 1.33 D + L + Lc + E Elastic Limit D + L + L c + I V + IT + IL + W O 1.33 D+ L + Lc + E + WO 1.33 D + L + Lc + E + WO Elastic Limit D + L + E + WO 1.33 D + L + E + WO Elastic Limit Z23R0 Page 14 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 15 of 27 L = Lf + Lr D = Dead Load Including Crane Members Lf = Floor Live Load Lr = Roof Live Load Lc = Crane Live Load W = Design Wind Load WO = Operating Wind Load E = Earthquake Load (OBE)

E' = Earthquake Load (MHE) (Note: This is same as SSE)

IV,T,L = Crane Impact Loads (vertical, transverse, longitudinal)

9. ALLOWABLE STRESSES The allowable stresses are specified in Table 4 above. The allowable stresses for steel members, bolts, rivets and welds may be increased by one third under the loading produced by wind or seismic, acting alone or in combination with the design dead and live loads. This is consistent with Section 1.5.6 of AISC (Ref. 14.2.2). Under the abnormal condition when forces are produced by the maximum hypothetical earthquake (E) loading, stresses may be increased to the elastic limit consistent with DBD 1/3 (Ref.

14.2.9).

10. BUILDING STRUCTURAL MODEL The structural analysis program, GT STRUDL (Ref. 14.4.1), will be used to develop the 3D structural model of the Auxiliary Building steel structure with the new crane upgrade and will perform the required static and dynamic analyses as set forth in this document.

The model will encompass the Auxiliary Building steel structure from Column Lines I1 to S1 in the N-S direction and Column Lines 301 to 302A in the E-W direction. The building will be modeled from the column bases at various elevations to the top of the roof at EL 209-1. The structural details of the Auxiliary Building, crane runway, and support framing are shown in the Auxiliary Building drawings (Refs. 14.5.2 to 14.5.77).

The steel frame which supports the FHCR-5 crane is analytically decoupled from adjacent auxiliary steel frame at column line 302-A. The adjacent frame is not physically decoupled from the Auxiliary Building, however it consists of a lateral bracing system of steel brace frames and concrete shear walls and is sufficient to carry its own lateral loads, as shown in drawing 522-003 (Ref. 14.5.72). Therefore, the crane supporting steel frame is not required to provide lateral stiffness to the adjacent frame and both structures are considered to be self-sustaining. The effects of the contributing mass of the decoupled structure will be included by considering the effective tributary masses of the adjacent decoupled spans.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 16 of 27 The 8 thick concrete floor at 162-0 is not a safety related concrete and not connected with the steel structure. Consequently, the diaphragm effect of concrete floor is not included in the model. Since the floor is supported by the steel structure, the weight and mass of the floor will be included in the analysis.

The weight and mass of structural features not included in the model, such as, girts, siding, etc. are considered in the model as concentrated and/or distributed weight/mass.

A portion of the live load at floor elevation 162-0 shall be considered as excitable mass to account for the mass contribution of expected live loads on the floor.

Any required modifications that are identified by the analysis of the Auxiliary Building shall be incorporated in full to account for the change in the dynamic characteristics of the building.

11. CRANE MODEL 11.1. Input Parameters The configuration of the crane will be modeled in the analysis based on information provided by the crane vendor, including geometry, end conditions, mass distribution, etc.

A simplified ANSYS model of the crane shall be provided by the crane vendor as an input for the building analysis.

The geometry of the crane and the boundary conditions at the wheel locations shall comply with ASME NOG-1 (Ref. 14.2.9) and as shown in Figure 2 below. The boundaries at the contact of wheels and rails are modeled per ASME NOG-1, Table 4154.3-1 (Ref. 14.2.9). The restraint conditions at the nodes are listed in Table 5. Note that the boundary conditions will apply horizontal transverse seismic loading to one crane rail only. The load will be applied to the crane girder with the longest span to produce the worst-case loading.

Table 5: Restraint conditions at the crane nodes for the sign convention defined in Figure 2.

Translation Rotation Node X Y Z x y z A Fixed Fixed Fixed B Fixed Free Fixed C Free Fixed Fixed D Free Free Fixed All Free E Fixed Fixed Fixed F Fixed Fixed Fixed G Free Fixed Fixed H Free Fixed Fixed Z23R0 Page 16 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 17 of 27 Figure 2: Crane Boundary Conditions, ASME NOG-1, Fig. 4154.3-1 (Ref. 14.2.9) 11.2. Trolley Locations The analysis model will address various configurations of the crane bridge, trolley, and hook in order to obtain bounding responses of the structure. Per ASME NOG-1 (Ref.

14.2.9), the analyses are to be performed with the trolley at its extreme end positions on the bridge span, the trolley at the quarter points of the span positions, and trolley at mid span. However, since the quarter point and end position of the trolley on the west end of the bridge span are almost identical (10-7 3/4 for the quarter point compared to 11-6 for the end position), these positions can be combined into one configuration in a conservative manner. The quarter point positioning of the crane trolley, as specified by ASME NOG-1, is used to insure that all relevant peaks of the response spectrum are considered in the analysis. As the building is reasonably symmetrical about the north-south axis, the combination of the quarter point with the end point is valid. The four trolley configurations are shown in Figure 3.

11.3. Bridge Locations Various crane bridge positions are selected in order to maximize the structural responses of the Auxiliary Building due to moving crane loads as described in Table 6.

Each crane bridge position will be combined with different trolley positions, and hook positions.

The vertical acceleration of the hook due to the maximum seismic loading will be assessed to determine if a slack rope condition exists. At each bridge location, the structure will initially be analyzed with the trolley at different locations (i.e., each end, mid-span and the quarter point from the east side). The calculation will account for the loaded and unloaded hook up and loaded hook down.

Z23R0 Page 17 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 18 of 27 302 302 301 301 A A I1 I1 5'-0" 11'-6" J1 J1 K K C

L C L

HOOK HOOK L L 36WF300 CRANE RUNWAY 36WF300 CRANE RUNWAY GIRDER (TYP) GIRDER (TYP)

TROLLEY POSITION E2 TROLLEY POSITION E1 NTS NTS (a) Trolley Position E1 (b) Trolley Position E2 302 302 301 301 A A I1 I1 23'-0" 35'-4 5/8" J1 J1 K K C

L C L

HOOK HOOK L L 36WF300 CRANE RUNWAY 36WF300 CRANE RUNWAY GIRDER (TYP) GIRDER (TYP)

TROLLEY POSITION E3 TROLLEY POSITION E4 NTS NTS (c) Trolley Position E3 (d) Trolley Position E4 Figure 3: Modeled Trolley Positions Z23R0 Page 18 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 19 of 27 Table 6: Descriptions of the various crane bridge positions Crane Bridge Position Description N1 Maximum Moment Long Span on the North End of the Auxiliary Building between column N2 Maximum Shear lines L and J1 N3 Maximum Column Load N4 Maximum Shear Typical Span between column lines N5 Maximum Column Load Q1 and L N6 Maximum Moment N7 Maximum Column Load Long Span on the South End of the Auxiliary Building between column N8 Maximum Moment lines S1 and Q1 N9 Maximum Shear 11.4. Crane Sliding Sliding of the crane wheels will not be considered and the boundary conditions for the crane are consistent with Table 5 in Section 11.1. This is consistent with the design input provided by P&H Morris Material Handling.

