ML082690386

License Amendment Request 239, Supplement 1 - Request for Review and Approval of Seismic Analysis Methodology for Auxiliary Building Crane

ML082690386
Person / Time
Site:	Kewaunee
Issue date:	09/19/2008
From:	Price J Dominion, Dominion Energy Kewaunee
To:	Document Control Desk, Office of Nuclear Reactor Regulation
References
08-0211A, LAR 239, Suppl 1
Download: ML082690386 (32)

Text

Dominion Energy Kewaunee, Inc.

5000 Dominion Boulevard, Glen Allen, VA 23060 ominion September 19, 2008 U.S. Nuclear Regulatory Commission Serial No. 08-0211 A ATTN: Document Control Desk KPS/LIC/BG: RO Washington, DC 20555 Docket No. 50-305 License No. DPR-43 DOMINION ENERGY KEWAUNEE, INC.

KEWAUNEE POWER STATION LICENSE AMENDMENT REQUEST 239, SUPPLEMENT 1 - REQUEST FOR REVIEW AND APPROVAL OF SEISMIC ANALYSIS METHODOLOGY FOR AUXILIARY BUILDING CRANE By letter dated July 7, 2008 (Reference 1) Dominion Energy Kewaunee, Inc. (DEK) requested an amendment to facility operating license number DPR-43 for Kewaunee Power Station (KPS). The proposed amendment would allow the use of a new methodology to determine the seismic loads on the recently upgraded Auxiliary Building (AB) crane. The AB crane has recently been upgraded to a single-failure-proof design through replacement of the crane trolley and modification of the existing crane bridge.

The proposed new methodology is not currently described in the KPS Updated Safety Analysis Report (USAR) or the codes of reference applicable to the upgraded AB crane.

The new methodology uses a nonlinear analysis technique to model the rolling of the trolley and bridge drive wheels on their respective rails after sufficient force is developed to exceed the drive wheel brake force during a seismic event. In DEK License Amendment Request (LAR) 239 (Reference 1), DEK provided a description of the approach, inputs, assumptions, and modeling used in the nonlinear analysis to determine the seismic loads on the AB crane. DEK also committed to the following actions:

" Provide the results of the AB crane seismic analysis, including a detailed discussion of the nonlinear analysis methodology and sensitivity studies for the various input parameters.

• Perform a "push" test to provide empirical data documenting the actual force required to induce AB crane trolley and bridge drive wheel rolling with the brakes applied and provide the results of the testing to the NRC.

• Conduct a third-party peer review of the nonlinear seismic analysis and provide the results of that review to the NRC.

Additionally, DEK stated in Reference 1 that the follow-up information discussed above was scheduled for submittal by August 8, 2008. However, during the third-party peer review, comments were received that required additional work to be performed. This Ao ol P jýý

Serial No. 08-0211 A License Amendment Request 239, Supplement 1 Page 2 of 3 additional work included sensitivity studies and an improved presentation of the calculation results to facilitate NRC technical review.

The attachment and enclosures to this letter provide the information necessary to fulfill the above three commitments and complete the proposed LAR.

DEK has reviewed the information provided in this letter and concludes that the no significant hazards consideration evaluation contained in Reference 1 remains valid.

The requested date for NRC approval of the subject license amendment request, as delineated in Reference 1, remains unchanged.

If you have any questions or require any additional information, please contact Mr. Craig Sly at 804-273-2784.

Sincerely, glnPrice iPresident-Nuclear Engineering COMMONWEALTH OF VIRGINIA )

)

COUNTY OF HENRICO )

The foregoing document was acknowledged before me, in and for the County and Commonwealth aforesaid today by J. Alan Price, who is the Vice President - Nuclear Engineering of Dominion Energy Kewaunee, Inc. He has affirmed before me that he is duly authorized to execute and file the foregoing document in behalf of that Company, and the statements in the document are true to the best of his knowledge and belief.

Acknowledged before me this i*'day of ___________, 2008.

My Commission Expires: 3i C206/g2 iVICKI L.HULL INV comsImiUud u oyat 21

Serial No.08-021 1A License Amendment Request 239, Supplement 1 Page 3 of 3

Attachment:

Supplemental Information Supporting Kewaunee License Amendment Request 239

Enclosures:

1. ACECO Calculation No. CAL-20776-SE-007

2. Third Party Review of Seismic Analysis Method Commitments made by this letter:

1. DEK will change appropriate maintenance procedures to require the push test be re-performed after any rebuild of the crane brakes. A rebuild of the brakes is defined as any work that could result in an increase in the brake force, such as a replacement of the springs or brake shoes.

References:

1. Letter from Gerald T. Bischof (DEK) to NRC Document Control Desk, "License Amendment Request 239 - Request for Review and Approval of Seismic Analysis Methodology for Auxiliary Building Crane," dated July 7, 2008.

cc: Regional Administrator U.S. Nuclear Regulatory Commission Region III 2443 Warrenville Rd.

Suite 210 Lisle, IL 60532-4532 Mr. P. S. Tam Senior Project Manager U.S. Nuclear Regulatory Commission One White Flint North Mail Stop 08-H4A 11555 Rockville Pike Rockville, MD 20852-2738 Resident Inspector Kewaunee Power Station Public Service Commission of Wisconsin Electric Division P.O. Box 7854 Madison, WI 53707

Serial No. 08-0211A ATTACHMENT LICENSE AMENDMENT REQUEST 239, SUPPLEMENT I REQUEST FOR REVIEW AND APPROVAL OF SEISMIC ANALYSIS METHODOLOGY FOR AUXILIARY BUILDING CRANE SUPPLEMENTAL INFORMATION SUPPORTING KEWAUNEE LICENSE AMENDMENT REQUEST 239 KEWAUNEE POWER STATION DOMINION ENERGY KEWAUNEE, INC.

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 1 of 28 Supplemental Information Supporting Kewaunee License Amendment Request 239 1.0 Auxiliary Building Crane Seismic Analysis 1.1 General The seismic analysis of the Kewaunee Power Station (KPS) Auxiliary Building (AB) crane was performed using the Nonlinear Modal Time History Analysis (FNA) method described in the SAP 2000 Analysis Reference Manual, Version 11. It is an extension of the Fast Nonlinear Analysis (FNA) method developed by Wilson (Reference 2). The nonlinear behavior is restricted to the limited resistance offered by the bridge and trolley drive wheel braking system to transmit inertial forces prior to rolling during a seismic event. The nonlinear behavior of the drive wheels was modeled utilizing the SAP 2000 Link/Support Element. All other structural components of the AB crane were modeled using beam elements and remain in the elastic range during the seismic event. With the exception of the nonlinear behavior of the drive wheels (which is discussed below),

the structural model conforms to the requirements of ASME NOG-1-2004, "Rules for Construction of Overhead and Gantry Cranes (Top Running Bridge, Multiple Girder)."

