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Response to Request for Additional Information for License Amendment Request for Contingent Installation of Temporary Fuel Storage Rack in Spent Fuel Pool
	ML062560369
Person / Time
Site:	Monticello
Issue date:	09/07/2006
From:	Conway J; Nuclear Management Co
To:	; Document Control Desk, Office of Nuclear Reactor Regulation
References
	L-MT-06-058, TAC MD0302
	Download: ML062560369 (170)
	v • d • e

Monticello Nuclear Generating Plant Operated by Nuclear Management Company, LLC September 7, 2006 L-MT-06-058 10 CFR 50.90 U.S. Nuclear Regulatory Commission ATTN: Document Control Desk Washington, DC 20555 Monticello Nuclear Generating Plant Docket 50-263 License No. DPR-22 Response to Request for Additional Information for a License Amendment Request for Contingent Installation of a Temporary Fuel Storage Rack in the Spent Fuel Pool (TAC No. MD0302)

References:

1) NMC letter to U.S. NRC, License Amendment Request for Contingent Installation of a Temporary Spent Fuel Storage Rack, (L-MT-06-013), dated March 7, 2006.

2) NMC letter to U.S. NRC, Supplement to a License Amendment Request for Contingent Installation of a Temporary Fuel Storage Rack in the Spent Fuel Pool (TAC No. MD0302), (L-MT-06-044),

dated May 30, 2006.

On March 7, 2006, the Nuclear Management Company, LLC (NMC) submitted a license amendment request for the Monticello Nuclear Generating Plant (MNGP) (Reference 1) to revise the licensing basis to allow temporary installation of a Programmed and Remote (PaR) Systems Corporation 8x8 (64 cell) high-density fuel storage rack in the spent fuel pool (SFP) to maintain full core off-load (FCOL) capability. On May 30, 2006, the NMC submitted the associated criticality evaluation and supporting analyses (Reference 2) as a supplement to the license amendment request.

On June 9 and July 6, 2006, the U.S. Nuclear Regulatory Commission (NRC) requested additional structural information following the Standard Review Plan Section 3.8.4, Appendix D, format during teleconferences with the NMC. Enclosure 1 provides the requested PaR fuel storage rack module structural design related information in the accordance with Appendix D. Enclosure 2 provides copies of several figures and drawings referred to within Enclosure 1.

2807 West County Road 75

Monticello, Minnesota 55362-9637 Telephone: 763.295.5151

Fax: 763.295.1454

USNRC Page 2 On April 26, 2006, the NRC provided three requests for additional information (RAI) related to the thermal-hydraulic and criticality aspects of the March 7, 2006, license amendment request. The May 30,2006, license amendment request supplement answered two of the three RAls. The response to the remaining RAI is provided in . provides a non-proprietary copy of sections of the PaR Report on the high-density fuel storage rack module design that have not been previously submitted.

This letter makes no new commitments or changes to any other existing commitments.

I declare under penalty of perjury that the foregoing is true and correct.

Executed on September 7 ,2006.

3dhn T. Conway Site Vice President, Monticello Nuclear Generating Plant Nuclear Management Company, LLC

Enclosures:

(4) cc: Administrator, Region Ill, USNRC Project Manager, Monticello, USNRC Resident Inspector, Monticello, USNRC Minnesota Department of Commerce

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE 1.0

SUMMARY

On March 7, 2006, the Nuclear Management Company, LLC (NMC) submitted a license amendment request (LAR) (Reference 1) to revise the Monticello Nuclear Generating Plant (MNGP) licensing basis to allow temporary installation of a Programmed and Remote (PaR) Systems Corporation 8x8 (64 cell) high-density fuel storage rack module in the spent fuel pool to maintain full core off-load capability. On May 30, 2006, the NMC submitted the associated criticality evaluation and supporting analyses (Reference 2) for the temporary PaR fuel storage rack module.

On June 9 and July 6, 2006, the U.S. Nuclear Regulatory Commission (NRC) requested additional information in accordance with the guidance of Standard Review Plan (SRP) Section 3.8.4, Appendix D, Technical Position on Spent Fuel Pool Racks, (Reference 3) format during teleconferences with the NMC.

SRP [Standard Review Plan] Section 3.8.4, Appendix D, identifies the information that the NRC staff reviews with respect to the structural integrity of a spent fuel rack. He [the NRC reviewer] suggests that you provide information specific to the rack in line with the guidance there.

This RAI response provides the requested structural information and associated PaR and NMC documents. The MNGP was designed and constructed prior to issuance of the SRP, and consequently not designed to meet the SRP guidance.

To facilitate staff review, however, applicable structural design information is provided following the SRP, Appendix D format.

2.0 BACKGROUND

The temporary 8x8 PaR fuel storage rack module to be used at the MNGP (if required) was originally slated to be installed in the Duane Arnold Energy Center (DAEC) spent fuel pool. This fuel storage rack module was not installed and has been made available to the NMC, to be installed if necessary, in the MNGP spent fuel pool (SFP) in the event a full core off-load (FCOL) becomes necessary prior to operation of the MNGP Independent Spent Fuel Storage Installation (ISFSI).

3.0 REVIEW USING SRP SECTION 3.8.4, APPENDIX D The PaR Systems Corporation developed a Fuel Storage System Design Report, (Reference 4) (contained on compact disc as Enclosure 4), hereafter referred to as the PaR Report, covering various design topics for the high-density spent fuel storage rack module sizes procured by DAEC. This report is applicable to the temporary 8x8 PaR fuel storage rack module to be installed at the MNGP (if required in the event of a FCOL). A copy of portions of this PaR Report have been provided to the NMC for application at the MNGP.

Page 1 of 11

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE provides copies of several figures and drawings that are referred to within this enclosure. Enclosure 4 provides a listing of the applicable sections of the PaR Report. It identifies the PaR Report sections submitted in the March 7, 2006, LAR; those submitted in the May 30, 2006, supplement; and those sections provided in this submittal.

SRP Section 3.8.4, Appendix D provides the current requirements and criteria for the NRC review of SFP fuel racks and associated structures. To facilitate NRC staff review, structural design information is summarized below. Specific references to the PaR Report are provided throughout this response describing how SRP Section 3.8.4, Appendix D, criteria are met.

(1) Description of the Spent Fuel Pool and Racks (a) Support of the Spent Fuel Racks The temporary PaR 8 x 8 high-density fuel storage rack is constructed of bolted anodized aluminum with a Boral neutron absorber in an aluminum matrix core clad with 1100 series aluminum at alternating cell locations. The high-density spent fuel storage rack module was manufactured by the PaR Systems Corporation. The module consists of an 8 by 8 array of tubes. The absorber material is sealed within two concentric square aluminum tubes. The rack is approximately 4.5 feet-square by 14 feet high.

Nominal fuel element center-to-center spacing is 6.625 inches. A more detailed description of the PaR fuel storage rack modules is provided in Section 3.2, Rack Description, of the PaR Report (pages 3.0-2 and 3.0-3).

Note: The PaR Report includes the following fuel storage rack module sizes: 8x8, 8x10, 8x11, 10x11, and 11x11 (see PaR Report, Section 3.1, General, page 3.0-1).

The 8x8 fuel storage rack module to be installed at MNGP, and the other module sizes, are a free standing design, constrained by friction only, and are designed to be unrestrained by additional seismic supports in the pool. (PaR Report, Installation Description, page 3.0-3.)

The maximum fuel storage rack module displacement was determined to be 1.05 inch (PaR Report, Section 5.4, Dynamic Time History Analysis of Spent Fuel Racks, page 5.4-14). The analysis to determine the maximum displacement was performed as described in Section 5.4 of the PaR report for a single 8x11 fuel Page 2 of 11

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE storage rack module for DAEC. (See PaR Report, Section 5.4, page 5.4-5.) This configuration bounds the potential lifting and sliding of all the fuel storage rack module sizes discussed in the PaR report, including the 8x8 fuel storage rack module to be utilized, if required, at the MNGP.

The temporary 8x8 fuel storage rack module (if installed) will be placed on the cask pad in the SFP at the MNGP. Based on the maximum displacement analysis discussed previously, with the maximum displacement of 1.05 inches, there will not be any interface concerns between the temporary 8x8 fuel storage rack module and the existing spent fuel storage rack modules or the pool walls due to the immediate spacing, which will be greater than 6 inches.

There is no impact on the spent fuel pool liner since the temporary PaR 8X8 fuel storage rack module installation will be on the cask pad and will be located a distance greater than the maximum displacement of 1.05 inches from the cask pad edge to assure the fuel storage rack module will remain on the cask pad. The location of the fuel storage rack module will be procedurally controlled during installation to ensure it is correctly located on the cask pad.

A description of interfaces between the 8x8 fuel storage rack module and the cask pad is provided in Section (3) of this enclosure.

The location of the temporary 8x8 PaR fuel storage rack module in relation to the existing fuel storage rack modules in the SFP is shown on the mark-up of MNGP Drawing No. NX-7865-15-36, entitled High Density Fuel Storage System Installation Arrangement, and is provided in Enclosure 2.

(b) Fuel Handling The fuel handling drop accidents are not changed due to the addition of the temporary 8x8 PaR fuel storage rack module in the fuel pool. Section (4) of this enclosure discusses the evaluation of a fuel assembly drop on the PaR fuel storage rack module designs.

(2) Applicable Codes, Standards, and Specifications The PaR fuel storage rack module is constructed from aluminum materials (except as indicated in the table below). The materials used for the PaR fuel storage rack modules construction are compatible with the SFP environment (i.e., negligible corrosion impact). Section 5.0.2 of the PaR Page 3 of 11

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE report, Material Properties, (page 5.0-3) lists the following fuel storage rack module components and their respective material or material alloy.

Top and Bottom Casting A356-T51 Side Panels 6061-T6 Angle Connectors 6061-T6 Cavity Weldment 5052-H32 Bolts 2024-T4 Rivets 5052 Body ABS Plastic Cycolac Grade T Bearing Plate on Foot 304 Stainless Tread Foot 6061-T6 Allowable stresses were based on the Specification for Aluminum Structures - Aluminum Construction Manual (PaR Report Table 5.5.4-1, Normal Limits of Stress, page 5.5-20).

(3) Seismic and Impact Loads A Safe Shutdown Earthquake (SSE) time history was generated for the dynamic time history analysis of the fuel storage rack modules. The response spectrum for this generated time history and the DAEC response spectrum for the horizontal and vertical directions were plotted on Figures A and B in the PaR Report (Section 5.4, Dynamic Time History Analysis of Spent Fuel Racks, pages 5.4-8 and 5.4-9 respectively). The response spectra for the MNGP spent fuel pool has been overlaid on these two figures and the figures renamed as Figures AA and BB in Enclosure 2. The time history response spectrum that was used in the PaR analysis was plotted at a 6 percent damping value. The response spectrum for the MNGP was performed and is plotted at a 5 percent damping value. As shown on Figures AA and BB (provided in Enclosure 2) the 6 percent damping response spectra used in the analysis envelopes the MNGP 5 percent response spectra in the frequencies of interest. If a 6 percent damping curve was available it would lower the acceleration values, therefore, using a 5 percent damping curve for comparison is conservative. The MNGP response spectrum curves for the spent fuel pool were generated consistent with the guidance of Regulatory Guide 1.60, Design Response Spectra for Seismic Design of Nuclear Power Plants.

As shown in Figures AA and BB in Enclosure 2, the time history response spectrum used in the PaR analysis bounds the MNGP response spectrum in the frequency range of interest (i.e., the frequency range of the 8x8 fuel storage rack module). The first natural horizontal frequency of the fuel storage rack module analyzed by PaR was 8 hz (0.125 second period)

Page 4 of 11

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE (see PaR Report, Section 5.3, Model Description, Formulation and Assumptions for the Seismic Analysis of BWR Spent Fuel Racks, page 5.3-4). As shown on the plot, at this frequency of interest, the MNGP response spectrum is well below the time history response spectrum used in the PaR analysis. The first natural vertical frequency of the fuel storage rack module analyzed by PaR was 14 hz (0.07 second period) (see PaR Report, Section 5.3, page 5.3-4). Also, as shown on the plot, at this frequency of interest, the MNGP response spectrum is well below the time history response spectrum used in the PaR analysis. Accordingly, it is concluded that the seismic evaluations in the PaR Report are bounding for the MNGP. Therefore, the PaR 8x8 fuel storage rack module will withstand the MNGP SSE loads.

Consistent with Regulatory Guide 1.92, Combining Modal Responses and Spatial Components in Seismic Response Analysis, the seismic responses are combined by the square root sum of the squares (SRSS) for the three orthogonal directions.

The SRSS is:

SRSS = [(XZ)2 + (YZ)2 ]1/2 The following assumptions were made relative to rack submergence in the SFP. It was assumed that all water entrapped within the fuel storage rack module envelope was included in the horizontal mass of the model. No sloshing effects were included due to the pool water moving with the pool walls due to the elevation of the rack modules. No increase in effective mass was used because the damping forces generated in the pumping of the confined water from the wall rack module gap is much greater than that added by external water mass effects. (See PaR Report, Section 5.3, page 5.3-6).

The PaR fuel storage rack modules discussed in the report are designed for Boiling Water Reactor (BWR) fuel assemblies. BWR fuel assemblies have a standard cross-sectional dimension, and hence the fuel assemblies modeled are consistent with those to be stored. The fuel assemblies were modeled as loose elements, free to impact on the fuel storage rack module structure through gap elements on both sides of the fuel assembly with a nominal initial clearance (gap) of 3/8 inch each side when inserted in the storage cavity. This gap is applicable to the MNGP due to the standard sizing of the BWR fuel assembly design. This approach conservatively assumed that all fuel assemblies impacted at the same time. It was also assumed that all fuel bundles were channeled (i.e.,

a fuel assembly) to result in the largest impact load to the fuel storage rack Page 5 of 11

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE module structure (PaR Report, Section 4.3, Seismic Model Description, Formulation and Assumptions, page 4.0-3a).

The dynamic analysis included interaction between the fuel assembly and the storage cavity with the use of gap elements. Interface elements allowed the fuel storage rack module to slide and/or rock (PaR Report, Section 5.4, page 5.4-5).

(4) Loads and Load combinations The results of a dropped fuel bundle analysis and a verification test confirming the accuracy of the results are discussed in the following Sections of the PaR report.

Section 5.6 - Equivalent Static Loads for Fuel Impact Conditions

Section 5.7 - Dropped Fuel Bundle Analysis

Section 6.3 - Simulated Dropped Fuel Bundle Test Three fuel drop conditions were evaluated: (See PaR Report, Section 5.6, Equivalent Static Loads for Fuel Impact Conditions; page 5.6-3.)

1. 18 inch fuel drop on the corner of the top grid castings

2. 18 inch drop in the middle of the top casting

3. A fuel drop the full length of the storage cavity in the fuel storage rack module impacting on the bottom grid.

The buoyant weight used for the fuel bundle in the PaR analysis was 670 lbs which corresponds to a dry weight of 745 lbs (PaR Report, Appendix A.1, Beam Section Properties, Module Dead Weight Estimate and Seismic Mass Input, page A.1-25). The maximum dry weight of a fuel assembly in the MNGP inventory is approximately 675 lbs which results in a buoyant weight slightly less than that used in the PaR evaluation.

A finite element model of a fuel storage rack module was used for the analysis of the three drop conditions (see PaR Report, Section 5.7, Dropped Fuel Bundle Analysis; page 5.7-1). The analysis showed that, except for localized stresses, the computed stresses were less than the allowable stresses. The analysis showed that the fuel bundle drop caused localized effects, and some components directly beneath the load showed localized stress concentrations, but results in no overstress condition thereby ensuring structural integrity of the fuel storage rack module.

Page 6 of 11

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE A drop test was also performed which simulated an 18 inch drop on the top casting of the fuel storage rack module. The test results showed slight local deformation at the impact location. (See PaR Report, Section 6.3, Simulated Dropped Fuel Bundle Test, page 6.3-4).

The addition of the 8x8 fuel storage rack module to the MNGP SFP structure has negligible effect on the overall floor loading. The existing fully loaded MNGP fuel storage rack floor loading is 2.1 ksf. The addition of one fully loaded 8x8 fuel storage rack module will not result in a floor loading over the design capacity of 2.7 ksf. Additionally the approximately 10,000 lb temporary 8x8 fuel storage rack module will be located on the cask pad in the SFP which has been evaluated for a 200,400 lb cask load.

The pool slab load imparted from an 8x11 fuel storage rack module rocking action is an equivalent static load of 75,083 lb. (See PaR Report, Section 4.4, Dynamic Time History Analysis, pages 4.0-4 and 4.0-4a.)

The analysis results for the 8x11 fuel storage rack module bounds the 8x8 fuel storage rack module proposed for temporary installation at the MNGP due to the larger mass of the 8x11 fuel storage rack module. The 8x8 fuel storage rack module will be located on the cask pad in the MNGP SFP.

The allowable cask pad loading of 200,400 lb bounds the equivalent static impact load of 75,083 lbs that would be exerted by the PaR 8x11 fuel storage rack module (used in the analysis) if it were installed. The PaR 8x8 fuel storage rack module, to be installed at the MNGP in the event a FCOL is required, weights less than 8x11 fuel storage rack module and hence would have a smaller impact load. The location of the fuel storage rack module will be controlled during the installation process to ensure proper placement on the cask pad in the SFP.

Load combinations used in the module rack analysis are: (See PaR Report, Section 4.7, Dropped Fuel Bundle Analysis, page 4.0-9).

D+L D+L+E D + L + TO D + L + TO + E D + L + Ta + E D + L + DF D + L + Ta + E1 Page 7 of 11

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE Where, D = Dead load, buoyant rack weight L = Live load, buoyant fuel weight TO = Operating thermal loads Ta = Accident thermal loads E = OBE Seismic loads including impact of fuel and modules E1 = SSE Seismic loads including impact of fuel and modules DF = Dropped fuel bundle loads The thermal loads resulting from combined expansion of the racks are negligible for the free standing design. However, load combinations containing TO or Ta material yield strengths were taken at 212oF, which for the aluminum alloys used in the fuel storage rack modules amounts to a reduction in yield of 5 percent, (PaR Report, Section 4.7.1, Summary, page 4.0-8).

(5) Design and Analysis Procedures An ANSYS computer model was used for a time history analysis from which the horizontal and vertical forces were determined. These forces were then applied to a SAP IV finite element model to determine stresses.

Figure 3 in Section 5.3 of the PaR Report shows the mathematical model used for the single storage rack module time history analysis and Figure 4 shows the mathematical model for the double fuel storage rack module time history analysis (PaR Report Section 5.3, pages 5.3-11 and 5.3-12).

A 3/8 inch clearance (gap) between the fuel assembly and the can was assumed at nodes 1 and 2, and 3 and 4 (PaR Report Section 5.3, pages 5.3-4 and 5.3-5). This model conservatively assumes that all fuel assemblies move in phase and move together at all times. Each fuel storage rack module leg is modeled as spring that can maintain or break physical contact and slide to each other. A 6 percent structural damping was used for both models (PaR Report Section 5.3, page 5.3-5).

All water entrapped within the fuel storage rack modules envelope was included in the horizontal mass of the model (PaR Report Section 5.3, page 5.3-6). No sloshing effects were included due to the pool water moving with the pool walls at the elevation of the fuel storage rack modules. No increase in effective mass was used because damping forces generated in pumping the confined water from the wall - rack gap is much greater than added external water mass effects (PaR Report Section 5.3, page 5.3-6). No lateral restraint is provided by the SFP walls for the free standing fuel storage rack module design. Consequently, Page 8 of 11

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE there is no load interface between the fuel storage rack module and the SFP walls.

(6) Structural Acceptance Criteria The normal allowables are based on the Specification for Aluminum Structures - Aluminum Construction Manual, (PaR Report Section 5.5, pages 5.5-20 and 5.5-21). The acceptance criteria for the load combinations are (see PaR Report Section 2, page 2.0-2):

Load Combinations Factored Allowable D+L S D+L+E S D + L + TO 1.5S D + L + TO + E 1.5S D + L + Ta + E 1.6S D + L + DF 1.6S D + L + Ta + E1 2.0S*

Where, S = Normal allowable stresses D = Dead load, buoyant rack weight L = Live load, buoyant fuel weight TO = Operating thermal loads Ta = Accident thermal loads E = OBE Seismic loads including impact of fuel and modules E1 = SSE Seismic loads including impact of fuel and modules DF = Dropped fuel bundle loads

PaR Report, on page 5.5-17 the factored allowable is S 1.6.

All results are within allowable criteria identified above. Based on the seismic input discussed previously in Section (3), which bounds the MNGP seismic criteria, the results stated in Section 5.5 of the PaR Report are also bounding for an installation of the PaR 8x8 fuel storage rack module at the MNGP. The seismic models used in the PaR Report are for the PaR 8x11 and the 11x11 fuel storage rack module sizes which are conservative with respect to induced loads for the smaller, PaR 8x8 fuel storage rack module intended for use at the MNGP (if required).

The maximum fuel storage rack module displacement was determined to be 1.05 inch (PaR Report Section 5.4, page 5.4-14). This provides a factor of safety of 5.7 to the minimum clearance distance of 6 inch to the Page 9 of 11

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE nearest adjacent object in the SFP at MNGP. No significant rocking or liftoff was noted in the PaR evaluation (i.e., only pure rigid body sliding occurred). A low coefficient of friction of 0.2 was used for this evaluation which was based on testing of the PaR fuel storage rack modules.

Testing included dry and wet conditions with two surface finishes. The results generally varied from a coefficient of friction of 0.23 to 0.29 for all conditions. Because the measured values discussed in the PaR Report do not show the effects of long term contact stress and corrosion, they were considered conservative. To arrive at a value of 0.2 for the coefficient of friction, the minimum measured value was reduced by approximately 15 percent to account for measurement uncertainties (PaR Report, Section 6.1, page 6.1-6).

The MNGP SFP has been previously modified to increase the original analyzed capacity from 740 to 2237 fuel assemblies by the installation of 13 High Density Fuel Storage System (HDFSS) modules, which replaced most of the General Electric (GE) low-density fuel racks. An evaluation (see Reference 5) of the SFP structural capacity was performed for the additional loads resulting from the replacement of the existing low-density fuel racks with the HDFSS modules. The evaluation demonstrated that the existing SFP structure was capable of supporting the increased loadings. The evaluation used a 2.7 ksi load assuming the HDFSS fuel storage rack modules were installed over the entire MNGP SFP floor area, which envelopes the proposed installation of the PaR 8x8 fuel storage rack module on the reinforced cask pad area within the MNGP.

(7) Materials, Quality Control, and Special Construction Techniques The PaR 8x8 temporary fuel storage rack module is constructed from aluminum with material property values based on Aluminum Standards and Data, 1974-1975 published by the Aluminum Association (PaR Report, Section 5.0, page 5.0-3).

Existing MNGP procedures cover the handling of heavy loads, including the installation/removal of the temporary 8x8 PaR fuel storage rack module. These procedures provide controls for load handling, exclusion areas, equipment required, inspection and acceptance criteria before load movement, and steps / sequences to be followed during load movement, as well as defining safe load paths and special precautions. The design modification process identifies and prescribes any additional controls that are necessary for an installation.

Page 10 of 11

ENCLOSURE 1 STRUCTURAL RAI INFORMATION RESPONSE REFERENCES

1. NMC letter to U.S. NRC, License Amendment Request for Contingent Installation of a Temporary Spent Fuel Storage Rack, (L-MT-06-013), dated March 7, 2006.

2. NMC letter to U.S. NRC, Supplement to a License Amendment Request for Contingent Installation of a Temporary Fuel Storage Rack in the Spent Fuel Pool (TAC No. MD0302), (L-MT-06-044), dated May 30, 2006.

3. U.S. Nuclear Regulatory Commission, NUREG-0800, Standard Review Plan, Section 3.8.4, Other Seismic Category I Structures, Appendix D to SRP Section 3.8.4 Technical Position on Spent Fuel Pool Racks, Revision 1, dated July 1981.

4. Programmed and Remote Systems Corporation, Fuel Storage System Design Report, PaR Job 3091, Duane Arnold Energy Center Unit No. 1, Iowa Electric Light and Power Company, Cedar Rapids, Iowa, Contract No. 13764, Revision 3.

5. Bechtel Power Corporation, Monticello Nuclear Power Station Reactor Building Seismic Evaluation of Spent Fuel Pool Structure, Prepared for the General Electric Company, dated January 1977.

Page 11 of 11

ENCLOSURE 2 FIGURES / DRAWINGS REFERRED TO WITHIN ENCLOSURE 1 The following figures and drawing are enclosed.

FIGURE / DRAWING TITLE High Density Fuel Storage System Installation MNGP Drawing No.

Arrangement With PaR 8x8 Fuel Storage Rack Module EC 934-7865-15-36 Location Identified (on cask pad)

Artificial Horizontal Time History Response Spectrum At 6% Damping Compared to Iowa Spec. M-303 Figure AA Response Spectrum Overlaid With The Monticello Horizontal Time History Response Spectrum At 5%

Damping.

Artificial Vertical Time History Response Spectrum At 6% Damping Compared to Iowa Spec. M-303 Figure BB Response Spectrum Overlaid With The Monticello Vertical Time History Response Spectrum At 5%

Damping.

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ENCLOSURE 3 THERMAL / HYDRAULIC RAI RESPONSE 1.0

SUMMARY

On March 7, 2006, the Nuclear Management Company, LLC (NMC) submitted a license amendment request (LAR) (Reference 1) to revise the Monticello Nuclear Generating Plant (MNGP) licensing basis to allow temporary installation of a Programmed and Remote (PaR) Systems Corporation 8x8 (64 cell) high-density fuel storage rack module in the spent fuel pool to maintain full core off-load capability. On May 30, 2006, the NMC submitted the associated criticality evaluation and supporting analyses (Reference 2) for the temporary PaR fuel storage rack module.

The U.S. Nuclear Regulatory Commission (NRC) provided three requests for additional (RAI) information in a teleconference with the NMC on April 26, 2006.

Two of the three RAIs were answered in Reference 2. The remaining RAI is restated below.( 1 )

(2) Please compare in table form, with an attendant discussion, the current SFP licensing basis analysis to the supporting analysis of the SFP with the installation of the additional 8X8 high-density spent fuel storage rack.

The information should include, but not be limited to, number of fuel assemblies and their distribution, the distribution of heat load, type of calculation, method of calculation of peak and average values, bulk temperature, clad temperature, Boral temperature, time-to-boiling, etc.

The response to this RAI is provided within the remainder of this enclosure.

2.0 CALCULATIONAL METHODS A summary description of the Spent Fuel Pool Cooling and Demineralizer System consists and heat loads is provided Section A below. Section B discusses the calculational methods and results.

A. Spent Fuel Pool Cooling and Demineralizer System Description The Spent Fuel Pool Cooling and Demineralizer System consists of two circulating pumps (450 gpm each), two heat exchangers, two filter/demineralizers, piping, valves and the associated instrumentation.

The system is designed to maintain a maximum SFP temperature less than 140°F. The pumps take suction from the skimmer surge tank which receives water from the top of the SFP. Water is continuously circulated 1 Table 2 at the end of this enclosure lists the three April 26, 2006, RAIs and their disposition. On August 24, 2006, additional draft thermal-hydraulic RAIs were received and are in review. Answers to these requests will be provided at a later date.

Page 1 of 8

ENCLOSURE 3 THERMAL / HYDRAULIC RAI RESPONSE to the heat exchangers and filter/demineralizers before discharging the water through diffusers at the bottom of the SFP.

The removal of heat for an emergency heat load can be accomplished by the use of either the Spent Fuel Pool Cooling and Demineralizer System, or the Residual Heat Removal System. During refueling outages, full core offloads are allowed because heat loads are explicitly calculated and compared to cooling capabilities prior to any fuel movement that would increase the SFP heat load.

Currently, the maximum normal heat load is calculated to be 5.6x106 Btu/hour at 96 hours0.00111 days 0.0267 hours 1.587302e-4 weeks 3.6528e-5 months after shutdown. The current emergency heat load is calculated as 20.0x106 Btu/hour assuming a full core discharge 30 days after a return to power operations from a refueling outage and is completed within 150 hours0.00174 days 0.0417 hours 2.480159e-4 weeks 5.7075e-5 months after shutdown.

If SFP cooling capability is lost the time to achieve bulk pool boiling is greater than 10.3 hours3.472222e-5 days 8.333333e-4 hours 4.960317e-6 weeks 1.1415e-6 months , providing sufficient time to establish the required makeup rate of 43 gpm (the maximum evaporation rate after bulk boiling commences).

B. Calculation Methods / Distribution of Heat Load The calculations used to determine the decay heat used in the evaluation were based on the criteria in ANSI/ANS-5.1-1994, Decay Heat Power in Light Water Reactors, (Reference 3) applying a one-sided 95 percent confidence level and an assumed power level of 1880 MWt. The fuel assembly batch power fractions assumed were based on the actual MNGP fuel bundle assembly cycle loading plans. Decay heat due to activation of fuel bundle structural components was included in the analysis in accordance with General Electric Services Information Letter 636, Additional Terms Included in Reactor Decay Heat Calculations, (Reference 4).

Other key parameters included in the calculation were the incorporation of a nominal operating cycle length of 24 months and a maximum river water temperature of 90°F.

Installation of the proposed temporary PaR 8x8 fuel storage rack module results in the addition of an additional 64 spent fuel storage locations (cells) that would be filled in the event of an emergency full core offload (resulting in a total of 2,301 locations). Conservatively, a total of 2,358 spent fuel storage locations (cells) were assumed filled upon completion of the full core offload scenario, which is greater than the pool capacity following installation of the temporary PaR 8x8 fuel storage rack module.

Page 2 of 8

ENCLOSURE 3 THERMAL / HYDRAULIC RAI RESPONSE The results of the calculations (with the above considerations) to enable the installation of the proposed temporary PaR 8x8 fuel storage rack module resulted in the following:

Maximum Normal Heat Load

7.3x106 Btu/hour at 96 hours0.00111 days 0.0267 hours 1.587302e-4 weeks 3.6528e-5 months after shutdown

5.6x106 Btu/hour at 216 hours0.0025 days 0.06 hours 3.571429e-4 weeks 8.2188e-5 months from shutdown Emergency Heat Load

24.7x106 Btu/hour The SFP heat loads are explicitly calculated and compared to the fuel pool cooling capabilities prior to any fuel movement. This ensures that the actual SFP heat load remains within the fuel pool cooling capability by delaying, if necessary, a FCOL until the SFP cooling capacity is sufficient to remove the decay heat (consistent with current NRC guidance). With respect to pool boiling, the effect of the additional heat load can be conservatively approximated by multiplying the current time to boiling of 10.3 hours3.472222e-5 days 8.333333e-4 hours 4.960317e-6 weeks 1.1415e-6 months times the heat load ratio. This results in a revised minimum time to boiling of approximately 8.3 hours3.472222e-5 days 8.333333e-4 hours 4.960317e-6 weeks 1.1415e-6 months . A time period of 8.3 hours3.472222e-5 days 8.333333e-4 hours 4.960317e-6 weeks 1.1415e-6 months provides more than sufficient time to establish the required makeup rate.

