ML17250A751

EWR-2512,Revision 1 to Design Criteria for Seismic Upgrade Program

ML17250A751
Person / Time
Site:	Ginna
Issue date:	09/01/1980
From:	Easterbrook K, Hutton J, Lilley M ROCHESTER GAS & ELECTRIC CORP.
To:
Shared Package
ML17250A750	List: ML17250A749 ML17250A751
References
EWR-2512, NUDOCS 8011120337
Download: ML17250A751 (59)

Text

Design Criteria Ginna Station Seismic Upgrade Program Rochester Gas and Electric Corporation 89 East Avenue Rochester, New York 14649 ENR 2512 Revision 1 September 1, 1980 Prepared by:

DATE Mechanical Engineer Reviewed by: r/9-I'ATE Quality Assurance Engineer Approved by: iO(S(a DATE Manager, Mechanical Engineering 42-92

~ 3 CRITERIA DOCUMENT R. E. GINNA NUCLEAR POWER PLANT PIPING SEISMIC UPGRADING PROGRAM WESTINGHOUSE ELECTRIC CORPORATION P i t tsbur gh, Penn syl vani a Document Number'WR-2512 Revision Number 1 j

Prepared by: c - c .. ) , / ~/

~ iCi Project Engineer, Westinghouse Date

.Prepared by:

Project Engineer, Gi bert Associates Da e Approved by:

Mechanical Engi eer, Roch ster Gas 5 Electric Date Approved by: l( ~ ~ (

, Manage g Mec an>ca ngineer>ng, R a e Criteria Document Revision 1 EWR 2512 Page i Date 9/1/80 6820A

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~ JL REVISlOH STATUS SHEET Page Latest Rev. Page Latest Rev. Page Latest Rev.

1 1 21 1 ll 1 22 1 1 1 23 1 2 1 24 1 3 1 25 1 4 1 26 1 5 1 27 1 6 1 .28 1 7 1 29 1 8 1 30 1 9 1 31 1 10 1 32 1 ll 12

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33 34 1

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13. 1 35 1 14 1 36 1 15.

16 1 17 1 18 1 19 1 20 1 Criteria Document Revision 1 ERR 2512 Page ii Date 0/f/80

1.0 Summar Descri tion of the Pro ram Summary 1.1.1 The purpose of this proqram is to upgrade certain seismic piping systems at Ginna Station to more current requirements and to provide a seismic data base for use with modifica-tions, the ISI program, and NRC requests for information.

1.1.2 Portions of the following piping systems are to be included in this program:

Reactor Coolant System Main Steam Main Feedwater Auxi 1 i ar y Feedwater Safety Injection Residual Heat Removal Containment Spray Chemical and Volume Control (1) Auxi 1 i ary Spray (2) Letdown (3) Seal Water (4) Charging Steam-Generator Blowdown Service Water Component Cooling 1.1.3 Response spectra and displacements shall be developed for the following structures:

Containment Containment Interior Auxi 1 i'ary Building Intermediate Building Control Building Diesel Generator Building Turbine Generator -'ee Note 1 Facade - See Note 2 Notes

l. Only as needed for portions of safety related piping and safety related equipment in the Turbine Building.

2. Only if needed for Main Steam and Feedwater Piping.

Criteria Document Revision 1 ERR 2512 Page 1 ~37T7FO 6820A

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1.2 Funct ns The function of Seismic Upgrade Program is to analyze and modify as necessary the following.

Criteria for Selection of Lines Only piping that is considered seismic Category I as identi-fied by the color coded PAID's in Appendix A of the Ginna Station gA Manual shall be included.

1.2.1.2 Main runs of piping included shall be based on the following cr,iteria.

1.2.1.3 Main runs of piping which are 2 1/2 inch and larger and critical 2 inch piping.

1.2.1.4 Main runs which provide the fluid flow path to/or from equip-ment required for safe shutdown and LOCA mitigation based on SEP. Equipment does not include instrumentation.

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1.2.1.5 Selected additional main runs not included in 1.2.2 but which are a primary part of the systems included in the upgrade pr ogram.

1.2.1.6 Branch lines included shall be based on the following criteria.

0 1.2.1.6.1 Branch lines shall be included in the analyses as necessary to determine the local effects of the branch lines. on the main runs and to assure adequate flexibility exists in the branch line to prevent local overstress in the"'branch due to main run displacements.

1.2.1.6.2 Branch lines whose section modulus is greater than 15% of the main run section modulus shall be included in the analysis for an appropriate distance and/or number of supports.

1.2.1.6.3 Branch lines whose section modulus is less than 155 of the main run section modulus do not need to be explicitly included in the analysis.

1.2.2 Lines Selected 1.2.2.1 Reactor Coolant System (EFD 33013-424 Rev. D)

Primary Loop Surge Line Pressurizer Spray Lines From the Cold Legs to the Pressurizer.

Criteria Document Revision 1 EWR 2512 Page 2 Date 9/1/80 6820A

1.2.2.2 Main am (EFD 33013-534, Rev. 1) ~

The 30" lines from both SG's through the penetrations and up to the HSIV's.

Inlet piping up to safety and relief valves.

1.2.2.3 Hain Feedwater (EFD 33013-544, Rev. 4)

The 14" lines from the SG's through the penetrations and up to check valves 3992 and 3993, 1.2.2.4 Auxiliary Feedwater (EFD 33013-544, Rev.

4)'he discharge lines from the two motor driven pumps and the turbine driven pumps up to the main feedwater connections.

The condensate and service water suction lines from the pumps to check valves 4014, 4017, 4018 and to valves 4013, 4027, 4028.

.1.2.2.5 Safety Injection (EFD 33013-425, Rev. C)

(EFD 33013-432, Rev. B)

The 10 inch SI accumulator discharge lines to the cold legs.

SI pump suction lines from the RWST through 896 'AEB and 825 AFB to the three pumps.

The SI pump discharge lines from the three pumps to the SI accumulator discharge lines and to the two hot leg connec-tions.

The boric acid lines from the boric acid storage tanks to the SI pump suction line.

The 4 inch alternate SI suction line from valves 1816 AEB to the pump.

The 10 inch low head SI suction from the RWST to valve 854.

The 6 inch/8 inch header from the RWST to valves 857 A, B, and C.

The 8 inch suction lines from contain sump B to valves 850 AEB and the 6 inch branch lines to valves 1810 AICB.

The low head safety injection lines from valves 852 AEB to the RCS.

Criteria Document, Revision 1 EWR 2512 Page 3 0 ~9/ /8 6820A

1.2.2.6 " ResidO Heat Removal (EF0 33013-436,0v. B)

(EFD 33013-436, Reve E)

The 10 inch suction lines from the loop A hot leg to the two RHR pumps.

From valves 850 AhB to the pumps.

From valve 854 to the suction header.

The two pump discharge lines through heat exchangers 'and to the comnon 10 inch return.

The 10 inch return through penetration Pill and to the B cold leg.

The discharge cross-connect including'alve 709C and D.

The heat exchanger by-pass line including valves 712 AICB.

The two lines from the RHR heat exchanger outlets to valves 857 AIEB and 1816B.