The time history input motion used for the nonlinear analysis conforms to the requirements contained in Standard Review Plan 3.7.1, Option II, and is described in detail in Reference 1. The response of the AB crane was obtained by taking the average of the absolute maximum value of five time history analysis cases as recommended by ASCE/SEI 43-05, "Seismic Design Criteria for Structures, Systems, and Components in Nuclear Facilities."

1.2 Modeling the Nonlinear Behavior of the Drive Wheels Modeling the nonlinear behavior of the drive wheels within SAP 2000 is accomplished using the SAP 2000 Link/Support Element. The SAP 2000 Analysis Reference Manual provides a description of the various types of Link/Support Elements that are available to the user. A detailed explanation of how the SAP 2000 Link/Support Element was used in this analysis along with the applicable chapters of the SAP 2000 Analysis Reference Manual is provided in Attachment 0 of Enclosure 1.

The SAP 2000 Support Element is used to connect a single node to the ground and the Link Element is used to connect two nodes. For this analysis a zero length Link Element is used to model the nonlinear behavior of both bridge drive wheels and the trolley drive wheels where they connect to their respective rails. The nonlinear behavior is restricted to the longitudinal direction of the crane runway girder and bridge girder.

The nonlinearity represents the limited capability of the bridge and trolley drive wheels to transmit seismic inertia forces to the structural system. This limited resistance is based on the maximum brake torque that can be applied to the drive wheels. The

Serial No.08-021 1A License Amendment Request 239, Supplement 1 Attachment Page 2 of 28 maximum brake torque results in a maximum force that can be resisted by the drive wheels prior to rolling. The calculation used to develop the maximum drive wheel resisting force is provided in Attachment B of Enclosure 1. Section 2.0 below discusses the field testing performed to demonstrate that the brake resistance force assumptions used in the analysis are bounding and conservative.

SAP 2000 has various properties that can be assigned to a Link Element. The properties are used to model the behavior of the element. For ,this analysis, the Wen Plasticity Property was utilized, which is based on the hysteretic behavior proposed by Wen (1976). Figure 1 shows the Wen Plasticity Property Type used for this analysis.

Force Yield ***

Ratio*k

• exp = 1 k exp =2 Displacement Figure 1 Wen Plasticity Property for Uniaxial Deformation The key input parameters for the Wen Plasticity Property are the terms k1 , Yield, Ratio, and exp.

The Yield term represents the constant rolling resistance of the bridge drive wheels. Because the inertia forces that will be transmitted to the crane structure increase with increasing values of the Yield term, the value of Yield used in the analysis is an upper bound when compared to both the calculated value and the value obtained from field testing.

'The terms for variables used in the model are in boldface type to coincide with the terms in the SAP 2000 Analysis Reference Manual.

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 3 of 28

" The k term represents the initial stiffness of the drive wheel prior to rolling. This value was selected to be high enough to represent the essentially infinite initial stiffness before rolling starts, yet small enough to avoid numerical instabilities during the analysis. A sensitivity study was conducted by varying k by a factor of 2 and 0.5 in order to demonstrate that the solution is not sensitive to the value of k that was used for the analysis.

" The parameter exp is used to define the shape of the transition curve from elastic to plastic behavior. For this analysis the desired behavior is elasto-plastic and therefore the upper limit of 20 recommended in the SAP 2000 Analysis Reference Manual was selected for exp. In order to demonstrate that the solution is not sensitive to the value of exp, a value of 10 was also tested to demonstrate that the solution did not vary by more the 5%.

" The term Ratio is used to define the ratio between the elastic and plastic stiffness. For this analysis elasto-plastic behavior is desired; therefore the value of Ratio is set to zero.

" The last input parameter required for the Wen Plasticity Property Type is the Linear Effective Stiffness, ke. When used in conjunction with the nonlinear modal time-history analysis method the Linear Effective Stiffness is not used directly for nonlinear degrees of freedom. If the nonlinear analysis starts from zero initial conditions, as this analysis does, the nonlinear solution does make use of the vibration modes computed based on this stiffness. However, during integration at each time step, the behavior of these modes is modified so that the structural response reflects the actual stiffness. As is the case for this analysis where a relatively large value ofk is being used, a much smaller value of ke has been selected in accordance with the recommendations contained in the SAP 2000 Analysis Reference Manual. The Linear Effective Stiffness can affect the rate of convergence of the nonlinear solution process but should have little effect on the converged results. A sensitivity study was conducted to demonstrate that the Linear Effective Stiffness has no impact on the solution for this analysis by varying the parameter ke by a factor of 2 and 0.5. The results of the sensitivity study show that the solution is not sensitive to the value of ke.

Sensitivity studies for the various input parameters for the Wen Plasticity Property Type are provided in Attachment M of Enclosure 1.

1.3 Nonlinear Solution Method The solution method used to solve the nonlinear problem is the Nonlinear Modal Time History Analysis Method (FNA). This solution method is applicable for structural systems that are primarily elastic and where the nonlinearity is confined to pre-defined nonlinear elements. This method of solution is applicable to the AB crane because the

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 4 of 28 crane structural components remain linear throughout the analysis. The predefined nonlinearity is restricted to the bridge/trolley drive wheels, which are modeled using the SAP 2000 Link/Support Element.

The method of solution for the nonlinear equations of motion requires that a Ritz-Vector Analysis be performed first. The starting load vectors used for the Ritz-Vector Analysis include nonlinear deformation loads for each nonlinear degree of freedom as recommended in the SAP 2000 Analysis Reference Manual. The nonlinear equations are then solved iteratively at each time step utilizing modal superposition. Iterations are performed at each time step until the solution converges. The solution method automatically adjusts the time step if convergence is not achieved. Sensitivity studies were performed to demonstrate that the solution was unaffected by the convergence parameters. A more detailed discussion of the solution method is contained in Attachment N of Enclosure 1.

1.4 Results of the Nonlinear Time History Analysis Five separate time history analysis cases were run, each with its own unique time history input motion that enveloped the amplified response spectra at the crane rail location. Input time history motions were developed in accordance with the guidance in NRC Standard Review Plan (SRP) 3.7.1, Option II. A detailed report discussing the development of these time histories is contained in Enclosure 2 to Reference 1. The average of the absolute maximum value obtained from each analysis case was used as the design value from the nonlinear time history analysis in accordance with the recommendations contained in ASCE 43-05, "Seismic Design Criteria for Structures, Systems and Components in Nuclear Facilities." The trolley location and hook positions used for the analysis comply with the recommendations contained in ASME NOG 2004.

Table 1 is provided to demonstrate how the loads were developed for the governing load combinations. Only Case 7 (trolley at mid-span, load on the hook, hook in the down position) is shown here. Tables for all the load cases are included in Enclosure 1.

Table 1 provides the maximum values of vertical and horizontal shear, strong and weak axis bending moment, torsion and axial force for each of the five time history analysis cases for the bridge drive girder. In addition, Table 1 shows the same maximum values for the dead load and live load cases. The absolute maximum value for each of the five seismic cases is also listed. The average of the absolute maximum value is listed along with the governing load combination which combines DL+LL+EQ. Figure 2 presents the sign convention for the tabular results listed in Table 1 for the bridge drive girder. Figure 3 presents the frame element numbers that correspond to the tabular data presented in Table 1. Code stress checks will be performed in accordance with the acceptance criteria given in the Kewaunee USAR for the design basis earthquake load condition.