12. EVALUATION 12.1. Member Code Check The steel members of the developed steel model will be evaluated by the GT STRUDL code checking function and manual calculations, if necessary. Member modifications will be made, if necessary, to qualify the Auxiliary Building for the upgraded crane.

12.2. Connection Evaluation The loads at the member connections, from the building computer analysis will be compared to the original design loads. Connections experiencing loads in excess of the original design loads will be evaluated. Structural modifications will be designed where existing design is inadequate for the revised loads. The building anchorages to the concrete structure will be similarly evaluated and modified, if required.

Z23R0 Page 19 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 20 of 27

13. ANSYS MODEL AND ACCEPTANCE CRITERIA 13.1. Model Development An ANSYS model of the Auxiliary Building steel structure will be developed based on the GT STRUDL model. The ANSYS model of the Auxiliary Building steel structure will require an additional calculation to be performed to document a comparison of the dynamic response of the GT STRUDL and ANSYS analysis models.

The completed ANSYS model shall then be transmitted to the crane vendor by Progress Energy. The crane vendor shall use the ANSYS building model in conjunction with the crane model to perform a coupled building/crane dynamic analysis for qualification of the crane. Qualification/evaluation of the building portions of the coupled model will not be the responsibility of the crane vendor.

13.2. Acceptance Criteria The GT STRUDL and ANSYS model must demonstrate a reasonable level of similarity in order to ensure compatibility between the building qualification and the design of the crane. The following checks will be performed.

13.2.1. Application of Unit Loading As both the GT STRUDL and ANSYS models will be constructed with simple beam elements, the corresponding stiffness of the analytical models shall be compared through the application of concentrated unit loads. Identical concentrated unit loads will be applied at various points in each of the principal directions of the GT STRUDL and ANSYS structural models. The displacements and reactions due to the concentrated loads will be compared to ensure compatibility of the two models.

13.2.2. Application of Unit Accelerations After the stiffness properties of the GT STRUDL and ANSYS models have been confirmed to be matching, it will be necessary to compare the mass properties of the two models. This will be achieved through the application of concentrated unit accelerations in each of the principal directions. The displacements and reactions due to the concentrated unit accelerations shall be compared to ensure compatibility of the two models.

13.2.3. Modal Frequencies and Mode Shapes Once the unit load and unit acceleration tests have been successfully conducted, the modal responses for those frequencies that show significant excitation of the crane structure or building structural components in the proximity of the crane should be compared to ensure compatibility of the two models.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 21 of 27 13.2.4. Mass Participation Factors The mass participation factors of the two models below the cutoff frequency of 33 Hz will be compared using engineering judgment to determine if the models adequately demonstrate similarities within the critical frequency ranges. The critical frequencies would be those that produce significant responses within the crane structure and/or building structure in the proximity of the crane.

14. REFERENCES 14.1. Site Specifications and Procedures 14.1.1. OP-421C, Rev. 33, Operation of the Auxiliary Building Overhead Crane FHCR-5 14.1.2. Crystal River Nuclear Unit 3 Final Safety Analysis Report, Rev. 32 14.1.3. Design Basis Document 1/3, Rev. 6, Major Class I Structures 14.1.4. SP-5209, Rev. 0, CR3 Seismic Qualification, 14.1.5. SP-5757, Rev. 0, Specification for Erection of Structural Steel 14.1.6. RO-2968, Requirement Outline for Fabrication of Structural Steel 14.1.7. EGR-NGGC-0352, Rev. 5, Base Plate Design, 14.1.8. Environmental Qualification Plant Profile Document (EQPPD), Rev. 18 14.1.9. Design Basis Document 1/5, Rev. 3, Major Class III Structures 14.2. Industrial Codes, Standards, and Manuals 14.2.1. ASCE paper No. 3269, 1961, Wind Forces on Structures 14.2.2. AISC 6th Edition, Manual of Steel Construction, 1963 14.2.3. ACI 318-63, Building Code Requirements for Reinforced Concrete 14.2.4. ACI 318-71, Building Code Requirements for Reinforced Concrete 14.2.5. NUREG-0554, Single-Failure-Proof Cranes for Nuclear Power Plants, May 1979 14.2.6. NUREG-0612, Control of Heavy Loads at Nuclear Power Plants, July 1980 14.2.7. USNRC Regulatory Guide 1.61, Damping Values for Seismic Design of Nuclear Power Plants 14.2.8. USNRC Regulatory Guide 1.92, Combining Modal Responses and Spatial Components in Seismic Response Analysis, Rev. 2, July 2006 14.2.9. ASME NOG-1, Rules for Construction of Overhead and Gantry Cranes (Top Running Bridge, Multiple Girder), 2004 14.2.10. ASCE 7-05, Minimum Design Loads for Buildings and Other Structures.

Z23R0 Page 21 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 22 of 27 14.2.11. NUREG-0800, Rev. 3, Standard Review Plan for the Review of Safety Analysis Reports for Nuclear Power Plants, March 2007 14.2.12. AISC 9th Edition, Manual of Steel Construction, 1989 14.3. Calculations 14.3.1. Calculation 2:01.7D, Applied Load from Steel Structure 14.3.2. Calculation 2:01.10, Steel Frames 14.3.3. Calculation 2:01.11, Steel Columns 14.3.4. Calculation 2.01.12, Vertical Bracing 14.3.5. Calculation 2.01.13, Crane Runway Beams 14.3.6. Calculation 2:01.14, Steel Floor Framing @ EL. 162-0 14.3.7. Calculation 2:01.15, Roof Framing, Girts, and Miscellaneous Steel 14.3.8. Calculation 2:01.16, Seismic Analysis of Steel Frame 14.3.9. Calculation 2:01.48, Basic Design Requirements - Aux Bldg 14.3.10. Calculation 2:01.50, Structural Steel - Aux Bldg 14.3.11. Calculation 2:01.55, Support Walls and Columns - Aux Bldg 14.4. Other References 14.4.1. GT STRUDL Computer Program, User Manual, Georgia Institute of Technology, Version 30.0 (see Note below) 14.4.2. ANSYS Version 11 (see Note below) 14.4.3. R88752 Sh. 1, 2 & 3, Crane Layout 130 Ton SFP, Rev. 0 (DRAFT)

Note: GT STRUDL and ANSYS are commercially available computer software that is procured and maintained under ENERCON Services QA program 14.5. Drawings and Sketches 14.5.1. U-62238, General Arrangement of a Three Motor Tiger Trolley, Rev. A 14.5.2. 001-012, Layout - Plan above Reactor Auxiliary and Intermediate Buildings -

Basement Floor - ELEV. 75-0 and 95-0, Rev. 41 (001-012-SH000) 14.5.3. 001-022, Layout - Plan above Reactor Auxiliary and Intermediate Buildings -

Mezzanine Floor ELEV. 119-0, Rev. 44 (001-022-SH000) 14.5.4. 001-023, Layout - Plan above Reactor Auxiliary and Intermediate Buildings - ELEV.