The recirculation line from the RHR return through valve 8228 to the RHR suction line.

The two lines from the RHR return to valves 852 AEB.

1.2.2.7 Containment Spray (EFD 33013-436, Rev. E)

(EFD 33013-435, Rev. B)

The two suction lines from RWST header to the spray rings.

The two pump discharge lines and spray rings.

The two eductor lines from the pump discharges to the pump suctions.

The spray additive lines from the tank through 836 AKB and to the two eductors.

1.2.2.8 Chemical and Volume Control (EED 33013-426, Rev. 2, 433, Rev. 0)

(EFD 33013-427, Rev. B, 434, Rev. 2)

\

The auxiliary pressurizer spray line from the connection at regenerative heat exchanger outlet line to the pressurizer spray line.

Criteria Document Revision 1 EWR 2512 Page 4 D PPIP/

6820A

I The letdown line from the RCS through the regenerative heat exchanger, through the non-regenerative heat valve TCY 145 to the volume control tank.

exchanger,'hrough The 4 inch header from the VCT and the 3 inch suction lines to the three charging pumps.

The three charging pump discharge lines to the acoustic filter.

The 2 inch charging lines from the acoustic filter through the regenerative heat exchanger to both the hot and cold leg connections.

The 3 inch seal water header from the acoustic filter and the two inch lines to the RCP seals.

The 2 inch seal water return lines from the RCP seals and the 3 inch return header through the seal water heat exchanger to the VCT. Includes 3/4 inch piping. through flow transmitters 175, 176, 177, and 178.

P The 4 inch line from the RWST through valves LCV 112B and 358 to the charging pump suction header.

1.2.2.9 Steam Generator Blowdown (EEO 33013-522, Rev. A)

The two inch lines from the SG's through the penetrations to the isolation valves.

1.2.2. 10 Service Water System (EFD 33013-529, Rev. G)

'The inlet piping to both diesel generators including the cross-connection between the diesels, the 16, 14, and 10" supply to the Turbine Building up to valve 4613.

The outlet piping from both diesel generators to an anchor point outside the diesel generator room.

The 20 inch supply lines and header inside the Auxiliary Building.

The 18, 14, and 6" supply lines from the 20 incn header to the two component cooling water heat exchangers and the spent fuel pool heat exchanger.

The normal discharge lines from the component cooling water heat exchangers and the spent fuel pool heat exchangers including the 20 inch discharge inside the Auxiliary Building..

Criteria Document Revi sion 1 EWR 2512 Page 5 Date 9/1/80

The 3 inch supply and normal discharge headers to and from the SIS pumps and equipment coolers in the Auxiliary Building (includes piping through valves 4738, 4739, and 4739A).

The 16 and 14 inch supply headers inside the Intermediate Building. Including piping through valves 4040, 4623, 4639, and 4756.

The 10 inch supply to the Turbine Building up to valve 4614.

The 4 inch supply line to the AFW pumps.

The 2 1/2 inch and 8 inch supply and discharge lines to and from the 1A, 1B, 1C and 1D.Containment Ventilation Cooling Coils and Fan Motors.

The 2 1/2 inch supply and discharge lines for the reactor compartment coolers, including piping through valves 4625, 4626, and 4624.

The 4 inch supply to the air conditioning water chi llers up to the isolation valves 4663 and 4733.

The common discharge header for the ventilation coolers up to an anchor point outside the Intermediate'Building.

1.2.2.11 Component Cooling Water (EFD 33013-435, Rev. B, 436, Rev. E)

The '14 suction header and 10 inch suction lines to th'e CCH pumps The CCW pump discharge lines to the CCW heat exchangers.

The 4 inch and CCW surge tank line.

The 10 and 14 inch supply headers out of the CCW heat exchangers.

The 10 and 14 inch supply lines to both residual heat exchangers.

The 10 and 14 inch return lines from the residual heat exchangers to the CCW pumps suction header.

The 2 inch supply and return lines to the RHR pump coolers.

The 14 and 8 inch supply and return headers servicing the reactor coolant pumps and reactor supports.

Criteria Document Revision 1 E.(R 2512 Page 6 Da te 9T17GV

.The 3 an inch supply and return line both. reactor coolant pump motors.

The 6 inch supply and return lines for the reactor supports from the 2 inch headers to penetrations 130 and 131.

The 2 inch supply and return lines for the excess letdown heat exchanger from the 8 inch header to penetrations 124 and 126.

The 6, 4, and 2 inch supply and return lines for the non-regenerative heat exchanger and the seal water heat exchanger.

The 2 inch supply and return lines for both containment spray and both safety injection pumps.

1.3 Performance Requirements The Seismic Upgrade Program shall not affect the performance of any plant systems.

1.4 Control The program shall not affect the controls of any plant systems.

1.5 Modes of Operation All analyses done within the program shall include the worst case operating conditions for the piping being analyzed.

2.0 Reference Documents 2.1 USAS B31.1 Power Piping code 1967 2.2 ANSI B31. 1 Power Piping Code Summer 1973 Addenda 2.3 ANSI N45.2.2-1972 "Packaging, Shipping, Receiving, Storage, and Handling of Items for Nuclear Power Plants" 2.4 ANSI N45.2.6-1978 "gualifications of Inspection, Examination, and Testing Personnel for Nuclear Power Plants" 2.5 ASME Boiler and Pressure Vessel Code, 1974 Edition 2.5.1 ASME Section III Appendix XVII 2.5.2 ASME Section III Subsection NF Criteria Document Revision EWR 2512 Page 7 Date 6820A

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2.5.3 ASME Section IX 2.6 AISC Specification for Design, Fabrication, and Erection of St'ructure Steel for Bui ldings, 7th Edition.

2.7 USNRC Regulatory Guide 1.26 - "guality Group Classifications and Standards for Water, Steam, and Radioactive-Waste-Containing Components for Nuclear Power Plants."

2.8 USNRC Regulatory Guide 1.29, "Seismic Design Classification."

2.9. USNRC Regulator y Guide 1.60 - Damping Values 2.10 . USNRC Regulatory Guide 1.61 - Damping Values 2.11 USNRC Regulatory Guide 1.92 - Combination of Modal Responses 2.12 USNRC Regulatory Guide 1. 122 - Development of Floor Design Response Spectra for Seismic Design of Floor-Supported Equip-ment or Components.

2.13 USNRC Regulatory Guide 1. 124 - Service Limits and Loading Combinations 2.14 USNRC IE Bulletins 2.14.1 79-02 Pipe Support Hase Plate Design Using Concrete Expansion Anchor Bolts 3/8/79 Rev. 1, 6/21/79 Rev. 2, 11/8/79 2.14.2 79-04 Incorrect Weights. for Swing Check Valves Manufactured by Velan Engineering Corp., 3/30/79 2.14.3 79-07 Seismic Stress Analysis for Safety Related Piping 4/14/79 2.14.4. 79-14 Seismic Analysis for As-Built Safety Related Piping Systems 7/2/79 Revision 1, Supplement 1 8/15/79, Supplement 2 9/7/79 2.15 ACI-349 Appendix B - Embedments 2.16 Hilti Criteria for Component Support Embedments

2. 17 Ginna Station (}uality Assurance Manual, Appendix A, Rev. 1, 10/1/76 2.18 R.E. Ginna Final Facility Description and Safety Analysis Report, (FSAR) 2.19 ASME Code Case 1644-4 Criteria Document Revision 1 EWR 2512 Page 8 971780

3.0 Seismic Cate or Consistent with USNRC Regulatory Guide 1.29, the piping within the scope of the seismic upgrading program is seismic category I.