Page 3 of 8

ENCLOSURE 3 THERMAL / HYDRAULIC RAI RESPONSE Table 1 - Current Versus Proposed LAR Bases and Results Current LAR Current Normal LAR Normal Bases/Results Emergency Emergency Heat Load Heat Load Heat Load Heat Load Bases Methodology ANSI/ANS 5.1- ANSI/ANS 5.1- ANSI/ANS ANSI/ANS 5.1-1994(Note 7) 1994(Note 7) 5.1-1994(Note 7) 1994(Note 7)

Power Level 1880 1880 1880 1880 (in MWt(Note 8) )

SFP Capacity 2,237 2,358(Note 1) 2,237 2,358(Note 1)

Operating Cycle 18 24 18 24 Length(Note 2)

(in months)

Nominal Fuel Assembly 141 / RFO 152 / RFO 141 / RFO 152 / RFO Discharge Maximum Mississippi 90°F 90°F 90°F 90°F River Temp.(Note 3)

GE SIL 636 No Yes No Yes Decay Heat Maximum SFP Bulk 140°F 140°F 140°F 140°F Temperature Results Maximum Heat 5.6x106 @

Load 5.6x10 6 216 hours0.0025 days 0.06 hours 3.571429e-4 weeks 8.2188e-5 months (Note 4) 20.0x106 24.7x106 (in Btu/hour) @ 96 hours0.00111 days 0.0267 hours 1.587302e-4 weeks 3.6528e-5 months (Note 4) 7.3x106 (Note 5) (Note 5)

@ 96 hours0.00111 days 0.0267 hours 1.587302e-4 weeks 3.6528e-5 months Heat Removal 26.4x106 Capability Btu/hr (in Btu/hour)

Minimum Time to Boiling 10.3 (Note 6) 8.3 (in hours)

Notes:

1. The LAR requests an increase from 2,237 to 2,301 to accommodate a FCOL. For conservatism, the MNGP evaluation assumed total of 2,358 occupied storage locations.

Page 4 of 8

ENCLOSURE 3 THERMAL / HYDRAULIC RAI RESPONSE

2. MNGP has implemented a 2 year fuel cycle program.

3. Maximum source water temperature.

4. Discharge time is delayed such that the heat load does not exceed 5.6x106 Btu/hour for normal discharges.

5. FCOL 30 days after last refueling discharge, completed 150 hours0.00174 days 0.0417 hours 2.480159e-4 weeks 5.7075e-5 months after shutdown.

6. Based on postulated bulk boiling conditions (loss of SFP cooling), the temperature of the fuel will not exceed 350°F. This is an acceptable temperature from the standpoint of fuel element integrity.

7. The MNGP uses the methodology described in ANSI/ANS-5.1-1994 (Decay Heat Power In Light Water Reactors) to calculate decay heat loads on a per-bundle or batch basis. The MNGP computer program derives the power history for each fuel bundle by multiplying the bundle Beginning-of-Cycle weight by the cycle exposure to determine the total bundle energy for a specific cycle of operation. A user specified power history can be defined to calculate the decay heat load of individual fuel batches. Individual fuel bundle decay heat at specified times, as well as total decay heat for the fuel bundles in the SFP, reactor, or for all bundles on site are program options. An uncertainty confidence interval of 1.65 times the ANSI/ANS-5.1 uncertainty was chosen consistent with MNGP Updated Safety Analysis Report assumptions.

8. The MNGP licensed thermal power level is 1775 MWt, the 1880 MWt analysis level was chosen for conservatism.

This program methodology has been verified by comparison of output to that contained in ANSI/ANS-5.1-1994 test cases. U.S. NRC Information Notice 96-039 (Reference 5) discussed issues associated with improper implementation of the ANSI/ANS-5.1 decay heat standard. The information notice was assessed by the NMC and reviewed for decay heat calculation impact. The review concluded that the issues identified in the IN have been properly accounted for in the MNGP program (i.e., the MNGP methodology properly implements the standard).

C. SFP and Fuel Assembly Component Maximum Temperatures In support of the SFP re-racking during which the existing High Density Fuel Storage System (HDFSS) was installed at the MNGP in 1977, a full core discharge (normal cooling available) was evaluated which filled the last 484 storage locations. A maximum heat load of 27.2x106 Btu/hour was calculated using the ORIGEN Code with the total SFP capacity of 2,237 storage locations filled by normal discharges and the full core offload. For these conditions the maximum water temperature for the SFP was determined to be less than 115°F, the maximum cladding temperature was 120.3°F, and the maximum Boral temperature in the storage tubes was determined to be 104.3°F. The emergency heat determined as part of the evaluation for the installation of the temporary PaR 8x8 fuel storage rack module is less than the HDFSS maximum heat Page 5 of 8

ENCLOSURE 3 THERMAL / HYDRAULIC RAI RESPONSE load, and the associated temperatures previously determined remain reasonable.

The MNGP safety-grade RHR System is available to provide backup cooling of the SFP providing assurance that a total loss of pool cooling will not occur. However, assuming a total loss of SFP cooling does occur, the minimum time required to reach boiling under these conditions is 8.3 hours3.472222e-5 days 8.333333e-4 hours 4.960317e-6 weeks 1.1415e-6 months . This time period is well within the time necessary to establish a make up water source which will maintain SFP water inventory.

Neglecting the preceding, under bulk boiling conditions the temperature of the fuel as determined by the analyses for the installation of the HDFSS will not exceed 350°F, which is acceptable from a fuel element integrity maintenance standpoint.

The present heat removal systems at the MNGP have adequate capacity to maintain the pool temperature within the current MNGP design basis.

In the event of a loss of SFP cooling, the RHR System backup capacity exceeds that required to maintain the SFP bulk pool temperature below 140°F.

Page 6 of 8

ENCLOSURE 3 THERMAL / HYDRAULIC RAI RESPONSE Table 2 - Requests for Additional Information Status The NRC issued three requests for additional information (RAIs) in a teleconference with the NMC on April 26, 2006. Two of the RAIs were answered in the supplement to the license amendment request (Reference 2). The three RAIs and their dispositions are restated below:

(1) Are there any limitations on the use of the PaR fuel rack in your LAR (i.e., only during a FCOL, by burnup, etc.)? Please state the limiting conditions explicitly.

Response provided in NMC letter dated May 30, 2006 (Reference 2).

(2) Please compare in table form, with an attendant discussion, the current SFP licensing basis analysis to the supporting analysis of the SFP with the installation of the additional 8X8 high-density spent fuel storage rack. The information should include, but not be limited to, number of fuel assemblies and their distribution, the distribution of heat load, type of calculation, method of calculation of peak and average values, bulk temperature, clad temperature, Boral temperature, time-to-boiling, etc.

Provided in this letter.

(3) Please compare in table form, with an attendant discussion, the current SFP licensing basis analysis to the supporting analysis of the SFP with the installation of the additional 8X8 high-density spent fuel storage rack. The information should include but not be limited to: number of fuel assemblies and their distribution, the distribution of burnup and enrichment, type of neutronic calculation to determine keff, (i.e., codes, cross sections, validation, etc.)

estimation of uncertainty, maximum worth of the installed and fueled 8X8 high-density storage rack, etc.

Response provided in NMC letter dated May 30, 2006 (Reference 2).

Page 7 of 8

ENCLOSURE 3 THERMAL / HYDRAULIC RAI RESPONSE REFERENCES

1. NMC letter to U.S. NRC, License Amendment Request for Contingent Installation of a Temporary Spent Fuel Storage Rack, (L-MT-06-013), dated March 7, 2006.

2. NMC letter to U.S. NRC, Supplement to a License Amendment Request for Contingent Installation of a Temporary Fuel Storage Rack in the Spent Fuel Pool (TAC No. MD0302), (L-MT-06-044), dated May 30, 2006.

3. American National Standards Institute / American Nuclear Society (ANSI/ANS) 5.1-1994, Decay Heat Power in Light Water Reactors.

4. General Electric Services Information Letter (SIL) 636, Additional Terms Included in Reactor Decay Heat Calculations, Revision 1, June 6, 2001.

5. U.S. NRC Information Notice 96-039, Estimates of Decay Heat Using ANS 5.1 Decay Heat Standard May Vary Significantly, dated July 5, 1996.

Page 8 of 8

ENCLOSURE 4 PaR SYSTEMS DESIGN REPORT SECTION INDEX This enclosure provides a non-proprietary copy of applicable sections of the PaR design report produced originally for the Duane Arnold Energy Center providing information on the design and analyses supporting the PaR high-density spent fuel storage rack module design.

PaR Applicable Sections of the Previously Provided Provided Report PaR Systems Report on the LAR Supplement This Section High-Density Rack Design Encl. 3(1) Encl. X(2)

Submittal(3)

(Pages)

1.0 INTRODUCTION

X 2.0 DESIGN BASIS X 3.0 SYSTEM DESIGN X 3.1 General X 3.2 Rack Description X 3.3 Installation Description X 4.0

SUMMARY

AND CONCLUSIONS X OF DESIGN REPORT 5.0 DETAILS OF THE DESIGN X ANALYSIS 5.1 Nuclear Criticality Safety Analysis X 5.3 Model Description, Formulation X and Assumptions for the Seismic (1-25)

Analysis of BWR Spent Fuel Racks 5.4 Dynamic Time History Analysis of X Spent Fuel Racks, Duane Arnold (26-93) 5.5 Module Stress Analysis X (94-134) 5.6 Equivalent Static Loads for Fuel X Impact Conditions (135-150) 5.7 Dropped Fuel Bundle Analysis X (151-159) 5.9 Pool and Rack Interface Loads X 5.10 Poison Can Analysis X 5.11 Module Lifting Frame Analysis X 5.12 Module Shipping Skid Analysis X 6.0 DESIGN TEST REPORTS 6.1 Simulated Minimum Coefficient of X(3)

Friction Test 6.2 Bolt Clearance Test Report X(3) 6.3 Simulated Dropped Fuel Bundle X(3)

Test Page 1 of 2

ENCLOSURE 4 PaR SYSTEMS DESIGN REPORT SECTION INDEX PaR Applicable Sections of the Previously Provided Provided Report PaR Systems Report on the LAR Supplement This Section High-Density Rack Design Encl. 3(1) Encl. X(2) Submittal(3)

(Pages)

A.

APPENDIX A.1 Beam Section Properties, Module X(3)

Dead Weight Estimate and Seismic Mass Input A.2 Tables of Allowable Stresses for X(3)

Aluminum Structures A.3 Module Isometric X(3)

A.4 Beam Section Properties and X Allowable Stresses Notes:

(1) NMC letter to the U.S. NRC, License Amendment Request for Contingent Installation of a Temporary Spent Fuel Storage Rack, (L-MT-06-013) dated March 7, 2006.

(2) NMC letter to the U.S. NRC, Supplement to a License Amendment Request for Contingent Installation of a Temporary Fuel Storage Rack in the Spent Fuel Pool (TAC No. MD0302), (L-MT-06-044), dated May 30, 2006.

(3) These PaR Report sections were previously transmitted in an e-mail from the NMC to the NRC (Peter Tam), FW: NRC e-mail Request, Dated 4/19 for Spent Fuel Storage Rack, dated April 19, 2006.

Page 2 of 2

Rev. No, 2 3-28-78 ROGRAMMED SYSTEMS CORPORATION 3460 LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 551 12 AREA CODE 612 484-7261 TELEX #29-7473 J a n u a r y . 187 8 FUEL STORAGE SYSTEM DESIGN REPORT PaR Job 3091 DUANE AEQJOLD ENERGY CENTER UNIT NO. 1 Iowa E l e c t r i c L i g h t and Power Company Cedar R a p i d s , Iowa CONTRACT NO, 13764 c q*

--- E_ n g l n e e PREPARED BY:-

i g P r o j e c t Manager Date

2 L\--_l 1/23 -'18 b 6C , 7Sb 4

1

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APPROVED BY: Date 2- 1-78

~ ~ g i n e e r i nk ag n a g e r E V I S I O N NO. ,$.3 Date 3 -27. 78

Rev. No. 2 3-28-78 REVISION RECORD Rev. No. Date Descri~tion Chk'd By Apprvrd By Dake Table of Contents 1 2-17-78 Header sht,rev.pg. >/IL/T 5.

Page 1.0-1,of Section 1.0 Sect. 5.13 NAI(new)

Sect.5.9 Sect.5.4 (reissued)

Sect. 6 - 3 A-1

~evisedPages 1.0-1, 2.0-1, 4.0-2, 4.0-3a, 4.0-4af 4 . 0 - 8 ,

4.0-9, 4.0-10, 4.0-13, Rev. 3 of Section 5.3 Rev. 2 of Section 5.4 Rev. 2 of Section 5. 9 Added Page 4.0-10a.

IA. ELECT. LT. & PR. C3.

REVIEW Approved Appr. as Wcted Q.A.

Engr. -

I Grp. Ldr. _..

I I Sup. Engr. Consf.

I Lic. Admin.

I Prcj. Engr.

Sup. Proj. Engr.

Initial . Dats

TABLE OF CONTENTS INTRODUCTION DESIGN BASIS SYSTEM DESCRIPTION 3.1 General 3.2 Rack D e s c r i p t i o n 3.3 I n s t a l l a t i o n Description

SUMMARY

AND CONCLUSION O F DESIGN REPORT DETAILS OF DESIGN ILNALYSIS 5.1 Nuclear C r i t i c a l i t y Safety Analysis 5.2 S p e n t F u e l Cooling and S p e n t F u e l Assembly H e a t T r a n s f e r A n a l y s i s 5.3 Model D e s c r i p t i o n , F o r m u l a t i o n a n d A s s u n p t i o n s f o r t h e S e i s m i c A n a l y s i s of BWR S p e n t F u e l Racks 5.4 Time Hietory Seismic Analysis 5.5 Module S t r e s s A n a l y s i s 5.6 E q u i v a l e n t S t a t i c Loads f o r F u e l I m p a c t C o n d i t i o n s 5.7 Dropped F u e l B u n d l e A n a l y s i s 5.8 Module B o l t a n d R i v e t J o i n t C o n n e c t i o n A n a l y s i s 5.9 P o o l a n d Rack I n t e r f a c e L o a d s 5.10 P o i s o n Can A n a l y s i s 5.11 Module L i f t i n g F r a m e A n a l y s i s 5.12 Module S h i p p i n g S k i d A n a l y s i s 5.13 Dose R a t e C a l c u l a t i o n s DESIGN TEST REPORTS 6.1 S i m u l a t e d Minimum C o e f f i c i e n t o f F r i c t i o n T e s t 6.2 Bolt Clearance T e s t Report 6.3 S i m u l a t e d Dropped F u e l B u n d l e T e s t

APPENDIX Beam Section Properties, >lodule Dead Weight Estimate and Seismic Mass Input A. 2 . Tables of Allowable Stresses for Aluminum Structures Table No- Description Factors of Safety for use with alum-Allowable Stress Specification Formulas for Buckling Constants General Formulas for Determining Allowable Stresses Allowable Bearing Stresses for Building Type Structures Allowable stresses for Rivets, and Bolts for Building Type Structures I

Module Isometric Beam Section Properties and Allowable Stresses

Rev-No. 2 3-28-78

1.0 INTRODUCTION

This r e p o r t d e f i n e s t h e complete design of t h e high d e n s i t y S p e n t F u e l S t o r a g e Modules t o be i n s t a l l e d a t . t h e Duane A r n o l d E n e r g y C e n t e r ( D ~ C ) , T h e S p e n t F u e l Modules a r e b e i n g d e -

s i g n e d and f a b r i c a t e d i n a c c o r d a n c e w i t h Iowa E l e c t r i c L i g h t &

Power (IELP) S p e c . No.21-303 a n d u n d e r IELP C o n t r a c t O r d e r No.13764.

The S p e n t F u e l S t o r a g e s y s t e m i s d e f i n e d by a s s e m b l y d r a w i n g s ,

d e t a i l s and p a r t s l i s t s a s shown i n S e c t i o n 3 . 0 of t h i s r e p o r t .

The e q u i p m e n t i n c l u d e s t h e f o l l o w i n g m a j o r i t e m s :

1) S p e n t F u e l Module Assembly

2) Module L i f t i n g F i x t u r e

3) Module L e v e l A d j u s t i n g T o o l The d e s i g n a n a l y s i s i n c l u d e s t h e f o l l o w i n g c a l c u l a t i o n s a n d tests:

Nuclear C r i t i c a l i t y S a f e t y Analysis S p e n t F u e l P o o l C o o l i n g a n d S p e n t F u e l Assembly Heat T r a n s f e r A n a l y s i s S e i s m i c Model D e s c r i p t i o n , F o r m u l a t i o n and A s s u m p t i o n s Time H i s t o r y S e i s m i c A n a l y s i s Module S t r e s s A n a l y s i s E q u i v a l e n t S t a t i c Loads f o r F u e l I m p a c t C o n d i t i o n s Dropped F u e l B u n 2 l e A n a l y s i s Module B o l t a n d R i v e t J o i n t C o n n e c t i o n A n a l y s i s P o o l and Rack I n t e r f a c e L o a d s P o i s o n Can A n a l y s i s llodule S h i p p i n g S k i d ~ n a l y s i s Dose R a t e C a l c u l a t i o n s S i m u l a t e d Minimum C o e f f i c i e n t o f F r i c t i o n T e s t Bolt Clearance T e s t Report S i m u l a t e d Dropped F u e l B u n d l e T e s t

Rev, N o . 2 3-28-78 2.0 DESIGN BASIS The d e s i g n i s b a s e d on P a R document e n t i t l e d , "Design and .

F a b r i c a t i o n C r i t e r i a F o r BWR S p e n t F u e l Racks:, Serial No.

PARSP/3091. T h i s document e s t a b l i s h e d c r i t e r i a f o r t h e s p e n t f u e l r a c k s b a s e d on (IELP) S p e c i f i c a t i o n No. M-303, l a t e s t i n d u s t r y and f e d e r a l StandardsJNRC G u i d e l i n e s , and t h e PaR d e s i g n and f a b r i c a t i o n p r o c e d u r e s . C r i t e r i a f o r t h e follow-i n g t o p i c s a r e c o v e r e d i n t h i s document.

S t o r a g e Rack S t r u c t u r e Geometry Structure Materials S t r u c t u r a l Loads and S t r e s s e s f o r t h e F u e l Racks C r i t i c a l i t y Thermal H y d r a u l i c s Q u a l i t y Assurance The Design C r i t e r i a a l s o delineates t h e following design data.

F u e l Data Pool C o o l i n g System and Heat Load Data S e i s m i c Response Spectrums The Loading Combinations and F a c t o r e d a l l o w a b l e s a r e g i v e n i n T a b l e 4-2 of t h e Duane Arnold NRC s u b m i t t a l f o r t h e r a c k s and a r e r e p r i n t e d h e r e i n T a b l e 2-1.

TABLE 2-1 LOADING C O M B I N A T I O N S AND FACTORED ALLOWABLES Load C o m b i n a t i o n s F a c t o r e d Allowable Normal a l l o w a b l e s t r e s s e s Dead l o a d , b u o y a n t rack weight Live l o a d , buoyant f u e l weight Operating thermal loads Accident thermal loads OBE S e i s m i c l o a d s i n c l u d i n g i m p a c t o f f u e l and modules SSE S e i s m i c l o a d s i n c l u d i n g i m p a c t o f f u e l and modules' Dropped f u e l b u n d l e l o a d s

3.0 SYSTEM DESCRIPTION 3.1 General The equipment i s d e f i n e d by t h e f o l l o w i n g l i s t e d i n s t a l l a t i o n s and assembly d r a w i n g s , t h e i r r e l a t e d p a r t s l i s t and d e t a i l drawings.

1-21602-E S p e n t F u e l Pool I n s t a l l a t i o n A-22556-E Module S p e n t F u e l ~ y p i c a l D-22044-C Channel S t o r a g e L o c a t i o n D-22045-C Channel S t o r a g e L o c a t i o n AD-21949-01-D Level Adjusting Tool A-22766-E Module L i f t i n g F i x t u r e The e x i s t i n g GE ( 2x10) BWR S t o r z g e Racks w i l l be r e p l a c e d by

" h i g h d e n s i t y " a l u m i ~ u mmodules p r o v i d i n g a maximum s t o r a g e c a p a c i t y of 2 0 5 0 fuel b u n d l e s . The c a v i t i e s . a r e on nominal 6.625" center-to-center s p a c i n g and a r e f a b r i c a t e d i n t h e f o l l o w i n g modulz! s i z e s :

Module S i z e Quantity Cavities Total Cavities 2050

3.2 Rack D e s c r i p t i o n The high density poison BWR s p e n t f u e l . r a c k s a r e a n a l l . a n o d i z e d a l u m i n u m construction, w i t h 'a fuel s p a c i n g o f 6 . 6 2 5 " center-to-center.

The poison material is a 5.250" \!id; piece of boral 146" 1-ong

~ i l i i c hovewlpps t h 2 active f u e l l e n g t h 1 i ~ : c h cn ti22 top and bottom- There is a single piece of boral between h:el elements.

Tile boral is isolated from t h e pool water b y S c i r i g seal w e l d e d h e t w e e n two c o n c e n t r i c square t u b e s , hereafter callcc? p o i s o n Tb.e P O ~ S O RcC:a.r.lS are positioned' i n t o ever-jr o t l - ~ e rs :. c.I-ac-c I.ocatic?n of tht. ~odt~lc: to provi.clr the r-quired boi-al ; j c r ) ~ n c t r y .

\

'IL!r.;?y z r e or t i e d i !I t h e ~ n o ~ I ~ . ;1l:;~e tzp a ~ ~ bot d t o n (:,> .; kings .

'The t o p c a s t i r l g is 12" d e e p with 5 - 9 9 t .O5 o p e r r i n y s . Into

, l ~ e t o p surface of the bottom casting there are cast ~ ~ o c k e t s

+ ,

7 3 every o t h e r o~enirigw h i c h loosely captures the psison can,

'J

?':12 bottorn s u r E ; i c e of the top casting has a mztiny L ( 3 ~ 1 c r e .d

.sccket w i x i c h t i g t ~ t l ypositions the top of the p o i s o n can.

'-'!;e hotto!n c;:stinqs h a v e cast h o l e s which a r e n a c h i n r ~ r l t o s : ~ ! l p o r t thi: h o t t o n fittin9 of the f u e l asscmb3.y. The top '

c-:sting pl-ovi-dc:; l a t e r a l support at the u p p e r fuel r.i tting

i . ! e s. T h r c o l - ~ i - Ic,- F t h c p l a t e s arc-? rive t c: h l r - 1 ~ 3 <]r,~>:j;.';~l s-:r!

to'gether with angle connections.

I n t h e f o u r c o r n e r s of t h e bottom c a s t i n g , l e v e l i n g screws a l l o w f o r 1 1/2" l e v e l a2justment. The b o t t o m b e z r i n g p a d p i v o t s on t h e l e v e l i n g s c r e w s o t h a t t h e f u l l p a d a r e a i s i n contact with t h e f l o o r , r e g a r d l e s s of e x i s t i n g f l o o r f l a t n e s s and p o s s i b l e r o c k i n g modes from s e i s m i c , These 5 e e t c a n b e r e m o t e l y a 2 j u s t e d by a l o n g h a n d l e d tool(AD-21943-3%-3) which i s i a s e r t e d down t h r o u g h t h e l e n g t h o f the c a v i t y a n d e n g a g e s i n t o a m a t i n g square hole i n t h e foot. The b o t t o m o f t h e pad b e a r s a g a i n s t t h e p o o l l i n e r , i s 6 " d i a n e t s r - 3 0 4 s t a i n l e s s ; and i s b o l t e d t o t h e u p p e r aluminum t h r e a d e d p o r t i o n w i t h a p l a s t i c i n s u l a t o r sandwiched b e t w e e n . T h i s sandwich p r e v e n t s g a l v a n i c c o r r o s i o n between t h e s e d i s s i m i l a r m e t a l s . The p l a s t i c i s v c l m . e t r i c a l l y t r a p p e d i n a p o c k e t t o p r e c l u d e any c r e e p d u r i n g t h e 4 0 y e a r design l i f e .

3.3 I n s t a l l a t i o n Description Drawing I-21602-E, shows t h e new module a r r a n g e m e n t w i t h t h e i r f e e t l o c a t i o n s r z l a t i v e t o e x i s t i n g s w i n g b o l t s , and e x i s t i n g modules. The r a c k s a r e o f a f r e e s t a n d i n g d e s i g n ( c o n s t r a i n e d o n l y by f r i c t i o n ) , and t h e r e f o r e , a r e u n r e s t r a i n e d by a d d i t i o n a l seismic' supports i n t h e pool.

These r a c k s i z e s were c h o s e n s o t h a t t h e s u p p o r t feet would be a p p r o x i m a t e l y i n t h e c e n t e r s o f the e x i s t i n g s w i n g b o l t patterns.

The e d g e s o f a l l p e r i p h e r a l modules h a v e c l e a r a n c e s t o w a l l s and h e a d e r p i p e s o f 6 - 6 5 2 " a n d 3 " t o s w i n g b o l t s . These c l e a r a n c e s p r o v i d e ample c o o l i n g and s u f f i c i e n t s p a c e t o p r e c l u d e any r a c k i m p a c t s t o t h e s e due t o c a l c u l a t e d s e i s m i c d r i f t of t h e racks.

A t t h e bottom c a s t i n g e l e v a t i o n t h e r e a r e t w o 3 1 4 i n c h b o s s e s on e a c h i n t e r n a l r a c k s i d e s o f t h e s i d e s h e e t s . Alternating s i d e s o f t h e r a c k s have t h e s e b o s s e s e i t h e r i n b o a r d o r o u t b o a r d .

The b o s s p a t t e r n s a r e t h e n a r r a n g e d s o t h a t e a c h r a c k h o r i z -

o n t a l l y i n t e r l o c k s t o g e t h e r w i t h a p p r o x i m a t ~ l y1 / 4 " o f c l e a r -

ance. Under s e i s m i c e x c i t a t i o n t h e s e b o s s e s p r o v i d e t h a t a l l t h e modules move a s a g r o u p . The b o s s e s a l s o a i d i n p r o p e r module t o module p o s i t i o n i n g d u r i n g i n s t a l l a t i o n . The modules are a line-to-line f i t a t the top casting elevation.

S h e e t 2 o f t h e i n s t a l l a t i o n d r a w i n g shows t h e c a v i t y l o c a t i o n system. B o s s e s on t h e t o p c a s t i n g m a i n t a i n a . 7 5 " c l e a r a n c e f r o m t h e o u t s i d e s h e e t o f one r a c k t o t h e n e x t -

Rev. No. 2 3-28-78, Spent Pool Cooling & F u e l Assembly Heat T r a n s f e r 7

The maximum d e c a y h e a t l o a d i s 1 . 8 2 ( 1 0 ) ~ t u / h r , which occu:rs when t h e s p e n t f u e l p o o l c o n t a i n s 2084 f u e l a s s e m b l i e s i n c l u d i n g a f u l l c o r e u n l o a d c o m p l e t e d 1 8 1 h o u r s a f t e r shutdown.

Under f u l l c o r e u n l o a d c o n d i t i o n s , t h e b u l k w a t e r t e m p e r a t u r e 0

c a n n o t be m a i n t a i n e d below t h e d e s i r e d maximum v a l u e o f 150 F by t h e s p e n t f u e l p o o l c o o l i n g s y s t e m a l o n e . It i s therefore n e c e s s a r y t o c o n n e c t t h e r e s i d u a l h e a t removal s y s t e m t o t h e spent f u e l pool. When t h i s i s done t h e p o o l t e m p e r a t u r e can 0

be m a i n t a i n e d w e l l below 150 F .

Under n o r ~ . a lf u e l s t o r a g e c o n d i t i o n s , t h e maximum b u l k w a t e r t e m p e r a t u r e t h a t o c c u r s when t h e s p e n t f u e l p o o l h a s e x t e r n a l means of c o o l i n g i s 1 4 2 ' ~ . T h i s t e m p e r a t u r e o c c u r s when t h e p o o l i s c o o l e d by o n e pump and one h e a t e x c h a n g e r of t h e s p e n t f u e l pool c o o l i n g system.

An a n a l y s i s was made of t h e n a t u r a l c i r c u l a t i o n c o o l i n g of maximum power s p e n t f u e l a s s e m b l i e s i n t h e most r e s t r i c t i v e n a t u r a l c i r c u l a t i o n flow l o o p i n t h e s p e n t f u e l p o o l . The a n a l y s i s i n c l u d e d t h e 7x7, t h e 8x8, and t h e r e t r o f i t 8x8 f u e l assembly t y p e s . The maximum c o o l a n t t e m p e r a t u r e a t t h e o u t l e t 0

o f any f u e l a s s e m b l y t y p e was c a l c u l a t e d t o be 1 7 2 . 2 F w h i l e 0

t h e maximum c l a d t e m p e r a t u r e was c a l c u l a t e d t o be 1 8 9 . 5 . F .

Under t h e s e c o n d i t i o n s t h e r e i s no b o i l i n g i n any f u e l assembly.

NOTE: H e a t l o a d c a l c u l a t i o n s a r e c o n s e r v a t i v e l y b a s e d on 2084 t o t a l a s s e m b l i e s , whereas t o t a l c a v i t i e s i n -

s t a l l e d a t DAEC w i l l b e 2050. The r e d u c t i o n of t h e s e 3 4 c a v i t i e s was d e r i v e d a f t e r t h e t h e r m a l a n a l y s e s were s t a r t e d by I E L P b e c a u s e o f r e a c t o r g a t e i n t e r f e r e n c e s .

4.9-2

If all external means of cooling for the spent fuel pool are lost, the bulk water temperature will rise until it reaches 0

saturation (212 F). The time required for this to occur is at least 6 hours6.944444e-5 days 0.00167 hours 9.920635e-6 weeks 2.283e-6 months .

Once saturation is reached, the water will boil' and the level of the pool will fall unless makeup water is added at a rate of 33.6 gallons per minute.

An analysis was made of the natural circulation cooling of maximum power spent fuel assemblies under loss of cooling conditions. The analysis included the 7x7, the 8x8, and the retrofit 8x8 fuel assembly types. The results indicate that net boiling occurs in the upper third of the active fuel.

The maximum void fraction at the outlet of any fuel assembly type was calculated to be 0.860, while the maximum clad 0

temperature was calculated to be 260.1 F.

Seismic Model ~escription,Formalation and Assumptions In this Section the development of the seismic design approach is presented. The seismic qualifications are done via a time history analytical solution of a simplifie2 model. The loads computed from this analysis are used as input into a detail static model to determine member and plate stresses.

Rev. No. 2 3-28-78.

Various dynamic effects were accounted for in the simplified model which included the following:

1. Members of the simplified model were sized to simulate overall flexibility characteristics of the detail rack structure.

2. The fuel bundles were modeled as loose elements free to impact on the rack structure thru a 3 / 8 " gap which is the clearance of the fuel assembly inside the storage cavity.

. This idealization conservatively assumed that all fuel bundles impacted at the same instant. Also it assumed that all assemblies .were channeled, so as to provide the l'argest impact load onto the rack structure due to this stiffer section.

3 . Added water mass effects were included due to rack submergence.

No increase in damping was used due to the water.

4.4 Dynamic T i m e H i s t o r y A n a l y s i s U s i n g t h e ANSYC c o m p u t e r c o d e , a p l a n a r a n a l y s i s was done o f two r a c k s ( 1 0 x 1 1 ) and ( 8 x 1 1 ) s i d e by s i d e i n t h e l o and 8 c a v i t y plane. These r a c k s had t h e p o t e n t i a l t o l i f t u p ,

interact ( b a n g t o g e t h e r a t t o p o r b o t t o m ) , and s l i d e . Simpli-f i e d r a c k models w e r e u s e d a s d e t e r m i n e d i n t h e p r e v i o u s section- Masses o f t h e s t r u c t u r e , f u e l , and w a t e r were applied a t t h e proper location. T h e r a c k s were s u b j e c t e d t o a s i m u l t a n e o u s v e r t i c a l and h o r i z o n t a l SSE t i m e h i s t o r i e s t h a t were c o n s e r v a t i v e b a s e d on Iowa S p e c i f i c a t i o n r e s p o n s e s p e c t r u m s .

The f o l l o w i n g f r i c t i o n c o n d i t i o n s . were u s e d :

1) - 8 c o e f f i c i e n t of f r i c t i o n F u l l o f Fuel

2) - 2 c o e f f i c i e n t of f r i c t i o n Zmpty of F u e l C o n d i t i o n 1) wa-s c o n s i d e r e d f o r p r o d u c i n g t h e l a r g e s t l o a d s .

