Text

Rev 0 to Qualification of Pipe Supports MSH-13B & MSH-27B
	ML20116J819
Person / Time
Site:	Crystal River
Issue date:	08/01/1996
From:	Beachwood D; FLORIDA POWER CORP.
To:	;
Shared Package
ML20116J740	List: 3F0896-06, Forwards Listed Info in Response to Request in for Addl Info Re Util Evaluation of Operability of Two Main Steam Hangers Found to Be Bent; ML20116J805; ML20116J812; ML20116J819; ML20116J825; ML20116J936; ML20116J952; ML20116J988;
References
	S96-0130, S96-0130-R00, S96-130, S96-130-R, NUDOCS 9608140088
	Download: ML20116J819 (165)
	v • d • e

{{#Wiki_filter:i \\ i Florida INTEROFFICE CORRESPONDENCE , Nuclear Engineenng Design (NED) NA1E 3582 Ofnce MAC Temonone i ] l SUBJECT, Crystal River Unrt 3 Quality Document Transmittal Analysis / Calculation I I To. Records Management - NR2A The following analysis / calculation package is submitted as the QA Record copy: oocpo irPc occuutwT icewTiricaTion wuuacn> arv sysrums) Totat Paoes TwAnsurrTro i S96-0130 0 MS 2/ Tm.E j Qualification of Pipe Supports MSH 13B and MSH 27B I i l 1 aos toewriry savwonos roa LAtta metairmi Hangers, Pipe Supports l cxacr,atrtarwcss oa rites. usi Pau4av rits riasT) J j Problem Report 964180 i M754012 M75-0013 f wLNO tvtNDOR NaanLa vtNDok DOCuutNT Nuu8tR (DLRLF> buPtRblDLD MNib GARLF n/a n/a l n/a l } l MSH-138 ll 1 l l MSH-27B l l 1 I o 11 1 1 h ll l l cOMutNTS (USAGE RE$ TRsCTIoNG. PROPRIETARY, ETc1 NOTE: Use Tag number only for valid tag numbers (i.e., RCV-8, SWV-34, DCH-99), otherwise; use Part number field (i.e., CSC14599, AC1459). If more space isiequired, wnte 'Jee Attachment" and list on separate sheet. l 1 UM 0Yes k No (W hL. send copy of the cc-MAR Ofka (tf Raheed) O Yes Plant Mgr. Nuct ConAg. Mgt. Cak:ulseon Revow form to Nudeer Uoonaang and a copy of the Calcuhton to Mgr., Nuct Eng Desqpi the Responshe Orgenzakm(s) densed n Part a on the I'mhm Rmasw turny (Ongnal) w/sttadi A/E OYee fNo 9608140088 960807 (if yes, Tranormt w/senoi) PDR ADOCK 05000302 P PDR RET: LAs W Ptere 8ttsP: eksamur Ermyunsrve a..

1 9 ' Florida Power ' * " ' ~ ANALYSIS / CALCULATION

SUMMARY

DISCIPLINE CCWTMOL NO REVISION LEWL DOCUMENT IDENTIFICATION NUMBER S 96-0130 0 T1TLE CLAS$FICATOs rCHECK ONE) Qualification of Pipe Supports MSH 138 and MSH-27B E sa#.ty netsted O Non Saluty Related MAA/SPCGWsuPEERE NWBER n/a WNDOR DOCUENT NUMBER n/a AP VALS Design Engineer C. Glenn Pug / Original issue y)ffg Date g Verification Engineer YhI,M p/g [Q/., k Date/ Method

Supervisor

//- [ d j fff /9(# Y q Date ' VERIFICATION METHOOS: R - Design Review; A - Altemate Calculation; T - Quahfication Testng DESCRISE DELOW iF METHOD 07 VERiflCATION WAS OTHER TMAh DESIGN REVIEW PURPOSE

SUMMARY

The purpose of this calculation is to provide detailed qualification calculations for olpe supports MSH-138 and MSH-278. ) RESULTS

SUMMARY

) Ploe supports are cualified to the pipina anatysis loads. \\ i

o R.