4.0 ualit Grou Consistent with USNRC Regulatory Guide 1.26, the quality group classification for piping within the scope of the seismic upgrading program shall be as shown in Appendix A to the Ginna Station guality Assurance Manual.

5.0 Code Class N/A 6.0 Codes Standards and Re ulator Re uirements 6.1 Piping 6.1.1 The original design of seismic Category I piping at Ginna was done to USAS 831.1.

6.1.2 The piping code, USAS 831.1, was updated on June 30, 1973 revising the piping stress analysis formulas and stress intensification factors. The primary stress equations are similar to those given in the ASME Section III code of that time. The stress intensification factors given in this version of the code were expanded to in lude more fittings than in previous edition, as well as higher values for certain existing fittings. In the piping system seismic upgrading program, the ANSI 831. 1 Code, Sumner 1973 Addenda, will be used primarily, with the folloviing exception. The piping criteria will not consider the 831. 1 Summer 1973 Addenda stress intensification factors for butt and socket welds, since they are constrictively higher than the original design basis 1967 831.1 stress intensification factors. Use of this version of the. Code will therefore maintain the philosophy of 831. 1, and reflect the concepts of ASME Section III.

6.1.3 The design, materials, fabrication, installation and examina-tion of any piping modifications required as a result of this reanalysis shall be done in accordance with ANSI 831.1.

6.2 Pipe Supports Criteri a Dorsum'ent Revision 1 EWR 2512 Page 9 Date WjI7FQ 6820A

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6.2.1 The 0

original design of pipe supports was to the AISC Specifi-cation for'esign, Fabrication, and Erection of Structural Steel for Buildings, 6th Edition.

6.2.2 The support criteria defined by the AISC Code was used as the basis for formulating 1974 Subsection NF of ASME Section III, which is concerned with the structural criteria for component supports. Therefore, Subsection NF of ASME Section III will be used to evaluate the structural adequacy of the piping supports.

6.2.3 The design, materials, fabrication, installation and examina-tion of any new supports or support modifications shall be done to ASME.Section III, Subsection NF.

-7.0 Desi n Conditions The design and operating conditions to which the piping systems will be analyzed are defined within the Analysis and

.Design Conditions Documents. System thermal analyses evalu-ate the normal 100K power condition, as well as other abnormal operating transient conditions. The most severe upset conditions wi 11 satisfy equation 4B of Table Y-1, Load-ing Combinations and Stress Limits Table for Piping.

8.0 Load Conditions 8.1 Piping 8.1. 1 The piping systems will be analyzed for the following loading conditions:

8.1.1.1 Deadweight Condition - deadweight and design pressure.

8.1.1.2 Thermal Condition - deadweight and design pressure plus maximum operating thermal.

8.1.1.3 Design Condition - operational basis earthquake (OBE), dead-weight, OBE displacements, and design pr essure.

8.1.1.4 SSE Seismic Condition - safe seismic earthquake (SSE) combined with operating pressur e, and deadweight.

8.1.2 In the seismic upgrading program the loss-of-coolant accident will not be considered.

8.1. 3 The seismic pipe stresses will be determined using seismic loads generated considering the piping systems to have the following damping values. Small diameter piping systems, diameter less than 12-inch, Criteria Document Revision 1 EWR 2512 Page 10 Date %11780

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For E the damping value is 1X.

For SSE the damping value is 2X.

Large diameter piping systems, diameter equal to or greater than 12 inches, For OBE the damping value is 2X.

For, SSE the damping value is 4X.

8. 1.4 An envelope of seismic response spectra at support points on the piping model will be .employed in the analyses to generate the OBE and SSE seismic loads.

8.2 Pipe Supports 8.2.1 The piping system component supports will be evaluated to the following combinations of resultant piping system imposed loads and support inertia effects:

8;2.1.1 Normal Condition: Deadweight and maximum operating thermal 8.2.1.2 Design Condition: Deadweight, maximum operating thermal and operational basis earthquake.

8.2.1.3 SSE Condition: Deadweight, normal operating thermal and safe shutdown earthquake.

9.0 Environmental Conditions 9.1 Inside Containment Normal Accident Temperature 40-120oF 300oF Pressure Atm. 60 psig Relative Humidity 100K 100%%d Radioactivity 6 x 106R x 108R (Total Accumulative Exposure) 9.1 Outside Containment Normal Accident Temperature 40-120oF 215oF Pressure Atm. psl9 Relative Humidity 20-100K 100K Radioactivity 2 x 108R Total Accumulative Exposure,'

Criteria Document Revision 1 EMR 2512 Page 11 Date 9Tll80 6820A

10.0 Interface Re uirements Any modifications or additions to the existing piping or pipe supports will be required to interface with the existing pipe, pipe supports, and/or structures and shall not degrade the ability of these items to function according to their original design requirements.

11.0 Material Requirements Materials 'used for any additions or modifications to the piping or pipe supports, shall be compatible with the existing materials.

12.0 Mechanical Requirements 12.1 Stress Criteria 12.1.1 Piping The loading combinations and associated stress limits to be used for'the piping systems which are part of the seismic upgrading program are given in Table V-l. As stated in Section 8. 1.2 pipe rupture loads are not considered; as such, the stress limits used for the SSE condition do not corre-spond to the faulted condition, as they could be for the SSE evaluation, but to the emergency condition stress limits.

This is consistent with the FSAR and is conservative. The piping stresses are to be calculated using the formulas given in ANSI 831.1-1973, 1973 Summer Addenda. Thermal stresses are to be evaluated per ANSI 831. 1-1973, Surfer 1973 Addenda requirements.

12.1.2 Equipment Nozzles (excluding valve nozzles) 12.1.2.1 Primary Equipment The maximum loads that the main feedwater piping and steam-line piping are permitted to transmit to the steam generator nozzles are given in Table V-II.

The allowable loads for the seal injection and component cooling system nozzles on the reactor coolant pump and motor are listed in Table V-III.

12.1.2.2 Auxiliary Equipment For Class 1 and 2 auxiliary equipment nozzles, i.e., tanks, pumps, and heat exchangers, the reactions imposed by the attached piping shall be compared with the following:

Criteria Document Revision 1 ERR 2512 Page 12 971780

(1) P - Axial force < 0 01 x Sy x A (2) Hb = Sending moment < 0.1 x Sy x z (3) HT = Torsional moment < 2(0. 1 x Sy x Z)

(<) v = Shear force < 0.01 x Sy x A where Sy Yield stress of pipe at operating temperature as given in ASHE Section III (psi).