Nodal l o a d s e t s when maximums o c c u r e d a t v a r i o u s t i m e s t h r c u g h -

o u t t h e e a r t h q u a k e were e x t r a c t e d , and a r e summarized i n S e c t i o n 5.4. A s t a t i c a n a l y s i s o f t h e d e t a i l e d SAP I V model u s i n g t h e s e l o a d s was done i n S e c t i o n 5 - 5 .

Under t h i s h i g h c o e f f i c i e n t o f f r i c t i o n , + , very l i t t l e l a t e r a l displacement w a s note6. The m o t i o n was c o n f i n e d p r i m a r i l y t o f l e x i b l e body r o c k i n g w i t h a t o t a l v e r t i c a l l i f t -

o f f o f a p p r o x i m a t l e y 1". The r a c k t o r a c k i m p a c t l o a d was c a l c u l a t e d a t 120,000 #.

The f o l l o w i n g t a b l e summarizes t h e p e r f o o t i m p a c t l o a d and e q u i v a l e n t s t a t i c nodal l o a d a t t h e f o o t f o r s o m e of t h e rack s i z e s -

Rev, No. 2 3-28-78 .

Peak Impact Load Equivalent Static Load Condition 2) was analyzed to determine the largest credible rack displacement relative to pool floor. Displacement of 1.05" was calculated, for this condition. No significant rocking or lift off was noted for these conditions; i-e., only pure rigid body sliding occurred. A . l was~ used to simulate a .2/CC for an empty rack. This was determined by taking the ratio of the horiz-ontal to vertica mass for the empty rack divided by the same ratio for the full rack times .2/ . For Example: The total horizontal mass 6ivided by the vertical mass for full and empty racks respectively which are taken from the mass summary on page 5.3-6 are:

FULL RACK = 1062/881 = 1.205 EMPTY PACK = [136 + 181 + (745-672J / 136 = 2.86 Therefore the effective coefficient of friction for the empty -

rack based on the full rack mass is:

(1.205/2.86) . 2 %~ .lfi

T h e f o l l o w i n g c h a r t summarizes t h e minimum nominal c l e a r a n c e s f o r t h e s p e n t f u e l r a c k s from v a r i o u s i t e m s i n t h e p o o l . These c l e a r a n c e s a r e t h e n d i v i d e d by t h e c a l c u l a t e d d i s p l a c e m e n t o f 1 . 0 5 " f o r SSE t o d e f i n e a f a c t o r of s a f e t y f o r e a c h i t e m .

Desctiption Minimum Nominal . F a c t o r of S a f e t y .

Clearance Spent F u e l Walls Channel S t o r a g e Rack R e a c t o r Gate S t o r a g e B r a c k e t s 5 . 6 8 + -00"

- -75" O t h e r Wall Mounted O b j e c t s E x i s t i n g F l o o r Swing B o l t s 5.00 Min.

4.5 Module Stress Analysis The equilibrium force sets at . 8 p , as determined in the previous section were used as input loads for tne 3-D detailed finite element SAP IV model for 11x11 and 8x11 racks. These force sets include the dead, live, and seismic loading at thht time instant when a particular nodal force is maximum- Becaus2 only a planar time history analysis was done, an equivalent set of loads was applied orthoginally to account for the s2ismic loads in the other horizontal direction- These resultant loads were then combi~ed on a square root sum of the square ( S R S S ) method. This resultant is very conservative because it doubles up on the vertical loading.

The results of the SAP IV analysis show that the stresses from all load cases are less than the allowable limits for the SSE condition.

4-6 Equivalent Static Loads For Fuel Impact Conditions The impact energy losses of the inertia resistance of nodule and collapsing of the bottom tripod on the fuel bundle fitting were quantified for the 18" vertical drop to determine the net impact energy.

Using the SAP IV model, spring rates were determined at various impact locations on the module. A static impact load was then determined f o r each of these locations by equating the elastic structural strain energy with the net impact energy. (Drop conditions 1 & 2) .

F o r a n unimpeded f u e l d r o p t h r o u g h a n empty c a v i t y , t h e s t a t i c l o a d t o s h e a r o u t t h e b o t t o m f u e l s u p p o r t was d e t e r m i n e d . (Drop condition 3) .

Condition 4 ) i s a n a c c i d e n t c o n d i t i o n of a jammed f u e l b u n d l e i n a storage cavity.' Here t h e t o t a l l o a d i s l i m i t e d t o t h e c r a n e capacity.

The f o l l o w i n g p r e s e n t s t h e s t a t i c l o a d s f o r t h e v a r i o u s d r o p and a c c i d e n t c o n d i t i o n s .

Condition Description Load 1 8 " d r o p , middle of 11x11 48.24 Kips 1 8 " d r o p , c o r n e r of 11x11 5 9 . 3 0 Kips Drop t h r u a n empty c a v i t y 3 9 . 1 Kips Jammed f u e l bundle u p l i f t 4.0 Kips 4.7 Dropped F u e l Bundle A n a l y s i s An a n a l y s i s of dead and l i v e l o a d i n g (rack and f u e l weight) w a s f i r s t c o n d u c t e d on t h e S A P I V d e t a i l model. I t was shown f o r t h i s l o a d i n g t h a t a l l r a c k members a r e w i t h i n 1 . 0 t i m e s t h e normal a l l o w a b l e v a l u e s .

E q u i v a l e n t s t a t i c l o a f i s f o r , d i f f e r e n t dropped f u e l b u n d l e c a s e s were d e t e r m i n e d i n S e c t i o n 5 . 6 . For c o n d i t i o n s 1 and 2 t h e s e l o a d s w e r e a p p l i e d t o t h e S A P I V f i n i t e e l e m e ~ l tmodel o f t h e module and combined w i t h r a c k a n d f u e l l o a d i n g . S t r e s s e s f p r e a c h member were t h a n t a b u l a t e d a n d compared a g a i n s t i t s a l l o w a b l e . A l l members were below 1 . 6 t i m e s normal a l l o w a b l e s f o r d r o p c o n d i t i o n s 1 and 2 .

- F o r c o n d i t i o n 3 a s t r e s s a n a l y s i s of a c o n c e n t r a t e d 100 k i p s l o a d a p p l i e d i n t h e c e n t e r s of t h e bottom c z s t i n g of t h e l a r g e s t r a c k (11x11) i n c o n j u n c t i o n w i t h t h e r a c k and f u e l l o a d i n g was performed. I t Fias t h e n d e t e r m i n e d t h a t t h i s c o n c e n t r a t e d l o a d needed t o be f a c t o r e d . d o w n t o 4 7 . 3 4 k i p s t o m a i n t z i n a l l member s t r e s s e s w i t h i n a c c e p t a b l e l i m i t s o f 1 . 6 t i m e s t h e normal a l l o w -

a b l e ~ . This load i s 1.21 times g r e a t e r than t h e calculated s h e a r o u t l o a d of t h e f u e l s u p p o r t o f 39.1 k i p s o f S e c t i o n 5 . 6 ,

and t h e r e f o r e i s a c c e p t a b l e .

An a n a l y s i s was n o t done f o r c o n d i t i o n 4 , jammed f u e l b u n d l e .

The r e s u l t i n g s t r e s , s e s f o r t h i s c o n d i t i o n a r e assumed t o be 4/48.4 = , 0 8 2 of c o n d i t i o n 1 s t r e s s e s .

Rev. No. 2 ,

3-28-78 4.7.1 Summary The f o l l o w i n g t a b l e summarizes t h e l o a d i n g c o m b i n a t i o n s and f a c t o r e d a l l o w a b l e l i m i t s of T a b l e 2 - 1 compared t o t h e . c a l c u l a t e d s t r e s s i n t e r a c t i o n o f r a c k members f o r t h e v a r i o u s c o m b i n a t i o n s .

These v a l u e s a r e c a l c u l a t e d i n S e c t i o n s 5 . 5 and 5.7 of t h i s report. The a n a l y s i s computed s p e c i f i c v a l u e s f o r c o m b i n a t i o n s o f e q u a t i o n s 3 , 6 , and 7. Values f o r t h e remaining e q u a t i o n s were computed from e x t r a p o l a t i o n of t h e s e p r e v i o u s v a l u e s .

The e x t r a p o l a t i o n i s b a s e d on t h e f o l l o w i n g :

1) Thermal l o a d s r e s u l t i n g from combined e x p a n s i o n of t h e r a c k s i s n e g l i g i b l e f o r t h e f r e e s t a n d i n g d e s i g n . However l o a d c o m b i n a t i o n s c o n t a i n i n g To o r Ta m a t e r i a l y i e l d s t r e n g t h s a r e t a k e n a t 2 1 2 d e g r e e s F which f o r t h e alum-inum a l l o y s used amounts t o a r e d u c t i o n i n y i e l d s of 5 % .

2) IELP Spec. M-303 d e f i n e s SSE acce1erat:on.s a s twice t h o s e of OBE.

The i n t e r a c t i o n i s d e f i n e d a s t h e f o l l o w i n g r a t i o ,

(computed s t r e s s / normal a l l o w a b l e s t r e s s ) . For c a s t i n g beam members t h e combined bending and a x i a l s t r e s s i n t e r a c t i o n i s f /F + f / F ~ .The t o t a l sum i s a a t h e f a c t o r a l l o w a b l e l i m l t of T a t l e 2-1 f o r v a r i o u s l o a d combinations, i . e . , f o r load combinations 1 , 2 ,

and 3 , t h i s sum must be l e s s t h a n 1 . 9 - For l o a d c o m b i n a t i o n number 7 t h e s i d e p a n e l s were e v a l u a t e d f o r shear buckling using t h e following i n t e r a c t i o n f o r combined a x i a l and s h e a r s t r e s s = f a / 1 . 6 Fa +

( f v /- 6

l Fv) f 1 . 0 . For p l a t e buckling t h e f a c t o r e d a l l o w a b l e s were l i m i t e d t o 1 . 6 t i m e s normal a l l o w a b l e s .

Rev. No. 2 3-28-78 .

Largest Calculated Factored Side Equation No. Loading Combination Allowable Llml t Plates .,.

Casting, Condition 1 Condition 2 Condition 3 Condition 4

1. See Table 5.7.3-2 6. See Table 5.5.4-46 (for shear buckling

2. See Table 5.7.3-3 7. See Table 5.7.3-6

3. See Table 5.7.3-4 8. See Table 5.7.3-7

4. See Table 5.7.3-5 9. See Table 5.7.3-8 and Page 5.6-16

5. See Table 5.7.4-4 10.See Table 5.7.3-9

Extrapolated values 4.8 Module Bolt and Rivet ~ o i n tConnection Analysis From the plane stress output of the SAP IV analysis, force dis-tribution along the sides and edges of the 1/2" side panels were determined for the seismic load cases and dropped fuel bundle -

conditions. Bolt and rivet patterns were then sized per alum-inum standards for each of the load cases.

Rev. No. 2 3-28-78 .

4.9 Pool and Rack Interface Loads The dead plus SSE seismic vertical floor load for the racks and fuel is calculated to be 989#/cavity. For 2050 total cavities and a pool of 20' x 4 0 ' this amounts to a total vertical uniform floor loading of 2535 psf, which is acceptable compared to the 3200 psf allowable given in Bechtel report entitled "Evaluation of Spent Fuel Pool Seismic Response Spectrum and Floor Structure", dated September 1977.

The total horizontal shear on the floor in each direction is 669#/cavity or 1,371,450# total.

The bearing stress under each foot is calculated to be 4393 psi, and its associated punching shear stress is calculated at 76.8 psi.

The stresses in the threaded foot and ABS plastic insulators are shown to be within acceptable limits.

4.10 Poison Can Analysis The poison cans are not considered to be primary structural elements. However, because air is trapped between the con-centric tubes, the inner and outer tubes must be able to withstand the hydrostatic loading associated at the rack depth in the spent fuel pool. The loading due to internal air pressure from external heating, for example, pool boiling,is conservatively ignored since it opposes the hydrostatic pressures and amounts to less than 4 psi. at 212'~ pool water temperature compared to the 13 psi. hydrostatic loading. A one-inch wide cross section of the can was represented as a beam model and analyzed using the computer program "SAGS",

Rev. N o . 2 3-28-78 S t a t i c A n a l y s i s of G e n e r a l S t r u c t u r e s 1 a v a i l a b l e t h r u -,

S t r u c t u r a l Dynamics R e s e a r c h C o r p o r a t i o n , 5729 Dragon Way, C i n c i n n a t i , Ohio .-

S t r e s s e s a t t h e c o r n e r s and weld seam l o c a t i o n o f t h e c a n were shown t o b e w i t h i n normal a l l o w a b l e l i m i t s .

4 . 1 1 L i f t i n g Frame and L i f t i n g Eye A n a l y s i s The L i f t i n g Frame i s shown on d r a w i n g AD-22766-E. T h i s 2 2oin.t l i f t f i x t u r e i s c o m p r i s e d o f a main c r o s s t u b e with a i r a c t u a t e d l i f t dogs a t t h e ends. The s t r o k e o f t h e l i f t dogs i s s u c h t h a t i t i s c a p a b l e o f e n g a g i n g r a c k s r a n g i n g from 8 t o 11 c a v i t i e s wide. The l i f t d o g s e n g a g e i n m a t i n g machines h o l e s i n the top casting of the rack.

A l l members on t h e l i f t i n g frame and t h e c a s t i n g l i f t i n g e y e were d e s i g n e d w i t h a s a f e t y f a c t o r g r e a t e r t h a n 3 : l o n t h e

.minimum y i e l d o f t h e m a t e r i a l .

4.12 Module S h i p p i n g S k i d A n a l y s i s A l o n g hand a n a l y s i s o f t h e s h i p p i n g s k i d was c o n d u c t e d f o r racks oriented h o r i z o n t a l l y , v e r t i c a l l y , and i n - t i l t e d p o s i t i o n s f o r an upending c o n d i t i o n . The a n a l y s i s showed t h a t a l l members and i n t e r f a c e b o l t s h a v e a s a f e t y f a c t o r g r e a t e r t h a n 3 : l on minimum y i e l d .

4-13 Minimum Coefficient of Friction Test To verify the minimum coefficient of friction for loading geometry, environments, and pressure as found on feet assemblies of spent fuel modules sliding on the floor liner plates of spent fuel pools, simulated friction tests were conducted.

These tests were done under ideal conditions with no con-siderations given to long term contact effects and corrosion effects. Therefore, they represent the minimum friction forces and do not attempt to define their maximums.

For nominal contact pressures , minimum coefficient of frictio~

measured were -29 for a l l conditions.

A coefficient of friction of - 2 based on these tests was used in the seismic time history analysis to determine m a x i m u m module relative displacement, This value is 15% below a minimum measured value of - 2 3 to account for measurement uncertainties.

4.14 Bolt Clearance Test Report The purpose of this test was to determine ultimate shear load capacity of bolted joints of 2 bolts with different body clear-ances, seating torques and hole misalignment. The values %ere then compared against identical bolt patterns with a dowel pin press fitted in the middle of .the bolt pattern. This test was done primarily to demonstrate equal load sharing ability of the 3 / 4 " bolts and 1" dowel pins used on the rack side sheets bolted to the bottom castings. - .

Rev. No. 2 3-28-78 C o n d i t i o n s t e s t e d were:

1) The p l a t e s , b o l t e d t o g e t h e r w i t h two 3/4-10 b o l t torqued:...

t o 6 0 0 i n - # w i t h body h o l e of .015" c l e a r a n c e . Body h o l e p a t t e r n was . 0 1 5 ' l e s s t h a n t h e m a t i n g h o l e p a t t e r n s o t h a t it i s a l i n e t o l i n e f i t on o u t s i d e e d g e s o f t h e bolts. T h e o r e t i c a l l y a l l t h e l o a d would be on the f i r s t bolt i n t h i s case.

2) Same a s (1) e x c e p t body h o l e c l e a r a n c e , - 0 0 5 " and h o l e patterns i n line.

3) Same a s ( 2 ) e x c e p t a 1" .dowel w i t h a . 0 0 0 3 - . 0007" p r e s s f i t was added t o t h e m i d d l e o f t h e b o l t p a t t e r n , and body h o l e c l e a r a n c e of -015".

4) Same a s ( 2 ) e x c e p t finger tight.

The minimum u l t i m a t e s h e a r s t r e s s f o r c o n d i t i o n s 1 , 2 , and 4, i s 38.18 k s i , and 36.29 k s i f o r c o n d i t i o n 3 where a 1 "

dowel p i n was . p r e s s f i t t e d i n t h e m i d d l e of t h e h o l e p a t t e r n .

T h i s c o r r e s p o n d s t o a 5 % r e d u c t i o n t o t h e s t r e n g t h due t o unequal load s h a r i n g .

4.15 S i m u l a t e d Dropped F u e l Bundle T e s t I n t h i s t e s t , a 10x7 t o p c a s t i n g was s u p p o r t e d on t h e c o r n e r s o f wooden b l o c k s t h a t were a p p r o x i m a t e l y t h e same s t i f f n e s s a s the side sheets.. A T 1100# c o n c r e t e b l o c k was d r o p p e d . o n t h e m i d d l e of t h e c a s t i n g , an e q u i v a l e n t d i s t a n c e t o o b t a i n t h e same n e t i m p a c t e n e r g y a s d e t e r m i n e d i n S e c t i o n 5 . 6 .

Load c e l l s were l o c a t e d a t t h e c o r n e r s o f t h e c a s t i n g and were summed t o o b t a i n t h e t o t a l i m p a c t f o r c e t i m e h i s t o r y .

Peak v a l u e s o f 2 5 , 0 0 0 # w e r e measured., c o r r e s p o n d i n g t o t h e 1 8 " b u n d l e drop. S e v e r a l drops w e r e made, a n d i n a l l c a s e s there was no l o s s i n c a s t i n g i n t e g r i t y , B e c z u s e o f un-c e r t a i n t i e s i n s t i f f n e s s and damping of t h e wooden s u p p o r t s ,

t h e c o n s e r v a t i v e c a l c u l z t e d impact l o a d s i n S e c t i o n 5 . 6 were.

u s e d i n l i e u o f t h e measured v a l u e s .

5.0 DETAILS O F DESIGN ANALYSES This section contains the d e t a i l design analyses as l i s t e d below w i t h t h e i r r e s p e c t i v e s u b s e c t i o n number.

5 . 1 Nuclear C r i t i c a l i t y Safety Analysis 5.2 S p e n t F u e l C o o l i n g and S p e n t F u e l Assembly Heat T r a n s f e r A n a l y s i s 5.3 Model D e s c r i p t i o n , F o r m u l a t i o n and A s s m p t i o n s F o r T h e S e i s m i c A n a l y s i s o f BWR S p e n t F u e l Racks.

5.4 Time H i s t o r y S e i s m i c A n a l y s i s 5.5 Module S t r e s s A n a l y s i s 5.6 E q u i v a l e n t S t a t i c Loads f o r F u e l 1mpact C o n d i t i o n s 5.7 Dropped F u e l Bundle S t r e s s A n a l y s i s 5.8 Module B o l t and R i v e t J o i n t C o n n e c t i o n A n a l y s i s 5.9 P o o l and Rack I n t e r f a c e Loads 5 . 1 0 P o i s o n Can A n a l y s i s 5 . 1 1 Module L i f t i n g F r a m e A n a l y s i s 5.12 Module S h i p p i n g S k i d A n a l y s i s 5 . 0 . 1 S t r u c t u r a l C a l c u l a t i o n Nomenclature The n o m e n c l a t u r e u s e d i n the c a l c u l a t i o n s i s t h e same a s u s e d i n t h e AISC Manual o f S t e e l C o n s t r u c t i o n S p e c i f i c a t i o n f o r t h e D e s i g n , F a b r i c a t i o n and E r e c t i o n o f S t r u c t u r a l S t e e l f o r B u i l d i n g s , and S e c t i o n N F Appendix X V I I AS-.

A = Cross-sectional a r e a , s u b s c r i p t s used f o r .

identification E = Modulus o f e l a s t i c i t y Fa = Allowable s t r e s s , a x i a l ccmpression

= Allowable s t r e s s , bending Fb.

F = Allowable s t r e s s , b e a r i n g P

Ft = Allowable s t r e s s , t e n s i o n Fv = Allowable s t r e s s , s h e a r F = Yield s t r e n g t h Y

FU = Tensile strength I = Moment o f i n e r t i a J = P o l a r moment o f i n e r t i a K = E f f e c t i v e l e n g t h f a c t o r (columns)

M = Bending moment P = Applied l o a d R = Reaction l o a d S = S e c t i o n modulus V = Shear l o a d W = Weight a,b,etc. = G e n e r a l d i m e n s i o n s , d i s t a n c e between l o a d s , e t c .

c = D i s t a n c e from n e u t r a l a x i s t o extreme f i b r e o f , beam

= Beam o r f l a n g e w i d t h

= Depth o f beam, d i a m e t e r of round member

= Computed s t r e s s , same s u b s c r i p t s used a s f o r F

= Length, i n i n c h e s

= Radius of g y r a t i o n

= Thickness

= Distributed load, lb/in.

Seismic C a l c u l a t i o n s F' - ~ l l o w a b l es t r e s s , " d e s i g n " s e i s m i c l o a d i n g . Same s u b s r i p t s used a s f o r F .

Calculated s t r e s s , "design1' seismic loading v e r t i c a l seismic accel.

horizontal seismic

5.0.2 Material Properties A l l r a c k m a t e r i a l s a r e s p e c i f i f e d i n PaR Document PARSP/3091 and a r e r e p r i n t e d h e r e i n t h e f o l l o w i n g c a r t . A l l aluminum m a t e r i a l p r o p e r t y v a l u e s b a s e d o n : Aluminum -

s t a n d a r d s and Data, 1974-1975 p u b l i s h e d by t h e Aluminum A s s o c i a t i o n (Reference 9 )

F Min. Y i e l d Descri~tion Alloy Finish a t 212O F P a r t i a l machined, T o p & Bottom C a s t i n g A356-T51 l6,OOO psi s a n d - b l a s t e d and Sand C s t g .

Duranodic ( g r e y )

(anodized) 1/2" S i d e P a n e l s 6061-T6 Duranodic Anodize 32,000 p s i (black)

Angle C o n n e c t o r s Duranodic Anodize 32,000 p s i (black)

C a v i t y Weldment S u l f u r i c Anodize 23,000 p s i (clear)

Bolts S u l f u r i c Anodize 42,000 p s i (black)

Rivets 5052 Body S u l f u r i c Anodize (black)

ABS P l a s t i c C y c o l a c Grade T

~ e a r i n gP l a t e 304 S t a i n l e s s Machined 25,000 p s i On F o o t Thread F o o t Hard A n o d i z e 35,000 p s i (black)

O t h e r m a t e r i a l p r o p e r t i e s f o r aluminum a r e :

b Modulus o f E l a s t i c i t y " E " = 1 0 . 2 (10 ) p s i @ 1 0 0 degrees F Modulus o f R i g i d i t y " G " = 3.8 (lo6) psi

\.J' Density

Other material p r o p e r t i e s used for 3 0 4 s t a i n l e s s a r e :

6 Modulus of Elasticity "E" = '27.7 (10 ) psi @ 200 d e g r e e s F .

6 Modulus of Rigidity "G" = 10.6 (10 ) psi, 3

Density = .28 l b / i n .

Rev. No. 2 3-28-78 ROGRAMMED 3460 LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 55112 AREA CODE 612 484-7261 TELEX #29-7473 SECTION 5 . 9 F U E L STORAGE SYSTEM D E S I G N REPORT DUANE ARNOLD ENERGY CENTER U N I T NO. 1 I o w a E l e c t r i c L i g h t and P o w e r C o m p a n y Cedar Rapids, Iowa CONTRACT NO. 13764 P a R Job: 3 0 9 1 Design Calculations POOL AND RACK INTERFACE LOADS PREPARED BY a

L' DATE 1 -- ':7 5 CHECKED BY DATE /-2/-78 F W 7 I S I O N NO. 2-

Rev. No. 2 3-28-78 '

U V I S IOIJ RECORD REV. NO. DATE DESCRIPTION CHECKED BY APPRV ' D BeY DATE 2-17-78 C o r r e c t e d typo pg. 5 . 9 - 3 l i n e 8 para. 2 3-27-78 R e v i s e d Page 5 . 9 - 3 and 5.9-4

Rev. No,. 2 3-28-78 POOL AND RACK INTERFACE LOADS The seismic analysis description is given in Section 5.3 .

The broadened envelope response spectra and time histories or results of the time history analysis are given in Section 5.4.

The maximum floor load,calculated as shown in spring Kf on Figure 4, Section 5.3 was 647875#, given from Figure 2, Section 5.4.' An 8x11 and 10x11 rack were utilized in this analysis for a total rack dead weight of 148,274# ( 750#/cavity).

The dead weight of the water and concrete floor within this two rack area of 65.9 ft.2 was assumed to be 212,65611 for a dead weight of 3'60,930#. Therefore, just the seismic load in the floor expressed as a fraction of total dead load is -k-(647,875/360,9304 =

0.79. Since there are 21 total racks or 10 1/2 such pairs com-bining this maximum by an SSRS method the total seismic load on a per unit basis is:

A/=~I.o. 5 (.79) = . 244 (Total Dead Load)

Therefore, the combined dead plus seismic loading is 1.24 (Total Dead Load). The per cavity load contribution of the fuel and racks is 1.24 (750#) = 930#/cavity. For the entire pool (2050 cavities) the total load is 1,960,500. Depending on the com-plexity floor model this load can be distributed just over the rack area or the entire pool area.

Rev. No. 2 3-28-78 S i n c e a p l a n a r model w a s used, t h e above l o a d s a r e t h e r e s u l t a n t

-9 .-

of a combined 2 d i r e c t i o n (one h o r i z o n t a l and one v e r t i c a l )

seismic. If a t h r e e d i r e c t i o n s e i s m i c i s r e q u i r e d i n t h e p o o l f l o o r a n a l y s i s t h e s e l o a d s s h o u l d be s c a l e d up. The b a s e a c c e l -

e r a t i o n s a r e shown i n F i g u r e A and B o f S e c t i o n 5.4 a r e .5 and

.28 g r e s p e c t i v e l y , T h e r e f o r e t h e r a t i o of 3 d i r e c t i o n RMS t o 2 d i r e c t i o n RMS i s g i v e n by:

The combined dead p l u s s e i s m i c l o a d i n g f o r 3 d i r e c t i o n now becomes:

T h i s v a l u e y i e l d s a t o t a l p e r c a v i t y l o a d of 989# o r a t o t a l load 2

of 2,028,300#. S i n c e t h e s p e n t f u e l pool i s 2 0 ' x 4 0 ' o r 800 f t .

t o t a l a r e a , t h e t o t a l uniform v e r t i c a l s e i s m i c l o a d i n g i s 2535 p s f .

The maximum sum of a l l t h e h o r i z o n t a l l e g f o r c e s of F i g u r e 5-c i s 132,650#. On a p e r c a v i t y b a s i s t h i s i s 6 6 9 # . This l o a d should be a p p l i e d i n b o t h E-W and N-S d i r e c t i o n s .

The maximum b e a r i n g s t r e s s under t h e r a c k f e e t i s c a l c u a l t e d t o be 4393 p s i .

These l o a d s should be used f o r b o t h OBE and SSE.

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BEARWG STRESS Ohl C ~ N P E T E fClp = ZZ,690* = 955 P S I BEARlhlG STfESS Ohl PLr4STIC zz1690* = Ps / (c F, ~ 5 4 0 PSI 0

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ROGRAMMED SYSTEMS CORPORATION 3460 LEXINGTON AVE. NO.. ST. PAUL, MINNESOTA 55112 AREA COOE 612 484-7261 TELEX #29-7473 SECTION 5 . 1 0 FUEL STROAGE SYSTEM D E S I G N REPORT DUANE ENERGY C E N T E R U N I T NO. 1 I o w a E l e c t r i c L i g h t and P o w e r C o m p a n y Cedar Rapids, Iowa

,CONTRACT NO. 13764 P a R Job: 3 0 9 1 Design Calculations .

P O I S O N CAN A N A L Y S I S

\ -

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\ ROGFUMMED 3460 LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 55112 AREA CODE 612 484-7261 TELEX #29-7473 SECTION 5.11 F U E L STORAGE SYSTEM D E S I G N REPORT DUANE ARNOLD ENERGY C E N T E R U N I T NO. 1 '

Iowa E l e c t r i c ~ i g h tand P o w e r C o m p a n y C e d a r R a p i d s , Iowa CONTRACT NO. 13764

, P a R Job: 3 0 9 1 Design Calculations MODULE L I F T I N G FRAME AND C A S T I N G L I F T I N G E Y E A N A L Y S I S PREPARED B Y A T E // - , 2- 7 7 .

CHECKED BY b- 3-3 -7 &

R E V I S I O N NO. DATE

REVISIOIJ RECORD REV. NO. DATE DESCRIPTION CHK' D BY A P P R V ' D BY DATE

INTRODUCTION The following calculations check the stresses in the lifting frame members and welds described by PaR fixture drawing AD-225S6-E. The calculated stresses are compared'to the yield strength F of the material and are shown to have a factor Y

of safety F.S. on yield greater than 3.0. Nomenclature used is generally in accordance with A.I.S.C. Manual of Steel

/

Construction, 7th Edition, 1973.

CHKD. ? Y . ~l//h DATE-.!,,.I.~~I 8 . ! ' . - 4 ' . ' . D A T E ! .1 S U J E C T Y. !! . J C / ' . . . . ' J bHtEl N U JOB

- ..... U t .../.:--.--

N O . ~ Q ? ( ...../.0M!8 ------

\

...................4'4'4'4'4'4'4'4'.4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'.4'4'4'4'4'4'4'4'4'4' A,.#- :

GENERAL F IX-T_UFE ARRPNGEMENT : SEE PaR DRAWING 'A -22556 - E .

THE S A M E FJYTuRE /S USED FOR C l F T ~ ~/V4 F T H E 8 CAV. DlRECTiON AND rflf 11 CAY. D I R C T I ~ N .

I

- 0 t

I I

! . , . i -

b- 70.3 7 5 " RETRACTED PO 5 1 T / ON 75.50-"' MAX. EXTENDEB (74-375" s HQWN)

IN Ir C ~ V . DIRECTION . --.-! -- ----.--

D E T E R M I N E MAY.LOAD P PER LIFTING FIXTURE el? (FOR II MODULE)

APPROX. W T PE/9 CAVITY I S NL*. ( S E E NOTE BELOW). . . - .-

P = I ~ ('I)()

2

~ * = a ~ & PER L I F T I N G EAR

- DETERflIId E MAX. TRjWEL I BETWE&!/ R E n . 8 CAV. AND EXTVD, /I CAV. COA~D~TIONS 75,500" - 56.566' :$4..

2 = 12.500

NOTE: 1 3 6 * / ~ ~U~S.E D 15 CONSERVAPVE AS CALL. w% /S / J ~ * / C A Y .

NOTE: C A V I T Y ARRPNOEMEW 15 6.625(1 TO EE,W I T H 5.900HOLES.

N I S THE N U M B E R OF C A V l n E s B E I N G C Q ~ ~ S ~ D G R D - I

I F.u' =

BENblhlG YIELD COMBINED SHEAR AND TENSION

= F2 - /.6 , f ( S E E PARA. 1.6.3 4.I.S.C. hklNUAL, ~ 5 - 2 3 )

/

-)

L--

FACTOR 0 F : S A F E T Y O N YIELD = ~ b Cb

MAIN CROSz 7 U E i E ANALYSIS :

CHECK 8 E N D l N G STRSS l N 1 0 " ~ lo* X 3/8" SQUARE T U B E , A = 13.0 IN',

5 = 41.7 /u3, .G = 36,040 Psi.

+ ~s,ase*

I I I I I I

I 1 - - l A.-.

MOMENT 4T = 822.8*(37.0:12) = 304,53.? IN-LB fh= -- 304.539 / N - t B 41.7 / f l T

= ,730~ ,*, i

DOGHOUSE PLATE A N D WELD STRESS ANALYSIS

.i.. . . .