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 5 of 28 Figure 2 Sign Convention - Bridge Drive Girder Member Forces Y (E-W')

z S 1~

X (N-S) 3 Global Axis Member Local Axis 2

t 1 T

T 3/

Positive Axial Forces & Torsion Toraue 2

M3 M3 I

3 V2 V2 Positive Moment & Shear in 1-2 Plane (Strong Axis Moment & Shear)

Positive M3 causes compression on + Local 2 face 2

V3 M2 3V3 r M Positive Moment & Shear in 1-3 Plane (Weak Axis Moment & Shear)

Positive M2 causes compression on + Local 3 face

Serial No. 08-0211 A License Amendment Request 239, Supplement 1 Attachment Page 6 of 28 Figure 3 Bridge Drive Girder Member Numbers and Joint Numbers G08 z G04 G07 109 G06 108 107 106 G03 104 105 G02 103 GO]

102 101 Note: SAP 2000 reports frame member force at station locations rather than at joint numbers. Station 0 inches corresponds to the I-joint of the member; Station "XX" inches corresponds to the J-joint of the member. The local 1 axis is directed from the lower joint number to the higher joint number for all members.

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 7 of 28 Notes for Table 1:

The definition of output cases is as follows:

• DL: Self weight of the trolley and bridge as defined in ASME NOG-1-2004

" LL: Design rated lifted load (250 kips)

" Al, A2, A3, A4, A5: Response of the 5 individual time histories. The response is presented as a maximum/minimum response which corresponds to the SAP 2000 output

• EQ: Average of the absolute value of Al, A2, A3, A4, A5. The output is presented as a maximum and minimum value, which corresponds to the output presented in SAP 2000 for this Load Combination.

• C07: Represents the design load combination for seismic. It corresponds to the load combination as presented in SAP 2000. It consists of the previously defined load combination EQ plus (DL +LL).

The next few rows in the table demonstrate how SAP 2000 internally calculated the design load combination C07. First, the absolute values for each force/moment component for each time history are presented. They are labeled as "Maximum Absolute for Case Al" through "Maximum Absolute for Case A5". Then, the average of the absolute value for each force/moment component is calculated. It is labeled as "Average of Maximum Absolutes for Cases A1-A5". The next row simply adds the label "Maximum Absolute for Case 'EQ"' for the averaged absolute value.

The DL and LL components are the listed values. The DL, LL and EQ components are then added together to form the design seismic load combination C07, which is labeled "DL+LL+EQ for Element and Case".

Serial No.08-021 1A License Amendment Request 239, Supplement 1 Attachment Page 8 of 28 Table I Summary of Forces/Moments (Trolley at Mid-Span, Load on Hook, Hook in Down Position)

Case-07: ElemenetForces -Frames&~.~ ~

Frame Station Output Case Step P V2 V3 T M2 M3 Element in Case Type Type Kip Kip Kip Kip-in :-Kip-in Kip-in...

G01 0 DL LinStatic 0 -49 0 1 4 -4 G01 146 DL LinStatic 0 -42 0 1 3 6,664 G01 0 LL LinStatic 0 -58 0 1 3 0 G01 146 LL LinStatic 0 -58 0 1 2 8,452 G01 0 Al NonModHist Max 73 64 9 500 2,454 427 G01 146 Al NonModHist Max 73 64 9 500 1,106 9,320 G01 0 Al NonModHist Min -75 -63 450 -2,320 -474 G01 146 Al NonModHist Min -75 -63 -10 -450 -937 -9,517 G01 0 A2 NonModHist Max 60 62 10 407 2,252 445 G01 146 A2 NonModHist Max 60 62 10 407 922 8,324 G01 0 A2 NonModHist Min -71 -56 -10 -428 -2,273 -443 G01 146 A2 NonModHist Min -71 -56 -10 -428 -955 -8,966 G01 0 A3 NonModHist Max 77 63 8 390 1,903 557 GOI 146 A3 NonModHist Max 77 63 8 390 799 8,904 G01 0 A3 NonModHist Min -62 -61 -10 -601 -2,727 -534 G01 146 A3 NonModHist Min -62 -61 -10 -601 -1,228 -9,242 GO 0 A4 NonModHist Max 68 59 10 511 2,581 432 G01 146 A4 NonModHist Max 68 59 10 511 1,174 8,681 G01 0 A4 NonModHist Min -94 -59 443 -2,147 -485 G01 146 A4 NonModHist Min -94 -59 -9 -443 -915 -8,552 G01 0 A5 NonModHist Max 73 70 10 480 2,476 538 G01 146 A5 NonModHist Max 73 70 10 480 1,073 9,858 G01 0 A5 NonModHist Min -66 -69 -11 -530 -2,704 -413 GOI 146 A5 NonModHist Min -66 -69 -11 -530 -1,200 -9,961 GO 0 EQ Combination Max 78 64 10 514 2,548 500 G01 146 EQ Combination Max 78 64 10 514 1,133 9,274 GO 0 EQ Combination Min -78 -64 -10 -514 -2,548 -500 G01 146 EQ Combination Min -78 -64 -10 -514 -1,133 -9,274 G01 0 C07 Combination Max 78 -43 10 515 2,555 496 G01 146 C07 Combination Max 78 -37 10 515 1,137 24,390 G01 0 C07 Combination Min 171 -10 -513 -2,540 -504 G01 146 C07 Combination Min 164 -10 -513 -1,128 5,842 Maximum Absolute for Case Al: 75 64 10 500 2,454 9,517 Maximum Absolute for Case A2: 71 62 10 428 2,273 8,966 Maximum Absolute for Case A3: 77 63 10 601 2,727 9,242 Maximum Absolute for Case A4: 94 59 10 511 2,581 8,681 Maximum Absolute for Case A5: 73 70 11 530 2,704 9,961 Average of Maximum Absolutes for Cases Al- A5: 78 64 10 514 2,548 9,274 Maximum Absolute for Case "EQ": 78 64 10 514 2,548 9,274 "DL": 0 49 0 1 4 6,664 "LL": 0 58 0 1 3 8,452 DL+LL+EQ for Element and Case: G01 C07 78 171 10 515 2,555 24,390

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 9 of 28 Table 1 (Continued)