143-0, Rev. 26 (001-023-SH000)

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 23 of 27 14.5.5. 001-032, Layout - Plan above Reactor Building Floor Elev. 160-0 & Auxiliary Building

- ELEV. 162-0, Rev. 31 (001-032-SH000) 14.5.6. 001-042, Layout - Plan above Reactor - ELEV. 180-0, Rev. 12 (001-042-SH000) 14.5.7. 002-002, Layout - Cross Section Thru Reactor Bldg. & Auxiliary Building, Rev. 6 (002-002-SH000) 14.5.8. 002-003, Layout - Longitudinal Section Thru Reactor Bldg. & Spent Fuel Pit, Rev. 5 (002-003-SH000) 14.5.9. 201-304, Arrangement - Electrical Equipment - Reactor, Auxiliary & Intermediate Building EL. 143-0, Rev. 6 (201-304-SH000) 14.5.10. 201-305, Arrangement - Electrical Equipment - Reactor Building Operating Floor &

Auxiliary Building EL. 162-0, Rev. 7 (201-305-SH000) 14.5.11. 216-100, EQ Environmental Zone Map - Reactor Building and Auxiliary Building EL.

95-0, Rev. 15 (216-100--EZ-001-SH000) 14.5.12. 216-100, EQ Environmental Zone Map - Reactor Building, Auxiliary Building and Intermediate Building EL. 119-0, Rev. 8 (216-100--EZ-002-SH000) 14.5.13. 216-100, EQ Environmental Zone Map - Reactor Building, Auxiliary Building and Intermediate Building EL. 143-0, Rev. 8 (216-100--EZ-003-SH000) 14.5.14. 216-100, EQ Environmental Zone Map - Reactor Building EL. 160 Auxiliary Building EL. 162-0, Rev. 8 (216-100--EZ-004-SH000) 14.5.15. 216-100, EQ Environmental Zone Map - Cross Section Thru Reactor Building and Auxiliary Building, Rev. 6 (216-100--EZ-007-SH000) 14.5.16. 216-100 NOD-001, EQ Node/Zone Map - Reactor Building and Auxiliary Building EL.

95-0, Rev. 1 (216-100--NOD-001-SH001) 14.5.17. 216-100 NOD-002, EQ Node/Zone Map - Plan EL. 119-0, Rev. 1 (216-100--NOD-002-SH001) 14.5.18. 311-715, Auxiliary Building - South End - Plan at EL. 143-0, Rev. 27 (311-715-SH000) 14.5.19. 311-716, Auxiliary Building & Control Complex - Plan at Floor EL. 143-0 and 145-8, Rev. 23 (311-716-SH000) 14.5.20. 311-718, Auxiliary Building & Control Complex - Plan at Floor EL. 162-0 and 164-0, Rev. 30 (311-718-SH000) 14.5.21. 311-720, Auxiliary Building and Control Building Sections, Rev. 20 (311-720-SH000) 14.5.22. 311-721, Auxiliary Building and Control Building Sections, Rev. 28 (311-721-SH000)

Z23R0 Page 23 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 24 of 27 14.5.23. 311-722, Auxiliary Building and Control Building Sections, Rev. 33 (311-722-SH001-SH000) 14.5.24. 311-722, Auxiliary Building and Control Building Sections, Rev. 2 (311-722--SH002-SH000) 14.5.25. 311-818, Aux Bldg Sys Damper & Flow Monitor Support Details - Intermediate Steel Details, Rev. 2 (311-818--SH010-SH000) 14.5.26. 421-106, Auxiliary Building - Walls from EL. 93-0 to EL. 119-0, Rev. 1 (421-106-SH000) 14.5.27. 421-107, Auxiliary Building - Walls from EL. 93-0 to EL. 119-0 Elevations &

Sections, Rev. 12 (421-107-SH000) 14.5.28. 421-108, Auxiliary Building - Walls from EL. 93-0 to EL. 119-0 Elevations &

Sections, Rev. 9 (421-108-SH000) 14.5.29. 421-110, Auxiliary Building North - Floor EL. 119 Plan Concrete Outline, Rev. 14 (421-110-SH000) 14.5.30. 421-111, Auxiliary Building North - Floor EL. 119 Plan Concrete Sec. and Details, Rev. 2 (421-111-SH000) 14.5.31. 421-113, Auxiliary Building North - Floor EL. 119 Sections & Details, Rev. 5 (421-113-SH000) 14.5.32. 421-114, Auxiliary Building North - Floor EL. 119 Sections & Details, Rev. 7 (421-114-SH000) 14.5.33. 421-115, Auxiliary Building North - Walls from EL. 119-0 to EL. 143-0 Plan, Rev. 3 (421-115-SH000) 14.5.34. 421-116, Auxiliary Building North - Walls from EL. 119-0 to EL. 143-0 Elevations &

Sections, Rev. 6 (421-116-SH000) 14.5.35. 421-117, Auxiliary Building North - Walls from EL. 119-0 to EL. 143-0 Elevations &

Sections, Rev. 7 (421-117-SH000) 14.5.36. 421-118, Auxiliary Building Plans, Rev. 1 (421-117-SH000) 14.5.37. 421-119, Auxiliary Building North - Floor EL. 143 Plan Concrete Outline, Rev. 8 (421-119-SH000) 14.5.38. 421-120, Auxiliary Building North - Floor EL. 143 Plan Anchor Bolts and Dowels, Rev. 1 (421-120-SH000) 14.5.39. 421-121, Auxiliary Building North - Floor EL. 143 Plan Reinforcement, Rev. 1 (421-121-SH000)

Z23R0 Page 24 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 25 of 27 14.5.40. 421-122, Auxiliary Building North - Floor EL. 143 Sections and Details, Rev. 1 (421-122-SH000) 14.5.41. 421-123, Auxiliary Building North - Floor EL. 143 Sections and Details, Rev. 6 (421-123-SH000) 14.5.42. 421-125, Auxiliary Building - Knock Out Panels at EL. 143 Plans & Sections, Rev. 0 (421-125-SH000) 14.5.43. 421-127, Auxiliary Building North - Floor Slab EL. 162 Plans & Sections, Rev. 6 (421-127-SH000) 14.5.44. 421-129, Auxiliary Building North - Walls from EL. 143-0 to EL. 162-0 Plan, Rev. 4 (421-129-SH000) 14.5.45. 421-130, Auxiliary Building North - Walls from EL. 143-0 to EL. 162-0 Sections and Details, Rev. 6 (421-130-SH000) 14.5.46. 421-131, Auxiliary Building North - Walls from EL. 143-0 to EL. 162-0 Sections and Details, Rev. 4 (421-131-SH000) 14.5.47. 421-132, Auxiliary Building - Removable Hatch Covers, Rev. 0 (421-132-SH000) 14.5.48. 421-138, Auxiliary Building North - Penetration Closure Details - Walls above EL. 95-0, Rev. 0 (421-132-SH000) 14.5.49. 421-139, Auxiliary Building North - Floor EL. 119 Penetration Closure Details, Rev. 5 (421-139-SH000) 14.5.50. 421-140, Auxiliary Building North - Miscellaneous Wall Elevations Penetration Closure Details, Rev. 3 (421-140-SH000) 14.5.51. 421-141, Auxiliary Building North - Spent Fuel Pit - Concrete Outline Plans &

Sections, Rev. 13 (421-141-SH000) 14.5.52. 421-142, Auxiliary Building North - Spent Fuel Pit - Reinforcement - Plans &

Sections, Rev. 3 (421-142-SH000) 14.5.53. 421-143, Auxiliary Building North - Spent Fuel Pit - Sections and Details, Rev. 6 (421-143-SH000) 14.5.54. 421-150, Auxiliary Building North - Floor EL. 95-0, Penetration Closure Details, Rev.