. Fy '30,000 RI FOR DOGHOUSE

.I'

... -. / : . ; . : - , !.,;

I . i r --

.\A i

. ,z?.$L-'...

w . ..:--. . . . S f . . -.-

- . .. 3 .

,> .t .:-

L

.. : . I .. I "i

. , , - 7 I

...-.-.. ....+.-----.-

- L -' ;::.. . . , !

. _ I I . .

I

. I '

X..

I

" 4 .

I ,

! F 1 .

8 , . . I . . . '...: ..

STRESS. 4 N A C Y S IS- F O R DOGHOUSE PLATES :

I .

t .

-- ( 1 - 6 8 7 +3- 6.2 !.i ) ( 7 - 7 ~ ) ~:-- 358.73 ,N4..

s ' .

i ,

.. . - i - . ,.!.,A;;"

"PLATGS

! , . . . ... : ! . i. -! i t I.

(,T,b3 )7.75" .; = 4202 PSI i::,..'!

!?ic iMc

-- 82&@ ' -' p:,!' ' ..

f: ; , - . .

'?: ; ,'V

. .,-.?.

.,'I 8 .

f l . T , f ,27 $ -."

ftb _. . ., ..-.;. -...

+

i

. f . 356-73 /4?,. .- . , . , I .

. , , 1 I*

A 6228- = 460 PSI

= (-6.25* 1.L87) 7.75 fttr a 1 ..

7OTAC,f,. = :ftL+ f t v = 4662 PSI.

( d F t =18,000 P S I ) , ..

a 1-

.) .1 F.S. - 4662 ' 11 = 3 0 400 Q . + ~ . .- ..

4 3/R *WELD CHECK Iwu=

AROVAJD b ~ ~ i ~ o vA&.

, s e PLATE :

2 [ ~ 8 p o ) 3 , 9 - 5 ~ ~, +'3~- /8 8 )( ~ 5 0 ) ( . ~ ~ ~ ~ ~ f i = 2 i 4 4 , . ;b l ~ ~

\ .. .. . .-.. ..

I

DS AUE T ~ J- E~ C. T~. ~! ~~ ~* ~~- -~ . $

~ !~. F~ ~ ! ~ ~ . ~ . . ~S ~ ~......

XE~T NRO~.... h & ?OF~...---..---

I+

HE f

~ Y - ~ , - ~ ~ ~ - ~ ~ ~ ~ E 6

.-.-.-----.---------------.----.-..----------------.------------.------- Joe N 0.3.09.! ----! - W A-----

CHKD. BY:. .:.:.: ..DATE..) .t .7;3 C

LOAD HOOK ANALYSLS : SEE PaR DAAWidGS AD-20977-B AND AD-22223-C .

Ab-2 0 977-B L I F T I N G EYE 5 = 35,000 P S I . .

AD-22223 -C BRACKET PLA

--7-? . f: - - - . . .-...--. -- y--- . .

I "

-. . .. . ? . - .

I & 4 5 & * ' ~ ~ ~ ~ ~ ' .. . .. ' .*: 1..

BEAM MobEL ASfUMPTlarJ DISTRIBUTE^ LOAD FOR 1.5" PLATE- I

.I

- i ASSUMED L O A D . . .

. .)

.i:.:' r saiap

.;I , ;.:

~IS+~~IBUTION . 1 . . .. ../ :*i+ -. .

SHOWN. . , I

E Y ! ~ : - ~ . ~ ~ . ! S ~ - D A T E ~ ~ ~ ~S!U.B'J ; ! I ! ~ ? - ? !.....

E C~T..~/ ~ ? ~ / ~ ~ C ~ - ~ L ! D ! @ ~ ~ ~ ~ ! . U ~ C ! . ~ ~ . ~ ~ P ~SHEETNO - ~8

~ ..-.OF...........

CHKD. BY!i.$.?-.-. ............................................................................ J 0 8 ~0.3-~2/..&!&!~---

) '

...........w.........................................................................................................................................................

Loab HOOK A N A L Y S I S ( C O N T I N U E D )

CHECK B E N h l N G 4 AD-20980-C.PLATE AT LOCAT/OII/ @=

CHECK TENSlCE -STRESS IN 1'- 8 SC(?EWS : I

! I 3 - .

I . . . .............. . .--.-.

'r" F. 5. ON YIELD 35000PSI 8228 = 4-25 CHECK 7E4SlCF STRESS /N HOOK A T L O C A ~ O N @ t

. I 8 .

r.

\ CHECK STRESS OH 3/8* HOOK_ WELD ::

' .t B Y .'-lr.~:lV.?L!:~!!o~~~./c(~I!:L/ SUBJECT.il?l?P!!-k~,:--5.!~!.!-N.9.-!~!.~!-c!.r!<-.4!!fl<?::?'~ SHEET NO ......7....O F ...L-: ---- -

CH KO. BY: 'i-'.:r*.

} !

o

T E - - ~ G . / ~ ~ c ......--------.----.

i iiiiiiiiiiiiiiiiii iiiii iiiii iiiiiiiiiiiiiiiiiiiiiiiiiiii JOB NO.-%!^.!.....LO!&&---

CHECK BENDING AND SHEAR STRESSES 47 COCATIOd @ : .. - --.. .--

a A S S U M E AN AVERAGE tl/GHI AND WIDTH O F SECTION- ' ' 4 .

AVG, H E I G H T 1-625"+2.125" = ,-875~t I 2

c375' . !

.I:

/.725*<2)

=. 1. 662" ...

A V G WIDTH . .!.

. - .!. ..j.

.. - ';-A.

L.3.

. .'.. 2". ! . s .

AVG. AREA , (/.875"x1.6(/.64~9- = 3.537 / N C SECTION M o D U C O S S = 1.662"0.87532 = .974 ,N,3 6

, 5 = /6,000 PSI 1

CASTING 356 -75/

FOR SHEAR ANb B W b l N G , Fb8=5 -/.6% = 141 3 9 PSI , '

REE PARA. 1.6.3 4.I.S.C. MANUAL I? 5 -23

. .i I 1, ..--. . - .

.5.11-12

3460 LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 55112 AREA CODE 612 484-7261 TELEX X29-7473 JANUARY 1 9 7 8 SECTION 5 . 1 2 FUEL STORAGE SYSTEM DESIGN REPORT P a R Job No. 3091 For DUANE ARNOLD, UNIT NO. 1 (IOWA)

DESIGN CALCULATIONS MODULE SHIPPING SKID PREPARED BY DATE 1-15-78 CHECKED BY DATE 1 A I S-78 R E V I S I O N NO. DATE

INTRODUCTION An a n a l y s i s of t h e s h i p p i n g s k i d was conducted f o r r a c k s o r i e n t a t e d h o r i z o n t a l l y , v e r t i c a l l y , and i n t i l t e d which o c c u r f o r upending and s h i p p i n g c o n d i t i o n s . The computer program "SAGS" ( S t a t i c A n a l y s i s of General S t r u c t u r e s ) was used t o a n a l y z e a b r a c k e t on t h e s k i d . This program i s a v a i l a b l e t h r u t h e S t r u c t u r a l Dynamic Research C o r p o r a t i o n SDRC, 5 7 2 9 Dragon Way, C i n c i n n a t i , Ohio.

T h i s a n a l y s i s showed t h a t a l l members and i n t e r f a c e b o l t s have a s a f e t y f a c t o r g r e a t e r t h a n 3 : l on y i e l d .

CAD:.+- 3/ Joe NO.-..J-U.Y-J .-,..-.--

ytl:a.--36.5-)---..----.-----...--..-.---

.-----------------------.-----------~-~-----------~-.-.-'--~~-~--..

.--.----.-'--.---------I-MODULE SHIPPING S K I D AM4LYSIS F O R FOUR PotAT LIFT :

NOTE.' DR Y H O D ~ L MflSS E 11 3*&~,

FROM & P f X. 8-1 TOTAL WZ

113 ~ 0 ) 0 1=)12, V 3 0.

P = /3,0oo*

(2) /.om DIA. HOLES (TYFI)

I I

q 4 4"J' TUBE I

4 TAN 8 ASS'ME CPENDED = 1 3 0 0 0=#. AND eVENDLD c 25 (SHOWN)

AND 12 INTO PAPER,

IN Q " x ~ T"U B E (%I' WALL)IF7 -36000 CHECK ~ E A R ~ N STRESS G

CyECU SHEAR S T R S O N 1.00" D I A - S C R E W : Fy = 85,OoO PSI, Fp=3$000 PSI I 11 CHECK RIP 007'- SHEAK STRESS lfl 3 * ~ 3 " r/4 ANGLE T A B ; TAB MU. 1S 1/2 SHEAR STRESS ON S C P E W I S TWO ABOVE, O R ~ / ~ o ~ s I c c F Fy =36000 PSI

-/. 00"D/A, ALUM. SCREW 4 /--3.500" - 3 750* = 2500 PSI

= ctA f,- 2 ( ~ * ~ o " ) (

s o o(~C)F r = 11,4W psi) w z = 5.76

6.000 3-5a0 = -583 F-s.

- 3 750s = 7 5 0 0 PSI

= -6.000 WE CC fp= 32,40OP5/'

2.750 = -958 (1.00")(.500")

Es. = 4.32 J CHECK ~ ~ ( E ASTRESS C O N I/!lr W O SHOWN ABOVE : 0 = 4 FOR WELD.

ALLOWABLE LOAD P = C C , D A ( m 3~2 5 0

L o a D CO*JTRIBUTION) w H E ~ E C, = /.O FOR E70 R O D , Ah)D C = - 6 4 FROM TABLE XIY.

/ 5.36 F . 5 . Oh) .ALLOWABLE 3mL5 = 4.73 ( cONTR18r?rrOnl TO s r s o

L O A D 7 l00Q BASED OAJ 2 / 0 0 0 P S / ALL(

C O R R E S P ~ N D I A GS T ~ E S S / S 4273 = 4940~31

. 5.12-5

CWKO.,aY J~:.?:I::DATE- 1+?-$/:?9~...L.&?:-f 3198 Y.? ....R.E!?,,) Joe ~o..Ju?./........-.---- T.

SHEAR 5TKESS ( C ~ I U T ~ N U E D2)

C H E C K SHEAR ST4CS.5 COAJTKIBOTlOrJ D U E TO / 8 7 5 * ~ f f L~b A~D -

U S E T A B C F X V , P4-69, W H E R E a = = I* 5 -

= . = A N D & - 75 - ,458 -

G.0 P = C C , n l = -95(/.0)(4)(6.0) ~ 2 2 . 8 KIPS COCREsFbr-IDHG STSESS '0875(21,~oo P S I ) = 1725 PS/

TOTAL R E S L I L T ~ ~ ST ~ ~ E A STRESSR 04 WELD IS ANIOCL'SIS OF SWAR 574~555 ON SOPPORT PLATE WELDS :S E SFIEnS3B -3.

=f?= PLATE^ A A E 4.0" SQ-REFER T O ~ H P u T E R . R / f l T O C ) T LOADS AT J O I N T / (SF& SHEET 3 ~ :)

. TE~SILE L O A D S At? F F ( = /636*

Ahlo F<Y)= 2 6 3 1 *. , , # .

MOMEUT M = 2096 Id-LB t F O R SECT/ON ' A - A f SEE

. SL OHAED ES To .j 3eBv /AmoSd c o ~ p o r e RA N A L Y S I S UJED ld N O D U L E5 x 1 0 350~

S i H l b n E R Tn Arntvslr a=32so$ 4.e mmtcmec E . C O N > E

L ~ ~ ~ ~ ,

CHEC K SHEPR A N D TEAISILE STZESSES /-0#-8SCRE-PI T . At= .6051 1dZ THIS SCPEW SECURES ~ " ~ o D u C E T O M E S H / P P I N G S K I D ,

Ah)D SCRcuJ S V E S S E S FOC UP/LID/hlG COIt)DIT/OrJ B E L ~

WILL B E G R E A T E R ~ , 4 ~ h Fl O R F O U R P a / h ) T L/FTidG CO~UFIGU&AT/ON I

f=j,= 85,000 P S I CON f3,rJED SHEAR S T P 6 S S CHECK NO. OF W G A ms. S ~ R E Q I~

I h ( A L U M . C ~ S T / ~ )W G IrH 5890#

,F, =, 4(16,000) =b5&'+(~,'1' 1

= 6 4 0 Q P S \ , F. s. = 3 M I N .

T E N S I L E LOAD c< ~,=34000PS

= 9-13 THIS. ES. - -34000 = ~ 4 7 6000 (MIN-)

A-A - 4 - 4 a +

&lj.767)1 6 6 ~

Leu - I2 (4 251f!.)

= 4184 PSI 4- 2/91 P S I = 6 3 7 5 PSI

( 4 F , = Z l , O O O PSI)

FORE END AFT END MHTEPIHL SECTION ROTHTION

~ ~ ~ 1 1L. E1 ~ ~ G T H .JO IPiT JOINT COIIE CODE HtiGLE TEMP.

.JO I NT :.;

J O I N T COORD INHTES 8

7 L

MATER I A L PRUPEPT IE:5:

CODE E PO 1SSOI.i ." :5 DEPiI: I T',' THERMRL I ~ ~ E 1 FCF1ENT '$1E L n CRO:SS-:Z:ECT 1Of,{ PROF'EF;T 1ES FIOPIEIJT O F :SHEAR CODE HREH INERTIH RHTIO

FEE I F 1ED RESTRHI P1T:S J O I N T DIRECT ION VALUE

+++ L O A D I N S NO. 1:

.JUIr4T J O I WT D I:ZPLkCEMEMTS

. :i I I .,

.i RUTHT IUP4 1 .

- 1 65.3G,E+[I:1 2 . C.::lE+[l'3 2 . [Is3e0E+

[I.>

4 1 c,:3C.E+ 03 :3.6,85E+ [IZ 4.284E+ 1112 TOTAL 4 . :377E- 12 3. 5 0 [IE+ 1:1:3 z. 324E+ [1:3 FORE END FUE1:ES AFT EPiD FORCES SPHP{ .-IT. AA I:. L :SHEAR MOMENT AT. AXIAL SHEAR MUPlEP4T

......-...(..~D:-2-31f7.66::bb.!!6.C-) JOB NO.-.-

.--.------------.---.---.--- 2-G.2L---.

.-.-.--me-ASSUME A ~ G L E T A B - AAID 5 ~ 4 6 WYUST. 7AlrE L O A D & =7000I#.

REF. A.I.S.C,MAWVAL, 7 9 ~ d . ) TABLE XIV R 4-48. ,

ALLOWABLE LOAD P = CC, D i e (FOR ~ 9 5 0 ~ C ~ O0~ ~4T R~I B O T J O ~ ~ )

WNE$E C, = /.O M R 70 W D , A N D C = a 6 Q FROM T A B L E XIV.

R I B W l O N D U E M 2750 LOAD 15.36 F.5. ALLOWABLE 2.75 = 5.58 ( CsO4dsT Ea 24 000 ps/ ALLOWABLE.

CHLCK SHEAR STtsS C ~ h l T R j B i \ ~ ~ oJ/ rul E rn 5 8 9 0 S#4R L O A D -

USE T4 R C E XV, P . 4 - 6 9 , uJHPPE Q = 6.0

.a5 A ~ J B& = 2-75 -458 6.o P = C C , D A = - 9 5 (/-o)l.?X6.0) = 22.8 R ~ P s s r s e SS (~1,oooP S I )

I CORRESPOAD~~G 5425 PSI CHECK SHEAR STRESS COAITRIBUTION DOE r0 LOAD C O M P ~ E ~ ) T / ~ ~ PAPER: IA~TO 4, -aoo1)~ 7 0 7 ) 74") (

RESULTANT SHEAR STRESS ON WELD /S

[1(3760)' + (5425)' + /005)* - 6675 PSI (46-2f,000 PSI)

FOR 5:1 F.5. ULTIMATE STREAJQTH O F L / F T / M t C A B L E 9

U S E C A B L E W / 7 H U L T l n j A f E STREdGTH F, :

CHECK SHE4R STRESS 04 LOO.D/R S C R E ~ :

C~-&CK R~POOTSHEAR STeESS ON %" TABt

EMOTE SYSTEMS CORPORATION

. 3460 LEXINGTON AVE. NO., ST. PAUL, MINNESOTA55112 AREA CODE 612 484-7261 TELEX #29-7473 SECTION 6 . 1 F U E L STORAGE SYSTEM D E S I G N REPORT P a R Job: 3 0 9 1 DUANE ARNOLD ENERGY C E N T E R U N I T NO. 1 I o w a E l e c t r i c Light and P o w e r C o m p a n y C e d a r R a p i d s , Iowa

.CONTRACT NO. 13764 S I M U L A T E D MINIMUM C O E F F I C I E N T . O F F R I C T I O N T E S T P R E P A R E D BY i-24-1a CHECKED BY DATE /- a+-78 R E V I S I O N NO. DATE

R E V I S I O N RECORD REV. NO. DATE DESCRIPTION CHK'D BY A P P V ' D BY DATE

FRICTION TEST REPORT FOR YANKEE ATOMIC COMPANY 1.0 PURPOSE To verify the minimum coefficient of friction for loading geometry, environments, and pressure as found on feet assemblies of spent fuel modules sliding on the floor liner plates of spent fuel pools.

The friction values were'used in module design to determine maximum module displacements aftep a seismic event.The~etests were done Lnder ideal conditions with no considerations given to long term contact effects and corrosion effects. Therefore, they represent the minimum friction forces and do not attempt to define their maximums.

2.0 TEST SET-UP & DESCRIPTION Picture 1 delineates the test,set-up. Two 6" diameter x 1/2" thick"304 S.S. pads were bolted onto a middle sandwich plate.

, These pads are identical to the foot assembly pad as used on the module. The middle pad sandwich plate is connected to a 3"- diameter hydraulic cylinder actuated by a hand The pad .assembly is in turn sandwiched between two stationary 1" thick 304 S.S. plates with standard hot.rol.ledfinish to simulate the pool liner. (see picture 2) . The complete 'friction test assembly is located in the bottom of a shallow tub, capable of holding enough water such that the pad assembly can be totally submerged. The stationary plates are vertically loaded with a 5" diameter bench press.

The pad assembly is then slid between the sandwich by means of the other hydraulic cylinder. Both ;ylinders have pressure gages to measure the vertical and horizontal pulling force.

3.0 TEST PROCEDURE For normal loads of 5000 to 40,000# increments, measure the horizontal static and kinetic sliding force under the following conditions.:

1) Pad assembly with 32 micro-inch surface finsih a) Dry b) Wet (water)

2) Pad assembly with 250 micro-inch surface finish a) Wet -

Note:. because two sliding surfaces are used , the horizontal force is divided by two to obtain the sliding force by one surface. This force is then divided by the normal force to obtain the coefficient of friction.

RESULTS OF MEASURED DATA TABLE I S t a t i c C o e f f i c i e n t of F r i c t i o n K i n e t i c C o e f f i c i e n t of F r i c t i o n Normal Force D ~ Y Wwet- w e t /250 Dry 9 wet? W e t 250

SUMMARY

Table I presents the coefficient of friction for the various conditions measured. The live and dead weight of four legged 10 x 10 module assembly is approximately 22,000 lbs. per pad. For.normal pad forces between 15,000 to 30,000 lbs, the variation of measured friction coefficient is .23 - . 2 9 for all conditions.

The following observations are made in reviewing the data.

1) For normal forces above 10,000# coefficients are fairly constant for a given conidition. Coefficients are always substantially lower for normal forces below 2 ) Wet values were 0-1% lower than dry values.

3 ) Kinetic values were 0-2% lower than static values.

4)_Wet values for 250 micro-inch finishes were 0-2%

lower than smoother pad surfaces with 3 2 micro-finishes.

Very little difference was measured for kinetic and static friction, which may be attributed to the small pad velocities maintained with the hand pump on the actuating cylinder.

6.0 CONCLUSION

S For nominal contact pressures minimum coefficient of friction measured were .23 -.29 for all conditions. Because these measured values do not show the effects of long term contact stress and corrosion, we believe these values represent the absolute minimum.

A coefficient of friction of . 2 based on these tests was used in the seismic time history analysis to determine maximum module relative displacement. This value is 15% below a min-imum measured value of .23 to account for measurement un-certanties.

7.0 PICTURES PICTURE 1 PICTURE 2

ROGWMMED SYSTEMS CORPORATION 3460 LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 551 12 AREA CODE 612 484-7261 TELEX #29-7473 SECTION 6 . 2 F U E L STORAGE SYSTEM D E S I G N REPORT P a R Job: 3 0 9 1 DUANE ARNOLD ENERGY CENTER U N I T NO. 1 I o w a E l e c t r i c L i g h t and P o w e r Company Cedar Rapids, Iowa

' CONTRACT NO. 13764 BOLT CLEARANCE T E S T REPORT PREPARED BY DATE !-!a-7?3 DATE /-24-78 R E V I S I O N NO. DATE

REVISION RECORD REV. NO. DATE DESCRIPTION CHK' D BY APPV'D BY DATE

TEST REPORT/BOLT CLEARANCE PURPOSE: To determine the deflection and ultimate load capacity of bolted joints with different body clearances, seating torques and hole misalignment. The values were then compared against identical bolt patterns with a dowel pin press fitted'in the middle of the bolt pattern.

TEST SET UP & PROCEDURE: Figure 2 delineates the test set-up.

Here a typical two bolt pattern was mocked up and loaded in a 5" diameter bore bench press. The top surface of the plates was measured with a dial indicator. The plates were loaded in 100 psi increments of the bench and deflection measurements were taken at each load.

Four different conditions were tested:

1) The plates bolted together with two 3/4-10 bolt torqued to 600 in-# with body hole of .015" clearance. Body hole pattern -015" less the mating hole pattern 'so that it is a line to line fit on outside edges of the bolts- note theoretically all the load would be of the 1st bolt, in this case.

2 ) Same as (1')except body hole clearance .005" and hole patterns in line.

3) Same as (2) except a 1" dowel with a .0003-7" press fit was added to the middle of an inline bolt and body hole clearance of .015. The testing for this case was done by .

n i n City Testing. The test report is found in back of this repor

4) Same as (2) except bolts are only finger tight.

All materials were aluminum. ~ o l t swere Standard 3/4-10-uc x 1 1/2" Hex Heads, alloy 2024-T4. Bolt threads were in the shear.

RESULTS: Table one summarizes the deflection -vs- load results for four cases. (Figure 3 presents these same results in a graphical form),

for conditions 1,2, and 4. Figure 1 and Table 2 presents results for case 3.

On Figure 3, the results for trials 1,2, and 4 are approximately linear up to approximately 22 Kips. After the load the slope incieases. This

. effect is accounted for by parallegramming of the bench press and should be ignored.

CONCLUSIONS: For Trials 1,2, and 4 bolt clearances, hole misalignment and seating torque had virtually no effect on ultimate failure load.

The failure load for these three cases were 25.15 ksi. The total effective shear area of the two 3/4 bolts is ,668 in 2

. The failure shear strength is then 25.51/.668 = 38.18 ksi.

For load case 3 the total shear area of the two bolts plus the 1" dowel pin is 1.453 in 2

. The failure shear strength is then 52.75/1.453 =

36.29 ksi. This results in a 5% reduction in the shear strength due to the dowel pin and bolts not sharing the load proportionately.

TABLE ONE DEFLECTION OF BOLTED JOINTS Load Deflection Kips S2 S4

-023 .026

.028 .029

-032 .032

.035 .035

.0.38 .038

.041 .042

.045 .045

.050 .049

.055 .053

.064 .058

.074 Failure .065 Failure Failure KEY S1 = .015 Body Clearance- Two Bolts Torqued 600 in-#/and hole Misalignment of .015" S2 = .005" Holes in Line- Two Bolts Torqued 600 in-#

S3 = .015 Holes in Line- Two Bolts Torqued 600 in-# and 1" dowel pin with -0003-7 press fit S4 = -005 Clearance- Two Bolts Finger Tight

twin ccw testlnq and P n q ~ r r e ~ _ r m nlaooratoru, q Inc 662 CROMWEU A V E W E ST PAUL MN 551 14 PHONE 6rz1ars-~WI REPORT OF: LOAD-DEFLECTION TEST OF SHEAR BLOCK PROJECT: DATE: December 23, 1976 REPORTED TO: Programmed & Remote Systems Corp FURNISHED BY:

899 W Highway 96 COPIES TO:

S t Paul, MN 55112 Attn: M r A1 Sturm LABORATORY NO. 14-2500 GENERAL : . .

On December 2, 1976, we, received a shear block f o r load t e s t . The shear block consisted o f a 6 114" x 2" x 1" aluminum p l a t e placed alongside a 6" x 2" x 112" aluminum p l a t e and bolted t o g e t h e r with two 314" diameter by 1 7/8" long alumlnum b o l t s . A 1 " diameter aluminum shear pin was a l s o connected t o the two aluminum p l a t e s midway between t h e two threaded bol ts.

A load-deflection t e s t was conducted on t h e shear block by applying a downward f o r c e t o the 6" x 2" x 1/2" aluminum p l a t e while o r i e n t e d i n a v e r t l c a l position. Deflection measurements were recorded a t r e g u l a r load i n t e r v a l s using a d i a l i n d i c a t o r .

' D-DEFLECTION TEST RESULTS: Table 2

~ornpressi ve Compress1 ve Load, l b Deflection, i n .

0 0 1,000 0.001 5 2,000 0.0025 3,000 0.0040 4,000 0.0055 AS A M U T U A L P n O T ~ C X l O UT O CLILUTS. TWZ CUmLlC A M 0 O U R 8 C L V e s . A L L R L P O R T I A R C ¶ u a ~ l l T c ~A¶

) THE c O M V I D C N T ~ A L r n O r L R T Y O r C L l t H T S . A H 0 AUTHOR-1 Z I T 1 0 U P O I rUmLICAT1OM 01 STATLMCUTS. C O U C L U S l O u 8 OR CXTRAtTm r R 0 Y OR RCGAROIMQ OUR RLPORTs 1s RCSLRVLD r C N O t N C O U R W R I T T C U APCWOVAL 6.2-7

twm CKEVkestllnh;/

ana enqlneerlnq laaoratoru,lnc.

662 CROM'NELL AVENUE ST PAUL. MN 55 1 1 4 PHONE 6121645-3601 REPORT OF: LOAD-DEFLECTION TEST OF SHEAR BLOCK DATE: December 23, 1976 LABORATORY No. 14-2500 PAGE: 2 LOAD-DEFLECTION TEST RESULTS: (Cont. )

Compressive Compressive Load, 1b -Deflection, in.

20,000 0.0270 21,000 0.0285 22,000 0.0300 23,000 0.031 0 24,000 0.0325 A MUTUAL PIOTZCTIOH TO CLICMTS. THC PUSLIC rna o u r s r L v c s . ALL n c m n r r A R C Y U ~ M I T T C O A S THC c o r t r l o c M z i r L r r o r r n r r or C L I ~ N T Y . AHO r u T u o r - '

.LATIOM F O R P U S L I C A T I O M O r STATLMCHTS. C O M C L U S I O N S OR CXTUACTS F R O M OR R C G A I O I M G O U R R C P O I T Y I S RCSCRVCO R M O I H C O U R W R l T T C M APPROVAL.

twin cirv e e s t ~ n q ana enqlneerlnq IaDoraForU, Inc.

662 CROMWELI. AVENUE ST. PAUL. MN 551 14 PHONE 612/645-3601 REPORT OF: LOAD-DEFLECTION TEST OF SHEAR BLOCK DATE: December 23, 1976 LABORATORY No. 14-2500 PAGE: 3 LOAD-DEFLECTION TEST RESULTS : (Cont. )

Shear f r a c t u r e s occurred i n t h e two threaded b o l t s and t h e 1" diameter shear pin.

The l o a d - d e f l e c t i o n t e s t r e s u l t s suggested t h a t t h e shear block s t a r t e d t o y i e l d a t approxi-mately 36,000 l b . The load-deflection curve f o r t h e shear block i s shown i n Figure # I .

REMARKS :

This t e s t was conducted under your Purchase Order Number L-12319-1.

The shear block is being r e t u r n e d . t o you under s e p a r a t e cover.

1 A MUTUAL IZATIOH CONCLU.IONS OR EXTRACTS FROM OR RLOAROING OUR R ? ~ ? ~ R T S I S RCSCRVCD PLIIOIHC -

P U O T C C T l O N T O C L I C N T S . T H C P U B L I C AND O U R I C W Z I . ALL REPORTS ARC I V B Y I R C D A 9 TWC C O W t l D C H T I A L PZ1OPCRT7 O P CLlTWTS. A N D AUTHOR-FOR CU~LICATION oc STATV.MEHTI. OUR WIITTEN APPROVAL.

/ I I c i t y p i n y~

/ I /

Twin. n p r i n p o p .

6.2-9 Rv . I / dl? / / A/

COMPRESSIVE DEFLECTION (in.)

\

\1 EMOTE 19 SYSTEMS CORPORATlON 3460 LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 55112 AREA CODE 612 484-7261 TELEX 129-7473 SECTION 6 . 3 FUEL STORAGE SYSTEM DESIGN REPORT PaR J o b : 3091 DUANE ARNOLD ENERGY CENTER UNIT NO. 1 Iowa E l e c t r i c L i g h t a n d P o w e r Company C e d a r R a p i d s , Iowa CONTRACT NO. 13764 SIMULATED DROPPED FUEL BUNDLE TEST PREPARED BY DATE I--t0-70 CHECKED DATE 1-24-78 REVISION NO. -7 DATE 7 r

R E V I S I O N RECORD REV. NO. , DATE DESCRIPTION C H K ' D BY A P P V ' D BY DATE 1 2-17-78 Deleted s e n t e n c e

-/,,./7 6 para. I from word drop.

DROP TEST REPORT 1.0 PURPOSE To d e t e r m i n e impact l o a d s and v e r i f y t o p c a s t i n g i n t e g r i t y r e s u l t i n g from a 1 8 " f u e l drop,

2.0 BACKGROUND

I n S e c t i o n 5 . 2 of t h e d e s i g n r e p o r t , a n e t impact energy f o r t h e 18" d r o p was c a l c u l a t e d as 7 8 0 2 i n . - l b . . The s p r i n g r a t e a t t h e c o r n e r s o f t h e module a t t h e t o p c a s t i n g were c a l c u - .

l a t e d a t 1121 Kip/In.

I n t h i s t e s t , a 10 x 7 t o p c a s t i n g w a s used. It w a s supported on t h e f o u r c o r n e r s by l o a d c e l l s r e s t i n g on wooden b l o c k s .

See P i c t u r e 1.

The wooden b l o c k s w e r e used s o t h a t t h e s p r i n g r a t e of t h e s u p p o r t s i n t h e t e s t a p p r o x i m a t e l y match t h a t o f t h e s u p p o r t -

i n g s t r u c t u r e of t h e module.

The b e a r i n g on t h e b l o c k s w a s a 2 . 5 " s q u a r e p l a t e o r 6 . 2 5 i n . 2 ,

Two 4 x 4 b l o c k s w e r e s t a c k e d g i v i n g a t o t a l wood d e p t h o f 7". The s p r i n g r a t e "K" f o r t h e wooden s u p p o r t s i s g i v e n by t h e following equation:

2 Where A = 6.25 in.

E = 1-51(106) psi for wood Solving yields This spring rate is slightly higher than the calculated value of 1121 Kips/In., so it will tend to give slightly higher loads.

3.0 TEST SET UP As mentioned previously, Pictures 1 and 2 delineate the test setup. The 10 x 7 casting was supported at the corners by load cells in series with wooden blocks to match the structural stiffness. Note: In the actual assembly, the top casting is supported along its entire periphery by the 1/2" side panels. So that bending stresses in the casting will be slightly higher for the tested geometry. A 2'x 2'x 2', l100#

concrete block with a 7" square x 2" LCS impact nose anchored to it under side was used to simulate the dropped fuel bundle.