Case-07: bern1et Forces, - rames~

Frame Station Output Case Step P V2 V3 T M2 M3 Element in Case Type Type Kip Kip Kip, Kip-in Kip-in. Kip-in G02 0 DL LinStatic 0 -42 0 1 3 6,664 G02 138 DL LinStatic 0 -36 0 1 1 12,076 G02 0 LL LinStatic 0 -58 0 1 2 8,452 G02 138 LL LinStatic 0 -58 0 1 0 16,441 G02 0 Al NonModHist Max 63 63 12 500 1,106 9,320 G02 138 Al NonModHist Max 63 63 12 500 561 17,770 G02 0 Al NonModHist Min 61 -10 -450 -937 -9,517 G02 138 Al NonModHist Min 61 -10 -450 -528 -18,231 G02 0 A2 NonModHist Max 53 61 10 407 922 8,324 G02 138 A2 NonModHist Max 53 61 10 407 631 15,882 G02 0 A2 NonModHist Min 55 -10 -428 -955 -8,966 G02 138 A2 NonModHist Min 55 -10 -428 -548 -17,357 G02 0 A3 NonModHist Max 68 61 9 390 799 8,904 G02 138 A3 NonModHist Max 68 61 9 390 640 16,965 G02 0 A3 NonModHist Min 59 -13 -601 -1,228 -9,242 G02 138 A3 NonModHist Min 59 -13 -601 -520 -17,684 G02 0 A4 NonModHist Max 59 58 12 511 1,174 8,681 G02 138 A4 NonModHist Max 59 58 12 511 559 16,601 G02 0 A4 NonModHist Min 58 -10 -443 -915 -8,552 G02 138 A4 NonModHist Min 58 -10 -443 -578 -16,550 G02 0 A5 NonModHist Max 65 69 12 480 1,073 9,858 G02 138 A5 NonModHist Max 65 69 12 480 615 19,332 G02 0 A5 NonModHist Min 69 -12 -530 -1,200 -9,961 G02 138 A5 NonModHist Min 69 -12 -530 -572 -19,499 G02 0 EQ Combination Max 69 63 12 514 1,133 9,274 G02 138 EQ Combination Max 69 63 12 514 605 17,875 G02 0 EQ Combination Min 63 -12 -514 -1,133 -9,274 G02 138 EQ Combination Min 63 -12 -514 -605 -17,875 G02 0 C07 Combination Max 69 -38 12 515 1,137 24,390 G02 138 C07 Combination Max 69 -31 12 515 606 46,392 G02 0 C07 Combination Min 163 -12 -513 -1,128 5,842 G02 138 C07 Combination Min 157 513 -604 10,642 Maximum Absolute for CaseAl: 65 63 12 500 1,106 18,231 Maximum Absolute for Case A2: 63 61 10 428 955 17,357 Maximum Absolute for Case A3: 68 61 13 601 1,228 17,684 Maximum Absolute for Case A4: 83 58 12 511 1,174 16,601 Maximum Absolute for Case A5: 65 69 12 530 1,200 19,499 Average of Maximum Absolutes for Cases Al- A5: 69 63 12 514 1,133 17,875 Maximum Absolute for Case "EQ": 69 63 12 514 1,133 17,875 "DL": 0 42 0 1 3 12,076 "LL": 0 58 0 1 2 16,441 DL+LL+EQ for Element and Case: G02 C07 69 163 12 515 1,137 46,392

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 10 of 28 Table I (Continued)

Caserb7. ElemnttForces -Frame Frame Station Output Case Step P V2 V3 T M2 M3 Element in Case Type Type Kip Kip Kip Kip-in Kip-in Kip-in G03 0 DL LinStatic 0 -36 0 1 1 12,076 G03 174.5 DL LinStatic 0 -28 0 1 1 17,680 G03 0 LL LinStatic 0 -58 0 1 1 16,441 G03 174.5 LL LinStatic 0 -58 0 1 1 26,543 G03 0 Al NonModHist Max 53 62 11 500 1 17,770 G03 174.5 Al NonModHist Max 53 62 11 500 1 28,083 G03 0 Al NonModHist Min -58 -59 -10 -450 1 -18,231 G03 174.5 Al NonModHist Min -58 -59 -10 -450 1 -28,988 G03 0 A2 NonModHist Max 46 58 10 407 1 15,882 G03 174.5 A2 NonModHist Max 46 58 10 407 1 25,093 G03 0 A2 NonModHist Min -53 -53 -10 -428 1 -17,357 G03 174.5 A2 NonModHist Min -53 -53 -10 -428 1 -27,520 G03 0 A3 NonModHist Max 56 59 9 390 1 16,965 G03 174.5 A3 NonModHist Max 56 59 9 390 1 26,566 G03 0 A3 NonModHist Min -45 -57 -13 -601 1 -17,684 G03 174.5 A3 NonModHist Min -45 -57 -13 -601 1 -27,845 G03 0 A4 NonModHist Max 50 58 12 511 1 16,601 G03 174.5 A4 NonModHist Max 50 58 12 511 1 26,519 G03 0 A4 NonModHist Min -71 -57 -10 -443 1 -16,550 G03 174.5 A4 NonModHist Min -71 -57 -10 -443 1 -26,380 G03 0 A5 NonModHist Max 56 68 11 480 1 19,332 G03 174.5 A5 NonModHist Max 56 68 11 480 1 30,986 G03 0 A5 NonModHist Min -53 -67 -12 -530 1 -19,499 G03 174.5 A5 NonModHist Min -53 -67 -12 -530 1 -31,315 G03 0 EQ Combination Max 59 61 12 514 1 17,875 G03 174.5 EQ Combination Max 59 61 12 514 1 28,438 G03 0 EQ Combination Min -59 -61 -12 -514 1 -17,875 G03 174.5 EQ Combination Min -59 -61 -12 -514 1 -28,438 G03 0 C07 Combination Max 59 -33 12 515 1 46,392 G03 174.5 C07 Combination Max 59 -25 12 515 1 72,661 G03 0 C07 Combination Min -59 -155 -12 -513 1 10,642 G03 174.5 C07 Combination Min -59 -147 -12 -513 1 15,785 Maximum Absolute for Case Al: 58 62 11 500 1 28,988 Maximum Absolute for Case A2: 53 58 10 428 1 27,520 Maximum Absolute for Case A3: 56 59 13 601 1 27,845 Maximum Absolute for Case A4: 71 58 12 511 1 26,519 Maximum Absolute for Case AS: 56 68 12 530 1 31,315 Average of Maximum Absolutes for Cases Al- AS: 59 61 12 514 1 28,438 Maximum Absolute for Case "EQ": 59 61 12 514 1 28,438 "DL": 0 36 0 1 1 17,680 "LL": 0 58 0 1 1 26,543 DL+LL+EQ for Element and Case: G03 C07 59 155 12 515 1 72,661

Serial No. 08-0211 A License Amendment Request 239, Supplement 1 Attachment Page 11 of 28 Table I (Continued)