Haterial cross-sectional area of pipe (in.2)

Section modulus of pipe p Axial force = fx H + H y z HT

Torsional moment = Hx Y =. Shear force

y

+ fz These allowables are to be used as guides by the piping analyst. For equipment of this vintage, some qualification to the actual calculated load may be required.

12.1.3 Yalves The applicable valve nozzle load acceptance criteria depends on whether the valve is classified as being active or inactive.

12.1.3.1 An active valve is defined as one that is required to operate so that the plant can go from normal full power operation to cold shutdown following an earthquake. A valve must perform some mechanical motion in accomplishing its design function Criteria EMR 2512'age Document 13 Revision Date 971~8 1

6820A

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in order to,qualify for this designation. For active valves, the pipe loads at the pipe/valve interface shall be limited to current Westinghouse acceptability limits.

0 erabi lit End Nozzle Load Limits Swing Check amax < Sy; with obending < 0.75 Sy atorsion < 0.5 Sy Safety a. Closed position - loads shown on applicable vendor drawings.

b. Open position - vmax < 0.75 Sy Other than Swing Gmax < 3/4 Sy; Check and Safety with obending < 0.5 Sy

{includes diaphragm otorsion < 0.5 Sy valves) omax Maximum principal stress (using pipe properties) in the attached piping at the pipe-to-valve interface due to combined axial, shear, torsional and bending moment loads including pressure effects for specified load-ing conditions.

obending Maximum fiber stress in the attached piping at the pipe-to-valve interface (using section modulus of pipe) due to resultant bending moment loads for specified loading conditions.

atorsion Maximum fiber stress in the attached piping at the pipe-to-valve interface (using pipe properties) due to torsional moment loads for specified loading conditions.

Criteria Document Revision 1 ERR 2512 Page 14 Date Y/ISO

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Sy 0 = Yield stress (in tension)0 design tempera-tures of material ASt1E SA-376, Type 316, for stainless steel valves and ASNE SA-106, Grade B for carbon steel valves for operability end nozzle load limits.

12.1.3.2 All valves that are not classified as active are considered inactive and the structural integrity of the valve must be assured. Since valves are stronger than the attached pipe (without a history of gross failure of their pressure boundaries), as long as the stresses of the piping attached to the valve remain within the limits stated in" this docu-ment, the valve integrity is assured.

12.1.3.3 In addition to the above requirements, the seismic accelera-tions of both active and inactive valves shall be calcu-lated. If accelerations are less than 2.1g in the vertical direction and 2.1g in each of two perpendicular horizontal directions for SSE, then the valve is satisfactory. If accelerations are greater than or equal to 2.1g, case-by-case analysis will decide acceptability or unacceptability. The OBE accelerations shall be kept to one-half of the SSE acceleration allowables.

12.1.3.4 The piping analyst is responsible for checking both the nozzle loads and seismic accelerations outlined above. Any suggestions on supporting the valve operator in order to reduce seismic accelerations or pipe overstress problems will be evaluated on a case-by-case basis, as required.

13.0 Structural Requirements 13.1 Pipe Supports 13.1.1 The piping system component supports will be designed and evaluated for the loading conditions specified in Section 8.2. The loading combinations and associated stress limits which are part of the seismic upgrading program are given in Table VI-1. The stress limits given are consistent with the FSAR Appendix 4A commitments. The allowable stress criteria is in accordance with Subsection NF of the ASNE Section III Code, 1974. Note that faulted condition stress allowables from Appendix F of the ASf1E Section III Code and USNRC Regulatory Guide 1. 124 will be used to analyze the supports for the SSE condition. The variance in allowable criteria between the piping and supports wi 11 not cause over or under-designs to occur, as the satisfaction of the OBE condi-tion to the working stress limits will in all cases be most stringent. The component support embedments wi 11, be eval-uated using current analytical techniques in accordance with Hilti Technical Information. The expansion anchorages shall meet the requirements set forth in NRC IE Bulletin No. 79-02.

Criteria Document Revision 1 EWR 2512 Page 15 0 ~9/ /80 6820A

13.1.2 0 0 For anchors which separate Seismic Category I piping systems from non-seismic Category I piping, the loads from the Seismic Category I side will be doubled. The effects of friction on supports will be considered for pipes having thermal movements. The value of p will be .35.

13.1.3 The stiffness of the supports shall be considered in the piping system models. The local subsystem stiffness of all piping and equipment supports shall be determined considering the pipe or equipment supports along with the structural steel and/or concrete effect. The localized subsystem stiff-ness of all piping and equipment supported by reinforced concrete members (including concrete pedestals) shall be considered when significant. The stiffness shall be based on the face of concrete interface.

13.1.4 Rigid supports shall be modeled in accordance with the following criteria:

Kgmin Rigid Hominal Pipe Size Km; Rigid (lb/in) (in/lb/rad

< 2 inch 1 x 1O5 1 x 107 3-4 inch "5x105 5 x 107

> 6 inch 1x 106 1 x 108 Use of the above guidelines eliminates excessive support stiffness 'calculation effort, while yielding satisfactory support displacement results (i.e., thermal deflections <

.02 inch, rotations < .0002 radians).

13.1.5 "Common pipe supports" refer to those supports to which two or more pipes are attached in such' way that significant coupling occurs between the pipes. When all attached pipes are the .same size and the distances to adjacent supports are similar, the local subsystem stiffness shall be based on the deflections resulting from an equal load acting at all sup-port points. When different size pipes are attached, or if the distances to adjacent supports are not similar, a stiff-ness matrix relating the forces and displacements at the points of attachments to one another shall be provided to the piping analyst for his use in uncoupling the piping systems.

13.1.6 Hydraulic seismic supports (snubbers) generally lock up at an excitation frequency of approximately 1 Hz, with a piping displacement of .05 inches. Mechanical snubbers activate in a frequency range of 1 to 6 8z with a similar piping displacement of .05 inches. As piping system frequencies seldom exist below this range, seismic supports will be modeled as active during all seismic events.

Criteria Oocument Revision 1 EWR 2512 Page 16 Oate ~9/ /80

13.1.7 Support ill be considered active stat lly in any given direction provided the support gap in that direction does not exceed . 125 inches. This .125 inch tolerance is essentially construction variance, which does not alter the designed function of the support. Supports with gaps greater than

.125 inch will be incorporated as follows. System analysis will first assume that the support is not active; piping displacements resulting from this run will then be used to ascertain the validity of this assumption. If incorrect, reanalysis will incorporate an active support statically.

13.2 The effects of new support loads, generated by the piping reanalysis, upon the existing structures shall be evaluated.

14.0 H draulic Re uirements None.

15.0 Chemistr Re uirements None.

16.0 Electrical Re uirements None.

17.0 0 erational Re uirements The Seismic Upgrade Program analysis shall consider all normal, upset and emergency plant operating conditions. The operation of existing plant structures and equipment under the above conditions shall not be degraded.

18.0 Instrumentation and Control Requirements None.

19.0 Access and Adminstrative Control Re uirements None.

20. Redundanc Diversit and Se aration Re uirements None.

21.0 Failure Effects Re uirements 21.1'heUpgrade pipe, pipe supports Program shall and remain structures within the Seismic functional following safe a shutdown earthquake.