A four angle guiding structure surrounded the block for safety reasons. Metal binding tape connected the block lifting eye to an overhead crane hook. After the block was lifted to the desired drop height, the metal tape was cut and impact time histories were recorded using a light beam oscillograph. The oscillograph and load cells were supplied and monitored by Test Technology of Minneapolis, Minnesota. Equipment des-

c r i p t i o n and c a l i b r a t i o n r e c o r d a r e on f i l e a t PaR. -

To o b t a i n a 7802 In.-Lb. impact energy f o r t h e 1100# block, t h e p r o p e r d r o p h e i g h t i s , d = 7802/1100 = 7.09".

4. 0 PROCEDURE Drop b l o c k 3 . 5 " above c a s t i n g , r e c o r d f o r c e impact t i m e h i s -

t o r i e s , and n o t e any v i s u a l damage. Repeat f o r a 7.09" d r o p Repeat once a g a i n f o r a 3 . 5 " and 7.09" d r o p n o t i n g r e p e a t -

a b i l i t y of r e s u l t s .

5.0 RESULTS P l o t s 1 and 2 p r e s e n t t h e measured impact t i m e h i s t o r i e s f o r t h e 3 . 5 " and 7.09" d r o p . The r e p e t i t i o u s r u n s a g r e e v e r y c l o s e l y and are n o t p r e s e n t e d . T h e s e p l o t s a r e t h e sum of a l l 4 l o a d c e l l s o r t h e t o t a l impact f o r c e . P l o t number 1 had a peak impact f o r c e of 17,000# and p l o t number 2 had a peak f o r c e of 25,000#.

P i c t u r e 3 and 4 d e p i c t t h e s e t up p r i o r t o t h e 3'.5" and 7.09" drop. A f t e r a l l t e s t i n g , o n l y s l i g h t l o c a l d e f o r m a t i o n s less 1/16" d e e p were n o t e d a t t h e impact i n t e r f a c e .

6.0 CONCLUSION

S For an e l a s t i c i m p a c t , t h e impact f o r c e "F" can be shown t o be:

Where :

E = impact e n e r g y K = spring r a t e For a c o n s t a n t s p r i n g r a t e and m a s s , t h e f o l l o w i n g propor-t i o n a l l y can be shown t o e x i s t :

Where d = d r o p h e i g h t For t h e 3.5" d r o p t h e measured f o r c e " F " , i s 17,000#. The p r e d i c t e d f o r c e 'IF2, u s i n g e q u a t i o n ( 2 ) f o r t h e 7.09" d r o p would be : n.

Which i s v e r y c l o s e t o t h e measured v a l u e o f 25,000#.

Measurements of impact f o r c e s f o r a d r o p c o n d i t i o n on t h e c o r n e r s o f t h e module w e r e n o t t a k e n , however, a n i n d i c a t i o n of t h e v a l u e of t h i s f o r c e can be made by assuming a c o n s t a n t impact e n e r g y and a p p l y i n g t h e f o l l o w i n g p r o p o r t i o n a l i t y e x i s t -

i n g i n e q u a t i o n (1):

Where K = structural spring rate In Section 5.2, the spring rate due to a unit load in the middle of the module top was calculated as 822 .Kips/In. The spring rate at the corners of the module was calculated to be 1121 Kip/In.. Using the measured 2 5 , 0 0 0 f impact force for a drop-in the middle, the approximate impact force for a drop in.the corners is:

Vertical Scale H o r i z o n t a l Scale I

1" = . 0 5 Sec.

Force k (#I

.I. Time ( s e c )

PLOT NO. 1 Impact E n e r g y -= 38 5 0 . I n / L b s .

Force

(#I Time ( s e c )

PLOT NO. 2 Impact E n e r g y = 7 8 0 2 I n / L b s .

FORCE IMPACT TIME HISTORIES

P i c t u r e #1 Test-Setup S i d e V i e w Picture #2 Test-Setup A e r i a l V i e w

Picture #3 Test Setup P r i o r t o t h e 3 . 6 " drop.

Picture #4 7" Drop

ROGRAMMED EMOTE SYSTEMS CORPORATION 3460 LEXINGTON AVE. NO.. ST. PAUL, MINNESOTA 55112 AREA CODE 612 484-7261 TELEX 129-7413 A P P E N D I X A. 1 F U E L STORAGE SYSTEM D E S I G N P ! P O R T PaR Job N o . 3091 D E S I G N CALCULATIONS For DUANE ARNOLD ENERGY CENTER UNIT N O . l I

I o w a E l e c t r i c Light and P o w e r C o m p a n y C e d a r Rapids, I o w a CONTRACT NO. 13764 BEAM S E C T I O N P R O P E R T I E S , MODULE DEAD WEIGHT E S T I M A T E AND S E I S M I C MASS I N P U T PREPARED BY DATE /I-/4-77 CHECKED BY3 7 - DATE [>-,5-77 R E V I S I O N NO. I DATE 2 - / 7 -7 8

REVISION RGCORD REV. NO. DATE DESCRIPTION CHK' D BY APP,' D BY DATE 1 2-17-78 Revised Sheets A . 1 . 2 4 & A.1.25 Renumbered sheet A.1.26

CHKD.

+

BY . U . . ' - ? J r j < ' ~ . t ~ D\ t E ! . ! . ~ ? ~ . / / I

..k. DATE'.'!!-7.i.77 ..

S U B J E C T <-'-!.IU!.l

*.lj6..;,?!.'.CJ >: f 5 J k l g . n l-..-

.2 SHEET N O JOB

....V k ....'....-.

~0..3.O-2l--...LOW-I DETERMINE MOMENT O F INER774 1 O F TOP (SFID OUTER SECTION -'

USE THE FOCLOW~NG APPROXIMATE C O N F I B U R A T I O N ,

rl.737 4

@+a+ @ + @ + @-@

\,

BY G-~~.~~~!-.I.SH.DATE.(~:~IZ SUBJECT S.EC~~!~!!..E~RP.P.F.~~Y-.?~~!-.C!&AT!ON.>- SHEET NO OF...--. --.--

cwm. sr:

I\~I!?%ATE..!~~?].. . To p... G 4 1 D 0 ' J T F 8 . f ECTIQN . . JOB ~0.-399J-..........--- --

DETERMINE zmy AND Sy FOR TOP G R I D OUTER S E C T I O ~ .

(b xd) DISTANCE Y A R A ~( / H Z ) &=A)' (14)I~ =AY'=MY (149 J3 (M4)

I .h -237. x 1.500' /0.500" ,176 1.869 19.625 ,022 2 o 1.sodx4.00d 9.500 6.000 57.000 5 4 1.~00 8,000 3 0 .237*~2.06$ 6.9 69" ,488 4,377 39.256 ,173 4 0 ,187~*.438" 7.719" ,082 -633 4-88 6 ,001 5 0 ,812"~%000" 3.750' 6.090 22.838 85,641 28,547

-6 h .32a1x2.~oo" -700" --344 -.241 - .169 - .oga TOTAL 2

12.494 86.476 690.739 36.659

"I inrE

&. G ~ a ~ / s H 11-3-77' suojacr SECT"d PRCPLP'Y CA(CVLA710115 SHEET NO .. ....OF.. I.....

JOB N O . . ~09.1.----....---.----

/'- 7 0 P G R I D OUTER SECTIOU . .--

CHKD. s y , J L I f i - ~ ~ E .lI.'."/17

- - ..--- ....I..- - - .. ..- . .. . . ..- - -- - . - - - - .- ._._._.___________.-.----..

i-AREA A (lltz)Mr=A X 0 ~ 1~,= A) + ~ N X( 1 ~ 4 1_I (lnL)

'.I58 14

.I78 .028 .004 ,001 I .~37~x/.500" r o ~,rod~4aoo" -987' 6.000 5.922 5.8 45 1.125 3 o . z ~ ~ ~ x z . o ~118 . ' .488 ,058 ,0 07 ,002

-143 ,082 ,012 ,002 .OOO .

4 o ./87'* .4am

.8,2"xzlioo" .456" 6.030 2-777 1,266 .335 5

-6 IL .328*2.10oW 159" - .344 w.055 - ,009 -.002 t

TOTAL: 12.434 8.742 7,115 1.461

DETERMINE 1, AND S . FOR T O P G R I D INNER SECTION.

?

117 \,-.-u-1*1\ L ! / 4 I t. 18 ,-I .- - > . , ; , , , L:-..

.- -.. - ..- , .. ,,- -, . . ."I .,. .

..3 0 9 l........... ....

/ - ? ..SC,,..&

CHKD wp" DATP!;/.~~?\ TOP t A 1 0 / N ~ ) RSECTIO . . J O B NO DETRMI~E AHD 5% FOR TOP GRID I N N E R SECTION.

SECTION sl j l ~ ( b x d) DISTANCE x AREA A IN^ Y,=AX (1~13) 1, =m2 = F ~ X(id41 r9 (IN+)

-,OI4 - ,001

-f & .237\1.505

,079

.646 -26178) -.~ls -a074 -2(00 I) 2 0 325"~3.562 3 6 2,582 -935

336 ,113 3 0 .65"%7.938 -362 4,961 1.776 ,650 - I62

-9h 2 2 8 ' ~2.100 -599 - ,239 -.143 - ,086 -,OO 1 1

,272 TOTAL 6.348 2.459 .82 7 DT&RMIAIE ~ ' o ~ S / O A / AMbMEAIT L OF /dR?74 7 FOR T O P G4 I D / 4 d & R SECTIOU.

U S E CASE 16 HEFVOD DtscR186D lkl Fi3RML)CAS m$ STRESS $ S T R I W ~

B Y 8.4, RQAPz W.C.YOUNG, TABLE 20,P.294, 5SEd.) i 9 7 5 .

cHKD . ., .

SE~L?~/YPR~PERTI-<S.;~W~~.G~I~:S-i BY^.." SHEET NO 8 . i - . t i - \ , . .

~

' i '

..1: ...._.

\ I

! . . A T E ! ? SUBJECT ' OF E ! / ? . B o ~ ~ f i . ~ R / D . . ~ . r E- R - . ~JOO ~ ..31)-?1-.........--

~ NO ! - ~ ~ ---

DETERMINE 4 0 M E N T OF INERTIA I: O F BOTTOM GRID OUTER SECTION :

USE T H E FOLLOWIN6 APPROXIMATE COflFlGURATION @ , - @+ @ + @ jt- -

B O T T O M CASTING x4-I

G. La4- . . d

. O . R ! . . E . S . . 1 . . . JOB ~0..30.21. --

4

~ ' i ~ , U U I JOi T ; . . . i ~ 18 I / # 8 I - ' ; '

CJ+KD, s I I Q A /D W Y E R S E C T / O ~.: ... -108NO..~.OS)/ ...............

..,,2..r ..,.... . . . . . . . . . . . . . . . . . . . . . .

i r ..............................................

DETERMINE Iny AND Sy FOR 007704 G R l D INNER SECT/oN.

,it.

11.tb.GOt11S.H r ) n + + - l ( i / - / / a l.571,::.~!. i;.d,-r, ,'LNa,*,tiu(,1r ~,.1-. c c r l , ivnrr . -SHEC, N ~ , .::.vF..

CHKD. .BY Ll LOA ATE!!/.!^;^^? BOTToM 6414 007&d S 6 C 7 / O N JOB NO..^.^^.! ........ ..

.*9 DETERMlhJh I,, A N 3 Sx FOq BOTTOM 6 RID OUTER S E C T ~ O N .

TOTAL :

8.346 7,962 13,541 f ,883 P E ~ I P M I N ET a R S 1 6 U A L MOM~VTOF /Al&fT/A FOR 8 O m Y GRID O U E R SfC'T/od.

U S E a s 6 /a H s T H Q D DcESCRlBED lhl F Q R M u L A ~ F O R ST..EJs $ STfAlM 8.4.Ra4RC f W. C. YOUNG, 7A8Lh 20) P. 294, a,,1 9 7 5 .

DETERMINE In SX FOR BoT~YWI G R \ D INNER SEcT/ffN.

AND X I D U i m t d F T o R S / O ~ ~ A CMoMEh)T OF /NtPT/A ? FOR B O ~ GRID O ~ I ~ * & R 5~~7iQd.

i U S E CASE 18 NETHOD D E S C Z I S E P /d M 4 s mrQ5 ~ 4 E ~f f 57RA/hL 8 Y R 4 RcARf 9 M C. YOUNG, T A B L e 2 7 / ? ? 9 4 , 5 & Ed, / 9 7 5 .

I I

BR~GOBL.IS.HD A T E . ! ! . : ~ ~ ~ . ? WZ/.6!/.75 S U ~ J E C T S ~ C T ) O ~ . P ~ - Q F - ~ ~ ~ S H E E T NO OF ... -_--_.

. cwno. B 9

. .L~*DATE!-~IS/II... ..BQTTOM GR14 OUTER SFC-TlQN. T... JOB NO..309L.........-------

..co!?NFR ...-..-.-.-.--.-...-..-,.----.-----------.---------.

DETERMINE MOMEWT OF /&STTI9 I OF B O m M GRID OUTER SECTION :

USE THE FOLCOWIMG 4PPROX /MATE CORNER CONNGURATlON, i';

0-0.0-@+@l' I t

CASTING

I RYG,*L/SH ~ ~ 1 ~ . ( ( : 7 - 7 S7 U ~ J JaE

&c~ f~/ d n PKwcni L/iCivc~liluNJ. S H E E T NO ....U t .,....... .

I CHKD E I Y J ~ ~ - D A T E I J ~ ! ~ / ~ BOTTOM QRIO DOT& S C 7 / O N . - . JOB NO .-309.1-.--.......

.. . .... ... ..CO.R.NER..... .. .... .. . ..... ..... ....:

DET&RMJMEI ,, AND Sx FOR BOTmM 6Rlb OUT64 SECT/6N ( C O R N E R ) .

PtSTERMlNE ~ R S / O N A LMOMAT O F /Al&47/4 7 mQ 8 0 V d i i R i b oofER SEcrlohJ-CORAER.

USE C A S E 1 8 METHOD DSCR\B&b /N F O R M U U S F O R ST4FS.S $ S ~ A I N 8Y R.4. RoAIPK # M C YOUNG, TABLE 20, R Z 9 $ / -.Ed/ 1975.

= $ut3 WHERE U LEA~GTHO F MEDIAN LL/Al f s.A VERAOE: 7HICkAE5S OF S&CT/W

ev &,.Gu.~<!s~ATE.IJ:.~:.z~ . SUBJECTS C O T S . 1 . SHEET NO ...........OF .....:....-

.li:?.!).

DATE! .BOTTO!d..G.!?.ID--/.M.N-m..sEcT!.oor/r/r/ .rrr- J O B NO..~Q. ..............----

.............. ..So.RNCR .........................................7.............. .....................................-..---.

DETERMINE MOMEFIT OF /NERT/A I O F BOTTOMGRID/NN/? SCTiON\I; U S 5 7QEFOLLOWING APPROXIMATE C O R N E R C Q ~ ~ F I G . U R A T I O ~ / ,

D r n ~ ~ m l dI,y E ANb sy Foe aof70M GRID /ud&e Q E C T ~ O (CORNER)

~

DFTERMldE I,, A N D SX FOR BOTTOM G R I D / u r ~ ~ s +E?C T I O ~(CORNER) .

D E E R M I X rOfl/ONAL MOMENT OF /NCRTjA J FOR TOPGRID IAJNER S ~ C I I O N CORM R U S E C A S h /8 MEMOB P B S c R l B E D 1.d F O R M U U S FaRSTl'ESS b ST8f?lu 0 7 R J . ROARK # h4 C. YOoNG, T A 8 L. E .20, P. 294, 5fi. d., ,775.

E S T l M A E WEIGHT OF T O P G R I D M A C H I N I N G (FOR I1 X /I MODULE)

D E N S I T Y FOR ALUMIYUM ?=.098%~3 . WRGIIT = px VOL.

TOTAL : -

APPROXlMA7E P E R CAVITY WE/6NT OF TOP G R I D I S

EST/MATE WElGNT O F BOTTOM GRID MACH/N/NG (FOR II x l l MODULE)

DENSITY FOR ACUMlNVM = ,098 ?4@ . WEIGHT = x VOL. ,

APPROXIMATE PER CAVITY WE/GMT O F BOTTOM GR ID IS . .

B Y . ~ ~ ~ ~ R W H D A T E ! ! TSUBJECT..~~LQ~:!..~RO?~?:~!~G~~-\~!!.~!!G--

!~:-~~ OF ...._.-

S W E E T N.....----.-.

O IP::DATE!!/IJC:J ... . Il. X \I. SPENT

. . . FUEL . . .W E.ffH--- Z

. .MODULE JOBNO ...SQ-21-.---...---.

:-------------- ----------------.-.---.--.-------------~-----~;---.-

WEIGdr

SUMMARY

FOR 11 x 11 SPENT FUEL MODULE. D E N S f l ? 7d3-TOTAL : I 13675 1 I

, APPROXIMATE MODULE WEIGHT PER CAVITY IS A

s u e ~ ~ c ~ .

E ! . ~ d..!EA.ImPPED.

l.: ..WA.ZE-fi-- SHEETNO ...........OF ..,.,.--,.-

JOB NO.- 389-l---...--.-

.------------------__--------.____-__----------. ---------I------..--------

ESTIMATE WNGHJ OF MODULE I\)TRAPPD WATER = R E I l % l I AOWLE, T Y P I C A L CAVITY DETAIL 15 SHOW&. REFER T O DWG. A - 2 2 5 5 6 - E ,

S U . 2 , CAVITY DETAIL, AMD To G . E . DWG.' U E 9 E 2 9 3 .

OUTER TUBE L EAGTH 153.687" ouTsroF AREA = 49.452 IN<

INNER TUBE L EdGTH 157,750~

Qf'JTSlDE A 9EA =*a74 /At

/ M S I n E AIFEA,=,37.814 1Hf ,

6.156 $4 I , ,.

(INSIDE) I 7,093SO. TWERE ARE (64)%"D/.4. RQDS PER FVEL ASSY.

g- APPROT. LEd G T , ~/d0.00 I /

V7 -i- TOTAL VOLUME O F / I * / I MODULE CUBE 7 3 . 8 7 5 SQ. X / 5 Z 7 5 H / G H VOLUME BOTTOM GRID F~JACHIPIIHG (s EE S/-/ET A. 1-22)

{ LESS VOLUME TOP GRID M A C H I N I N G 1

v~4CK (SEE SHEETA.I-PI) 61 ETOTAL LESS \ l O L u M F OF O U ~ S L P ME#

E 6 ) C.4N.5 ao%L N 8 E -mrM I U S I B E A ~ E / ~ ) / ~ ~ . ~ ~ ~

- fq9864

+ (OUTSIDEARFAOF / N M L rU8E- R W A L I A J S I D ~.4t,4~1)57,75-/53,&

VFW 3 LESS VOLUME OF F U E L ASSY RODS 1 2 l (64)(0/q)(-500)~ ~160.~0)

TOTAL RESUIJANT VOC- OF E N 7 R A P P . D WATER : 479628 w3

JOB NO.....3QaL,.--..-.---

_ _ _ < - - I , .

SVMI~.?~??'.

.-.------.I-~-~~---------------~~-.-.---.------------

The'following summarizes the various mass inputs/per cavity Dry Module Mass 113# Wet Module Mass 7244 Dry Fuel Mass 745# . Wet Fuel Mass 672#

' Added Water Mass -

143#

Total Vert. 744#/Cavity Mass Total Horizontal 1001#/Cavity Mass Dry Module Mass 113#

Dry Fuel Mass -745#

Total Vertical Mass 858#

Note: These masses are less than the values used for the seismic and dropped bundle stress analysis that are given in Page 5.3-6 Horizonatl Mass - 1001 1062 Vertical Mass 858 880 Wet Weight

ROGRAMMED .

SYSTEMS CORPORATION

\ 3460 LEXINGTON AVE. NO.. ST. PAUL. MlNNEJOTA 55112 AREA CODE 612 484-7261 TELEX #29-7473 APPENDIX A.2 F U E L STORAGE SYSTEM D E S I G N REPORT PaR Job N o . 3091 DUANE ARNOLD ENERGY CENTER U N I T N O . l I o w a Electric Light and P o w e r C o m p a n y Cedar Rapids, Iowa CONTRACT NO. 13764 T A B L E S O F ALLOWABLE S T R E S S E S F O R ALUMINUM STRUCTURES

REVISION RECORD REV. NO. DATE DESCRIPTION CHK' D BY APPRV'D BY DATE

mechanical connections I:or .intcrnlctlii~tcjoints o f contint~otrsangles, t l ~ c 5.1.0 Sparing of I<ivrls ;111d Ilolts. hlirii11111rntlist;~ncc cffcctive nct ;lrc;i sh;~ll be the gross sectional area of rivct cc111er.rsli:lll hc 3 ti~ncsthe non1in;ll rivcl less deductions for holes . di;lmctcr: minirnt~mtlist;~~lcc of holt ccntcrs shell he 2l/2 tinics thc nonlin;~lI)olt tli.lrncter . I n I711ilt-upcorn-5.1.8 (;rip of Rivets 3 r d Roils I f t l ~ cgrip (total thick- pression mcn~bcrsthc pitch in tllc dircction o f strcss ness df metal being fnstenctl) of rivcts or bolts carry- shall be such that thc :lllowablc strcss on thc individui~l ing calculntcd stress cxcccds fotlr and one-half tilncs outsidc shccts :~ndS ~ I R ~ .Ctrcatcd S ;IS columns having the diameter. the allowable load per rivct or bolt a Icnglh cquill to thc rivet or boll pitch excccds thc shall be rctlucccl. Thc rcduccd :~llowablcload shall cr~lcul;~tcd slrcss . 7'iic gagc at right anglcs to thc dircc-be the normal allowable load divitlcdby ['/n+C;/(91>)] tion of stress shilll be such that ttlc allowable stress in wl~ichC; is the grip and D is tile nominal diilmetcr in thc oi~tsitleshccts. c;~lculatcdfrom Scction 3.4.9 of the rivct or bolt . I f the grip of thc rivet cxcccds exceeds the ci~lcul;rtedstrcss .. In this case thc width b six times thc diameter. spccial care shall be taken lo in Section 3.4.9 may be taken as 0.8s where "s" is insure that holes will be filled completely . the gage in inches .

TABLE 5.1.la ALLOWABLE BEARING STRESSES FOR BUILDING TYPE STRUCTURES (Fb,, From Table 3.3.la Divided By 1.65 Factor of Safety or FbnDivided By 1.2 x 1.95)

Allowi~l~le Allow:lhlc Alloy I3caring All!)y Iknring And Strcss* And Strcss*

Temper ksi Temper ksi 1100-1412...................................................... 11.0 5050-1132 ...................................................... Ih

-H 14...................................................... 12.5 -H34 ...................................................... 19 20 14-7-6 Shcct ............................ 53 5052-1132 ............................................... 24

-1'651 I'l;~tc . . . . . . . . . . . . . . . . . . . . . . . . . . 54 -if34 ..................................................... 27

.T6.'TOS 1 O.'TCISI 1 Fxtri~sions. . . . . . . . . . . . . 49 5083-1 1 1 1 1 ............................................... ,...... 2.5

.T6. T651 Kollcd 1k1r................................. 53

-1 1321 (0.lXX 10 1.5l10)' .............................. 32 Drawn Tube

-11321 (1.501 10 3.000)' .............................. 30 A 1cl;ld -11323.................................................. 35 2014-T6 Shcct ( ~ r pto 0.03Y)*.............................. 53.4 -I4343 ...................................................... 40

.T6. T65 I Sheet. I'late .............................. 55.2 5086-1 11 1 I ..................................................... 22 3003-ti 12...................................................... 1 1.5 -111 12 (0.IRX lo 0.4')'))' ............................... 19

-11 14...................................................... 15 ~t1112(0.500103.000)*.............................. 17.0

- l i 16..................................................... I Y -[I32 ...................................................... 29

- H I 8 ...................................................... 21 -1134 ...................................................... 35 5454-1 1 1 1 1 ...................................................... 19

-11112...................................................... 14.5

-1132 ...................................................... 27

-1 134.................................................... SO 5456-11 1 1 1 ............................... :.................... 27

. 11112.,.................................................... 23

-11321 (O.IXX to 1.250)' .............................. 34

-11321 (1.25 I to 1.500)'.............................. 3 3

-1 1321 (.1.501 to 3.000)' .............................. 30

-11327..................................................... 37

-ti343...................................................... 42 606 1.7'6 -1'05 I Slicct R: I'l;l~c ................. 35

..1'6 T65 1 7'05 I0 T65 l 1 01hcr Protlucts . 34 .

6063-TS (up to 0.500)'. ................................... 16

-TS {Over 0.500). .................................... 14.5 6 .............................................. .......... 24

Thicknessin inches to which tllc allowtbtc stress applies.Whcrc not listed bearing strcss applies to all thickncsscs.

mechanical connection:

rABLE 5.1.lb ALLOWABLE S T R E S S E S FOR RIVETS FOR BUILDING T Y P E STRUCTURES Allowable

, Minim~~rn Slicar I Expectcd Slress or1 Designation Designation Shear EfTcctivc Before After Strcngth Area Driving ' Driving Procedure Driving ksi ksi I 100-H 14 Cold. as received 1 1 00-F 9.5 4 20 17-T4 : Cold, as received 20 17-T3 34 14.5 2 1 17-T4 : Colcf. as receivecl 2 1 17-T? 29 12 5056-1132 Coltl, as recciveti 5056-1132 1 26 II 6053-T6 1 Cold, as reczivcd 6053-T6 I 20 8.5 606 1 -T4 Hot. 990' 10 1 ,050°F 606 l -T43 2I 9 606 1-T6 Cold, as rcccived 606 1 -T6 26 Ilt t Also applies to 606 1-'1'6 Pin%.

Minimum expected shear strength divided by 2.34. See Table 3.3.3.

ALLOWABLE S T R E S S E S FOR BOLTS FOR BUILDING TYPE STRUCTURES Allowable*

blini11111m Slicar Allowable

, Expected, , Slrcss or1 Tensile Alloy Slicar Eliective Stress on A lid Strcngth A rca Root Area

'Temper ksi ksi ksi 2024-T4 37 16 26 606 1 -T6 27 12 I8 7075-T73 40 17 28

'Values apply to either ~ u ~ n ebolts d or unfinished bolts in holes not more than ~ / I E in. oversized.

5.1.10 Stitdl Rivets nr~dl!olts. Whcrc two or more wcb 5.1.12 Illind Kivels. Rlind rivets nlay bc uscd onl.

plates are in. cotitact, there shall be stitch rivets or w l ~ e ntlic grip lengths arid rivet-hole lolcr;inces art bolts to make them act in unison. In conlpression as recomtnended by tlie respective manufacturcrs nicmbers. the pitch and -gage - of such rivets o r bolls shall be tlctcrmincd as outlincd in Section 5.1.9. In .

tcnsion nicrnbers. thc maximu111pilch or gage of such ,

5.1.13 Ilollow-l<rid Hivcts. If hollow-cnrl rivcts wit1 rivcts or bolts shall not cxcccd a distance, in inches, solid cross sectiotls Torn portion of tlic Icngth arc usol

+

cquill to (3 201) in which t is the thickness of the tlic strcngth of thcse rivcts niay bc tilkcn equ:tl to thc strcngth of solid rivcts of thc sanic nl;ltcrial, pruviiict outside plates. in inches.

that the hottorn of thc ci~vitvis at lcast 25 pcrccnt (1:

5.1.1 1 Edge Dist;racc o f Hivcts or Ilolb. The d i s t ~ n c e tllc I.ivct tlinmctcr from the pi;lne o~s\lc;lr, as nJc:lslrrcc

{rotn the c c n t c r o f rivet 0- [lndcrconllwtcd stress t,w;ird hollow-end, and furthcr providcd lh:it thc!

to thc edge of the sheet o r shnpc toward which the arc usetl ill loc;lti(>ns wIicrc ttley will uot bc subjcctcl pressrrre is dircctctl shall bc twicc tlic nominal dinm- to appreciilble tcnsilc strcsscs.

clcr of the rivct or holl. Whcn a shortcr cdgc distancc is used, thc i~llowahlebearing stress as shown in 'Table 5.1.la sh:ill be redoced by thc ratio: actual cdge dis- 5.1.14 Stcrl Rivets. Stcel rivets sh;lll not be used i f l;lnceltwicc rivct o r bolt diariieter (Scc Scction 3.4.3). al~rminu~n s t r ~ ~ c t i t r citnlcss s thc alunlin~~nlis to 1.1

The eclge tliztancc shall not bc less than 1.5 tinlcs the joincd lo stccl or w!~crc corrosion rcsist:tncc of 111.

rivct o r holt diameter to shcarcd, sawed, rolled o r strtrcturc is not a rcclr~irctiicnt.orwhcrc tlie structure i planed edges. to be protected against corrosion (See Section 6.6,Il

formulas for constants TABLE 3.3.4b FORMULAS FOR BUCKLING CONSTANTS For Products Whose Temper Designation Begins With -T5. -T6, -T7. -T8, or -T9 T y p e o f hfcmbcr and Stress Intcrccpt. ksi Slupc. ksi Intcrscction Cotnpression in Columns and Ilcam Flanges Coniprcssion in Flat Platcs Coniprcssion in Kot~rid l ' u b c s U n d e r Axial E n d Load Coniprcssivc 13ending Strcss in Solid Kec- -

tangular n a r s Coniprcssivc k n d i n g Stress in Round 11, = I.JF.[I + %$"']

7'trbcs S1ic;ir Sfress in C, = 0.4 I B, --

Flat Plates I,,

Cripplitig of Flat kt 5 0.35 kt = 2.27 l'lates in Compression Crippling OF 1:1;1t Platcs in 13cnding

' Ct can bc found rroni a plot of tire curves of allowable stress based on elastic atid inc1;tstic buckling or by a trial and crror solution.

TABLE 3.3.5 hlrtltmls of Rounding OK Nunthcrs In Tables 3.3.6 tn 3.3.27 VALUES.OF COEFFICIENTS kc and kc* Thc nllow:thle strcsses in Specifications 1-6 arid Tor slcndcrncss 5 S t in Specifications 7-21 arc ob-tainccl I)y rounding olT strcsscs bclow 5 k5i to the Non-wcldcd ncarest0.1 ksi: strcsscs hctwccn 5 and 15 ksi to thc or nenrest 0.5 ksi; attcl strcsscs over 15 ksi to lhc nc.v-Rcgions Far1 her 7'li;ln Rcgions Within 1.0 in. cst l .0 kci. To obtain allowahle stresses Tor slcndcr-I .O in. F r o m a Weld of a Weld ncss hctwccn S.,. and,.$,. thc constant is ro~rnded Alloy a n d l ' c m p e r kc k, k,t

-- -- I;,, olT to the ne;lrcst 0.1 ksi. 'l'he cocllicicnt or the slcndcrncss ntio is roundcd ofT acccirding lo the 20 14-l'6. -ThS I $ 1 .25 1.12 - - rulc: for r~~rnihcrs betwccn 2 x Ill" and 2 x 10"".

Alclad 201 4-'T'h, -T651 1.25 1.12 - - round vfT to nc;tresl 0.1 X 10m. whcrc 11 is any posi-(106 1 -T6,-T651 $ 1.0 , 1.12 1.0 1.0 tivc or ncgntivc intepr. This same rulc is.npplicd to lltc coclTtcicnts in the expressions for allowable 6Oh1-7'5. -Th, -7'83 1 .O ' 1.12 1.0 1.O strcsscs for slcndcrncss Z St.