Cs07 emanit ,Forces - Frames K,~

Frame Station Output Case Step P V2 V3 T M2 'M3 Element in Case Type Type Kip Kip Kip Kip-in Kip-in Kip-in G04 0 DL LinStatic 0 4 0 -1 0 17,680 G04 36.5 DL LinStatic 0 5 0 -1 0 17,518 G04 0 LL LinStatic 0 5 0 1 -2 26,543 G04 36.5 LL LinStatic 0 5 0 1 -3 26,375 G04 0 Al NonModHist Max 48 6 1 126 2,136 28,317 G04 36.5 Al NonModHist Max 48 6 1 126 2,107 28,137 G04 0 Al NonModHist Min -44 -6 -1 -155 -2,459 -29,308 G04 36.5 Al NonModHist Min -44 -6 -1 -155 -2,418 -29,110 G04 0 A2 NonModHist Max 43 6 2 196 2,125 24,858 G04 36.5 A2 NonModHist Max 43 6 2 196 2,064 24,686 G04 0 A2 NonModHist Min -44 -6 -2 -149 -2,069 -27,391 G04 36.5 A2 NonModHist Min -44, -6 -2 -149 -2,039 -27,158 G04 0 A3 NonModHist Max 45 7 2 131 2,960 26,605 G04 36.5 A3 NonModHist Max 45 7 2 131 2,899 26,422 G04 0 A3 NonModHist Min -35 -6 -1 -147 -2,008 -27,710 G04 36.5 A3 NonModHist Min -35 -6 -1 -147 -1,956 -27,482 G04 0 A4 NonModHist Max 41 6 2 113 2,190 26,751 G04 36.5 A4 NonModHist Max 41 6 2 113 2,132 26,588 G04 0 A4 NonModHist Min -58 -7 -1 -127 -2,557 -26,115 G04 36.5 A4 NonModHist Min -58 -7 -1 -127 -2,531 -25,962 G04 0 A5 NonModHist Max 45 7 1 160 2,505 30,773 G04 36.5 A5 NonModHist Max 45 7 1 160 2,459 30,541 G04 0 A5 NonModHist Min -44 -7 -2 -143 -2,438 -31,101 G04 36.5 A5 NonModHist Min -44 ' -7 -2 -143 -2,413 -30,879 G04 0 EQ Combination Max 48 7. 2 157 2,521 28,452 G04 36.5 EQ Combination Max 48 7 2 157 2,474 28,243 G04 0 EQ Combination Min -48 -7 -2 -157 -2,521 -28,452 G04 36.5 EQ Combination Min -48 -7 -2 -157 -2,474 -28,243 G04 0 C07 Combination Max 48 15 2 158 2,519 72,675 G04 36.5 C07 Combination Max 48 16 2 158 2,471 72,137 G04 0 C07 Combination Min -48 2 -2 -156 -2,524 15,771 G04 36.5 C07 Combination Min -48 3 -2 -156 -2,477 15,650 Maximum Absolute for Case Al: 48 6 1 155 2,459 29,308 Maximum Absolute for Case A2: 44 6 2 196 2,125 27,391 Maximum Absolute for Case A3: 45 7 2 147 2,960 27,710 Maximum Absolute for Case A4: 58 7 2 127 2,557 26,751 Maximum Absolute for Case A5: 45 7 2 160 2,505 31,101 Average of Maximum Absolutes for Cases Al- A5: 48 7 2 157 2,521 28,452 Maximum Absolute for Case "EQ": 48 7 2 157 2,521 28,452 "DL": 0 5 0 1 0 17,680 "LL": 0 5 0 1 3 26,543 DL+LL+EQ for Element and Case: G04 C07 48 16 2 159 2,525 72,675

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 12 of 28 Table I (Continued)

's-07 Element Fores Frames <'k" 7' Frame Station Output Case Step -P V2 V3 T M2 M3 Element in Case Type Type Kip Kip Kip Kip-in Kip-in Kip-in G05 0 DL LinStatic 0 5 0 -1 0 17,518 G05 109.5 DL LinStatic 0 10 0 -1 2 16,671 G05 0 LL LinStatic 0 5 0 1 -3 26,375 G05 109.5 LL LinStatic 0 5 0 1 -6 25,870 G05 0 Al NonModHist Max 43 7 2 126 2,107 28,137 G05 109.5 Al NonModHist Max 43 7 2 126 1,913 27,469 G05 0 Al NonModHist Min -40 -7 -2 -155 -2,418 -29,110 G05 109.5 Al NonModHist Min -40 -7 -2 -155 -2,170 -28,389 G05 0 A2 NonModHist Max 39 7 3 196 2,064 24,686 G05 109.5 A2 NonModHist Max 39 7 3 196 1,910 24,044 G05 0 A2 NonModHist Min -40 -8 -2 -149 ý-2,039 -27,158 G05 109.5 A2 NonModHist Min -40 -8 -2 -149 -1,844 -26,319 G05 0 A3 NonModHist Max 40 8 3 131 2,899 26,422 G05 109.5 A3 NonModHist Max 40 8 3 131 2,564 25;734 G05 0 A3 NonModHist Min -33 -7 -2 -147 -1,956 -27,482 G05 109.5 A3 NonModHist Min -33 -7 -2 -147 -1,750 -26,740 G05 0 A4 NonModHist Max 37 7 3 113 2,132 26,588 G05 109.5 A4 NonModHist Max 37 7 3 113 1,867 25,984 G05 0 A4 NonModHist Min -53 -8 -2 -127 -2,531 -25,962 G05 109.5 A4 NonModHist Min -53 -8 -2 -127 -2,338 -25,380 G05 0 A5 NonModHist Max 41 8 3 160 2,459 30,541 G05 109.5 A5 NonModHist Max 41 8 3 160 2,307 29,711 G05 0 A5 NonModHist Min -40 -8 -3 -143 -2,413 -30,879 G05 109.5 A5 NonModHist Min -40 -8 -3 -143 -2,213 -30,068 G05 0 EQ Combination Max 43 8 3 157 2,474 28,243 G05 109.5 EQ Combination Max 43 8 3 157 2,258 27,500 G05 0 EQ Combination Min -43 -8 -3 -157 -2,474 -28,243 G05 109.5 EQ Combination Min -43 -8 -3 -157 -2,258 -27,500 G05 0 C07 Combination Max 43 18 3 158 2,471 72,137 G05 109.5 C07 Combination Max 43 23 3 158 2,253 70,042 G05 0 C07 Combination Min -43 2 -3 -156 -2,477 15,650 G05 109.5 C07 Combination Min -43 7 -3 -156 -2,262 15,041 Maximum Absolute for Case Al: 43 7 2 155 2,418 29,110 Maximum Absolute for Case A2: 40 8 3 196 2,064 27,158 Maximum Absolute for Case A3: 40 8 3 147 2,899 27,482 Maximum Absolute for Case A4: 53 8 3 127 2,531 26,588 Maximum Absolute for Case A5: 41 8 3 -160 2,459 30,879 Average of Maximum Absolutes for Cases Al - A5: 43 8 3 157 2,474 28,243 Maximum Absolute for Case "EQ": 43 8 3 157 2,474 28,243 "DL": 0 10 0 1 2 17,518 "LL": 0 5 0 1. 6 26,375 DL+LL+EQ for Element and Case: GOS C07 43 23 3 159 2,482 72,137

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 13 of 28 Table I (Continued)