Criteria Document Revision 1 EWR 2512 Page 17 0 VI7so 6020A

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21.2 Conside ion of loads generated by a lo s of coolant acci-dent is not required in this program.

22.0 Test Re uirements Pipe hydrostatic testing, if required, shall be performed in accordance with ANSI 831.1.

23.0 Accessibilit Maintenance Re air and Inservice Ins ection e ulrements Any modifications or new pipe supports required by the pro-gram shall be designed and located to allow easy access to the greatest extent practical for maintenance, repair and inservice inspection.

24.0 Personnel Re uirements All welders and test or NDE personnel, where required in performing any modifications or additions, shall be qualified in accordance with the requirements of AS(4E Section IX and ANSI N45.2.6, respectively.

25.0 Trans ortabilit Re uirements None.

26.0 Fire Protection Re uirements None.

27.0 Handlin Re uirements Any required pipe, fittings, pipe supports and snubbers shall be handled in accordance with the Level D requirements of ANSI N45.2.2.

28.0 Public Safet Re uirements Nohe.

29.0 ~A1i bill None.

30. Personnel Safet Re uirements None.

Criteri a Document Revision 1 ERR 2512 Page 18 o. ~ Vrnaa 6820A

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Uni ue uirements 31.1 Floor Response Spectra Gilbert Associates shall prepare floor response spectra and structural displacement data based on current NRC criteria.

The analysis model shall consider interaction between al.l the various structures.

31.1.1 Seismic Response Spectra Development The design basis earthquakes, OBE and SSE, respons'e spectra for the plant are developed on the basis of USNRC Regulatory Guide 1.60. The expected maximum ground seismic for the plant are based upon the plant site geologic acceleration'alues investigations and seismologic recomnendations.

The plant specified horizontal and vertical seismic accelera-tions for the Ginna Station have been determined as 0.08g for Operating Basis Earthquake (OBE) and 0.20g for Safe, Shutdown Earthquake (SSE). The floor response spectra will be gen-erated for major floor elevations for the following struc-tures, corresponding to three orthogonal directions (one vertical and two horizontal) for lX, 2X and 4X damping values for OBE and 2X, 3X, 4X and 7X for SSE:

1. Containment Building

2. Containment Interior

3. Auxiliary Building

4. Intermediate Building

5. Control Building 4

6.'iesel Generator Building

7. Turbine Building If required, an additional floor response spectra at 5X damp-ing for OBE and SSE will be generated for the Containment Interior, Auxiliary Building, Intermediate Building and Control Building. For the flexible floor framing system, the floor response spectra at the center of the floor will be different from those at the edge of the floor due to vertical input. To include the effect of flexible floor system, the floor response spectra will be generated in a two step approach for the specified location when required.

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l,p 31.1.2 Artifi Time History Two earthquakes {OBE and SSE) representing horizontal and vertical artificial time histories shall be used as an input for generating floor response spectra. Artificial time his-tories to be used are compatible with the requirements of USNRC Regulatory Guide 1.60.

31.1.3 Critical Damping Values The values of structural damping used as a percentage. of critical damping. for safety class structures are in com-pliance with USNRC Regulatory Guide 1.61.

Floor response spectra are generated at each preselected mass point, in each of the three orthogonal directions for damping values l%%d, 2X and 4%%d for OBE and 2X, 3X, 4%%d and 7%%d for SSE.

31.1.4 Soil Damping Damping in this analysis is represented in the form of struc-tural damping in accordance with USNRC Regulatory Guide 1.61 and soil radiational damping based on elastic half space theory.

31.1.5 Analysis Method 31.1.5.1 Safety Class Seismic Category 1 Structures are analyzed using STARDYNE, a, general purpose linear elastic finite element program. The analysis uses a modal superposition method which includes all significant modes. The program 'calculates the damping values for the dynamic modes involved in the analysis reflecting structural damping of'arious materials.

Each model is analyzed for the simultaneous application of three orthogonal statistically independent earthquake time histories for both OBE and SSE. The horizontal earthquakes are input along the E-M and N-S axes of the models for all structures except the Containment Building and Containment Interior. The horizontal input for these two structures is along their principal axes. The absolute acceleration time histories of the structural response of a particular mass point are used to generate the floor response spectra.

31.1.5.2 The Containment Building and Containment Interior are modeled separately from the remaining plant structures.

31.1. 5.3 The composite model of the remaini ng plant structures includes the Auxiliary Building, the Intermediate Building, the Service Building, the Turbine Building, the Control Building, and the Diesel Generator Building.

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0 ep 31.1.5.4 The maximum response due to horizontal and vertical input are combined in accordance with the requirements of USNRC Regula-tory Guide 1.92.

31.1.5.5 Lumped mass models for the Reactor Building and other interconnected buildings are developed. The mass points of a building are always chosen at the points of physical mass concentration, e.g., heavy floors, and include the masses of floors, equipment and walls as required. The model of the ll interior of the Containment Building wi also include the primary loop model with the building structural model.

The peaks of the floor response spectra are broadened 15 percent on each side in accordance with USNRC Regulatory Guide 1.122 to account for variation in structural and soil properties.

31.1.5.6 The vertical design response spectra values are 2/3 those of the horizontal design response spectra for frequencies less than 0.25 cps. for frequencies higher than 3.5 cps, they are the same, while the ratio varies between 2/3 and 1 for frequencies between 0.25 and 3.5 cps. For frequencies higher than-33 cps, the design response spectra follows the maximum ground acceleration line. This is in accordance with the requirement of USNRC Regulatory Guide 1.60.

Soil Spring Data The soil data used to determine the soil structure interac-tion spring stiffnesses and damping values are derived from the available soil data for the plant. (Reference Dames IE Moore Supplemental Foundation Study). Upper and lower bound values are provided for the soil spring stiffness values.

The average values are used for the analysis. The soil stif-fness properties are input as a set of six discrete springs in each model (one for each general degree of freedom), not supported on rock. The'springs are connected to a single nodal point on each of the models. This nodal point is located horizontally at the centroid of the plan views of the base mat outlines. The other ends of the springs are consid-ered as being fixed. The soil springs represent a pure stif-fness unit, and do not require or represent any length. The structures which are supported on rock are considered fixed because the embedment has only negligible effect on the dyna-mic response. No soil structure interaction is considered.

31.1.7 Procedure Used for Modeling The basic technique used for modeling is to represent the dynamic system by a system of lumped masses located at the elevation of mass concentration, such as floor slabs. For Criteria Document Revision 1 EWR 2512 Page 21 D 'PPP

III struc es such as the containment sh , having continuous mass distribution, a sufficient number of mass points are chosen so that the vibration mode of interest can be ade-quately defined. Soil is represented by springs.

The Containment 8uilding model is an independent structure, while the model for the balance of plant buildings consists of an assemblage of beam elements having structural beam properties, interconnected at nodal points.