1 (421-150-SH000) 14.5.55. 422-005, Auxiliary Building South - Foundation Mat EL. 93-0, Plan Concrete Outline, Rev. 7 (422-005-SH000) 14.5.56. 422-010, Auxiliary Building South - Floor EL. 119-0, Plan Concrete Outline, Rev. 21 (422-010-SH000)

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 26 of 27 14.5.57. 422-015, Auxiliary Building South - Walls from EL. 93-0 to EL. 119-0 Plan, Rev. 15 (422-015-SH000) 14.5.58. 422-019, Auxiliary Building South - Walls from EL. 119-0 to EL. 143-0 Plan, Rev. 8 (422-019-SH000) 14.5.59. 422-023, Auxiliary Building South - Floor EL. 143-0, Plan Concrete Outline, Rev. 11 (422-023-SH000) 14.5.60. 422-031, Auxiliary Building South - Floor Slab EL. 162-0, Plan Section & Details, Rev. 4 (422-031-SH000) 14.5.61. 521-101, Auxiliary Building North - Steel Framing Platform at EL. 131-0 and 165-51/2 and Stairs, Rev. 5 (521-101-SH000) 14.5.62. 521-102, Auxiliary Building North - Steel Framing - Roof Steel - Plan Crane Runway -

Roof EL 200-4 & 209-1, Rev. 6 (521-102-SH000) 14.5.63. 521-103, Auxiliary Building North & South - Miscellaneous Platforms & Monorails, Rev. 8 (521-103-SH000) 14.5.64. 521-105, Miscellaneous Steel - Intermediate & Auxiliary Building - Motor Control Cabinet Frames, Rev. 5 (521-105-SH000) 14.5.65. 521-107, Auxiliary 80 Long North - Miscellaneous Steel - Decontamination Pit Platforms and Ladder, Rev. 2 (521-107-SH000) 14.5.66. 521-109, Auxiliary Building - Missile Shield Crane Anchor, Rev. 1 (521-109-SH000) 14.5.67. 521-110, Auxiliary Building - Spent Fuel Pit - Plan & Sections, Rev. 10 (521-110-SH000) 14.5.68. 521-111, Auxiliary Building - Spent Fuel Pit Liner Plate - Sections, Rev. 5 (521-111-SH000) 14.5.69. 521-112, Auxiliary Building - Spent Fuel Pit Liner Plate - Sections & Details, Rev. 9 (521-112-SH000) 14.5.70. 522-001, Auxiliary Building - Steel Framing - Column Schedule, Rev. 1 (522-001-SH000) 14.5.71. 522-002, Auxiliary Building South Steel Framing - Platform EL. 119 Stairs and Typical Handrail and Toe Plate Details, Rev. 1 (522-002-SH000) 14.5.72. 522-003, Auxiliary Building South Steel Framing - Roof at EL. 167-6 & Floor at EL.

162-0, Rev. 6 (522-003-SH000) 14.5.73. 522-004, Auxiliary Building South Steel Framing - Roof at EL. 209-1 & Crane Runway Steel at EL. 193-7, Rev. 4 (522-004-SH000)

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. 27 of 27 14.5.74. 522-006, Auxiliary Building South Steel Framing - Column Bracing, Rev. 3 (522-006-SH000) 14.5.75. 522-007, Auxiliary Building Steel Framing - East. South & West Girt Elevations, Rev.

1 (522-007-SH000) 14.5.76. 522-008, Auxiliary Building Steel Framing - West & South Girt Elevations, Rev. 1 (522-008-SH000) 14.5.77. 522-012, Auxiliary Building South - Misc. Steel - Roof Steel Framing - EL. 167-6 @

Buttress No. 5, Rev. 0 (522-012-SH000)

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001

\

ENERCON REPORT CONTROL SHEET Rev. 1

&ct llenu-Evtry projKt EVII'ry day.

Page No. A1.1 Appendix 1 Design Methodology Flow Chart Z23R0 Page 28 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001

~

ENERCON REPORT CONTROL SHEET Rev. 1 Excellence-Every project Every day.

Page No. A1.2 Develop Design Criteria Document

+

Design Criteria Document Approval by Progress Energy (P&H and 3'" party reviewer)

+

Analysis of Aux. Building Simplified Stick Model of with new crane using Crane from Crane Vendor GT STRUD L

~

~

No req uired No Yes Develop Modification and revise GT STRUDL model as required

~

Approval of Proposed Modification by Progress Energy I

~

Develop Aux. Building ANSYS Model Prepare Au x. Building Calculation

--

t GT STRUD Submit to No Progress Energy and ANSYS model matches atisfactoril Yes Prepare Au x. Building ANSYS Model Calculation

-- Submit to Progress Energy for Use by Crane Vendor Z23R0 Page 29 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001

\

ENERCON REPORT CONTROL SHEET Rev. 2

&ct llenu-Every project Evt'ry day.

Page No. A2.1 Appendix 2 Envelope Response Spectra for Seismic Evaluation Z23R0 Page 30 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.2 1.0 Objectives The objective of this document is to:

Generate response spectra (RS) for the Auxiliary Building at Elevation 162 for use in the seismic qualification of the steel structure. The scope of this work includes the determination of new spectra for:

1 o Maximum Hypothetical Earthquake (MHE ) condition o Operating Basis Earthquake (OBE) condition Explain and justify the methodology used.

2.0 Introduction Per Gilbert Calculation 2:01.10 (Ref. 3), the existing Auxiliary Building steel structure has been qualified using ground response spectra (GRS). However, in order to appropriately determine the effect of seismic loading at the level of the crane girder, the response of the concrete structure underlying the steel support structure should be considered. This is accomplished by incorporating the floor response spectra (FRS) at the concrete top elevation (162) into the input spectra for the coupled evaluation of the steel structure and crane system. Response spectra are thus obtained which envelope the appropriate GRS and FRS curves. In this way, a coupled analysis can be performed in which the structure and crane are evaluated in a consistent manner and within the original design basis.

The GRS curves are defined in the FSAR (Ref. 1), both in terms of the 0.05g OBE condition (Figure 2-35) and the 0.10g MHE condition (Figure 2-36). Based on Section 5.2.4.1.2 of the FSAR (Ref. 1), the damping value to be used during seismic analysis of bolted steel structures is 2.5% of critical. However, the OBE GRS curve at 1% damping was used for the original seismic analysis of the steel structure based on Gilbert calculation (Refs. 3 and 4). Thus the 1% damping curve is chosen for the MHE GRS curve, which is verified to be more conservative than the 2.5% damping curve (see Section 5.0). The 2.5% damping curve is interpolated from the reported 2% and 5%

curves (see Section 3.1 for methodology).