Case-07:Elemnent Forces - Frames'j >~P> <

Frame Station output Case Step 'P V2, V3 T M2, M3 Element in Case Type Type Kip Kip Kip Kip-in Kip.- in Kip-in G06 0 DL LinStatic 0 34 0 0 2 16,671 G06 101.5 DL LinStatic 0 39 0 0 2 12,937 G06 0 LL LinStatic 0 67 0 -1 -6 25,870 G06 101.5 LL LinStatic 0 67 0 -1 -4 19,059 G06 0 Al NonModHist Max 37 68 10 499 1,913 27,469 G06 101.5 Al NonModHist Max 37 68 10 499 1,070 20,530 G06 0 Al NonModHist Min 73 -11 -562 -2,170 -28,389 G06 101.5 Al NonModHist Min 73 -11 -562 -1,122 -21,011 G06 0 A2 NonModHist Max 34 61 10 487 1,910 24,044 G06 101.5 A2 NonModHist Max 34 61 10 487 1,086 18,066 G06 0 A2 NonModHist Min 68 -9 -461 -1,844 -26,319 G06 101.5 A2 NonModHist Min 68 -9 -461 -945 -19,426 G06 0 A3 NonModHist Max 34 65 14 672 2,564 25,734 G06 101.5 A3 NonModHist Max 34 65 14 672 1,202 19,097 G06 0 A3 NonModHist Min 67 -9 -445 -1,750 -26,740 G06 101.5 A3 NonModHist Min 67 -9 -445 -902 -20,046 G06 0 A4 NonModHist Max 32 66 10 507 1,867 25,984 G06 101.5 A4 NonModHist Max 32 66 10 507 917 19,311 G06 0 A4 NonModHist Min 64 -11 -575 -2,338 -25,380 G06 101.5 A4 NonModHist Min 64 -11 -575 -1,197 -18,937 G06 0 A5 NonModHist Max 34 77 12 598 2,307 29,711 G06 101.5 A5 NonModHist Max 34 77 12 598 1,298 21,931 G06 0 A5 NonModHist Min 77 -11 -539 -2,213 -30,068 G06 101.5 A5 NonModHist Min 77 -11 -539 -1,076 -22,226 G06 0 EQ Combination Max 37 70 12 579 2,258 27,500 G06 101.5 EQ Combination Max 37 70 12 579 1,181 20,404 G06 0 EQ Combination Min 70 -12 -579 -2,258 -27,500 G06 101.5 EQ Combination Min 70 -12 -579 -1,181 -20,404 G06 0 C07 Combination Max 37 172 12 577 2,253 70,042 G06 101.5 C07 Combination Max 37 176 12 577 1,179 52,400 G06 0 C07 Combination Min -37 31 -12 -581 -2,262 15,041 G06 101.5 C07 Combination Min -37 36 -12 -581 -1,183 11,591 Maximum Absolute for Case Al: 37 73 .11 562 2,170 28,389 Maximum Absolute for Case A2: 35 68 10 487 1,910 26,319 Maximum Absolute for Case A3: 34 67 14 672 2,564 26,740 Maximum Absolute for Case A4: 46 66 11 575 2,338 25,984 Maximum Absolute for Case A5: 35 77 12 598 2,307 30,068 Average of Maximum Absolutes for Cases Al- A5: 37 70 12 579 2,258 27,500 Maximum Absolute for Case "EQ": 37 70 12 579 2,258 27,500 "DL": 0 39 0 0 2 16,671 "LL": 0 67 0 1 6 25,870 DL+LL+EQ for Element and Case: G06 C07 37 176 12 581 12,266 170,042

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 14 of 28 Table I (Continued)

Cas~e-07:> Element Forces - Frames Frame I Station Output Case Step I P V2 I V3 TI M2 -I M3 Element in Case Type Type Kip Kip Kip Kip-in 'Kip-in' Kip-in G07 0 DL LinStatic 0 39 0 0 2 12,937 G07 138 DL LinStatic 0 45 0 0 3 7,108 G07 0 LL LinStatic 0 67 0 -1 -4 19,059 G07 138 LL LinStatic 0 67 0 -1 -1 9,798 G07 0 Al NonModHist Max 30 70 10 499 1,070 20,530 G07 138 Al NonModHist Max 30 70 10 499 575 10,885 G07 0 Al NonModHist Min 74 -11 -562 -1,122 -21,011 G07 138 Al NonModHist Min 74 -11 -562 -468 -10,781 G07 0 A2 NonModHist Max 27 61 10 487 1,086 18,066 G07 138 A2 NonModHist Max 27 61 10 487 505 9,777 G07 0 A2 NonModHist Min 69 -9 -461 -945 -19,426 G07 138 A2 NonModHist Min 69 -9 -461 -512 -10,025 G07 0 A3 NonModHist Max 27 66 13 672 1,202 19,097 G07 138 A3 NonModHist Max 27 66 13 672 507 9,935 G07 0 A3 NonModHist Min 68 -9 -445 -902 -20,046 G07 138 A3 NonModHist Min 68 -9 -445 -644 -10,684 G07 0 A4 NonModHist Max 26 67 10 507 917 19,311 G07 138 A4 NonModHist Max 26 67 10 507 511 10,244 G07 0 A4 NonModHist Min 66 -12 -575 -1,197 -18,937 G07 138 A4 NonModHist Min 66 -12 -575 -500 -9,931 G07 0 A5 NonModHist Max 27 78 12 598 1,298 21,931 G07 138 A5 NonModHist Max 27 78 12 598 676 11,184 G07 0 A5 NonModHist Min 79 -11 -539 -1,076 -22,226 G07 138 A5 NonModHist Min 79 -11 -539 -583 -11,351 G07 0 EQ Combination Max 30 71 11 579 1,181 20,404 G07 138 EQ Combination Max 30 71 11 579 584 10,638 G07 0 EQ Combination Min 71 -11 -579 -1,181 -20,404 G07 138 EQ Combination Min 71 -11 -579 -584 -10,638 G07 0 C07 Combination Max 30 178 11 577 1,179 52,400 G07 138 C07 Combination Max 30 184 11 577 586 27,544 G07 0 C07 Combination Min -30 35 -12 -581 -1,183 11,591 G07 138 C07 Combination Min -30 41 -12 -581 -581 6,268 Maximum Absolute for Case Al: 30 74 11 562 1,122 21,011 Maximum Absolute for Case A2: 29 69 10 487 1,086 19,426 Maximum Absolute for Case A3: 27 68 13 672 1,202 20,046 Maximum Absolute for Case A4: 37 67 12 575 1,197 19,311 Maximum Absolute for Case A5: 29 79 12 598 1,298 22,226 Average of Maximum Absolutes for Cases Al- A5: 30 71 11 579 1,181 20,404 Maximum Absolute for Case "EQ": 30 71 11 579 1,181 20,404

."DL": 0 45 0 0 3 12,937 "LL": 0 67 0 1 4 19,059 DL+LL+EQ for Element and Case: G07 C07 30 184 12 581 1,188 52,400

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 15 of 28 Table 1 (Continued)