31.1.8 Methods Used to Account for Torsional Effects A structure with an eccentricity between the mass center and the center of rigidity greater than five percent of the dimension of the structure normal to the input direction, is considered to have pronounced torsional modes. For a struc-ture with pronounced torsional mod s, or in other words, where the horizontal responses are significantly coupled, a three dimensional model is used in the analysis to calculate the actual torsional responses. In the model, walls are simulated as single members and floors are treated as a rigid diaphragms. Mass centers and centers of rigidity are calcu-lated and considered in the geometry of the model. The acceleration time history is input at the support of the model to calculate the -actual torsional effects. For a symetrical building, a two dimensional model will give the same result as a three dimensional model, because the com-ponents of the mode shapes are uncoupled. Responses due to horizontal excitations and vertical excitation are calculated separately but the effects are additive in determining forces throughout the structure.

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31.2 Piping Systems Analysis 31.2.1 Analytical Procedure The defined auxiliary piping/support systems will be evalu-ated incorporating three-dimensional static and dynamic models which include the effects of the supports, valves and equipment. The static and dynamic analysis employs the dis-placement method, lumped parameters, stiffness matrix formu-lation and assumes that all components and,piping behave in a linear elastic manner.

31.2. 2 The response spectra model analysis technique will be used to analyze piping.

31.2. 3 Seismic analyses will incorporate the GAI developed response spectra for both the operational basis and safe shutdown earthquake cases. Spectra will be derived from buildings and elevations applicable to the individual analysis lines.

31.2.4 The seismic analyses will be based on the OBE and SSE being initiated while the plant is at the normal'ull power condi-tion.

31.2.5 The percentage of the critical damping value to be used in the analysis of the piping system is given in Section 8. 1.3.

The analysis procedures for damping are given below.

31.2.6 For a coupled system with different .damping and different structural elements, such as would be the case in analysis with coupling between concrete structures and welded steel components, the method to be used for damping is either to:

(a) use the damping which results in the highest load, (b) inspect the mode shapes to determine which modes correspond with a particular structural element, and then use the damping associated. with that element having predominant motion, or (c) use composite modal damping value for each mode which is calculated by weighting the damping in each subsystem by the amount of strain energy in each subsystem.

31.2.7 For piping systems interconnected between floors of a struc-ture and/or building, the envelope of the respective floor response spectra shall be used in the seismic analysis.

31.2.8 The piping will be analyzed for the simultaneous occurrence of two horizontal components and one vertical earthquake input component.

31.2. 9 The response spectra associated with each earthquake compo-nent shall be applied in each direction separately. The combined modal response for each item of interest (e.g.,

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'orce Iisplacement, stress) resultinglrom each component analysis will be combined by the square-root-of-the-sum-of-the-squares method.

31.2.10 The combination of modal responses wi 11 be in accordance with Regulatory Guide 1.92 or, as an acceptable alternative, in accordance with subsection 3.7.3.4 of '<<lestinghouse RESAR-41 as described below. The total. seismic response for each analysis shall be obtained by combining the individual modal response utilizing the square-root-of-the-sum-of-the-squares method.

31.2.11 For systems having modes with closely spaced frequencies, the above method shall be modified to include the possible effect of these modes. The groups of closely spaced modes shall be chosen such that the difference between the frequencies of the first mode and the last mode in the group does not exceed 10 percent of the lower frequency. Combined total response for systems which have such closely spaced modal frequencies will be obtained in accordance with Regulatory Guide 1.92 or, as an acceptable alternative, the following method.

Frequency groups are formed starting from the lowest fre-quency and working toward successively higher frequencies.

Ho frequency should be included in more than one group. The resultant unidirectional response for systems having such closely spaced modal frequencies shall be obtained by the square-root-of (a) the sum-of-the-squares of all modes, and (b) the product of the responses of the modes in various groups of closely spaced modes and associated coupling factors, c. The mathematical expression for this method (with R as the item of interest) is:

N s

+ 2 R

1 Z

j=l R

lj ~ Z j=1 K=tl Z

K=K+1 RiKRig Kg 3

where:

Ri resultant unidirectional response for direction i; i=1, 2,3 Ri j absolute value of response of direction i, mode j total number of modes considered number of groups of closely spaced modes Criteria Document Revision EMR 2512 Page 24 Date 97I7%

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Mj o>>est modal number associated t group with j of closely spaced modes C

Nj = highest modal number associated with group closely spaced modes j of cKg, = coupling factor with

-1 2

K KK RR and 1/2 BK

=

By+~td K

= frequency of closely spaced mode K (rad/sec) gK = fraction of critical damping in closely spaced mode K td = duration of the earthquake (seconds)

Total response, RT is:

3 1/2

= Z R RT 1 =1 31.2.12 The analyses performed for piping and supports will not include stresses resulting from SSE induced differential motion. These stresses are secondary in nature, based on ASME Code rules for piping (NB-3652, HB-3656, F-1360) and component supports (NF-3231). The safe shutdown earthquake, being a very low probability single occurrence event, is treated as a faulted condition. Therefore, consistent with Criteria Document Revision 1 EMR 2512 Page 25 Date 9/1/80 6820A

\

prese ASt<E philosophy, the secondary stresses associated with the SSE induced differential motion will not be evalu-ated when performing seismic analysis per the response spec-trum method. The basic characteristic of these stresses is that they are self-limiting. Local yielding and minor dis-tortions will satisfy the initial conditions that caused the stress to occur. OBE induced differential motion is to be considered.

31.2.13 The analysis of equipment subjected to seismic loading involves several basic steps, the first of which is the establishment of the intensity of the seismic loading. Con-sidering that the seismic input originates at the point of support, the response of the piping and its associated sup-ports, based upon the mass and stiffness characteristics of the system, will determine the seismic accelerations which the equipment must withstand. Three ranges of equipment/sup-port behavior that affect the magnitude of the seismic accel-eration are possible:

1. If the equipment is rigid relative to the structure, the maximum acceleration of the equipment mass approaches that of the structure at the point of equipment support. The equipment acceleration value in this case corresponds to the low period region of the floor response spectra.

2. If the, equipment is very flexible relative to the struc-ture, the internal distortion of the structure is unim-portant and the equipment behaves as though supported on the ground.

3. If the periods of the equipment and supporting structure are nearly equal, resonance occurs and must be taken into account.

Also, equipment/support systems having natural frequencies greater than 33 Hz are considered rigid. The natural fre-quencies will be determined, based on the as-built condition and appropriately considered in the analysis.

31.2.14 The static load equivalent or static analysis method involves the multiplication of the total weight of the equipment or component member by the specified seismic acceleration coef-ficient. The magnitude of the seismic acceleration coef-ficient is established on the basis of the expected dynamic response characteristics of the component. Components which can be adequately characterized as single-degree-of-freedom systems or are rigid are considered to have a modal partici-pation factor of one. Seismic acceleration coefficients for multi-degree-of-freedom systems which may be in the resonance Cri teri a Document Revision Eh'R 2512 Page 26 Date 80 6820A

ts t )

P$

regio f the amplified response spec a curves are increased by 50 percent to account conservatively for the increased modal participation.