1 MHE is the CR-3 site-specific term for Safe Shutdown Earthquake (SSE).

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.3 The FRS curves are defined based on those previously calculated. FRS for Auxiliary Building elevations up to 162 had been developed initially for equipment damping values of 0.5% and 1.0% of critical in Reference 5 using the methodology of Reference 6. Later, floor response spectra for elevations above 162 were developed and are reported in Reference 7. These higher elevations represent those of the steel structure on top of the concrete building. MHE spectra were then developed for equipment damping values of 2%, 3%, and 5% of critical in Reference 8 which were modified from the earlier spectra having 0.5% and 1% damping. As per ASME NOG-1 (Ref. 9) Section 4153.8, crane design should be performed using damping values of 4% for an OBE condition and 7%

for an MHE condition. Therefore, the damping value for the FRS portion of the developed RS curves is considered to be 7% for the MHE condition, and 4% for the OBE condition.

Per Reference 7, OBE spectra can be taken as half of MHE spectra. Therefore, the OBE FRS for 4% damping will be a linear interpolation of the MHE FRS curves for 3% and 5%

damping with amplitudes divided by two. Because no FRS is available with damping greater than 5%, interpolation cannot be used to obtain an MHE FRS for 7% damping.

Instead, damping modification methods will be used.

3.0 Methodology The desired acceleration response spectrum is a function of vibration period (T=1/f where f=vibration frequency) and damping ratio (), and is here defined as:

S A (T , )

3.1 Interpolation Interpolation may be used when the system in question has a damping ratio between two damping ratios with associated design spectra (l, h), such that 1 h In this case, the desired acceleration response spectra can be described by a simple algebraic function of the spectra at the lower and higher damping ratios:

(1 )

S A (T , ) S A (T , 1 ) ( S A (T , 1 ) S A (T , h ))

(1 h )

3.2 Damping Correction Factors There are several well-understood and common methods for modifying existing response spectra to estimate corresponding spectra with different damping. Four methods are considered for use here, followed by a brief comparison to choose the most conservative under the specific conditions.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.4 3.2.1 Power Method The Power method represents an analytical methodology for determining response spectra for a given damping ratio, , given the response spectra of two different damping ratios, 1 and 2. It is based on structural dynamics and general vibration theory, and is derived in Reference 8. The governing equation is a power law relationship, and can be written as:

ln(

1 )

SA (T, ) SA (T, 1 )1 SA (T, 2 ) ,

ln( 2 1 )

The response spectrum resulting from the Power Method is shown in Figure A2.1 below.

Figure A2.1: Response spectrum generated by the Power method.

3.2.2 Newmark and Hall Perhaps the most well-known of the damping modification methods is the Newmark and Hall method (Ref. 11), which has been adopted in several building codes and structural guidance documents. Based on the results of analysis of a number of systems to a range of earthquakes recorded prior to 1973, empirical spectrum amplification factors were defined, which are used to multiply the peak ground response to determine a median estimate of the elastic response at a given damping, . These amplification factors are defined differently in the constant acceleration, velocity, and displacement frequency range, and are dependent on the damping ratio (expressed as %, not decimal form):

Z23R0 Page 33 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.5 3.21 0.68 ln constant acceleration region 2.31 0.41ln constant velocity region 1.82 0.27 ln constant displacement region Given a response spectra evaluated for a specific damping value, a ratio of spectra amplification factors can be used to determine the response spectra at a different damping value. The spectra amplification factors are often reported as damping reduction factors, which are simply spectra amplification factor ratios between the desired damping and a standard damping value, typically 5%.

The response spectrum resulting from the Newmark and Hall Method is shown in Figure A2.2 below.

Figure A2.2: Response spectrum generated by the Newmark and Hall method.

3.2.3 Lin and Chang In the Lin and Chang method (Ref. 12), a damping reduction factor (B) adjusts the known spectra at 5% damping to an estimated spectra at higher damping () such that:

SA (T, ) B(T, ) SA (T,5%)

The damping reduction factor, dependent on vibration period and damping ratio (expressed in decimal form, not %) is defined as:

aT 0.30 B (T , ) 1 , a 1.303 0.436 ln( )

(T 1) 0.65 Z23R0 Page 34 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.6 Similar to the Newmark and Hall method, the damping reduction factor in the Lin and Chang method is empirically based on analysis of numerous systems to a range of earthquakes. However, the Lin and Chang method uses a much broader range of system characteristics and a much larger and more diverse library of acceleration time histories.

The response spectrum resulting from the Lin and Chang Method is shown in Figure A2.3 below.

Figure A2.3 Response spectrum generated by the Lin and Chang method.

3.2.4 General Implementation Procedure (GIP)

The Seismic Qualification Utility Group (SQUG) prepared a General Implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment (Ref. 13) which endorsed a method for obtaining in-structure response spectra at different damping levels than those already available. The method is based on Appendix A of Reference 14. In this method, the in-structure response spectra at some desired damping ratio D is determined based on the spectra defined at damping ratio A, such that:

A S A (T , D ) S A (T , A )

D Z23R0 Page 35 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.7 The response spectrum resulting from the GIP Method is shown in Figure A2.4 below.

Figure A2.4 Response spectrum generated by the GIP method.

3.2.5 Comparison The four methods above are used to estimate an MHE FRS curve for elevation 162 of the Auxiliary Building for a damping value of 7% of critical, as depicted in Figure A2.5 below. The power method uses the MHE FRS at 3% and 5% damping reported in Reference 8 as input spectra. The Newmark and Hall, Lin and Chang, and GIP methods use the 5% damping MHE FRS as input. The spectra amplification factors of the Newmark method were calculated based on a range of constant acceleration 1.5 Hz, constant displacement 0.243 Hz, and constant velocity elsewhere, from Reference 15.

In general, the spectra produced by the four discussed methods are reasonably close.

The NRC-endorsed GIP method provides the least conservative result, and is therefore not used. The Newmark and Hall method has been shown in Reference 16 to underestimate response where vibration period is less than 0.2 s (frequency greater than 5 Hz). This effect is seen here. In addition, the power method also predicts a lower response than the Lin and Chang method at the main peak (approximately 12-15 Hz).

This can be troublesome in the case of FRS, where spectra will be used to evaluate response of mounted equipment that is likely to have short vibration periods. Therefore, the Lin and Chang method is used here, which provides more conservative estimates of response in the high frequency range than Newmark and Hall without reduced accuracy elsewhere in the spectrum (Ref. 16).

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.8 Figure A2.5 Response spectrum generated by the GIP method.

3.3 Envelope Spectra As discussed in Section 2.0, the response spectra obtained for use in the coupled evaluation of steel structure and supported crane will incorporate the appropriate GRS and FRS curves. This is accomplished by utilizing envelope curves, resulting in response spectra which are more conservative than the utilizing the GRS alone. The envelope spectra are thus defined as the greater of the appropriate (OBE or MHE) GRS or modified (to account for damping) FRS at each frequency. Where FRS with 7% damping are used, the Lin and Chang method was used to compute the curves. Because the lowest reported frequency of the GRS curves in the FSAR (Ref. 1) is 1 Hz, the new FRS curves define the envelope response spectra at frequencies below 1 Hz.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.9 4.0 Envelope Response Spectra, OBE, Elevation 162 As described in Section 2.0, the Auxiliary Building response spectrum at elevation 162 for the OBE condition is an envelope spectra made up of the OBE GRS curve at 1%

damping and the elevation 162 FRS curve at 4% damping, as shown in Figure A2.6 below. The 4% damping OBE FRS curve is determined based on a linear interpolation of the existing MHE FRS curves with 3% and 5% damping, with the amplitude divided by two. The OBE GRS spectrum is defined at 1% damping in the FSAR (Ref. 1) Figure 2-

35. These two spectra cross at 7.47 Hz; thus, the envelope response spectra is determined by the OBE GRS 1% curve for frequencies between 1 Hz and 7.47 Hz, and the interpolated and modified FRS 4% curve at frequencies greater than 7.47 Hz and less than 1 Hz. The resulting response spectra is illustrated and tabulated below.