C~ase-Ot:Element Forces - Fames Frame Station Output Case Step I P V2 V3 I iM2 I M3 Element in Case Type Type Kip Kip Kip Kip-in Kip-in Kip-in G08 0 DL LinStatic 0 45 0 0 3 7,108 G08 146 DL LinStatic 0 52 0 0 4 -1 G08 0 LL LinStatic 0 67 0 -1 -1 9,798 G08 146 LL LinStatic 0 67 0 -1 2 0 G08 0 Al NonModHist Max 22 71 9 499 575 10,885 G08 146 Al NonModHist Max 22 71 9 499 1,754 721 G08 0 Al NonModHist Min -20 -75 -9 -562 -468 -10,781 G08 146 Al NonModHist Min -20 -75 -9 -562 -1,617 -705 G08 0 A2 NonModHist Max 19 63 10 487 505 9,777 G08 146 A2 NonModHist Max 19 63 10 487 1,504 726 G08 0 A2 NonModHist Min -22 -69 -8 -461 -512 -10,025 G08 146 A2 NonModHist Min -22 -69 -8 -461 -1,664 -617 G08 0 A3 NonModHist Max 19 68 10 672 507 9,935 G08 146 A3 NonModHist Max 19 68 10 672 1,558 831 G08 0 A3 NonModHist Min -21 -70 -8 -445 -644 -10,684 G08 146 A3 NonModHist Min -21 -70 -8 -445 -2,158 -670 G08 0 A4 NonModHist Max 21 68 8 507 511 10,244 G08 146 A4 NonModHist Max 21 68 8 507 1,855 800 G08 0 A4 NonModHist Min -27 -68 -10 -575 -500 -9,931 G08 146 A4 NonModHist Min -27 -68 -10 -575 -1,570 -789 G08 0 A5 NonModHist Max 20 79 11 598 676 11,184 G08 146 A5 NonModHist Max 20 79 11 598 1,737 818 G08 0 A5 NonModHist Min -22 -79 -9 -539 -583 -11,351 G08 146 A5 NonModHist Min -22 -79 -9 -539 -1,894 -746 G08 0 EQ Combination Max 23 72 10 579 584 10,638 G08 .146 EQ Combination Max 23 72 10 579 1,865 779 G08 0 EQ Combination Min -23, -72 -10 -579 -584 -10,638 G08 146 EQ Combination Min -23 -72 -10 -579 -1,865 -779 G08 0 C07 Combination Max 23 185 10 577 586 27,544 G08 146 C07 Combination Max 23 191 10 577 1,872 778 GOB 0 C07 Combination Min -23 40 -10 -581 -581 6,268 G08 146 C07 Combination Min -23 47 -10 -581 -1,859 -781 Maximum Absolute for Case Al: 22 75 9 562 1,754 10,885 Maximum Absolute for Case A2: 22 69 10 487 1,664 10,025 Maximum Absolute for Case A3: 21 70 10 672 2,158 10,684 Maximum Absolute for Case A4: 27 68 10 575 1,855 10,244 Maximum Absolute for Case A5: 22 79 11 598 1,894 11,351 Average of Maximum Absolutes for Cases Al- A5: 23 72 10 579 1,865 10,638 Maximum Absolute for Case "EQ": 23 72 10 579 1,865 10,638 "DL": 0 52 0 0 4 7,108 "LL": 0 67 0 1 2 9,798 DL+LL+EQ for Element and Case: G08 C07 23 191 10 581 1,872 27,544

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 16 of 28 Plots of the moment, shear, torsion, and axial forces for the bridge drive girder are shown in Figures 4 through 13 for the mid-span, quarter-span, and end-span trolley locations.

80,000 50 ,000 70,000 60,000

-oo _EQ W,

A

---

DL+LL

-* -LL DL+LL+EQ 5 0,000 01 40,000 20,000 _______

0

-10,000 0 100 200 300 400 500 600 700 800 900 1000 Distance Along Girder (in)

Figure 4 Bridge Drive Girder Strong Axis Bending Moment, M3 Trolley Located at Mid-Span

Serial No.08-021 1A License Amendment Request 239, Supplement 1 Attachment Page 17 of 28 60,000

---

DL 50,000 +/-

A EQ 40,000 ] 8 DL+LL+EQ W DL+LL-EQ

.j 30,000 E 20,000 10,000

-10,000 0 100 200 300 400 500 600 700 800 900 1000 Distance Along Girder (in)

Figure 5 Bridge Drive Girder Strong Axis Bending Moment, M3 Trolley Located at Quarter-Span

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 18 of 28 25,000 20,000 15,000 10,000 5,000 0

-5,000 0 100 200 300 400 500 600 700 800 900 1000 Distance Along Girder (in)

Figure 6 Bridge Drive Girder Strong Axis Bending Moment, M3 Trolley Located at End-Span

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 19 of 28 250 200 150 100 150

-00 00 1 2 3 4 0 Distance Alon- Girder (in)

Figure 7 Bridge Drive Girder Vertical Shear, V2 Trolley Located at Mid-Span

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 20 of 28 300 250 -- DL 0-*- LL r 200 AEQ

- DL+LL+EQ 150 -*-- DL+LL-EQ 01o ______,

-150 ___ __

-100 _ _ _ _

-150 0 200 400 600 800 1000 Distance Along Girder (in)

Figure 8 Bridge Drive Girder Vertical Shear, V2 Trolley Located at Quarter-Span

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 21 of 28 150 -_I 100

• LL A-k EQ 8 DL+LL+EQ

)K DL+LL-EQ '---- "- '

50

-50

-100 0 200 400 600 800 1000 Distance Along Girder (in)

Figure 9 Bridge Drive Girder Vertical Shear, V2 Trolley Located at End-Span

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 22 of 28 3,000 2,500 2,000 1,500 2 1,000 500 0

0 100 200 300 400 500 600 700 800 900 1000 Distance Along Girder (in)

Figure 10 Bridge Drive Girder Weak Axis Moment, M2 Average Absolute Values - Seismic Loading Only

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 23 of 28 14 12 10 84 2

0 0 100 200 300 400 500 600 700 800 900 1000 Distance Along Girder (in)

Figure 11 Bridge Drive Girder Weak Axis Shear, V3 Average Absolute Values - Seismic Loading Only

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 24 of 28 700 600 500 400 L 300 200 100 0

0 100 200 300 400 500 600 700 800 900 1000 Distance Along Girder (in)

Figure 12 Bridge Drive Girder Torsion, T Average Absolute Values - Seismic Loading Only

Serial No. 08-0211A License Amendment Request 239, Supplement 1 Attachment Page 25 of 28 90 80 70 60 50 10 30 20 10 0

0 100 200 300 400 500 600 700 800 900 1000 Distance Along Girder (in)

Figure 13 Bridge Drive Axial Force, P Average Absolute Values - Seismic Loading Only

Serial No. 08-0211 A License Amendment Request 239, Supplement 1 Attachment Page 26 of 28 1.5 Correction of SAP 2000 Software Error While performing our review of the seismic analysis, DEK discovered an error in the SAP 2000 computer program being used to perform the nonlinear analysis for the KPS Auxiliary Building crane. This error in SAP 2000 was confirmed by the software vendor, Computer and Structures, Inc. Resolution of this error contributed to the delay in submitting this supplement to LAR 239. The software error affected the Support Element that was originally being used to model the nonlinear behavior of the bridge girder drive wheels. The model showed that the internal shear force in the Support element was equal to the rolling resistance of the bridge girder drive wheels, which is correct. However, when SAP 2000 converted the internal Support Element shear force into a reaction force, the reaction force.did not equal the internal shear in the Support Element, which is incorrect. No other output parameters were affected by this error.