All O t h c r s Listed in Skndcnicss limits S, and ST arc h;tscd on the T a b l c 3.3.1 I .O 1.10 1.0 1 .O rotrnclcd cxnrcstions Tor allowahlc slrcss ob-taincd a t dcscrikd ahovc. Values of S t nnd S, bc-6.35 1-7'5 1.O 1.12 1.0 I-0 twccn 1 0 a~ttl2.50 arc rottnclccl all to thc ncarcct 1.11. Snt:lllcr v:tluct arc rcttrncled rifr to the nc;trcst O. I . ;anel lnrgcr valuct to tlie ncarcsl 10. If.Tr is not Iltc\c cocflictcnts arc tr\ccl in tltc fcrrniulac in Table 3 3.6.

meire than 5 pcr cent largcr than St. thc allownhlc

If the u,clJ yicld strength cxcccdt 0 9 of tile parent nictnl yicld rtrenpth.

strcss filr slcntlcrncss hctwccn S1 :tnd 5 1 it takcn lftc allouahlc cutitprctctvc \trcsc uithin 1.0 in of a weld chould be t;llcn cq~tnlto thc allowahlc strccc lor non-wcltlcd n~.tleriat. to he Ihc s;lmc as the allr)w:thlc strcss lor slcnder-t Values alto apply to -T65IO, -1651 1 extr~lsiontempers. ncss 2 St. In thiq caw thcrc is no valttc for .TI and the valttc ofSZisrccalculatcd by. cqttating

. - thc allow-ahlc strcss for slcndcrnctr Icss than SI to the allowahle ~ t r c z s for slcndcrncss B S*. using roundcd otT values.

I Ik.VSI1IN. axial.

net scctitnn I A n y tension m c m k r :

Central Forrni~lasfor BEALIS.

1)elermining Allowable Round o r nml t u k s calrcme h l r r . Stresses nel seelion I R e c l r n ~ ~ l l ah&s.

shapes bent ahout weak axis platcq.

I - 4 On rivets a d b d t s BEARING O n flal s u r f x c s and pins amal. pmrs OttlstanJln~

flanges and Icgs I

1;Ixt plates with P-4 h ~ t edges h 9 wpportcd 4rC Sinple weh k;m%

bent ahnut strong asis Hound or o r a l tuhcs COhII'RI.SSION I N BEAhlS.

R k r . prvrs hcarnl under t~nlL*rm I 1.~1 l-Iatc< w ~ t h cnmprr\~o~rn). h > l hc t l g e ~ 16

~rnrw r rt~nn <ttppvlcd Flat ~ l a t c rv l t h (compnnent under k n d l n s in o u n I 1.ktI plalcs with h > l hcclpcr

%!lpm~rtcd l~n~tlllcncd SIIIZAR nat IN WERS.

yro\r eato on SItK$ncd flat u c h

EMOTE SYSTEMS CORPORATION

\\ 3460 LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 55112 AREA CODE 612 484-7261 TELEX #29-7473

- APPENDIX A.3 F U E L STORAGE SYSTEM D E S I G N R E P O R T P a R Job N o . 3091 DUANE ARNOLD ENERGY CENTER U N I T NO. 1 I o w a Electric L i g h t and P o w e r C o m p a n y Cedar R a p i d s , I o w a CONTRACT NO. 13764 MODULE I S O M E T R I C

~

REVISION RECORD REV. NO. DATE DESCRIPTION CHK'DBY APPV'DBY DATE

F i g u r e 3-c-I .

APPENDIX A . 4 FUEL STOFUGE SYSTEM DESIGN REPORT DUANE ARNOLD ENERGY CENTER U N I T I ,

IOWA ELECTRIC LIGHT & POWER COMPANY P a R Job N o . 3091 D e s i q n calculations BEAM S E C T I O N P R O P E R T I E S ALLOWABLE S T R E S S E S PREPARED BY DATE I-17-78 APPROVED BY 7 . &9I/IZ=k DATE 1 / /9/7R d

R E V I S I O N NO. DATE ENVIRONMENTAL S E R V I C E S , I N C .

P . O . BOX 3 5 2 4 4 MINNEAPOLIS, MINNESOTA 5 5 4 35

( 6 1 2 ) 854-841.4 S E R I A L NO.

. - --- - - - - a -- - - - ..

ENVIRONMENTAL SERVICES, INC.

DISTRIBUTION RECORD DATE SERIAL - NO. ORGANIZATION ...

R150-A. 4 PaR Systems Corporation

-- .- / - - -- -. --- . -

ENVIRONMENTAL S E R V I C E S , I N C .

R E V I S I O N RECORD R E V I S I O N NO. DESCRIPTION APPROVED -

DATE CHECKED -DATE

IA ' Subi?ctl ' - . . ,. I G d-. - 0 1 E '

MINNEAPOLIS Ssr:' m:?! ql.3~ h r<ALy,*S R By I p-r ~at.,!i I ':-

CkByr MINN. 55435 (612)851-8414

.3fJA):=A<b&? 3 SCL~

"b ~ f ? 4 W ~ L T I ~ Prokt1 ct/a, 53 oatrnI . * / I Rwvimion: - I--

I TOP G2I3 OLITEO S E C T I O ~ ~

4 3 - A ~- A t - 12.494 IM' 1, = b 11.50 ('e)3 - 4.4 '1 04' 3,

IZ3.%2 $ .

= 2.457 w 4 Scj = 18,619 fd3 S4 2 , 3 6 9 rd5 yy 5.212 1*1 y& =d=- lLfq4 lh4 SL'CTION DE~PTIO~( YH A, MfAj igA4' IS I .n,i I , w ,158 -17.3 ,028 ,004 .-/

y4 2 fl 1 . 5 0 ~ ~ ~ 4 0 .?87

' 12.- 5922 5 . s ~ 1.125 3 n .237"r2,0[jzn ,119 .053 a07 ,OCL 4 1 0 ' ,144 .082 ,012 ,002 YNA 5 ,0\ix7.56 4% 6.09 2.777 1 ~ 2 ~ 6,335

,3&~2,10 ,154 -344 -0% -,m9 ',a2 12.494 8,742 7,115 1,461 YN* 8 8.742/12,4-7+ 0.649'

1 . 2 2 3 >v!J~ocI~ + ---- f ~ d ~ * ~ o l M I N t I ~ I S R 1 D' D ~ a t h W .

MINN. 55435 ckByl Datm i f / l > . *. 177 kl7,-3 (612)M - M 1 4 Roktr "5 Rovisionr 2 TOP $;LID - lNble ~ E C T I O I ~

7

~v~~ir'c~r -- - -- .. . -

<-C$-..-. z, I?. <.La), / ! J / . ' ., Dot.,

uL- ,

=

,t 2 ; p ~8-.

LI C I

Dotr.1,'~ -;

hnkt~.-.. .

344 7- b;row aoo - ooxv 2 c ~ ~ a1~r1.1,. ~:. ~ r ?

-LI! t, I I

I 550lO.I Peo%lc7r~5 a EFFECnlrF V A A E AU~YW~X cT ~ Z C T I A+E ~J~

9 2 L v2 O b l q G i $418) a I O ~ L NLS I -, -Y -

If' 4 4

= g175 +,64S- 542 4

2 Az a 6.853 Idz 1 t t

I,&( = 5.450 I$

St a 13 ,gdt IM' S =Z &z 1t~3 UITH RQWiolS - SFC7101\5 A-A

--- A,., MhaAy G4r' I4,

, 1 6 7 ~ x t . 5 ~ ,944 -.54t -,512 -$84 -,mi 8.1~0 Y.Slr 2.m .pq, 21al 5 . ~ 7 4 12,zaq 1,240 645 .I& ,043 . otq

- lo,4bt 9,133 l3.qsb 2.132 yw.

'?.lo3/lo,qb~ .,&O a a

&, l3.q5b+ 2.152 - 9.io3Lon,, = 8,329

&, :8.52412.4 a1 = 2.~ b t ~ '

AT CEUTEK WITI~ MLG - SECT& A-A 1

YK4 a41925/4,r118 a ,CW 14 C

&L = 3 . 0 1 o t P o ) - 4*115/q,qg = I , ~ 5 qtd4

. q: llts7 -,ssr 4" A . 4-3

A ! Subloctt , .

=.;= - I _

&I I

~ I ~ / C ' S

-. t c p ~ o2 l a MINNEAPOLlS =s=l I Dcrtm!l/lrf7?

MINN. 55435 '=+crlg' "LrzatLTF-\, D ~ ) . , J ., I ) * - / 7 ?

(6121854-8414 h + t ~ 'SO Revlmiont-3t4 C~I~IILI-EU TI WiiT! NOROLE - 5MmJ A-k SEtTuN Wca!irm.l 2,.

I ~y'x6.5' lIa33 e.542 -4,24S -33.Z

I U ~

2 f + d ' ~ a ; ~5,-~ ~ a r ~q . 2 7 Z ~ G , S S53.627

~

3 2 3 2 . 5 3,125 trq &,%I 2 0 , .o?q ~ ~

4 ,516x 1 . 2 5 V 2 5 &45 ,4&3 , 252 ,Ci&

- -1 a 4 6 t s1,q71 2 ~ 4 , ~5 4s .~7 3 ~

I?,= st,n+ - MYA z = s,q7(/io.qbt = 4,74r 3,- WuY5I.t 5 4 . j ~ 5-1

4 7 1 / ~ , 9 6 2 ' 72.7% Id-i Sy,= 7 ~ . 7 1 2 / 5 .=~13.&1 ~ lu3 Ip AT c a m e WIN tie^ - Sxnm b n a =47,347/4.478 = 4,Q97 1rJ ST-= 68,1J6/5,003 = 13.M I l).J

- \

MlNNEAPOClS y = r j t FI)!=~ z ~ J /AI:AL\J.J<-

MINN. 55435 >=/TIN ~ L ~ = C I~2 ;-I (612) 854- 8414 h k t t 'Sd R.virionr-1 I .# = '/r ~ t , & 7 6 + ~ . 4 '22.651 li] IN' v, = lh3d y, = {4.aa/,.i~ - &,&

1, e f 4 S = ~ ~ 2 %

2 4,ffilrj4 sz = 2,739 1t.1 I:, WrrH N O !-!OLE - A-A I

S&71ad E ~ i i ~ r i ~ a .Yh; Ah kiLy fz;"-jz 5-4 1 ! .09'~3.5' 6.97 -.is -,I53 -,I& -

2 0 i.~' ~5.75" b, 50 5.75 2.575 1.456 ,479 3 e=! z.a~ix, 7 5 ~ . 4 0 6 2~03 5.074 lz.209 1.~70 4 0 ,516'Y 1,25\25& &I , I ,%3 ,014 f" -

fi2~d 7 , q ~ z 1;.51z 1~ee-5

&, = I,fl + 3, - w& yn4 = 7,<62/&.2& = ,954 L

b I,, = I3.54z t 1 . ~ 3 - ~ ~ ~7,8LylN4 ~ ; $ . ~ = Sq = 71 =7/2,&a = 5.737 lu' 1 2 AT E k ' L WITH HO-E - ~Ec.I& 5-6 S~LTION WL?IFTCN Yb Ah Mhsh\j I ~ - ~ - b y l Iqz h

\ I $ ,09 x 5.5' 0.97 ',I50 -,I53 -.I48 -

2 0 I,O' K 575' 0,- 5,750 2,875 1.433 .474 3 D

7 5 1,50 ,73 I.lzs 1 . a .663 4 n .srdx I,ZS' 3% - .645 ,I& ,014 5 A .son SO' 1 . ~ 3 3 -.ILS -.?.rq -.dm -Do2

- - - 15%

- 6.&Z 3.7- 2.~901 I 4 2 J&-+%f ML/A Lj, . 3.7&i/b.&z = ,551'

= Z&OI+,S~- ~ 7 g + L .~~

r J.D~BIW'

&(eq a 4.0b IN+

A.4-5

i.h<LX.452'4 Subjnctt'. - ------- tr, -01 L -1

'L. : , < C; "'1 !;-J MlNNUPOllS MINN. 55435

~ 4 L )~

~=L~

rL s 3I J 7

~ 3 3 ~ l < i l ? S h8y CkByt ?.;, - Dot*

~atm-(612)854-8414 Ro+tr '33 Revisionl-6.s2 I 25, lei 1 --

98.918 1 15,8521 i -i?S.i~1/&,862

3b7 '

1.J.L JAJdL'S MINNEAaIS

>u31OClr

-.. ..-- !T Fu 55 -

R A 2 L ht,U t \I 515 MINN. 55435 -sigr\~ o~"wi=e'rw (612)854-8414 IJOWH GQO - lNNEe ScarorJ (wfW wss~t)

SECTICN PeaEBfES A E A V F ~ J a EFiSecnve V A u s Q= S ~ c ~ aA+B s Ax =If2 ( t 2 . ~ 1 + ? , 3 7 3 ) = lo.es7 A'

, WITH hb w - SEjC;.lor~ A-A gu 4 0 . q 4 4 / 1 2 , ~ ( *3.318'

&, . 18,624/3.31~= 5.614 rd3 Qz AT mEe Wl'irf H a - =ft& A-8 2.SS h,,

-.6542

&A7

-1,554 3a=Ar12

-4.457 -,to!

10.m0 5.Ib lO'j.i9f3 0.333 0 . 7 5 ~1,0" . L,~IL .?'CO 1,734 4.oeq 3.~3 13.?+5 ,063

9.373 31,114 tQ4.&7 ,941 4 r - m.047, s . Ijkr, = 31~11 7 4/?,qj : 3.3b' A.4-7 S r . 1,7H/1.= *1,196 lu3

u A i Subl+ctl ..- J-.-o~

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MINNEAmK W \ T F U F L ' k A / _ Y hfk?l.;l?

MINN. 55435 5-6-1a\ -2 0% ~ z . 1 1G.C.

(6121854-8414 b j ~ t l'50 Reviriont-I o n oco

v t e Letter Sequence Response to RAI
TAC:MD0302, (Open)
Initiation Acceptance... Administration Withholding Request Acceptance Questions 17 April 2006 4 December 2006 Answers 7 September 2006 Results Approval... Other: ML060670597, ML070050071, ML070540522, ML070710375
MONTHYEAR2006-07-06 [Table View]

L-MT-06-058, Response to Request for Additional Information for License Amendment Request for Contingent Installation of Temporary Fuel Storage Rack in Spent Fuel Pool: Difference between revisions

Revision as of 01:48, 14 March 2020

Text

References:

Enclosures:

SUMMARY

2.0 BACKGROUND

SUMMARY

1.0 INTRODUCTION

SUMMARY

SUMMARY

1.0 INTRODUCTION

6.000 3-5a0 = -583 F-s.

.a5 A ~ J B& = 2-75 -458 6.o P = C C , D A = - 9 5 (/-o)l.?X6.0) = 22.8 R ~ P s s r s e SS (~1,oooP S I )