31.2.15 For small piping (2" and smaller) as an option to dynamic analysis, either the equivalent dynamic or static rigid range approach can be used. If the small piping system has low operating temperature, then the pipe lines can be analyzed using equivalent static loads based on spacing table tech-niques. The static rigid range approach is used for rigid piping systems which are defined as having natural frequen-cies greater than 33 Hz. In this case, the piping system is analyzed with static equivalent loads corresponding to accel-eration in the rigid range of the applicable response spec-trum curves. Both horizontal and vertical static equivalent loads are applied to rigid piping systems. The response of" the piping system for two orthogonal horizontal directions and one vertical direction are combined on a square-root-of-the-sum-of-squares basis.

31.2.16 For any piping that can be shown to be rigid (lowest natural frequency greater than 33 Hz), as an option to performing a dynamic analysis, the static rigid range 'approach may be used.

31.2.17 The following branch line analytical procedure and criteria will be used:

The branch line is not included in the run model if its section modulus is 15K or less of the run section modulus.

2. For branch lines which have section moduli greater than 155 of the run section modulus, the branch line will be modeled initially for a distance of 15'0"., If it is later determined by the piping analyst that additional modeling information is required, it will be provided and included 'within the analysis model.

3. In the run analysis where the branch line has not been included, the branch allowable bending moments will be included. Using 831.1 Sumner 1973 Addenda, Formula 12, the branch allowable moment can be expressed as follows:

8 - PDo MBA

= Branch Allowable Moment = ~B >

,. KSh (~t ) B Note: This cannot be more than 15% of the run allowable stress (ksh)

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l J

r

The revised formula becomes:,

POo

~tn ~

0.75i R

A 3 B

Y h POo 4tn R h Note: This cannot be more than 15~~ of'the run allowable stress (KSh).

4. For branch lines which are not included in the model, supports within 10 feet of the run should be noted since a support near the run pipe could effect the branch line flexibility.

31,2.18 'Piping which extends beyond the scope of the seismic upgrading program effort will be included within the analysis only insofar as it affects fluid lines within scope. In general. piping should be modeled for a distance which covers a minimum of one rigid support in each of the three global directions. Case by case judgments will be made when the above is insufficient or infeasible.

31.2.19 Piping Systems Models 31.2.19.1 Piping Modeling Techniques for Static Analysis 0

The piping system models are to be represented by an ordered set of data which numerically describes the physical system.

The spatial geometric description of the piping model is based upon the as-built isometric piping drawings and equip-ment drawings. Node point coordinates and incremental lengths of the members are determined from these drawings.

Node point coordinates are input on network cards. Incremen-tal member lengths are input on element cards. The geometr i-cal properties along with the modulus of elasticity, E, the coefficient of thermal expansion, n, the average tempera-ture change from ambient, hT, and the weight per unit length, w, are specified for each element. .The supports are represented by stiffness matrices which define restraint characteristics of the supports.

A network model is to be made up of a number of sections, each having an overall transfer relationship formed from its group of elements. The linear elastic properties of the section are to be used to define the characteristic stiffness matrix for'he section. Using the transfer relationship for a section, the loads required to suppress all deflections at the ends of the section arising from the thermal and boundary forces for the section are obtained. These loads are incor-porated into the overall load vector.

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After. 1 the sections have been defi in this manner, .the overall stiffness matrix K and associated load vector, to suppress the deflection of all the network points, is to be determined. By inverting the stiffness matrix, the flexibil-ity matrix is to be determined. The flexibility matrix is multiplied by the negative of the load vector to determine the network point deflections due to the thermal and boundary force effects. Using the general transfer relationship, the deflections and internal forces are then determined at all node points in the system. The support loads [F] are also computed by multiplying the stiffness matrix K by the dis-placement vector L 6] at the support point.

The models used in the static analyses are to be modified for use in the dynamic analyses by including the mass character-istics of the piping and equipment.

The lumping of the distributed mass of the piping systems is to be accomplished by locating the total mass at points in the system which will appropriately represent the response of the distributed system. Effects of the equipment motion will be obtained by modeling the mass and the stiffness character-istics of the equipment in the overall system model when required.

The supports are again represented by stiffness matrices in the system model for the dynamic analysis. Hydraulic shock suppressors which resist rapid motions are to be considered in the analysis.

From the mathematical description of the system, the overall stiffness matrix I Kj is to be developed from the individual element stiffness matrices using the transfer matrix f KRj associated with mass degrees-of-freedom only. From the mass matrix and the reduced stiffness matrix, the natural fre-quencies and the normal modes are to be determined.

The effect of eccentric masses, such as valves and extended structures, are conside'red in the seismic piping analyses.

These eccentric masses are modeled in the system analysis, and the torsional effects caused by them are evaluated and included in the total system response. The total response must meet the limits of the criteria applicable to the safety class of the piping.

31.19.2 Val ve Model Valves will be included in the piping system model. The model employed should reflect non-rigid behavior as well as rigid behavior. For rigid valves, the model used should consist of a rigid beam element from the center of the run Criteria Document Revision 1 Eh'R 2512 Page 29 Date 9/1/80 6820A

0 pipe to the center of gravity (cg) of the valve. The mass of

'the valve should be located at the valve cg. For non-rigid valves, the model should have two masses.

31.19.3 Equipment Model Where the stiffness and mass of the equipment attached to the piping will influence the piping system being analyzed, the Piping model must include the equipment effect. This is to be accomplished by including in the piping model a model of .

the equipment to the detai 1 necessary.

31.19.4 Interaction Effects Interaction of other piping systems are to be considered when their response will effect the response of the line being analyzed. The reactor coolant loop, RCL, should be included in the piping system model to the extent of detail required.

If the lines being analyzed are relatively small diameter and/or low temperature the RCL need not be included in the model. This is because these lines are so flexible that the RCL deflection will not induce significant stresses in the lines, or that the RCL response characteristics will not cause exciting forces different from those associated with the inner containment building.

Where branch piping is attached to the piping being analyzed,,

its effect on the piping of interest is accounted for by modeling in accordance with .the criteria of 31.2. 17.

Criteria Document Revision 1 EWR . 2512 Page 30 Date VITbb 6820A

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t TABLE V-1 LOADING COMBINATIONS AND STRESS LIMITS FOR PIPING Loadin Combinations Stress Limits

1. Deadweight: Design Pressure + Deadweight P < Sh L PB h

2. OBE Seismic: Design Pressure + Deadweight P < 1.2 Sh

+ Design Earthquake Loads (OBE) P + PB < 1.2 Sh

3. SSE: Operating Pressure + Deadweight P < 1.8 Sh

+ Maximum Potential Earthquake PL + PB < 1.8 Sh Loads (SSE)

4. Thermal: A. Maximum Operating Thermal SE < SA

+ OBE Displacements B. Design Pressure + Deadweight PL + PB < (Sh + SA)

+ Maximum Operating Thermal

+ OBE Displacements Where Pm primary general membrane stress; or stress intensity PL primary local membrane stress; or stress intensity PB primary bending stress; or stress intensity SA, Sh allowable stress from USAS B31.1 Code for pressure piping SE thermal expansion stress from USAS B31.1 code for pressure piping Criteria .Document Revision EWR 2512 Page 31 Date 9/1/80 6820A

TABLE Y-II ALLOWABLE STEAM GENERATOR NOZZLE LOADS FEEDWATER NOZZLE Condition Fx Fy Fz Mx My Thermal 15 40 40 2000 3000 3000 Pressure '+221 0 0 0 0 0 Weight 5 15 5 250 500 500 Seismic OBE 150 150 150 1500 2000 2000 Seismic DBE 200 200 200 2000 3000 3000 STEAM NOZZLE

.Condition Fx Fz Mx My Thermal 100 50 50 3000 5000 5000

.Pressure +692 "0 0 0 0 0 Weight 20 10 10 50 500 750 Seismic OBE 150 150 150 5000 5000 5000 Seismic DBE 200 200 200 7500 7500 7500 Notes:

1) All loads are + unless indicated

2) Units are kips and in-kips.