Figure A2.6 Auxiliary Building OBE Response Spectra @ EL. 162-0 Z23R0 Page 38 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.10 Auxiliary Building OBE Response Spectra, EL. 162 Freq. Acc. (g) Freq. Acc. (g)

(Hz) (Hz) 0.09 0 5.75 0.131 0.17 0.003 6.00 0.129 0.34 0.031 6.25 0.127 0.51 0.046 6.50 0.125 0.66 0.068 6.75 0.121 0.85 0.096 7.00 0.119 1.00 0.132 7.25 0.116 1.10 0.148 7.50 0.114 1.20 0.163 7.75 0.122 1.30 0.165 8.00 0.130 1.40 0.163 8.50 0.148 1.50 0.161 9.00 0.175 1.60 0.159 9.50 0.290 1.70 0.156 10.0 0.348 1.80 0.154 10.5 0.410 1.90 0.152 11.0 0.465 2.00 0.149 11.5 0.523 2.10 0.147 12.0 0.523 2.20 0.146 12.5 0.523 2.30 0.145 13.0 0.523 2.40 0.144 13.5 0.523 2.50 0.144 14.0 0.523 2.60 0.143 14.5 0.523 2.70 0.143 15.0 0.523 2.80 0.143 15.5 0.523 2.90 0.143 16.0 0.470 3.00 0.143 17.0 0.395 3.15 0.143 18.0 0.339 3.30 0.143 20.0 0.266 3.45 0.143 22.0 0.228 3.60 0.143 23.5 0.207 3.80 0.142 25.0 0.212 4.00 0.142 26.0 0.235 4.20 0.141 28.0 0.235 4.40 0.140 31.0 0.235 4.60 0.140 34.0 0.235 4.80 0.138 36.0 0.235 5.00 0.137 40.0 0.191 5.25 0.135 45.0 0.159 5.50 0.133 50.0 0.148 Z23R0 Page 39 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.11 5.0 Envelope Response Spectra, MHE, Elevation 162 As described in Section 2.0, the Auxiliary Building response spectrum at elevation 162 for the MHE condition is an envelope spectra made up of the MHE GRS curve at 1%

damping and the elevation 162 FRS curve at 7% damping, as shown in Figure A2.7 below. Note that the GRS 1% curve, defined in the FSAR (Ref. 1) Figure 2-36, is more conservative than the GRS 2.5% curve, evaluated as a linear interpolation between the GRS curves defined at 2% and 5% damping. The Lin and Chang method (Ref. 12) is used to modify the existing MHE FRS spectra with 5% damping to reflect 7% damping.

These GRS and FRS spectra cross at 7.85 Hz; thus, the envelope response spectra is determined by the MHE GRS 1% curve for frequencies between 1 Hz and 7.85 Hz, and the interpolated and modified FRS 4% curve at frequencies greater than 7.85 Hz and less than 1 Hz. In the region around 7.85 Hz, some manual smoothing was performed. The resulting response spectra is illustrated and tabulated below.

Figure A2.7 Auxiliary Building MHE Response Spectra @ EL. 162-0 Z23R0 Page 40 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.12 Auxiliary Building MHE Response Spectra, EL. 162 Freq. Acc. (g) Freq. Acc. (g)

(Hz) (Hz) 0.09 0 5.75 0.263 0.17 0.013 6.00 0.259 0.34 0.074 6.25 0.254 0.51 0.079 6.50 0.250 0.66 0.115 6.75 0.245 0.85 0.168 7.00 0.239 1.00 0.263 7.25 0.232 1.10 0.297 7.50 0.228 1.20 0.325 7.75 0.222 1.30 0.330 8.00 0.226 1.40 0.327 8.50 0.253 1.50 0.322 9.00 0.312 1.60 0.318 9.50 0.531 1.70 0.313 10.0 0.622 1.80 0.308 10.5 0.720 1.90 0.302 11.0 0.855 2.00 0.299 11.5 0.895 2.10 0.295 12.0 0.895 2.20 0.293 12.5 0.895 2.30 0.291 13.0 0.895 2.40 0.289 13.5 0.895 2.50 0.288 14.0 0.895 2.60 0.287 14.5 0.895 2.70 0.286 15.0 0.896 2.80 0.286 15.5 0.896 2.90 0.286 16.0 0.805 3.00 0.286 17.0 0.687 3.15 0.286 18.0 0.598 3.30 0.286 20.0 0.477 3.45 0.286 22.0 0.414 3.60 0.285 23.5 0.384 3.80 0.284 25.0 0.385 4.00 0.283 26.0 0.420 4.20 0.282 28.0 0.420 4.40 0.281 31.0 0.420 4.60 0.279 34.0 0.420 4.80 0.277 36.0 0.420 5.00 0.274 40.0 0.351 5.25 0.271 45.0 0.297 5.50 0.267 50.0 0.276 Z23R0 Page 41 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A2.13 6.0 References

1. Crystal River Unit 3 Final Safety Analysis Report, Revision 32.

2. Crystal River Unit 3 Nuclear Operations Engineering, Design Basis Document for Major Class I Structures, Tab 1/3, Revision 5.

3. CR3 Aux. Building Calc. 2:01.10, Steel Frames.

4. CR3 Aux. Building Calc. 2:01.16, Seismic Analysis of Steel Frame.

5. G/C Calculation 4203, Revision 0, Response Spectrum for CR3 Equipment Stress Analysis, by M.P.H., 1973 / S73-0001 Response Spectrum Analysis.

6. J. Biggs and J. Roesset, Seismic Analysis of Equipment Mounted on a Massive Structure, Department of Civil Engineering, Massachusetts Institute of Technology, 1969.

7. SP-5209, Revision 0, CR-3 Seismic Qualification, 2002.

8. S92-0171, Revision 0, Floor Response Spectrum Generation, by S.J.S., 1992.

9. ASME NOG-1, Rules for Construction of Overhead and Gantry Cranes, 2004.

10. NOT USED.

11. N.M. Newmark and W.J. Hall, Earthquake Spectra and Design, EERI Monograph Series, Earthquake Engineering Research Institute: Oakland CA, 1982.

12. Y.Y. Lin and K.C. Chang, A study on damping reduction factor for buildings under earthquake ground motions, Journal of Structural Engineering (ASCE), Vol. 129, Issue 2, pp. 206-214, 2003.

13. Seismic Qualification Utility Group (SQUG), General Implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment, Revision 2, 1992.

14. EPRI Report NP-5223, Revision 1, Generic Seismic Ruggedness of Power Plant Equipment in Nuclear Power Plants, Electric Power Research Institute, Palo Alto, CA, prepared by ANCO Engineers, Inc., February 1991.