This problem was resolved by using a zero length Link Element for the bridge girder drive wheels. It has been confirmed that use of a zero length Link Element produces correct reaction forces. It has also been confirmed that other output parameters remain consistent with the output obtained from the Support Element.

2.0 Push Testing Separate push tests were performed on the bridge and trolley of the crane to verify that the bridge and trolley drive wheels will roll through their brakes if sufficient force is applied and to verify that the brake force assumed in the calculation was conservative.

The force required to roll the crane trolley or bridge drive wheels through their respective brakes was measured by applying an external force on the bridge and trolley until they moved. The external force was applied by use of hydraulic rams. The rams were placed between the bridge/trolley end trucks and the associated stops for each of the respective tests.

The hydraulic pressure on the rams was recorded at the point when the bridge or trolley began to move. The recorded pressure was then converted to units of force by multiplying the indicated pressure by the surface area of the ram cylinder. Rotation of the bridge drive motor was used as indication of bridge movement to ensure that gear lash in the drive train was accounted for and did not cause a false low reading. Tests were performed for each component until three repeatable measurements were obtained within the uncertainty inherent in reading the test gauges.

The crane bridge and trolley were both noted to roll through their brakes, not slide on the rails, at the forces shown in Table 2. The uncertainty of the measurement was determined as the sum of the accuracy of the gauge and the readability of the gauge.

The published accuracy of the gauge is 1% of full scale. A zero-to-1 0,000-psi gauge was used; thus, the accuracy of the gauge is 100 psi. The scale on the gauge is displayed in 100-psi increments, and readability uncertainty is one-half of an increment,2 or 50 psi. Therefore, total uncertainty in each gauge reading is 150 psi. Using 2.24 in

Serial No. 08-0211 A License Amendment Request 239, Supplement 1 Attachment Page 27 of 28 as the effective area of the hydraulic cylinder and calculating force, the uncertainty in the force readings is 336 lbf. The push test for the trolley used one pump unit and gauge supplying two rams. The test for the bridge used two pump units and gauges, each supplying one ram for each end truck.

Table 2 Drive Wheel Brake Force Measured Measured Brake Brake Force Component Brake Force Force plus Assumed in (Ibf) Uncertainty (Ibf) Analysis (Ibf)

Bridge 10,752 11,424 16,000 Trolley 3,584 3,920 8,000 To ensure that the calculation assumption on brake force remains valid after future modifications or major maintenance, DEK will perform the push test after any work resulting in a rebuild of the crane brakes. A rebuild of the brakes is defined as any work that could result in an increase in the brake force, such as a replacement of the springs or brake shoes. This requirement will be added to the crane maintenance procedures.

A rebuild or replacement of the drive wheel brakes is not expected during the service life of the crane.

3.0 Third-Party Review of Nonlinear Seismic Methodology A third-party review of the nonlinear seismic methodology was performed by Dr. Robert P. Kennedy of RPK Structural Mechanics Consulting. Dr. Kennedy reviewed the input time histories, the methodology used to model the nonlinear behavior of the drive wheels, the overall dynamic model (including the pendulum behavior of the spent fuel cask hanging from the crane), the methodology used to perform the nonlinear analysis, and the methods used to determine the maximum forces/moments on the crane structure, and the loads transmitted to the building. Dr. Kennedy concluded the results of the analysis are appropriate for their intended use for the structural evaluation of the crane and for reactions to be applied to the Auxiliary Building. The results of the third-party review are provided in Enclosure 2.

4.0 Summary and Conclusions DEK has performed a nonlinear seismic time history analysis of the Auxiliary Building crane in accordance with the KPS design basis earthquake using the methods described in this document and in Reference 1. The nonlinearity is confined to the maximum rolling resistance that can be developed in the bridge and *trolley drive wheels. The input values used to model the rolling resistance of the drive wheels were confirmed by push testing to be bounding and conservative. The resisting forces calculated from the push testing were increased by a factor of 1.4 (16,000/11,424) for

Serial No. 08-0211 A License Amendment Request 239, Supplement 1 Attachment Page 28 of 28 the bridge drive wheels and 2.0 (8,000/3,920) for the trolley drive wheels in order to provide additional margin in the analysis.

The structural components of the bridge and trolley remain in the elastic range.

Sensitivity studies were performed to demonstrate that the solution is not sensitive to variations in the key input parameters of the SAP 2000 Link/Support Elements used to model the nonlinear behavior of the drive wheels. The level of damping used in the analysis complies with the stated value in Appendix B of the Kewaunee USAR of 2 percent for steel structures. With the exception of the nonlinear behavior of the drive/trolley wheels and the damping, the modeling of the crane is in conformance with the requirements contained in ASME NOG-1-2004.

Five sets of seismic input time histories were developed in accordance with the guidance contained in SRP 3.7.1 Option II. In accordance with the recommendations contained in ASCE 43-05, the average of the absolute maximum value obtained from each time history analysis case was used for combination with other load cases for member stress checks. Member stress limits for the bridge will be in compliance with the limits set forth in the Kewaunee USAR for steel structures. An independent peer review of the seismic analysis methodology has been completed and is attached in Enclosure 2. The peer review is also summarized in Section 3.0 above.

In summary, DEK has used a nonlinear analysis method to model the response of the Kewaunee Power Station Auxiliary Building crane to a design basis earthquake event.

The nonlinear analysis method complies with the applicable American Society of Civil Engineers (ASCE) standards for such analyses; the analysis inputs and assumptions were conservatively chosen; studies were performed to ascertain the sensitivity of the inputs to variation; and the results are reasonable compared to the inputs. Therefore, the nonlinear methodology is acceptable for use in this application as a means to provide reasonable assurance that, during and after a design basis earthquake at Kewaunee Power Station, the Auxiliary Building crane will retain its integrity, and the trolley and bridge will not leave their respective rails.

5.0 References

1. Letter from Gerald T. Bischof (DEK) to NRC Document Control Desk, "License Amendment Request 239 - Request for Review and Approval of Seismic Analysis Methodology for Auxiliary Building Crane," dated July 7, 2008.

2. Wilson, E. L., "An Efficient Computational Method for the Base Isolation and Energy Dissipation Analysis of Structural Systems," ATC17-1, Proceedings of the Seminar on Seismic Isolation, Passive Energy Dissipation, and Active Control, Applied Technology Council, Redwood City, CA, 1993.