.3) Coordinate system.

Y (in direction of x (Z by RHR) FM nozzle) x-y plane is vertical Fee<heater Nozzl e Steam Nozzle Criteria Document Revision 1 EWR 2512 Page 32 Date 97TT80 6820A

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TABLE V-III REACTOR COOLANT PUMP AUXILIARY NOZZLE UMBRELLA LOADS F F , F M M M Nozzle Condition/Load (lbs) (lbs) (lbs) (in-lbs) (in-lbs) (in-lbs)

Seal;- Thermal 350 100 300 3500 2800 2000 Injection Deadweight 10 -80 10 300 250 400 Seismic OBE 250 50 225 1600 4500 2000 Seismic SSE 800 250 350 3200 15000 4000 No. 1 Seal Thermal 75 70 40 300 315 1525 Bypass Deadweight 5 -25 1 75 50 350 Seismic OBE 50 50 45 900 1200 900 Seismic SSE 160 170 170 1650 2550 2000'000 No. 1 Seal Thermal 400 200 300 2000 2000 Leakoff Deadweight 1- -80 5 300 250 400 Seismic OBE 500 400 500 1000 5000 2000 Seismic SSE 800 500 600 2000 8000 3500 No. 2 Seal Thermal 75 100 100 300 350 1600 Leakoff Deadweight 5 -25 5 75 75 400 Seismic OBE 50 100 100 900 1500 1200 Seismic SSE 160 170 170 1650 2500 2000 No. 3 Seal Thermal 90 45 45 290 290 180 Injection Deadweight 15 35 10 90 45 180 Seismic OBE 90 150 150 480 560 480 Seismic SSE 180 300 300 960 1120 960 No. 3 Seal Thermal 90 45 45 290 290 180 Leakoff Dead~ieight .

15 35 10 90 45 180 Seismic OBE 90 150 150 480 560 480 Seismic SSE 180 300 300 960 1120 950 Thermal Thermal 75 200 150 3200 1300 2500 Barrier Deadweight 20 -75 1 5 5 150 CCH In E Out Seismic OBE 100 250 100 1000 1200 1200 Seismic SSE 200 700 200 4500 3000 3600 Criteria Document Revision EHR 2512 Page 33 Date .

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/~

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Q iE ~i TABLE V-III Cont REACTOR COOLANT PUY(P AUXILIARY NOZZLE Ut>iBRELLA LOADS Nozzle Condition/Load "x

(lbs)

'y (1bs)

F (lbs) tlM (in-lbs) (in-lbs)

H (in-lbs)

Upper Bearing Thermal 100 100 100 300 , 300 200 Oil Cooler 5 Deadweight 5 -80 5 100 50 200 Air Cooler Seismic OBE 100 300 300 500 600 500 CCM In In Out Seismic SSE 200 600 600 1000 1200 1000 Lower Bearing Thermal 95 340 305 470 480 525 Oil Cooler. Deadweight 10 '-35 10 100 125 125 CCM In E Out Seismic OBE 90 90 90 290 290 180 Seismic SSE 90 90 90 290 290 180 Notes:

1) Values at +/- unless otherwise specified.

2) Loads on the Ho. 3 seal connections apply only if a Ho. 3 "Double Dam" seal is supplied.

3) Loads on pump nozzles are to be applied at the nozzle to shell juncture.

4) Loads on motor nozzl es are to be applied at the f 1 ange end.

5) Coordinate System:

Z - by Right-Hand-Rule Cri ter i a Document Revision EWR 2512 Page 34 Da.te 6820A

(N lg p)

TA8LE VI-1 LOADING COMBINATIONS AND STRESS LIMITS FOR SUPPORTS ON PIPING SYSTEMS 09 9 0 0i Stress Limits Normal: D or 0 + F + T < Working Stress( )

Upset: 0+Eor < Working Stress( )

D+ F+T+

Faulted: 0 + E'r E

< Faulted Stress( )

0+F+T +E' j

Deadweight and thermal are combined algebraicly 0 = Deadweight T = Maximum operating thermal condition for system F = Friction Load (3)

E ='08E ( Intertia load + seismic differential support movement)

E' SSE (Inertia load + seismic differential support movement)

T 0

= Thermal - Operating Temperature (1) Working stress allowable per Appendix XVII of ASME I II.

(2) Faulted stress allowable per Appendix XVII, Subsection NF, and Appendix F of ASME III and USNRC Regulatory Guide 1.124. Safety Class 1 supports will be evaluated and designed in accordance with Regulatory Guide 1.124.

(3) Whenever the thermal movement of the pipe causes the pipe to slide over any member of a support, friction shall be considered. The applied friction force applied to the support is the lesser of p W or the force generated by displacing the support an amount qual to the pipe displacement.

= ,35 p

W = Normal load (excluding seismic) applied to the member on which the pipe slides.

Cri eria Document Revision 1 EWR 2512 Page 35 0 ~91lill 6820A

TABLE VI-1 (CONTINUED)

LOADING COMBINATIONS AND STRESS LIMITS FOR SUPPORTS ON PIPING SYSTEMS (4) Expansive anchorages shall meet the requirements of NRC IE Bulletin 79-02.

Component Standard Supports (New and Existing)

For a majority of the component standard supports, the loads given on the certified load capacity data sheets (LCD's), shall serve as the maximum allowable loads for the given condition.

U Bolt allowable loads will be based on finite element analyses using the criteria for bolts given in ASME Code Case 1644-4.

Rod hangers are generally single acting vertical supports, in the upward direction they are susceptible to an early buckling condition. Stiff-nesses therefore, in the upward direction are minimal. Consideration of this condition will be made within the analyses of layouts with rod hangers included, such that the upward motion of a piping system at the location of these supports will cause support inaction. If system acceptability is verified with support inactivity in the upward direc-tion, the continued use of unmodified rod hangers is satisfactory.

Capacities in the downward direction will continue to be obtained from applicable load capacity data sheets.

For component standard supports which do not have certified LCDS, the catalog allowable load at the time of manufacture wi 11 be prorated for the various loading conditions by the same factor used for the same component .with a LCDS. The prorated load shall serve as the maximum allowable load for. the given loading condition.

Supports Fabricated from Non Catalog Items The stress limits for supports fabricated from non-catalog items shall be based on allowable stresses from ASME III, ANSI or ASTH material standards at the time of procurement for the material used. If the material is not known, it is assumed to be A-36 carbon steel.

Criteria Document Revi sion I ERR 2512 Page 36 Date 77ITHO

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