15. A.K. Chopra, Dynamics of Structures, 2nd Ed., Prentice Hall, 2001.

16. Y.Y. Lin, E. Miranda, and K.C. Chang, Evaluation of damping reduction factors for estimating elastic response of structures with high damping, Earthquake Engineering and Structural Dynamics, Vol. 34, pp. 1427-1443, 2005.

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Z23R0 PCHG-DESG 7.0 Seismic Analysis for Aux. Building Steel Structure m Enveloped 1) Response Spectra ~ Z CUrrent Licensing Basis 2) ASME NOG 2004 RC\'iscd Aux. Building Qualifi cation Summary k~

~ n Operating Ba si~

Earthquake (OBE)

FSAR: OBE Ground Response Spectra (GRS) with damping value Applicabl e OBE Response Spectra for the CR-3 site at appropriate OBE Spectra envelopes: !o J

• CUTTent Licensing Basis of 1% for welded and 2.5% for bolted structure (Ref. FSAR level with 4% damping (Ref.

ASNiE NOG-I-2004, Section 4152

• OBE Floor Rcsponse Spectra (FRS) at ~ Z Section 5.2.4.1.2) &4153.8) EL. 162' with 4% damping J)

Analysis: OBE Ground Response NOTE: l11e enveloped response spectra Engineering Change Spectra CORS) with I % damping conservatively envelopes both the current REPORT CONTROL SHEET (Ref. Gilbert Calculations 2:01) licensing basis & ASME NOG-\ requirement.

Maximum FSAR: ~tHE Ground Rcspoll5c Applicable MHE Response Spectra ,M HE Spectra en"'elopes:

Spectra (GRS) with damping value for the CR-3 site at appropriate Hypot hetical of \ % for welded and 2.5% for level with 7% damping (Ref.

• CUTTent Licensing Basis Earthquake (i\*UiE) bolted structure (Ref. FSAR AS~E NOG-l-2004, Section 4152

• MHE Floor Response Spectra (FRS) at Section 5.2.4.1.2) &4153.8) EL. 162' with 7% damping J)

Analysis: t\1HE not included NOTE: 111e enveloped response spectra conservatively envelopes both the current licensing basis & AS~ NOG-I requirement.

!) Enveloped spectra refers to a composite response spectra comprised of the maximum responses from each of the contributing response spectra .

2) GRS curves from FSAR, Fig. 2-35 for OBE (to a ground acceleration of 0.05 g acting horizontally and 0.033 g acting vertically) and Fig. 2-36 for MHE (to a ground acceleration of 0.1 g acting horizontally and 0.067 g acting vertically): Weston Geoph)'sical Research, Inc., Seismicity Page No. A2.14 Rev. 2 No. FPC118-PR-001 Analysis and Response Spectra for Crystal River Nuclear Power Plant, June 27, 1967.

NOTE: GRS curve for 2.5~*(, (bmping is obtained using linear interpolation of the GRS curves for 2% and 5%, 2010.

J) _ OBE FRS curves for Aux. Building elevation up to 162' for damping values of 0.5% and 1% lVere developed in calculation S73-OO0 1, Page 43 of 49 0000070139R0 Revision 0, "Response Spectrum Anal ysis", by M.P.H., 1973.

- FRS curves for AllX. Building elevation for damping values of2%, 3%, and 5% lVere developed in S92-0171 , Revision 0, "Floor Response Spectrum Gene['ation", by S.J. Serhan, 1992 .

OBE: FRS curve @ EL. 162' for 4% damping is obtained using linear interpolation of the OBE FRS curves for 3% and 5% damping, 2010.

MHE: FRS curve @ EL. 162' for 7% damping is obtained using Lin and Chang method using MHE FRS curve for 5% damping, 2010 .

(NOTE: Lin & Chang method bounds Power, Newmark and Hall, and General Implementation Procedure (GIP) methods.)

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001

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ENERCON REPORT CONTROL SHEET Rev. 2

&ct llenu-Evtry projKt EVII'ry day.

Page No. A3.1 Appendix 3 Comparison of Load Combinations Z23R0 Page 44 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A3.2 The load combinations for the steel structure shall be in accordance with the original Auxiliary Building Calculations and Section 4140 of ASME NOG-1. The following load combinations shown in Table A3.1 are used in the evaluation of the Auxiliary Building. The load combinations include the effect of dead and live load, the crane lifted load, crane impact loads specified by DBD 1/3, a design wind load, an operating wind load of 50 mph, and the MHE earthquake load.

Tornado effects will not be considered in accordance with the original design calculations.

In order to satisfy the original licensing basis and the requirements of ASME NOG-1, the load combinations used in the analysis of the building shall be equal to or envelope the load combinations specified in ASME NOG-1 and the load combinations used in the original design calculations. The load combinations are shown to envelope the required load combinations in Table A3.2 below.

Table A3.1: Load Combinations used in the evaluation of the Auxiliary Building Load Cases GT STRUDL Load Combination LC1 Dead Load + Live Load + Crane lift load LC2 Dead Load + Live Load + Crane lift load + Vert. Impact LC3 Dead Load + Live Load + Crane lift load + Trans. Impact LC4 Dead Load + Live Load + Crane lift load + Long. Impact Dead Load + Live Load + Crane lift load LC5 + Vert. Impact + Trans. Impact + Long Impact + Op. Wind LC6 NOT USED LC7 NOT USED LC8 Dead Load + Live Load + Crane lift load + Design Wind LC9 Dead Load + Live Load + Crane lift load + EQ (MHE)

LC10 Dead Load + Live Load + Crane lift load + EQ (MHE) + Op. Wind LC11 Dead Load + Live Load + Crane lift load + EQ (OBE)

LC12 Dead Load + Live Load + Crane lift load + EQ (OBE) + Op. Wind LC13 Dead Load + Live Load + Design Wind LC14 Dead Load + Live Load + EQ (MHE) + Op. Wind LC15 Dead Load + Live Load + EQ (OBE) + Op. Wind Z23R0 Page 45 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 2 Page No. A3.3 Table A3.2: Load comb inations used in the ana lysis bound the load co mbinations required by ASME NOG-1 and the original calculations.

Load Case Bounding Load Case GC1 Gravity + Vertical Impact LC2 Gilbert Calculations GC2 Gravity + Horizontal Impact LC3 & LC4 GC3 Gravity + Wind LC8 GC4 Gravity + Seismic (OBE) LC11 PC1 Pdb + Pdt + Plr LC1 ASME NOG-1 PC2 Pdb + Pdt + Plr + Pv +Pwo LC5 Crane Operating PC3 Pdb + Pdt + Plr + Pht + Pwo LC5 Loads2 PC4 Pdb + Pdt + Plr + Phl + Pwo LC5 PC5 Pdb + Pdt + (Pp or Ptp) N/A PC6 Pdb + Pdt + Pcn + Pv + Pwo LC5 ASME NOG-1 PC7 Pdb + Pdt + Pcn + Pht + Pwo LC5 Construction Loads2 PC8 Pdb + Pdt + Pcn + Phl + Pwo LC5 ASME NOG-1 Severe Environmental PC9 Pdb + Pdt + Pwd LC13 Loads PC10 Pdb + Pdt + Pcs + Pe' + Pwo LC10 ASME NOG-1 PC11 Pdb + Pdt + Pe' + Pwo LC14 Extreme PC12 Pdb + Pdt + Pco+ Pe + Pwo LC12 Environmental Loads PC13 Pdb + Pdt + Pe + Pwo LC15 PC14 Pdb + Pdt + Pwt N/A ASME NOG-1 Abnormal Event PC15 Pdb + Pdt + Pa + Pwo N/A Loads Pdt = Trolley Dead Load Phl = Longitudinal Horizontal Load Pdb = Bridge / Gantry Dead Load Pwo = Operating Wind Load Plr = Rated Load Pwd = Design Wind Load Plc = Critical Load Pwt = Tornado Wind Load Pco = Credible Critical Load with OBE Pp, Ptp = Plant Operation Induced Loads Pcs = Credible Critical Load with SSE1 Pe = SSE Loads1 Pcn = Construction Load Pe = OBE Loads Pv = Vertical Impact Load Pa = Abnormal Event Loads Pht = Transverse Horizontal Load Note:

(1) SSE = MHE (2) As simultaneous operation of motions is permitted, the impact loads shall be considered simultaneously as appropriate.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001

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ENERCON REPORT CONTROL SHEET Rev. 1

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Page No. A4.1 Appendix 4 Analysis Considerations vs.

Current Licensing Basis / ASME NOG-1-2004 Z23R0 Page 47 of 49

PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 1 Page No. A4.2 CURRENT LICENSING BASIS ASME NOG-1 REQUIREMENT ANALYSIS CONSIDERATIONS The building was originally qualified using hand In accordance with ASME NOG-1 Section 4153.5, calculations, considering static seismic A coupled analysis incorporating the Auxiliary since the total mass of the crane is large with Analysis Methodology: methodology. Gilbert Calculation 2:01.16 provides Building steel structure and a stick model of the respect to the mass of the runway system, it is Decoupled v. Coupled Analysis the seismic evaluation of the building using the crane, as provided by the crane vendor shall be required that a coupled analysis of the building and crane wheel loads and masses provided by the included in the model used to qualify the building.

crane be conducted.

original crane vendor.

A 4% OBE and a 7% MHE FRS obtained and ASME NOG-1 Section 4152 states that the seismic combined with the 1% GRS. For the detail of the input data shall be specified as response spectra response spectra, see Appendix 2 of this Response Spectrum Analysis Gilbert Calculation 2:01.16 applies the ground document.

at an appropriate level in the structure supporting response spectrum at the base of the steel (Damping Values): the crane.

structure. The OBE ground response spectrum Ground Response Spectrum vs. Floor ASME NOG-1 Section 4153.8 dictates that the The enveloped response spectra includes the with 1% damping is used in the Gilbert Calculations Response Spectrum crane design should be performed using damping following:

2:01.10.

values of 4% for an OBE condition and 7% for an FRS with 4% damping for OBE / 7%

MHE condition. damping for MHE (ASME NOG-1)

GRS with 1% damping (FSAR)

ASME NOG-1 Section 4153.10 states that the The FSAR 5.2.1.2.9 states that the respective representative maximum values of the structural The resulting total responses in the structural vertical and horizontal seismic components at any responses of each of the three-directional members shall be the envelope of the absolute point on the building shall be added by summing components of earthquake motion shall be sum of the responses in the vertical and one Directional Combinations: the absolute values of the response of each combined by taking the square root of the sum of horizontal direction (in accordance with the FSAR)

Absolute Sum vs. SRSS contributing frequency due to vertical motion to the the squares of the maximum representative values with the SRSS combination of the responses in corresponding absolute values of the response of of the co-directional responses caused by each of the three directions (in accordance with ASME each contributing frequency due to horizontal the three components of earthquake motion at NOG-1).

motion. (higher of N/S & Vert. or E/W & Vert.)

each node of the crane mathematical model.

ASME NOG-1 Section 4134 (c) states that tornado The FSAR Section 5.1.1.1 states that the Auxiliary winds should be considered in the design of the Building (excluding the steel roof support structure) crane. Tornado pressure differentials associated is a Class I structure. The steel portion of the with the plant design basis tornado shall be The qualification of the Auxiliary Building overhead Auxiliary Building is not designed for tornado wind included in the loading. Tornado-generated crane (FHCR-5) supporting steel structure will stay Tornado Wind / Tornado Missiles and tornado missiles, as per the Gilbert missiles shall be considered. Under these consistent with the current licensing basis and will Calculations and FSAR Section 5.4.3.2.2. The loadings, the crane will not be operational, but be not consider tornado wind or tornado missiles.

Auxiliary Building steel structure was qualified for secured. Indoor cranes may be subjected to the the design wind loads specified in FSAR. design basis tornado if the building enclosures have been designed to fail.

The original qualification of the Auxiliary Building The load combinations specified in ASME NOG-1 steel structure did not consider a load combination that combines earthquake loads with an operating ASME NOG-1 Section 4140 includes load Load Combinations: that takes an earthquake load in conjunction with wind load shall be used. Present design basis combinations that combine the operating wind load Earthquake Load & Operating Wind an operating wind. The building was only qualified does not provide any operating wind speed. Basic with an earthquake load.

for the design wind speed in Gilbert Calculation wind speed of 50 mph is considered as crane 2:01.10. operating wind speed in the analysis.

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PCHG-DESG Engineering Change 0000070139R0 No. FPC118-PR-001 REPORT CONTROL SHEET Rev. 1 Page No. A4.3 CURRENT LICENSING BASIS ASME NOG-1 REQUIREMENT ANALYSIS CONSIDERATIONS NUREG-0554 Section 2.5 states that overhead cranes should be designed to remain in place on their respective runways with their wheels prevented from leaving the tracks during a seismic The Auxiliary Building steel structure will be event. If a seismic event comparable to a safe qualified using a design methodology consistent shutdown earthquake (SSE) occurs, the bridge with the crane vendor analysis methodology that Sliding No Current Licensing Basis should remain on the runway with brakes applied, does not consider sliding.

and the trolley should remain on the crane girders The crane will be designed to meet the with brakes applied. requirements of NUREG-0554 and ASME NOG-1 and sliding will not be considered.

ASME NOG-1 states that the crane must be able to stop and hold a critical load during a seismic event.

ASME NOG-1 Section 4133 states that the following impact factors will be used:

The impact factors applied to the crane rails will Longitudinal to the crane runway girder - 5% of The following impact factors are as stated in DBD take into consideration the factors specified in bridge dead load, trolley dead load, and maximum 1/3: DBD 1/3 and ASME NOG-1. See Section 7.5 for lift load Longitudinal to the crane runway girder - 10% of the explanations the impact factors.

Transverse to the crane runway girder - 10% of Crane Impact Loads maximum wheel load the trolley dead load and the maximum lift load Transverse to the crane runway girder - 20% of Factors used:

Vertical - 15% of the maximum lifted load trolley and lifted load Longitudinal to the crane runway girder - DBD 1/3 Vertical - 25% of the lifted load Transverse to the crane runway girder - DBD 1/3; As per the boundary conditions specified by ASME Vertical - DBD 1/3.

NOG-1, the transverse loads are transmitted to only one crane runway girder.

Z23R0 Page 49 of 49