SUMMARY

6.0 CONCLUSION

2.0 BACKGROUND

6.0 CONCLUSION

SUMMARY

Navigation menu

@@ Line 282: / Line 282: @@
              --- E_ n g l n e e PREPARED BY:-
 i g P r o j e c t Manager Date
-:  2 L\--_l 1/23 -'18
+:  2 L\--_l 1/23 -'18 b 6C , 7Sb 4
-                                                                                - -
-:
-b 6C , 7Sb
-                                                                                       -
-                                                                                    --.. .
-                                                                                            -
                                                                                                 - :7".
-                                                                                                  -
+I~:T~:I -
-* I~:T~:I -
 APPROVED BY:                                               Date      2- 1-78
                     ~ ~ g i n e e r i nk ag n a g e r E V I S I O N NO.        ,$.3                              Date      3 -27. 78
@@ Line 307: / Line 299: @@
 Engr.  -
 I Grp. Ldr.                    _..
-I                                I
+I                                I Sup. Engr. Consf.
-                             ,  _-_..-
-Sup. Engr. Consf.
 I Lic. Admin.
 I Prcj. Engr.
@@ Line 344: / Line 334: @@
 F u e l Data Pool C o o l i n g System and Heat Load Data S e i s m i c Response Spectrums The Loading Combinations and F a c t o r e d a l l o w a b l e s a r e g i v e n i n T a b l e 4-2       of t h e Duane Arnold NRC s u b m i t t a l f o r t h e r a c k s and a r e r e p r i n t e d h e r e i n T a b l e 2-1.
-TABLE 2-1 LOADING C O M B I N A T I O N S AND FACTORED ALLOWABLES Load C o m b i n a t i o n s                             F a c t o r e d Allowable
+TABLE 2-1 LOADING C O M B I N A T I O N S AND FACTORED ALLOWABLES Load C o m b i n a t i o n s                             F a c t o r e d Allowable Normal a l l o w a b l e s t r e s s e s Dead l o a d , b u o y a n t rack weight Live l o a d , buoyant f u e l weight Operating thermal loads Accident thermal loads OBE S e i s m i c l o a d s i n c l u d i n g i m p a c t o f f u e l and modules SSE S e i s m i c l o a d s i n c l u d i n g i m p a c t o f f u e l and modules' Dropped f u e l b u n d l e l o a d s
-* Normal a l l o w a b l e s t r e s s e s Dead l o a d , b u o y a n t rack weight Live l o a d , buoyant f u e l weight Operating thermal loads Accident thermal loads OBE S e i s m i c l o a d s i n c l u d i n g i m p a c t o f f u e l and modules SSE S e i s m i c l o a d s i n c l u d i n g i m p a c t o f f u e l and modules' Dropped f u e l b u n d l e l o a d s
 .0  SYSTEM DESCRIPTION 3.1  General The equipment i s d e f i n e d by t h e f o l l o w i n g l i s t e d i n s t a l l a t i o n s and assembly d r a w i n g s , t h e i r r e l a t e d p a r t s l i s t and d e t a i l drawings.
-                                                   -%
 -21602-E                 S p e n t F u e l Pool I n s t a l l a t i o n A-22556-E                 Module S p e n t F u e l ~ y p i c a l D-22044-C                 Channel S t o r a g e L o c a t i o n D-22045-C                 Channel S t o r a g e L o c a t i o n AD-21949-01-D              Level Adjusting Tool A-22766-E                 Module L i f t i n g F i x t u r e The e x i s t i n g GE        ( 2x10)      BWR S t o r z g e Racks w i l l be r e p l a c e d by
        " h i g h d e n s i t y " a l u m i ~ u mmodules p r o v i d i n g a maximum s t o r a g e c a p a c i t y of 2 0 5 0 fuel b u n d l e s .          The c a v i t i e s . a r e on nominal 6.625"        center-to-center            s p a c i n g and a r e f a b r i c a t e d i n t h e f o l l o w i n g modulz! s i z e s :
@@ Line 366: / Line 354: @@
        ?':12    bottorn s u r E ; i c e of the top casting has a mztiny L ( 3 ~ 1 c r e .d
        ;.sccket w i x i c h t i g t ~ t l ypositions                    the top of the p o i s o n can.
-      . ..
        '-'!;e   hotto!n c;:stinqs                h a v e cast h o l e s which a r e n a c h i n r ~ r l t o s : ~ ! l p o r t thi: h o t t o n fittin9 of the f u e l              asscmb3.y.              The top       '
 c-:sting          pl-ovi-dc:; l a t e r a l support at the u p p e r fuel r.i tting
@@ Line 383: / Line 370: @@
 S h e e t 2 o f t h e i n s t a l l a t i o n d r a w i n g shows t h e c a v i t y l o c a t i o n system.           B o s s e s on t h e t o p c a s t i n g m a i n t a i n a . 7 5 " c l e a r a n c e f r o m t h e o u t s i d e s h e e t o f one r a c k t o t h e n e x t -
-Rev. No. 2 3-28-78, Spent Pool Cooling                 & F u e l Assembly Heat T r a n s f e r
+Rev. No. 2 3-28-78, Spent Pool Cooling                 & F u e l Assembly Heat T r a n s f e r 7
-:-..
+The maximum d e c a y h e a t l o a d i s 1 . 8 2                ( 1 0 ) ~ t u / h r , which occu:rs when t h e s p e n t f u e l p o o l c o n t a i n s 2084 f u e l a s s e m b l i e s i n c l u d i n g a f u l l c o r e u n l o a d c o m p l e t e d 1 8 1 h o u r s a f t e r shutdown.
-                                                                                                        . .. ..
-The maximum d e c a y h e a t l o a d i s 1 . 8 2                ( 1 0 ) ~ t u / h r , which occu:rs
-* when t h e s p e n t f u e l p o o l c o n t a i n s 2084 f u e l a s s e m b l i e s i n c l u d i n g a f u l l c o r e u n l o a d c o m p l e t e d 1 8 1 h o u r s a f t e r shutdown.
 Under f u l l c o r e u n l o a d c o n d i t i o n s , t h e b u l k w a t e r t e m p e r a t u r e 0
 c a n n o t be m a i n t a i n e d below t h e d e s i r e d maximum v a l u e o f 150 F by t h e s p e n t f u e l p o o l c o o l i n g s y s t e m a l o n e .            It i s therefore n e c e s s a r y t o c o n n e c t t h e r e s i d u a l h e a t removal s y s t e m t o t h e spent f u e l pool.              When t h i s i s done t h e p o o l t e m p e r a t u r e can 0
@@ Line 502: / Line 486: @@
 Rev. No. 2 3-28-78 C o n d i t i o n s t e s t e d were:
-                                                                                                               . --& .-.
 : 1)     The p l a t e s , b o l t e d t o g e t h e r w i t h two 3/4-10          b o l t torqued:''...
-                                                                                                             '
 t o 6 0 0 i n - # w i t h body h o l e of            .015" c l e a r a n c e . Body h o l e p a t t e r n was . 0 1 5 ' l e s s t h a n t h e m a t i n g h o l e p a t t e r n s o t h a t it i s a l i n e t o l i n e f i t on o u t s i d e e d g e s o f t h e bolts.       T h e o r e t i c a l l y a l l t h e l o a d would be on           the f i r s t bolt i n t h i s case.
 : 2)     Same a s (1) e x c e p t body h o l e c l e a r a n c e ,            - 0 0 5 " and h o l e patterns i n line.
@@ Line 555: / Line 537: @@
 O t h e r m a t e r i a l p r o p e r t i e s f o r aluminum a r e :
 b Modulus o f E l a s t i c i t y " E " = 1 0 . 2           (10 ) p s i            @ 1 0 0 degrees F Modulus o f R i g i d i t y " G "            =      3.8 (lo6)        psi
-. -.__
-     ,
 \.J' Density
@@ Line 564: / Line 544: @@
 Density                             = .28 l b / i n .
-Rev. No. 2 3-28-78 ROGRAMMED 3460 LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 55112 AREA CODE 612 484-7261 TELEX #29-7473 SECTION 5 . 9 F U E L STORAGE SYSTEM D E S I G N REPORT DUANE ARNOLD ENERGY CENTER                  U N I T NO. 1 I o w a E l e c t r i c L i g h t and P o w e r C o m p a n y Cedar Rapids, Iowa CONTRACT NO.         13764 P a R Job: 3 0 9 1 Design Calculations POOL AND RACK INTERFACE LOADS PREPARED BY
+Rev. No. 2 3-28-78 ROGRAMMED 3460 LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 55112 AREA CODE 612 484-7261 TELEX #29-7473 SECTION 5 . 9 F U E L STORAGE SYSTEM D E S I G N REPORT DUANE ARNOLD ENERGY CENTER                  U N I T NO. 1 I o w a E l e c t r i c L i g h t and P o w e r C o m p a n y Cedar Rapids, Iowa CONTRACT NO.         13764 P a R Job: 3 0 9 1 Design Calculations POOL AND RACK INTERFACE LOADS PREPARED BY a
-                -              -
+L'                        DATE       1 --    ':7 5 CHECKED BY                                               DATE     /-2/-78 F W 7 I S I O N NO. 2-
-a L'                        DATE       1 --    ':7 5 CHECKED BY                                               DATE     /-2/-78 F W 7 I S I O N NO. 2-
-* Rev. No. 2 3-28-78      '
+Rev. No. 2 3-28-78      '
 U V I S IOIJ RECORD REV. NO. DATE  DESCRIPTION               CHECKED BY APPRV ' D BeY     DATE 2-17-78 C o r r e c t e d typo pg. 5 . 9 - 3 l i n e 8 para. 2 3-27-78  R e v i s e d Page 5 . 9 - 3 and 5.9-4
-                                                    &*
 Rev. No,. 2 3-28-78 POOL AND RACK INTERFACE LOADS The seismic analysis description is given in Section 5.3    .
 The broadened envelope response spectra and time histories or results of the time history analysis are given in Section 5.4.
 The maximum floor load,calculated as shown in spring Kf on Figure 4, Section 5.3 was 647875#, given from Figure 2, Section 5.4.' An 8x11 and 10x11 rack were utilized in this analysis for a total rack dead weight of 148,274#   (      750#/cavity).
-The dead weight of the water and concrete floor within this two rack area of 65.9 ft.2 was assumed to be 212,65611 for a dead
+The dead weight of the water and concrete floor within this two rack area of 65.9 ft.2 was assumed to be 212,65611 for a dead weight of 3'60,930#. Therefore, just the seismic load in the floor expressed as a fraction of total dead load is  -k-(647,875/360,9304     =
-                                                                     -
-weight of 3'60,930#. Therefore, just the seismic load in the floor expressed as a fraction of total dead load is  -k-(647,875/360,9304     =
 .79. Since there are 21 total racks or 10 1/2 such pairs com-bining this maximum by an SSRS method the total seismic load on a per unit basis is:
 A/=~I.o. 5       (.79)  =  . 244 (Total Dead Load)
@@ Line 592: / Line 569: @@
 t o t a l a r e a , t h e t o t a l uniform v e r t i c a l s e i s m i c l o a d i n g i s 2535 p s f .
 The maximum sum of a l l t h e h o r i z o n t a l l e g f o r c e s of F i g u r e 5-c i s 132,650#.           On a p e r c a v i t y b a s i s t h i s i s 6 6 9 # .       This l o a d should be a p p l i e d i n b o t h E-W and N-S d i r e c t i o n s .
-The maximum b e a r i n g s t r e s s under t h e r a c k f e e t i s c a l c u a l t e d t o
+The maximum b e a r i n g s t r e s s under t h e r a c k f e e t i s c a l c u a l t e d t o be 4393 p s i .
-                                                                                                           '
-be 4393 p s i .
 These l o a d s should be used f o r b o t h OBE and SSE.
@@ Line 601: / Line 576: @@
 A..                                     S J E C T. .E       L              . S H E E T N O .-.--------.
 OF ....---
-                                                                                                                               ,  -
 C H I ( ~ :B y - .- . I ...-- D
 * T E J - . ? I L                                            J O B No......._..--.......--
-                                                    .. , ...................--------------.------
    -----.----.--......._--....--------                                        .._..----_...-......_.          203-1
                                                                                                 ......_._.....- lll.l.lll..l.
 6 q - b~ { s - d 5 15 -SEISMIC I
-                                                                                                                            . . .
 I
@@ Line 628: / Line 600: @@
 J-T]        SHE,       NO ..----------OF    .----------- -
 D       .T                 !                ?             b t L                                         JOB N 0 . . 3 8 9 ! ..........----      ---
-------------------------------------------------                 . -
-                                                 ------------------....                                 --------------------------------------------
 FOOT             AAIALYSIS: D + L FOR 7NE / I X l i RACK                 ,    D +C =         7         1              )       =    i?~,670*/~;
-BEARWG STRESS Ohl C ~ N P E T E fClp                       =     ZZ,690*                     =         955 P S I
+BEARWG STRESS Ohl C ~ N P E T E fClp                       =     ZZ,690*                     =         955 P S I BEARlhlG STfESS Ohl PLr4STIC zz1690*               =            Ps / (c F, ~ 5 4 0 PSI          0
-                                                                                                        -
-BEARlhlG STfESS Ohl PLr4STIC zz1690*               =            Ps / (c F, ~ 5 4 0 PSI          0
                                                                          -Fp =  7 4 C5-z5".P CHECK                         THREAD STRESSES 2 f6p= -1'34 A X l A L STRESS O N F O O T                           Sol= rr/4 2z1c90" = 2044 PS I(<F,~,o&
 (3-7L'r)z                                                     PI
@@ Line 650: / Line 618: @@
 ,,/;;
                                                    ....I.         SUBJECT ......I.....-.:    - - - - - - ~ . ~ - ~ S-H E~                                 ET -   N O-....~   ........- O-F...----
-                                                                                                                                                                                                     ,
-                                                                                                                                                                                                 - . .-
-                                                                                                                                                                                                           -
 D ~ T E - J I z - z ~ ....-........--....-----------
                                                                    ~                       1.............................................          JOB NO..........._..... ------
-              -------.-----------------------------------        -------------------.----.------------------------------                          .-------------------------                       . ..
 Po\>or-~ C4hj A ,LJ ALd 515 C O N ~ \ I > E R ! ~ ~ E I ~ ~ EC ~                                   A N- Ow       N                          UYDRAUC\C,                                           ,
                                                                                    .WGJL~ m o ~~JAI-EG.                       .
-  .      .
                                ' ~ R K W R F! o f ~ E W                                                                                                                 A *TOE" 3 6 1 S i ; - ; iI ., . ., ~, ,s. ~,; -;K . -'*.-t..k
                                                                                               *UTE12.. T"RE ,i....
 I
-      . . ,I
+      . . ,I a f - . p o , 5 0 d ! , , L A d,                           .                                   I
-                                                        .
-a f - . p o , 5 0 d ! , , L A d,                           .                                   I
                                                                                                                                                      $  .                    .    :             -~.:~..,+
-                                                                                                                                                                                               . ,..
 .            - . .'.3Fi-.           5Ap                               ..,hlNw<..5....          ):
-:             ...--.
-                                                   '
      . --?-..                                                                            ?
                                                                                                                                                     .; .'i               -...                     L+.
-                                                                                                                                                                                                   -
         d          .-,.--;"A Gb,P                516F ( 4 3 - 1 / ~ = .2\$"
                                                  ,  i
-                                                   ..
-                                                     .-...-
-                                                          .
                                                              . .I-         :. &,(&l,t.-i+U                                       ,/\F1'.
                                                                                'Mod: CIWG?ANC --                               .I03" , .       .
-                                                                                                                                                                   . .                   . -.-, ..--... .
+                        -i%%~ E l b h$WAIL        l                  P-UAE                                                 t5o dC\IJN 01'. .mE.                                  ;~ ~ b G i u b l b ~ ~ l .~, ~ f l1
-                        -i%%~ E l b h$WAIL        l                  P-UAE                                                 t5o dC\IJN 01'. .mE.                                  ;~ ~ b G i u
-                                                                          -
-b l b ~ ~ l .~, ~ f l1
-                                                                                                                                  '
-                                                                                                                                ,
 ( '1         '  3   =     $74*(3b5)                       LZ.~/1 4 4 '4                                                     4 l5,lp~:-. 4 3 ~ , d k c . ,i ! =. ..i e ~ 4 r
                                                                                                                                                        .F          LAF)                  IN     FEET.
-                                                                                                                                                                                              .-. ..-.. -
-                                                                                                                                                                                                  .      .
                                                                                                                                                                                             'd
-_._--
 : 1.                     !  .-   .- + 5.10-3          *                        ,      I . .
-                                                                                                                                            .    . ! '
-                                                                                                                                                    .
                                                                                                                                                         . :.. . . . . :                   .             i-
@@ Line 701: / Line 645: @@
                                                                                                       ~                   ~
 k~s.
-;
      %M DU..Pb TUE       c o r - + p f l ~ ~QuTpuT-
                          @ ~~'A.I(G                       .  .
                                                                 .5
                                              ~ 0 ! 4 5 ) ,&Y~&L-=
-                                                               .
 I TkE 67.8' L/L&qP=T" JTRE 5
-                                                                                  .;  W Q ~ G N T = ~ ~Y
+                                                                                  .;  W Q ~ G N T = ~ ~Y t-
-                                                                                          !.   .       :   :
-t-
-                                                                                                              -.
                                                                                                                           ~ .~ . . ~
                                                                                                                       ,..I;$.
-                                                                                                                            $.-.
-:
-                                                           , '
 I    .,.     .                                                                         '  I       .I    i              , ..;.
-       ..
 I .
              &IAL          5   ~;f*            ~ O V - ? E N-rT   25.4,* -t!-
@@ Line 727: / Line 662: @@
 CUR'y'ED :SPANS FURE END.       AFT EPiD       MAT. SECT.              ROT.
 :SPAN      fipiGLE         .JOINT        JOINT        CODE   CODE     RADIUS    HNGLE       TEMP.
-JO I N T COURDINATES
+JO I N T COURDINATES 1I N T        :.:                Y
-                                  .,
-I N T        :.:                Y
                                                     -7 L
 MHTEE I A L PROPERT IES COIIE             E           PO 1:S:SOri-.'S DENS ITtf    THERMAL 1:CIEFF IC IENT. Y I E L D CROS:S-:ZECT 1OM PROPERT 1ES MOMEPIT OF SHEHR CODE         AREA            INERTIH         RHTIO .
@@ Line 737: / Line 670: @@
 Ia    b Z/'4 R 1::EFF)
 S P E C I F I E D EESTRfiINT:Z J O I N T D IRECTION                   !,2ALUE LOADING NO.             I:
-             ,,
         T'          PlEMBER               1.500E+01              111         1 TOTAL APPLIED F0RCE:Z:
-                         .
 F(:<> .: 4 .-11-1-E-C1.5 a=. ,:. I.                  =       :3.147E-1:15        FI::Z> -5         . [I 1 11[I E + [I 111
@@ Line 746: / Line 677: @@
 I=%               C 8                       =.t                  u=,
 W W W W W W W W W W
-                                                                                            ..........
                                                                                         ~.tl      rfc Tf *.it Tf **.il                         .i      Lf      ~ Iti8 L ~      I J
 I:I         TIJ               C  I p.- CIJ J J                      I:        I:IJ J   I:I       TIJ I:J      CIJ J   I:       I:J              J I:     JI:I         I:J        J I:      ~ I J I
@@ Line 755: / Line 685: @@
                                                                                         ,=, ,=, *=,a=,                     ,-#-I .=*,=, C.
 a=,
-                                                                                                                                                                                '
 Y IJ  I    I:J    JI:      JI:        f.:   JI:        Y IJ    I (IJ I:J              J I:
 I:J ~ I IJ   U: I:J IU: I:J J           I:    J I:   J I:   J I:
 I           *=8     ,=, ,=, =,a         t=,    ,=*c   8 ,=, ,=, I=,
                1 1 1 1 1 1 1 1 1 1 I..
-    .-
 L
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+(..3 11IU: KI W W W W W W W W W W J
-(..3 11IU: KI
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 I:    I:J Tf b:~ J 1.
 I:
 [I J I:    KI PI: I?:? I:J IU: KI b:~            b3 F I : @ : I        $7)J I: I : O : I           #?:I I:*:I I~:I?II: #?:I
                               .    .     .        .     .     .     .    .    . I
-                        ~~.+,-II>J-I.-I.+.+~                                           wwwwwwwwww
+                        ~~.+,-II>J-I.-I.+.+~                                           wwwwwwwwww 1                     I     I           1          I       1.0     rit       *.it     Tf *.CI Tf                #.it      *.CI        *.i8    1.0 J
-                                                                                           ..........
-                     I     I           1          I       1.0     rit       *.it     Tf *.CI Tf                #.it      *.CI        *.i8    1.0 J
 I:        IYIJ J I:                 J I:      p~        YIJ    I JI:           Y IJI (IJ     .,
 J I:       J I:      I:I U J        :I         J I:     1x1CJI             J I:            C JI OJ I        l       l                  t        l         l          l      l       l
@@ Line 798: / Line 722: @@
                                                                                                                                                                          -   ..... U t .../.:--.--
 N O . ~ Q ? ( ...../.0M!8     ------
-                                                                                                                                                                                                     -
                   \
                                           ...................4'4'4'4'4'4'4'4'.4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'4'.4'4'4'4'4'4'4'4'4'4' A,.#-     :
 GENERAL F IX-T_UFE ARRPNGEMENT : SEE PaR DRAWING 'A -22556 - E .
-THE S A M E FJYTuRE /S USED FOR C l F T ~ ~/V4 F                                                                            T H  E 8 CAV. DlRECTiON AND
+THE S A M E FJYTuRE /S USED FOR C l F T ~ ~/V4 F                                                                            T H  E 8 CAV. DlRECTiON AND rflf 11 CAY. D I R C T I ~ N .
-                      ,
-rflf 11 CAY. D I R C T I ~ N .
 I
                                                                                                                                                                                              -    0 t
@@ Line 810: / Line 731: @@
                                                                                                                                                                                    !  . , . i -
 b-                      70.3 7 5 " RETRACTED PO 5 1 T / ON 75.50-"' MAX. EXTENDEB (74-375" s HQWN)
-                                                                                                                                                                                            .. .
-                                                                                                                                                                                 !
 IN Ir C ~ V . DIRECTION                                                               .                                  --.-! -- ----.--
 D E T E R M I N E MAY.LOAD P PER                                        LIFTING                            FIXTURE el?                          (FOR II       MODULE)
@@ Line 819: / Line 738: @@
                                        ~ *                     = a ~ & PER                                                       L I F T I N G EAR
 -   DETERflIId E MAX. TRjWEL I BETWE&!/ R E n . 8 CAV.                                                                                        AND EXTVD, /I CAV. COA~D~TIONS 75,500"      - 56.566'                                                                                                                                               :$4..
-                                                                                                                                                                                               ,   .
                                 =           12.500''
 NOTE:          1 3 6 * / ~ ~U~S.E D 15 CONSERVAPVE AS CALL. w% /S / J ~ * / C A Y .
-                                                                                                                                                                                '
 NOTE: C A V I T Y ARRPNOEMEW 15 6.625(1 TO EE,W I T H 5.900''HOLES.
 N I S THE N U M B E R OF C A V l n E s B E I N G C Q ~ ~ S ~ D G R D -                                                                                     I
-I
+I F.u' =
-                                                                                 -.
-F.u' =
-                                                                      ;
 BENblhlG YIELD COMBINED         SHEAR AND TENSION
         = F2 -    /.6 ,  f     ( S E E PARA. 1.6.3 4.I.S.C. hklNUAL, ~ 5 - 2 3 )
-                                                                            .: .
 /
                                                   -)
 L--
-FACTOR 0 F : S A F E T Y O N YIELD     =  ~  b
+FACTOR 0 F : S A F E T Y O N YIELD     =  ~  b Cb
-                                                                      !
-Cb
 MAIN CROSz 7 U E i E ANALYSIS :
@@ Line 844: / Line 755: @@
 = 41.7     /u3, .G   = 36,040 Psi.
                                          + ~s,ase*
-I
+I I                                              I  I I    I
-                    -
+* I              1                     - - l      A.-.
-I                                              I  I I    I  *
-                                                                        -. .         ..
-I              1                     - - l      A.-.
 MOMENT 4T         = 822.8*(37.0:12'') = 304,53.?           IN-LB fh=          -- 304.539 / N - t B 41.7 / f l T
                                              = ,730~    ,*,                        i
@@ Line 854: / Line 762: @@
 DOGHOUSE PLATE                                                A N D WELD STRESS                                                     ANALYSIS
 .i.. . . .
-                                                                                                                                                                                                                                                                  . . . . .
                                                                   .                                                                                              Fy     '30,000 RI                                   FOR           DOGHOUSE
-                                                                       .-
-                                                 .   ,
                                                                       .I'
-                                                                         .                                                                                                                                                                                                     ..
                                                                 ... -. / : . ; . :                                                                                                                                                             - , !.,;
 I      .                                                                                                                                                                                                                       i r --
-                              .\A
+                              .\A i
-                                           '..
-i
-                                                   . . . . . . . - ':..
-                                                            . . . . . ;.         ,.        . .- ! ..            -
-                                                                                                                -
-                                                                                                        . . . . .
                                                                                                                          . ,z?.$L-'...
 w       .     ..:--. . . . S f   . .      -.-
-                                                                                                                                                                                                      .    .
                                                                                                                                                                                                               - . .. 3      .
-                                                                                                                                                                                                                              ,    -.. :.- ,.
-:
-                                                                                                                                                                                                                                                  !
-                                                                                                                                                                                                                                                    ., . . .
                                                                                                                                                                                                                                                               ,>   .t   .:-
-:
 L
-                                                     * , .
                                                                                  .. : . I         .. I                                                                                                                                             "i
                                                                                       ; . , ,   - 7 I
                                                                                                                                                                                                                                  ...-.-.. ....+.-----.-
                               - L      -'                       ;::..                                                                                                                                                                                            . .            ,     !
-                  ...        .      .                       . -...           . . . . . . . . . . . . . . .                       ; ...............                                                               .....                      &
                                                                                                                                                                                                                                            .       _        I       I     .           .
-:   .
-                 .                                                                                          .-. , . '- ,-
 I
                 .                                                                                     I '
 X..
-                                                                                                                            ,.         '.".' ,. -.--.
-                                                                                                                                                    -            .
 I
-                                                                                                                                           . . .
-                                                                                                                                                                                                                             ... .
-              ...
-            ......                                                ,..               . ,.     .                           ..                          . -       .               .    .            .                      -.
-                                                                                                                                           ; ,. :                                       . .
-                                                                                                                                                                                                                                     .
                                                                                                                                      "  4 .
 I                                     ,
                                                                                                                  !                                                                                     F 1 .
    ,      .          .                       I . . . '...:                 ..
-                                                                                                                                                                                                                                                         . ' ,
 STRESS.                     4 N A C Y S IS- F O R                                        DOGHOUSE PLATES :
-                                                                                                                                                                                                                                                                        - :
 I           .
 t     .
@@ Line 913: / Line 791: @@
 s   '     .
 i ,
-:    ,:
-                                                                                                                                       .                                                       !;*,--.           .'    ;.,
                                                                                                                                                                                                                          ..       .     -               i - . ,.!.,A;;"
-                                                               -    -
                            "PLATGS
-                                                                                 ,
                                                                                                       ! , . . .              ...            :                                                                                        ! .       i.     -! i t                      I.
 (,T,b3 )7.75" .; = 4202 PSI                                                                                                                   i::,..'!
-                   '
+                                                                                                                                                                                                                                                                         !?ic iMc
-                                                                                                                                                                                                                                                                         !?ic
-                        '
-iMc
                                          --                                      82&@                                                                  '                               -' p:,!'                     '                                                                    ..
-                                                                     -
 f:  ;                  ,          -             . .
                                                                                                                                                             '?:     ;     ,'V
                                                                                                                                                                                               .    .,-.?.
-                                                                                                                                                                                                                                              .-
+                                                                            .,'I 8  .
-                                                                            .,'I
-                                                                                                                                                                                                                                                                 ...
-  .
 f l . T , f ,27 $                                                                                                                            -."
 ftb          _.                                                                                                                                                                                                                                . ., ..-.;. -...
                                                                                                                                  +
 i
-                                 -
-                                                                                                                                                                                                                                                                   ,
                                 .                   f                                 .           356-73 /4?,.                                   .-      .        ,        .   ,                              I    .
-                                                                                                                                                                                                                                                                        ,     .
                        . , ,       1                                                                      I*
-                                                                                                       '
 A 6228-                                                 = 460 PSI
-                                         = (-6.25* 1.L87) 7.75
+                                         = (-6.25* 1.L87) 7.75 fttr                                                                                                                                               a 1    ..
-                                                                                             -     .
-fttr                                                                                                                                               a 1    ..
-                                                                                                                                       . . .
 OTAC,f,.                       = :ftL+                    f t v = 4662 PSI.
-                                                                                                                                     .-:
 ( d F t =18,000 P S I )                                                  ,             ..
-a
+a 1-
-                                                                                                   -
-                                                                                                                                                 ''.     ,                                                                    .  .
--
                                                                                                                                                                                                                                                     .) .1 F.S. - 4662 ' 11 =            3     0      400                                 Q . + ~                     .    .- ..
-                                                                                                                                                                                                         -        .
+3/R *WELD CHECK Iwu=
-                                                                                                                                                                                                                         .   .       .           -
-                                                                                                                                                                                                                                                  .   .
-                                                                                                                                                                                                                                                       ,
-/R *WELD CHECK Iwu=
 AROVAJD b ~ ~ i ~ o vA&.
                                                                                                      ,                                  s e PLATE :
 [ ~ 8 p o ) 3 , 9 - 5 ~ ~, +'3~- /8 8 )( ~ 5 0 ) ( . ~ ~ ~ ~ ~ f i = 2 i 4 4 , . ;b l ~ ~
-                                                                                                                              . . .                                                                                                       . .
                                                                                                                                                                                                                                                \       .. .. . .-.. ..
 I
@@ Line 973: / Line 823: @@
                                                                                           ~ !~. F~ ~ ! ~ ~ . ~ . . ~S ~                 ~......
 XE~T NRO~.... h & ?OF~...---..---
-                                                                                                                                                  !!!:<>  -
 I+
 HE f
 ~  Y - ~    ,    -    ~   ~ ~  -  ~  ~  ~  ~            E 6
                                                .-.-.-----.---------------.----.-..----------------.------------.------- Joe N 0.3.09.!    ----! - W A-----
----------.----,----'.--'-'---------------------.
+CHKD. BY:.     .:.:.:   ..DATE..)   .t .7;3 C
-CHKD. BY:.     .:.:.:   ..DATE..)   .t .7;3
-         !,
-                                              - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -------------------------
-                                                                                                                        ---.
-C
 LOAD    HOOK ANALYSLS : SEE         PaR DAAWidGS AD-20977-B AND AD-22223-C .
-     . .
-         . ..
 Ab-2 0 977-B L I F T I N G EYE 5 = 35,000 P S I                                                                                           .     .
 AD-22223 -C BRACKET PLA
                                                 --7-?       . f: -  - - . . .-...--.     -- y---             . .
-                                                                                                . !    .  .
 I      "
-                                                                                                       .   ..
                                                        -.  . ..     .                                ?             . -   .
 I & 4 5 & * ' ~ ~ ~ ~ ~ ' ..                             . .. ' .*:       1..
@@ Line 1,000: / Line 840: @@
                                                                                                                    - i ASSUMED L O A D                                                                                . .       .
                         .                                          .)
-                         , ;.                                .
+                                                                       .i:.:'             r saiap
-                                                                           .
-                                                                       .i:.:'             r
-                                                                                                          * . - . -.. .- .
-saiap
                                .;I                              ,                   ;.:
-:. -
-                                                                             .
       ~IS+~~IBUTION                                      .           1       .          .    .. ../    :*i+  -.              .
 SHOWN.                                                     . ,                                I
-                                                                                                                                                                                                  .     -
 E Y ! ~ : - ~ . ~ ~ . ! S ~ - D A T E ~ ~ ~ ~S!U.B'J ;                                                                                            ! I ! ~ ? - ? !.....
 E C~T..~/ ~ ? ~ / ~ ~ C ~ - ~ L ! D ! @ ~ ~ ~ ~ ! . U ~ C ! . ~ ~ . ~ ~ P ~SHEETNO                    - ~8
@@ Line 1,023: / Line 856: @@
                                                                                                     !                                                                                  I         3   - .
 I . . . ..............     . .--.-.
-                                                                                                                                                                                   . . . . .- ---
+                                                                                                                                                                                    'r" F. 5.      ON YIELD 35000PSI 8228                           = 4-25 CHECK 7E4SlCF STRESS /N HOOK A T L O C A ~ O N                                                                           @       t
-                                                                                                                                                                                    'r"
-                                                                                                                                                                                        .    .
-F. 5.      ON YIELD 35000PSI 8228                           = 4-25
-                                                                                                                                                                                  . . .
-CHECK 7E4SlCF STRESS /N HOOK A T L O C A ~ O N                                                                           @       t
                                                                                                                                                                              .       I 8     .
 r.
@@ Line 1,040: / Line 868: @@
 i iiiiiiiiiiiiiiiiii iiiii iiiii iiiiiiiiiiiiiiiiiiiiiiiiiiii     JOB  NO.-%!^.!.....LO!&&---
 CHECK BENDING AND SHEAR STRESSES 47 COCATIOd @ : ..                                                                                                           - --.. .--
-                                                                                                                                                                                 ..
 a A S S U M E AN AVERAGE tl/GHI AND WIDTH O F SECTION-                                                                                      '   '    4   .
-AVG, H E I G H T               1-625"+2.125"                              = ,-875~t                                               I
+AVG, H E I G H T               1-625"+2.125"                              = ,-875~t                                               I 2
-                                                                           -
+c375'                                                      .               !
-c375'                                                      .               !
                                                                                                                                                           .I:
-                                                                                                                                                                  .         . . - .
                                                         ;/.725*<2)
-:
-                                                                                                                             . ,!
                                                                                                     =. 1. 662"                                      ...
-                                                                                                                                       .:
 A V G WIDTH                                                                                        . .!.
-                                                                                                                                    .
-                                                                                                                                  ... ..
-                                                                                                                                            .-
-                                                                                                                                                      -   , .-
-                                                                                                                                                                  ,
                                                                                                                                                                          .    - .!. ..j.
                                                                                                                                                                        .. - ';-A.
-:
 L.3.
                                                             .  .'.. 2".       !                                            .                 s   .
-                                                                                                                                                          ,
-                                                                                                                                                             .
-                                                                                                                                                                           - ' :
 AVG. AREA               , (/.875"x1.6(/.64~9- = 3.537 / N C SECTION M o D U C O S                         S =            1.662"0.87532                            = .974            ,N,3 6
                                                        , 5 = /6,000 PSI 1
@@ Line 1,071: / Line 884: @@
 FOR SHEAR ANb B W b l N G                          , Fb8=5                       -/.6%                   = 141 3 9 PSI                    ,       '
 REE PARA. 1.6.3 4.I.S.C. MANUAL                                            I?     5 -23
-                                   , '                                       ' .
-                                                                                    ,'
                                                                                                                           .   .i I                         1,          ..--. . - .
-:,,.,              .
-                                                                                                                                                                             . .. . .
                                                             .5.11-12
-LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 55112 AREA CODE 612 484-7261 TELEX X29-7473 JANUARY 1 9 7 8 SECTION 5 . 1 2 FUEL STORAGE SYSTEM DESIGN REPORT
+LEXINGTON AVE. NO., ST. PAUL, MINNESOTA 55112 AREA CODE 612 484-7261 TELEX X29-7473 JANUARY 1 9 7 8 SECTION 5 . 1 2 FUEL STORAGE SYSTEM DESIGN REPORT P a R Job No.       3091 For DUANE ARNOLD,         UNIT NO.      1 (IOWA)
-                                 -
-P a R Job No.       3091 For DUANE ARNOLD,         UNIT NO.      1 (IOWA)
 DESIGN CALCULATIONS MODULE      SHIPPING SKID PREPARED BY                                                            DATE  1-15-78 CHECKED BY                                                             DATE 1 A I S-78 R E V I S I O N NO.                                                    DATE
@@ Line 1,086: / Line 893: @@
 T h i s a n a l y s i s showed t h a t a l l members and i n t e r f a c e b o l t s have a s a f e t y f a c t o r g r e a t e r t h a n 3 : l on y i e l d .
-                                ....-..
 CAD:.+- 3/                                   Joe NO.-..J-U.Y-J .-,..-.--
 ytl:a.--36.5-)---..----.-----...--..-.---
-                                                                                                          .    -
-                                                                                                            ----.
                                  .-----------------------.-----------~-~-----------~-.-.-'--~~-~--..
-                                                                                   .--.----.-'--.---------I-
+                                                                                   .--.----.-'--.---------I-MODULE    SHIPPING S K I D AM4LYSIS        F O R FOUR PotAT         LIFT :
-                                     -
-MODULE    SHIPPING S K I D AM4LYSIS        F O R FOUR PotAT         LIFT :
 NOTE.' DR Y H O D ~ L MflSS E           11 3*&~,
 FROM & P f X. 8-1 TOTAL WZ
@@ Line 1,110: / Line 912: @@
                              = ctA                  f,-     2 ( ~ * ~ o " ) (
 * s o o(~C)F r = 11,4W psi) w   z = 5.76
-                                                   '
         = 6.000 3-5a0      =    -583                                             F-s. =
                                                         -        3 750s            =     7 5 0 0 PSI
@@ Line 1,122: / Line 923: @@
 C O R R E S P ~ N D I A GS T ~ E S S / S 4273      = 4940~31
                                .       5.12-5
-                                                                                   - - .-
 CWKO.,aY J~:.?:I::DATE-  1+?-$/:?9~...L.&?:-f   3198 Y.? ....R.E!?,,)                             Joe  ~o..Ju?./........-.----  T.
-                                                 --
 SHEAR 5TKESS ( C ~ I U T ~ N U E D2)
 C H E C K SHEAR ST4CS.5 COAJTKIBOTlOrJ D U E TO / 8 7 5 * ~ f f L~b A~D -
@@ Line 1,159: / Line 958: @@
 .JO I NT          :.;
 J O I N T COORD INHTES 8
+L
-                                       .             -
+MATER I A L PRUPEPT IE:5:
-L MATER I A L PRUPEPT IE:5:
 CODE                 E            PO 1SSOI.i ." :5 DEPiI: I T','     THERMRL I ~ ~ E 1 FCF1ENT   '$1E L n CRO:SS-:Z:ECT 1Of,{ PROF'EF;T 1ES FIOPIEIJT O F :SHEAR CODE          HREH               INERTIH          RHTIO
 ::FEE I F 1ED RESTRHI P1T:S J O I N T DIRECT ION               VALUE
@@ Line 1,170: / Line 968: @@
                                             .i          RUTHT IUP4 1             .
              - 1 65.3G,E+[I:1      2 . C.::lE+[l'3      2 . [Is3e0E+
-                 .
 [I.>
            1 c,:3C.E+ 03      :3.6,85E+ [IZ        4.284E+ 1112 TOTAL         4 . :377E- 12       3. 5 0 [IE+ 1:1:3    z. 324E+ [1:3 FORE END FUE1:ES                                  AFT EPiD FORCES SPHP{ .-IT. AA I:. L          :SHEAR              MOMENT       AT. AXIAL     SHEAR      MUPlEP4T
@@ Line 1,176: / Line 973: @@
                            ......-...(..~D:-2-31f7.66::bb.!!6.C-)                    JOB NO.-.-
                                                               .--.------------.---.---.---     2-G.2L---.
-                                                                                                             .   -
                                                                                                          .-.-.--me-ASSUME         A ~ G L E T A B - AAID          5 ~ 4 6 WYUST. 7AlrE L O A D              & =7000I#.
 REF. A.I.S.C,MAWVAL, 7 9 ~ d . ) TABLE XIV R 4-48.        ,
 ALLOWABLE LOAD P = CC, D i e (FOR ~ 9 5 0 ~ C                                 ~ O0~ ~4T R~I B O T J O ~ ~ )
 WNE$E C, = /.O M R 70 W D , A N D C = a 6 Q FROM T A B L E XIV.
-R I B W l O N D U E M 2750 LOAD
+R I B W l O N D U E M 2750 LOAD 15.36 F.5.        ALLOWABLE           2.75       = 5.58 ( CsO4dsT Ea              24 000 ps/ ALLOWABLE.
-* 15.36 F.5.        ALLOWABLE           2.75       = 5.58 ( CsO4dsT Ea              24 000 ps/ ALLOWABLE.
-                                                                              #'
 CHLCK SHEAR STtsS C ~ h l T R j B i \ ~ ~ oJ/ rul E         rn  5 8 9 0 S#4R L O A D -
 USE     T4 R C E XV, P . 4 - 6 9 ,   uJHPPE Q      =  6.0
-                                                                  =.a5 A ~ J B& = 2-75 -458 6.o
+                                                                  =.a5 A ~ J B& = 2-75 -458 6.o P = C C , D A = - 9 5 (/-o)l.?X6.0)          = 22.8 R ~ P s s r s e SS              (~1,oooP S I ) =
-                                                                                                 --
-P = C C , D A = - 9 5 (/-o)l.?X6.0)          = 22.8 R ~ P s s r s e SS              (~1,oooP S I ) =
 I CORRESPOAD~~G                                                      5425 PSI CHECK SHEAR STRESS            COAITRIBUTION DOE r0 LOAD C O M P ~ E ~ ) T / ~ ~ PAPER:              IA~TO 4,       -aoo1)~ 7 0 7 ) 74")  (
 RESULTANT        SHEAR STRESS ON              WELD /S
@@ Line 1,246: / Line 1,038: @@
 : 3) Same as (2) except a 1" dowel with a .0003-7" press fit was added to the middle of an inline bolt           and body hole clearance of .015. The testing for this case was done by   .
 n i n City Testing. The test report is found in back of this repor
-        . .
 : 4)   Same as (2) except bolts are only finger tight.
 All materials were aluminum.     ~ o l t swere Standard 3/4-10-uc x 1 1/2" Hex Heads, alloy 2024-T4. Bolt threads were in the shear.
@@ Line 1,271: / Line 1,062: @@
                   .055                       .053
                   .064                       .058
-                  .074         Failure       .065 Failure                   Failure
+                  .074         Failure       .065 Failure                   Failure KEY S1 = .015 Body Clearance- Two Bolts Torqued 600 in-#/and hole Misalignment of .015" S2 = .005" Holes in Line- Two Bolts   Torqued 600 in-#
--
-KEY S1 = .015 Body Clearance- Two Bolts Torqued 600 in-#/and hole Misalignment of .015" S2 = .005" Holes in Line- Two Bolts   Torqued 600 in-#
 S3 = .015 Holes in Line-   Two Bolts Torqued 600 in-# and 1" dowel pin with -0003-7 press fit S4  = -005 Clearance-      Two Bolts Finger Tight
-                                                                                                                      <
 twin ccw testlnq and P n q ~ r r e ~ _ r m nlaooratoru, q                    Inc 662 CROMWEU A V E W E ST PAUL MN 551 14 PHONE      6rz1ars-~WI REPORT OF:               LOAD-DEFLECTION TEST OF SHEAR BLOCK PROJECT:                                                                                                        DATE:            December 23, 1976 REPORTED TO:               Programmed & Remote Systems Corp                                                     FURNISHED BY:
 W Highway 96                                                                     COPIES TO:
@@ Line 1,295: / Line 1,083: @@
 twin cirv e e s t ~ n q ana enqlneerlnq IaDoraForU, Inc.
-CROMWELI. AVENUE ST. PAUL. MN 551 14 PHONE 612/645-3601 REPORT OF:                       LOAD-DEFLECTION TEST OF SHEAR BLOCK DATE:          December 23, 1976 LABORATORY No.                                 14-2500                                                                                           PAGE:           3
+CROMWELI. AVENUE ST. PAUL. MN 551 14 PHONE 612/645-3601 REPORT OF:                       LOAD-DEFLECTION TEST OF SHEAR BLOCK DATE:          December 23, 1976 LABORATORY No.                                 14-2500                                                                                           PAGE:           3 LOAD-DEFLECTION                    TEST RESULTS :                         (Cont. )
-  - -. .. ---
-LOAD-DEFLECTION                    TEST RESULTS :                         (Cont. )
 * Shear f r a c t u r e s occurred i n t h e two threaded b o l t s and t h e 1" diameter shear pin.
 The l o a d - d e f l e c t i o n t e s t r e s u l t s suggested t h a t t h e shear block s t a r t e d t o y i e l d a t approxi-mately 36,000 l b . The load-deflection curve f o r t h e shear block i s shown i n Figure # I .
@@ Line 1,305: / Line 1,091: @@
 A MUTUAL IZATIOH                                                      CONCLU.IONS       OR EXTRACTS FROM OR RLOAROING OUR R ? ~ ? ~ R T S I S RCSCRVCD PLIIOIHC            -
 P U O T C C T l O N T O C L I C N T S . T H C P U B L I C AND O U R I C W Z I . ALL REPORTS ARC I V B Y I R C D A 9 TWC C O W t l D C H T I A L PZ1OPCRT7 O P CLlTWTS. A N D AUTHOR-FOR CU~LICATION oc STATV.MEHTI.                                                                                                                                OUR WIITTEN    APPROVAL.
-                                                                                                                                                                                                       '
                                                                                                                                                     / I                I c i t y p i n y~
                                                                                                                                    /    I                           /
@@ Line 1,342: / Line 1,127: @@
 t o r i e s , and n o t e any v i s u a l damage.                Repeat f o r a 7.09" d r o p Repeat once a g a i n f o r a 3 . 5 " and 7.09" d r o p n o t i n g r e p e a t -
 a b i l i t y of r e s u l t s .
- ,
 .0  RESULTS P l o t s 1 and 2 p r e s e n t t h e measured impact t i m e h i s t o r i e s f o r t h e 3 . 5 " and 7.09" d r o p .            The r e p e t i t i o u s r u n s a g r e e v e r y c l o s e l y and are n o t p r e s e n t e d . T h e s e p l o t s a r e t h e sum of a l l 4 l o a d c e l l s o r t h e t o t a l impact f o r c e .           P l o t number 1 had a peak impact f o r c e of 17,000# and p l o t number 2 had a peak f o r c e of 25,000#.
 P i c t u r e 3 and 4 d e p i c t t h e s e t up p r i o r t o t h e 3'.5" and 7.09" drop.         A f t e r a l l t e s t i n g , o n l y s l i g h t l o c a l d e f o r m a t i o n s less 1/16" d e e p were n o t e d a t t h e impact i n t e r f a c e .
@@ Line 1,357: / Line 1,141: @@
 Where K = structural spring rate In Section 5.2,  the spring rate due to a unit load in the middle of the module top was calculated as 822 .Kips/In. The spring rate at the corners of the module was calculated to be 1121 Kip/In.. Using the measured 2 5 , 0 0 0 f impact force for a drop-in the middle, the approximate impact force for a drop in.the corners is:
-Vertical Scale
+Vertical Scale H o r i z o n t a l Scale I
-                                                                                      . , - , ..
-H o r i z o n t a l Scale I
-                                                                                      .
 " = . 0 5 Sec.
 Force k  (#I
@@ Line 1,385: / Line 1,166: @@
                        ..k.        DATE'.'!!-7.i.77             ..
 S U B J E C T <-'-!.IU!.l
-                                                                  .                !
                                                                                              ; *.lj6..;,?!.'.CJ > : f 5 J k l g . n l-..-
-                                                                                                                                     .2
+                                                                                                                                     .2 SHEET N O JOB
-                                                                                                                                     !
-SHEET N O JOB
                                                                                                                                                         ....V k ....'....-.
-                                                                                                                                              ~0..3.O-2l--...LOW-
+                                                                                                                                              ~0..3.O-2l--...LOW-I DETERMINE MOMENT O F INER774 1 O F TOP (SFID OUTER SECTION -'
-                                                                                                                                                                           -
-I DETERMINE MOMENT O F INER774 1 O F TOP (SFID OUTER SECTION -'
 USE THE FOCLOW~NG APPROXIMATE C O N F I B U R A T I O N ,
 rl.737 4
@@ Line 1,408: / Line 1,184: @@
 * 12.494              86.476     690.739           36.659
-                                                                . --
 "I                            inrE
     &. G ~ a ~ / s H 11-3-77' suojacr SECT"d PRCPLP'Y CA(CVLA710115                                                         SHEET NO       .. ....OF.. I.....
@@ Line 1,414: / Line 1,189: @@
                                             /'-                  7  0 P   G  R I D OUTER       SECTIOU              . .--
 CHKD. s y , J L I f i - ~ ~ E .lI.'."/17
-                                                                                                                           .__________________
- -
-                                                                                        -. .
 - - ..--- ....I..- - - .. ..- . .. . . ..- - -- - . - - - - .- ._._._.___________.-.----..
-                                                                                                                                                             .
+i-AREA A (lltz)Mr=A X      0 ~ 1~,= A) + ~ N X( 1 ~ 4 1_I        (lnL)
-i-
-                                                                                                    .
-                                                                                             .._.-...   :... . .- .---.---
-AREA A (lltz)Mr=A X      0 ~ 1~,= A) + ~ N X( 1 ~ 4 1_I        (lnL)
                                                                   '.I58 14
                                                                                    .I78           .028                 .004                 ,001 I                 .~37~x/.500" r o ~,rod~4aoo"                                              -987' 6.000                 5.922                5.8 45               1.125 3 o                . z ~ ~ ~ x z . o ~118''                  .   '          .488            ,058                ,0 07                 ,002
@@ Line 1,429: / Line 1,197: @@
                           .8,2"xzlioo"                              .456"        6.030           2-777                1,266                  .335 5
       -6 IL .328*2.10oW                                               159"       - .344         w.055               - ,009                -.002 t
-                                                                   #
 TOTAL:                   12.434         8.742                7,115                  1.461
@@ Line 1,452: / Line 1,219: @@
 cHKD                                     .                     .,                      .
-                                                                                 . .. . .                         . ..
-               .
-                                   .,.                              '.
 SE~L?~/YPR~PERTI-<S.;~W~~.G~I~:S-i BY^.."                                                                                    SHEET NO 8 .         i     - . t i - \ ,                   . .
                   ~
@@ Line 1,468: / Line 1,232: @@
 G. La4-  . .          d
 . O . R ! . . E . S . . 1 . . . JOB ~0..30.21.       --
-                                            .-...--..-----
-                                                                                                                         -
-                    -                          >. .        ....                                                                     . . . .
    ~ ' i ~ , U U I JOi T ; . . . i ~ 18  I / #       8                      I         -            '    ;         '
-                                                                                                                                                                 ....
 CJ+KD, s                          I I                         Q A /D W Y E R S E C T / O ~.: ...                                -108NO..~.OS)/             ...............
-  ....................................         ....   .
                                                      ..,,2..r ..,.... . . . . . . . . . . . . . . . . . . . . . .
 i r                                                  ..............................................
-!
 DETERMINE                     Iny   AND Sy            FOR 007704 G R l D INNER SECT/oN.
                  ,it.
 .tb.GOt11S.H r ) n + + - l ( i / - / /    a l.571,::.~!. i;.d,-r, ,'LNa,*,tiu(,1r             ~,.1-. c c r l , ivnrr . -SHEC, N ~ ,  .::.vF..
-CHKD. .BY      Ll LOA ATE!!/.!^;^^?               BOTToM 6414 007&d S 6 C 7 / O N
+CHKD. .BY      Ll LOA ATE!!/.!^;^^?               BOTToM 6414 007&d S 6 C 7 / O N JOB NO..^.^^.! ........ ..
-                                                             .-. -.. - -.
+                                                                        .*9 DETERMlhJh              I,,          A N 3 Sx FOq BOTTOM 6 RID OUTER S E C T ~ O N .
-JOB NO..^.^^.! ........ ..
-:-
-     .---..........                                                                                                            ..---.------.---..----..--
-                                                                        .*9
-                       .... .. . . .-.. . .   .      .. ..                .. .... ...-...-.. ..--.. - . ..
-DETERMlhJh              I,,          A N 3 Sx FOq BOTTOM 6 RID OUTER S E C T ~ O N .
 TOTAL :
 * 8.346                   7,962                    13,541           f ,883 P E ~  I P M I N ET a R S 1 6 U A L MOM~VTOF /Al&fT/A FOR 8 O m                                                Y GRID O U E R       SfC'T/od.
@@ Line 1,499: / Line 1,251: @@
 AND X I D U i m t d F T o R S / O ~ ~ A CMoMEh)T OF /NtPT/A ? FOR B O ~ GRID O ~ I ~ * & R 5~~7iQd.
 i U S E CASE 18 NETHOD D E S C Z I S E P /d     M  4 s mrQ5 ~ 4 E ~f f 57RA/hL 8 Y R 4 RcARf 9 M C. YOUNG, T A B L e 2 7 / ? ? 9 4 , 5 & Ed, / 9 7 5 .
-I
+I I
-!
-I
 BR~GOBL.IS.HD A T E . ! ! . : ~ ~ ~ . ?                                     WZ/.6!/.75 S U ~ J E C T S ~ C T ) O ~ . P ~ - Q F - ~ ~ ~ S H E E T NO     OF ... -_--_.
@@ Line 1,507: / Line 1,257: @@
            . .L~*DATE!-~IS/II...           ..BQTTOM GR14 OUTER SFC-TlQN. T...              JOB NO..309L.........-------
                                            ..co!?NFR ...-..-.-.-.--.-...-..-,.----.-----------.---------.
-  ---.,...--..-.-..--.-------------------------.                                          .-.--..-.-.-.--..-.---------
 DETERMINE MOMEWT OF /&STTI9 I OF B O m M GRID OUTER SECTION :
 USE THE FOLCOWIMG 4PPROX /MATE CORNER CONNGURATlON,                                                        i';
@@ Line 1,517: / Line 1,266: @@
 I CHKD E I Y J ~ ~ - D A T E I J ~ ! ~ / ~   BOTTOM QRIO DOT& S C 7 / O N . - .                  JOB NO    .-309.1-.--.......
              .. . .... ...                  ..CO.R.NER.....               .. .... .. . ..... ..... ....:
-!
 DET&RMJMEI         ,, AND Sx FOR BOTmM 6Rlb OUT64 SECT/6N ( C O R N E R ) .
@@ Line 1,524: / Line 1,272: @@
                = $ut3           WHERE    U     LEA~GTHO F MEDIAN LL/Al f  s.A VERAOE:  7HICkAE5S OF S&CT/W
-...
 ev &,.Gu.~<!s~ATE.IJ:.~:.z~         . SUBJECTS     C             O            T            S             . 1 . SHEET NO        ...........OF .....:....-
                    .li:?.!).
@@ Line 1,535: / Line 1,282: @@
 DFTERMldE      I,, A N D SX FOR BOTTOM G R I D / u r ~ ~ s  +E?C T I O ~(CORNER) .
-                                                                                   -
 D E E R M I X rOfl/ONAL MOMENT OF /NCRTjA J FOR TOPGRID IAJNER S ~ C I I O N CORM R U S E C A S h /8 MEMOB P B S c R l B E D 1.d F O R M U U S FaRSTl'ESS b ST8f?lu 0 7 R J . ROARK # h4 C. YOoNG, T A 8 L. E .20, P. 294, 5fi. d., ,775.
@@ Line 1,545: / Line 1,291: @@
 EST/MATE WElGNT O F BOTTOM GRID MACH/N/NG (FOR II x l l MODULE)
 DENSITY FOR ACUMlNVM      = ,098 ?4@ . WEIGHT =       x VOL.   ,
-                                                                   , .
 APPROXIMATE PER CAVITY WE/GMT O F BOTTOM GR ID   IS                .  .
-                             ...
 B Y . ~ ~ ~ ~ R W H D A T E ! ! TSUBJECT..~~LQ~:!..~RO?~?:~!~G~~-\~!!.~!!G--
                                              !~:-~~                                                         OF ...._.-
@@ Line 1,556: / Line 1,300: @@
                                                                . .MODULE              JOBNO   ...SQ-21-.---...---.
       -----:--------------                 ----------------.-.---.--.-------------~-----~;---.-
-                                           ----------------                          .----------.---_-------.--
 WEIGdr
@@ Line 1,562: / Line 1,305: @@
 FOR 11 x 11 SPENT FUEL MODULE. D E N S f l         ?                 7d3-TOTAL :        I 13675 1 I
    , APPROXIMATE MODULE WEIGHT                         PER   CAVITY  IS A
-                                                               . ,
 s u e ~ ~ c ~ .
 * E ! . ~ d..!EA.ImPPED.
 l.:       ..WA.ZE-fi--   SHEETNO     ...........OF ..,.,.--,.-
-                                                                                                                              -
 JOB NO.-  389-l---...--.-
-                                   ..-..-.-----.-.-...---------------.-.-----------------.---------..--
                                     -----.------------------__--------.____-__----------.   ---------I------..--------
 ESTIMATE WNGHJ OF MODULE I\)TRAPPD WATER = R                                          E I l % l I AOWLE, T Y P I C A L CAVITY DETAIL 15 SHOW&.                              REFER T O              DWG. A - 2 2 5 5 6 - E ,
@@ Line 1,589: / Line 1,329: @@
 TOTAL RESUIJANT VOC- OF E N 7 R A P P . D WATER                    :         479628 w3
-            -. ..                     _ .        . ..,,:_.....
 JOB NO.....3QaL,.--..-.---
 _ _ _ < - - I ,                             .
-                  ...-........,..            ---.--..-.-..-.-.-.--.----------.---..
 SVMI~.?~??'.
-                                                                     ---------------------
                    ----.-.------.I-~-~~---------------~~-.-.---.------------
 The'following summarizes the various mass inputs/per cavity Dry Module Mass                  113#         Wet Module Mass 7244 Dry Fuel Mass                    745# .       Wet Fuel Mass      672#
@@ Line 1,610: / Line 1,347: @@
 REVISION RECORD REV. NO. DATE DESCRIPTION       CHK' D BY APPRV'D BY DATE
-mechanical connections I:or .intcrnlctlii~tcjoints o f contint~otrsangles, t l ~ c                    5.1.0 Sparing of I<ivrls ;111d Ilolts. hlirii11111rntlist;~ncc cffcctive nct ;lrc;i sh;~ll be the gross sectional area                           of rivct cc111er.rsli:lll hc 3 ti~ncsthe non1in;ll rivcl less deductions for holes .                                                       di;lmctcr: minirnt~mtlist;~~lcc                 of holt ccntcrs shell he 2l/2 tinics thc nonlin;~lI)olt tli.lrncter . I n I711ilt-upcorn-
+mechanical connections I:or .intcrnlctlii~tcjoints o f contint~otrsangles, t l ~ c                    5.1.0 Sparing of I<ivrls ;111d Ilolts. hlirii11111rntlist;~ncc cffcctive nct ;lrc;i sh;~ll be the gross sectional area                           of rivct cc111er.rsli:lll hc 3 ti~ncsthe non1in;ll rivcl less deductions for holes .                                                       di;lmctcr: minirnt~mtlist;~~lcc                 of holt ccntcrs shell he 2l/2 tinics thc nonlin;~lI)olt tli.lrncter . I n I711ilt-upcorn-5.1.8 (;rip of Rivets 3 r d Roils I f t l ~ cgrip (total thick-                    pression mcn~bcrsthc pitch in tllc dircction o f strcss ness df metal being fnstenctl) of rivcts or bolts carry-                           shall be such that thc :lllowablc strcss on thc individui~l ing calculntcd stress cxcccds fotlr and one-half tilncs                            outsidc shccts :~ndS ~ I R ~ .Ctrcatcd      S          ;IS columns having the diameter. the allowable load per rivct or bolt                                 a Icnglh cquill to thc rivet or boll pitch excccds thc shall be rctlucccl. Thc rcduccd :~llowablcload shall                               cr~lcul;~tcd      slrcss . 7'iic gagc at right anglcs to thc dircc-be the normal allowable load divitlcdby ['/n+C;/(91>)]                             tion of stress shilll be such that ttlc allowable stress in wl~ichC; is the grip and D is tile nominal diilmetcr                            in thc oi~tsitleshccts. c;~lculatcdfrom Scction 3.4.9 of the rivct or bolt . I f the grip of thc rivet cxcccds                           exceeds the ci~lcul;rtedstrcss .. In this case thc width b six times thc diameter. spccial care shall be taken lo                             in Section 3.4.9 may be taken as 0.8s where "s" is insure that holes will be filled completely                      .                 the gage in inches           .
-                                            .
-.1.8 (;rip of Rivets 3 r d Roils I f t l ~ cgrip (total thick-                    pression mcn~bcrsthc pitch in tllc dircction o f strcss ness df metal being fnstenctl) of rivcts or bolts carry-                           shall be such that thc :lllowablc strcss on thc individui~l ing calculntcd stress cxcccds fotlr and one-half tilncs                            outsidc shccts :~ndS ~ I R ~ .Ctrcatcd      S          ;IS columns having the diameter. the allowable load per rivct or bolt                                 a Icnglh cquill to thc rivet or boll pitch excccds thc shall be rctlucccl. Thc rcduccd :~llowablcload shall                               cr~lcul;~tcd      slrcss . 7'iic gagc at right anglcs to thc dircc-be the normal allowable load divitlcdby ['/n+C;/(91>)]                             tion of stress shilll be such that ttlc allowable stress in wl~ichC; is the grip and D is tile nominal diilmetcr                            in thc oi~tsitleshccts. c;~lculatcdfrom Scction 3.4.9 of the rivct or bolt . I f the grip of thc rivet cxcccds                           exceeds the ci~lcul;rtedstrcss .. In this case thc width b six times thc diameter. spccial care shall be taken lo                             in Section 3.4.9 may be taken as 0.8s where "s" is insure that holes will be filled completely                      .                 the gage in inches           .
 TABLE 5.1.la ALLOWABLE BEARING STRESSES FOR BUILDING TYPE STRUCTURES (Fb,, From Table 3.3.la Divided By 1.65 Factor of Safety or FbnDivided By 1.2 x 1.95)
 Allowi~l~le                                                                      Allow:lhlc Alloy                                                                 I3caring    All!)y                                                              Iknring And                                                                   Strcss*      And                                                                Strcss*
@@ Line 1,634: / Line 1,369: @@
                                                                                            -1 1321 (.1.501 to 3.000)' .............................. 30
                                                                                            -11327..................................................... 37
-                                                                                           -ti343...................................................... 42
+                                                                                           -ti343...................................................... 42 606 1.7'6 -1'05 I Slicct R: I'l;l~c ................. 35
-                                                                                                .
-1.7'6 -1'05 I Slicct R: I'l;l~c ................. 35
-                                                                                                .        .          .
                                                                                             ..1'6 T65 1 7'05 I0 T65 l 1 01hcr Protlucts . 34             .
 -TS (up to 0.500)'. ................................... 16
                                                                                             -TS {Over 0.500). .................................... 14.5 6 .............................................. .......... 24
-                                                                                  .
 *Thicknessin inches to which tllc allowtbtc stress applies.Whcrc not listed bearing strcss applies to all thickncsscs.
@@ Line 1,662: / Line 1,393: @@
 .1.1 1 Edge Dist;racc o f Hivcts or Ilolb. The d i s t ~ n c e                tllc I.ivct tlinmctcr from the pi;lne o~s\lc;lr,       as nJc:lslrrcc
 {rotn the c c n t c r o f rivet 0-       [lndcrconllwtcd stress                t,w;ird         hollow-end, and furthcr providcd lh:it thc!
-to thc edge of the sheet o r shnpc toward which the                            arc usetl ill loc;lti(>ns wIicrc ttley will uot bc subjcctcl
+to thc edge of the sheet o r shnpc toward which the                            arc usetl ill loc;lti(>ns wIicrc ttley will uot bc subjcctcl pressrrre is dircctctl shall bc twicc tlic nominal dinm-                       to appreciilble tcnsilc strcsscs.
-  '
-pressrrre is dircctctl shall bc twicc tlic nominal dinm-                       to appreciilble tcnsilc strcsscs.
 clcr of the rivct or holl. Whcn a shortcr cdgc distancc is used, thc i~llowahlebearing stress as shown in 'Table 5.1.la sh:ill be redoced by thc ratio: actual cdge dis-                        5.1.14 Stcrl Rivets. Stcel rivets sh;lll not be used i f l;lnceltwicc rivct o r bolt diariieter (Scc Scction 3.4.3).                    al~rminu~n     s t r ~ ~ c t i t r citnlcss s      thc alunlin~~nlis to 1.1
      *The eclge tliztancc shall not bc less than 1.5 tinlcs the                    joincd lo stccl or w!~crc corrosion rcsist:tncc of 111.
 rivct o r holt diameter to shcarcd, sawed, rolled o r                          strtrcturc is not a rcclr~irctiicnt.orwhcrc tlie structure i planed edges.                                                                  to be protected against corrosion (See Section 6.6,Il
-              - -.-.         .---- --     .
 formulas for constants TABLE 3.3.4b FORMULAS FOR BUCKLING CONSTANTS For Products Whose Temper Designation Begins With -T5. -T6, -T7. -T8, or -T9 T y p e o f hfcmbcr and Stress                                       Intcrccpt. ksi                            Slupc. ksi                             Intcrscction Cotnpression in Columns and Ilcam Flanges Coniprcssion in Flat Platcs Coniprcssion in Kot~rid l ' u b c s U n d e r Axial E n d Load Coniprcssivc 13ending Strcss in Solid Kec-              -
 tangular n a r s Coniprcssivc k n d i n g Stress in Round                                       11, = I.JF.[I   + %$"']
@@ Line 1,675: / Line 1,403: @@
 Flat Plates                                                                                                                                              I,,
 Cripplitig of Flat                                    kt  5  0.35                                  kt   = 2.27 l'lates in Compression Crippling OF 1:1;1t Platcs in 13cnding
-                                                                                                                                -
   ' Ct can bc    found rroni a plot of tire curves of allowable stress based on elastic atid inc1;tstic buckling or by a trial and crror solution.
 TABLE 3.3.5                                                     hlrtltmls of Rounding OK Nunthcrs In Tables 3.3.6 tn 3.3.27 VALUES.OF COEFFICIENTS kc and kc*                                                            Thc nllow:thle strcsses in Specifications 1-6 arid Tor slcndcrncss 5 S t in Specifications 7-21 arc ob-tainccl I)y rounding olT strcsscs bclow 5 k5i to the Non-wcldcd                                               ncarest0.1 ksi: strcsscs hctwccn 5 and 15 ksi to thc or                                                  nenrest 0.5 ksi; attcl strcsscs over 15 ksi to lhc nc.v-Rcgions Far1 her 7'li;ln         Rcgions Within 1.0 in.           cst l .0 kci. To obtain allowahle stresses Tor slcndcr-I .O in. F r o m a Weld                of a Weld                ncss hctwccn S.,. and,.$,. thc constant is ro~rnded Alloy a n d l ' c m p e r            kc                      k,                           k,t
 --         --                                                         I;,,                            olT to the ne;lrcst 0.1 ksi. 'l'he cocllicicnt or the slcndcrncss ntio is roundcd ofT acccirding lo the 20 14-l'6. -ThS I $                1 .25                    1.12     -                      -        rulc: for r~~rnihcrs    betwccn 2 x Ill" and 2 x 10"".
-Alclad 201 4-'T'h, -T651           1.25                     1.12     -                      -        round vfT to nc;tresl 0.1 X 10m. whcrc 11 is any posi-(106 1 -T6,-T651 $                 1.0     ,                1.12     1.0                    1.0      tivc or ncgntivc intepr. This same rulc is.npplicd
+Alclad 201 4-'T'h, -T651           1.25                     1.12     -                      -        round vfT to nc;tresl 0.1 X 10m. whcrc 11 is any posi-(106 1 -T6,-T651 $                 1.0     ,                1.12     1.0                    1.0      tivc or ncgntivc intepr. This same rulc is.npplicd to lltc coclTtcicnts in the expressions for allowable 6Oh1-7'5. -Th, -7'83               1 .O                  '  1.12     1.0                    1.O      strcsscs for slcndcrncss Z St.
--.                                                                                             -
+All O t h c r s Listed in                                                                                Skndcnicss limits S, and ST arc h;tscd on the T a b l c 3.3.1                     I .O                     1.10     1.0                   1 .O rotrnclcd        cxnrcstions Tor allowahlc slrcss ob-taincd a t dcscrikd ahovc. Values of S t nnd S, bc-6.35 1-7'5                          1.O                     1.12     1.0                    I-0       twccn 1 0 a~ttl2.50 arc rottnclccl all to thc ncarcct 1.11. Snt:lllcr v:tluct arc rcttrncled rifr to the nc;trcst O. I . ;anel lnrgcr valuct to tlie ncarcsl 10. If.Tr is not Iltc\c cocflictcnts arc tr\ccl in tltc fcrrniulac in Table 3 3.6.
-to lltc coclTtcicnts in the expressions for allowable 6Oh1-7'5. -Th, -7'83               1 .O                  '  1.12     1.0                    1.O      strcsscs for slcndcrncss Z St.
-All O t h c r s Listed in                                                                                Skndcnicss limits S, and ST arc h;tscd on the T a b l c 3.3.1                     I .O                     1.10     1.0                   1 .O
--     -.- -
-                                                                                                 .
-rotrnclcd        cxnrcstions Tor allowahlc slrcss ob-taincd a t dcscrikd ahovc. Values of S t nnd S, bc-6.35 1-7'5                          1.O                     1.12     1.0                    I-0       twccn 1 0 a~ttl2.50 arc rottnclccl all to thc ncarcct 1.11. Snt:lllcr v:tluct arc rcttrncled rifr to the nc;trcst O. I . ;anel lnrgcr valuct to tlie ncarcsl 10. If.Tr is not Iltc\c cocflictcnts arc tr\ccl in tltc fcrrniulac in Table 3 3.6.
 meire than 5 pcr cent largcr than St. thc allownhlc
 :If the u,clJ yicld strength cxcccdt         0 9 of tile parent nictnl yicld rtrenpth.
@@ Line 1,691: / Line 1,413: @@
                                                                                                                                                .       - thc allow-ahlc strcss for slcndcrnctr Icss than SI to the allowahle ~ t r c z s for slcndcrncss B S*. using roundcd otT values.
-,
 I Ik.VSI1IN. axial.
 net scctitnn I A n y tension m c m k r :
 Central Forrni~lasfor BEALIS.
 )elermining Allowable Round o r nml t u k s calrcme h l r r .                                                        Stresses nel seelion I    R e c l r n ~ ~ l l ah&s.
-                                                   ..
 shapes bent ahout weak axis platcq.
-I -       4 On rivets a d b d t s BEARING O n flal s u r f x c s and pins amal. pmrs
+I -       4 On rivets a d b d t s BEARING O n flal s u r f x c s and pins amal. pmrs OttlstanJln~
-                                             -        -
-OttlstanJln~
 flanges and Icgs I
 ;Ixt plates with                   P-4 h ~ t edges h                                         9 wpportcd 4rC Sinple weh k;m%
@@ Line 1,717: / Line 1,435: @@
 F i g u r e 3-c-I .
 APPENDIX A . 4 FUEL STOFUGE SYSTEM DESIGN REPORT DUANE ARNOLD ENERGY CENTER U N I T I ,
-IOWA ELECTRIC        LIGHT & POWER COMPANY P a R Job N o . 3091 D e s i q n calculations BEAM S E C T I O N P R O P E R T I E S
+IOWA ELECTRIC        LIGHT & POWER COMPANY P a R Job N o . 3091 D e s i q n calculations BEAM S E C T I O N P R O P E R T I E S ALLOWABLE S T R E S S E S PREPARED BY                                                                  DATE I-17-78 APPROVED BY         7          . &9I/IZ=k                                    DATE 1 / /9/7R d
-                                             &
-ALLOWABLE S T R E S S E S PREPARED BY                                                                  DATE I-17-78 APPROVED BY         7          . &9I/IZ=k                                    DATE 1 / /9/7R d
 R E V I S I O N NO.                                                          DATE ENVIRONMENTAL S E R V I C E S , I N C .
 P . O . BOX 3 5 2 4 4 MINNEAPOLIS, MINNESOTA 5 5 4 35
@@ Line 1,727: / Line 1,443: @@
 ENVIRONMENTAL SERVICES, INC.
 DISTRIBUTION RECORD DATE SERIAL -  NO. ORGANIZATION                           ...
-                                                                  -
 R150-A. 4      PaR Systems Corporation
@@ Line 1,735: / Line 1,450: @@
 DATE    CHECKED       -DATE
-                                           --
 IA          ' Subi?ctl      '                             - .          .  ,.                                     I G d-. - 0 1      E    '
 MINNEAPOLIS               Ssr:'      m:?!    ql.3~    h r<ALy,*S                     R By  I      p-r            ~at.,!i      ''I ':-
@@ Line 1,744: / Line 1,458: @@
 3 - A ~- A t          - 12.494       IM' 1, =       b 11.50    ('e)3        -  4.4 '1     04' 3,
 * IZ3.%2      $        .
-                                                                    = 2.457 w 4 Scj = 18,619 fd3 S4          2 , 3 6 9 rd5 yy                                       5.212 1*1 y&    =d=-                               lLfq4 lh4
+                                                                    = 2.457 w 4 Scj = 18,619 fd3 S4          2 , 3 6 9 rd5 yy                                       5.212 1*1 y&    =d=-                               lLfq4 lh4 SL'CTION        DE~PTIO~(            YH           A,           MfAj        igA4'               IS I               .n,i I , w ,158                 -17.3            ,028      ,004           .-/
-                                                                                             -
-SL'CTION        DE~PTIO~(            YH           A,           MfAj        igA4'               IS I               .n,i I , w ,158                 -17.3            ,028      ,004           .-/
 y4     2      fl       1 . 5 0 ~ ~ ~ 4 0 .?87
-                                                     '           12.-             5922      5 . s ~ 1.125 3      n       .237"r2,0[jzn      ,119                          .053       a07             ,OCL
+                                                     '           12.-             5922      5 . s ~ 1.125 3      n       .237"r2,0[jzn      ,119                          .053       a07             ,OCL 4      1        0            '    ,144          .082            ,012       ,002 YNA     5              ,0\ix7.56          4%         6.09             2.777      1 ~ 2 ~ 6,335
-                                                                                                                -
+                                  ,3&~2,10           ,154        -344            -0%        -,m9 ',a2 12.494            8,742      7,115          1,461 YN*    8    8.742/12,4-7+         0.649'
-      1        0            '    ,144          .082            ,012       ,002 YNA     5              ,0\ix7.56          4%         6.09             2.777      1 ~ 2 ~ 6,335
-                                  ,3&~2,10           ,154        -344            -0%        -,m9 ',a2
-                                                             ,---
-.494            8,742      7,115          1,461 YN*    8    8.742/12,4-7+         0.649'
-. 2
+. 2 2 3   >v!J~ocI~       +        ----                    f ~ d ~ * ~ o l M I N t I ~ I S                                     R   1 D'     D ~ a t h W .
-                                           -
+MINN. 55435                                         ckByl        Datm i f / l > . *. 177 kl7,-3 (612)M - M 1 4                                      Roktr  "5    Rovisionr 2                  TOP $;LID - lNble ~ E C T I O I ~
-3   >v!J~ocI~       +        ----                    f ~ d ~ * ~ o l M I N t I ~ I S                                     R   1 D'     D ~ a t h W .
-MINN. 55435                                         ckByl        Datm i f / l > . *. 177
-                                                                                -
-kl7,-3 (612)M - M 1 4                                      Roktr  "5    Rovisionr 2                  TOP $;LID - lNble ~ E C T I O I ~
                     ~v~~ir'c~r           --       -           --                 .. .            -
-                                                                                                      --    -
                              <-C$-..-. z,   I?.   <.La),  / ! J / . ' .,                                                 Dot.,
-                                                                                                                   -
 uL- ,
                              =
-                            .-.
                               ; ,t              2 ;  p  ~8-.
-                                                                              --
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 LI      C I
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-                                                                                                                .-
-          -*-
     7-           b;row       aoo        -    ooxv         2 c ~ ~ a1~r1.1,.       ~:. ~           r ?
-                                  .-
      -LI!  t, I I
 I                  550lO.I Peo%lc7r~5 a            EFFECnlrF         V         A A E     AU~YW~X cT ~ Z C T I A+E          ~J~
@@ Line 1,789: / Line 1,485: @@
 St a 13 ,gdt              IM'             S =Z &z            1t~3 UITH RQWiolS              -       SFC7101\5 A-A
                                                     ---                  A,.,         MhaAy          G4r'              I4,
-                                                   ----
                                  , 1 6 7 ~ x t . 5 ~ ,944          -.54t             -,512         -$84           -,mi 8.1~0 Y.Slr                    2.m           .pq, 21al             5 . ~ 7 4 12,zaq 1,240 645             .I&           ,043         . otq
-                                                                 ----
                              -                                       lo,4bt           9,133         l3.qsb         2.132 yw.
-                          -
                                                                                     '?.lo3/lo,qb~      .,&O        a a
                       &,       l3.q5b+ 2.152       - 9.io3Lon,,               = 8,329
@@ Line 1,805: / Line 1,498: @@
                                            =.;=  -  I _
                                                           &I I
-                                                              -
                                                                ~ I ~ / C ' S
                                                                               -.                      t c p ~ o2               l   a MINNEAPOLlS             =s=l                                                 I               Dcrtm!l/lrf7?
 MINN. 55435             '=+crlg' "LrzatLTF-\,                                                D ~ ) . , J ., I ) * - / 7 ?
 (6121854-8414                                                           h + t ~   'SO        Revlmiont-3t4 C~I~IILI-EU TI      WiiT! NOROLE         -   5MmJ              A-k SEtTuN    Wca!irm.l        2,.
-                                                ---                     ---         ---
 I         ~y'x6.5'       lIa33    e.542        -4,24S     -33.Z
 * I U ~
@@ Line 1,817: / Line 1,508: @@
          2 3 2 . 5      3,125     trq            &,%I      2 0 , .o?q  ~ ~
          ,516x 1 . 2 5 V 2 5        &45          ,4&3        , 252    ,Ci&
-                             ---
                                   -                        -1 a 4 6 t s1,q71 2 ~ 4 , ~5 4s .~7 3 ~
 I?,= st,n+ - MYA                     z = s,q7(/io.qbt = 4,74r 3,- WuY5I.t 5 4 . j ~ 5-1
@@ Line 1,823: / Line 1,513: @@
     -  \
-                          ,'.    -.---           - ---               --
 MlNNEAPOClS                  y = r j t FI)!=~          z ~ J /AI:AL\J.J<-
-                                                                         -
 MINN. 55435                  >=/TIN            ~ L ~ = C I~2      ;-I (612) 854- 8414                                                                            h k t t    'Sd        R.virionr-1 I      .# = '/r ~ t , & 7 6 + ~ . 4 '22.651 li]          IN' v,                           = lh3d y, =   {4.aa/,.i~            -  &,&
-                                                          ,
 , e f 4 S = ~ ~ 2 %
   4,ffilrj4 sz = 2,739 1t.1 I:, WrrH N O             !-!OLE -                          A-A I
-S&71ad E ~ i i ~ r i ~ a .Yh;
+S&71ad E ~ i i ~ r i ~ a .Yh; Ah      kiLy          fz;"-jz         5-4 1      !         .09'~3.5'          6.97         -.is          -,I53        -,I&             -
-                                                        ---           ---
-Ah      kiLy          fz;"-jz         5-4 1      !         .09'~3.5'          6.97         -.is          -,I53        -,I&             -
        0         i.~' ~5.75" b, 50                5.75          2.575         1.456       ,479 3        e=!     z.a~ix, 7 5 ~ . 4 0 6 2~03                      5.074       lz.209      1.~70 4      0          ,516'Y 1,25\25&                  &I              ,    I       ,%3        ,014 f"               -
-                                                                      --
 fi2~d          7 , q ~ z 1;.51z        1~ee-5
                           &, = I,fl +         3,   - w&                    yn4 =      7,<62/&.2&         = ,954 L
@@ Line 1,866: / Line 1,550: @@
                                                                                        &,   . 18,624/3.31~=         5.614 rd3 Qz         AT     mEe Wl'irf H a                 -      =ft&            A-8 2.SS h,,
                                                           -.6542
-                                                                          ---
                                                                              &A7
                                                                              -1,554 3a=Ar12

L-MT-06-058, Response to Request for Additional Information for License Amendment Request for Contingent Installation of Temporary Fuel Storage Rack in Spent Fuel Pool: Difference between revisions

Revision as of 01:48, 14 March 2020

Text

References:

Enclosures:

SUMMARY

2.0 BACKGROUND

SUMMARY

1.0 INTRODUCTION

SUMMARY

SUMMARY

1.0 INTRODUCTION

6.000 3-5a0 = -583 F-s.

.a5 A ~ J B& = 2-75 -458 6.o P = C C , D A = - 9 5 (/-o)l.?X6.0) = 22.8 R ~ P s s r s e SS (~1,oooP S I )

SUMMARY

6.0 CONCLUSION

2.0 BACKGROUND

6.0 CONCLUSION

SUMMARY

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