cc8EId glorida DESIGN ANALYSIS / CALCULATION Crystal River Unit 3 Page 1 of 10 oocvuewt uurvorm o nue. S96-0130 0 SECTION I PURPOSE: The purpose of this calculation is to provide technical quali5 cation of two Main Steam Pipe Supports MSH-13B and MSH-27B. This specific calculation is to supplement calculations sent to FPC by Parsons Power Group, Inc.. A copy of these calculations is included as Attachment 5 for reference. SECTION II DESIGN INPUTSi This calculation uses the following items as design inputs. The design loads are taken from the 1 " Analysis of Record" for the appropriate piping system. MSH-13B: This hanger is located on Drawing 305-753 (Reference 1). It is part of analysis CR-6. This i analysis is filed under FPC Calculation Number M75-0013 (Reference 3). The pipe support load summary sheets for this hanger list the following loads: Deadweight: -7208 lbs. Hermal: -2323 lbs. Seismic: +/- 67% lbs. MSH-27B: 4 This hanger is located on Drawing 305-752 (Reference 2). It is part of analysis CR-5. This analysis is filed under FPC Calculation Number M75-0012 (Reference 4). The pipe support load summary sheets for this hanger list the following loads: Deadweight: -6070 lbs. Thermal: -2597 lbs. Seismic: +/- 9892 lbs. l SECTION ID ASSUMPTIONS: Any assumptions used in this calculation will be stated in the body of the calculation. Any assumptions made will not require further action. run sui. us a new raar; um um

9 co88U glorida DESIGN ANALYSIS / CALCULATION

O Crystal River Unit 3

\\s Page 2 of 10 OOCUMLNT CENNicATION NO RE vis#0m S96-0130 0 SECTION IV

REFERENCES:

1. Drawing 305-753, Revision 1 3 2. Drawing 305-752, Revision 2 3. Analysis Calculation M75-0013, Revision 0 4. Analysis Calculation M75-0012, Revision 0 1 5. Pipe Suppon Drawing for MSH-13B, Revision 1 6. Pipe Support Drawing for MSH-27B Revision 1 7. " Pipe Hangers and Supports," by Power Piping Company, Catalog 90. 8. " Manual of Steel Construction," by American Institute of Steel Consuuction, Seventh Edition. 9. Drawing 521-212, Revision 11

10. DCN 96-217

11. "Imad Capacity Data Sheets for Component Standard Suppons," by Power Piping Company.

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O co8Md glorida DESIGN ANALYSIS / CALCULATION Crystal River Unit 3 /~N Page 3 of 10 , (' DOCUMENT CENiil CArch NQ og es.cn S96-0130 0 j SECTION V DETAILED CALCULATIONS: i Section V.1 Design Loads: i From Section II, use the following for analysis loads: MSH-13B: Deadweight: -7208 lbs. Thermal: -2323 lbs. Seismic: +/- 6796 lbs. Or, use 7208 + 2323 + 6796 = 16327 lbs. acting downward (applying tension load to rods). In an seismic event, the vertical seismic uplift (6796 lbs.) will not exceed the dead i load on the pipe. Therefore, no uplift considerations for this hanger. MSH-27B: 1 1 Deadweight: -6070 lbs. Thermal: -2597 lbs. Seismic: +/- 9892 lbs. i Or, use 6070 + 2597 + 9892 = 18559 lbs. acting downward (applying tension load to j rods). In an seismic event, the vertical seismic uplift (9892 lbs.) will exceed the dead loads on the pipe by 9892 - 6070 = 3822 lbs. Therefore, this rod must be designed for uplift i considerations. For the design verification of these supports, use 19000 lbs (Faulted) as a tension load. Use 4000 lbs. (Faulted) as a compression load. O ~ ~, _ _ -.... - -

3 g8EId ( DESIGN ANALYSISICALCULATION i:rida ([

f co Crystal River Unit 3

%/ b m x w,reoro, o Page _ 4 of_10 S96 0130 u os,o., 0 SECTION V DETAILED CALCULATIONS (Continuedh Section V.2 Hanger Component Oualification: the Power Piping Components. Allowable loads are y comparison is conservative since it compares the Normal / Upset allowab . The below applied loads. 2" Diameter Rods: \\ The straight rods and the eye rods are considered to have the same allo Power Piping Catalog lists the Normal / Upset allowable load of 20690 The pounds. Therefore, acceptable Haneer Attachment. Figure 203: p/ The hanger attachment Figure 203, has a published allowable w 2" diameter bolt) > 19000 pounds. Therefore, acceptable Clevis Per the Power Piping Catalog, clevises are designed to develop the fu hanger rod with that used. Therefore, the Normal / Upset allowable 19000 pounds. Therefore, acceptable TurnbuckJe: Piping Figure 166 for 2* diameter rod. The ca 37,200 pounds > 19000 pounds. Therefore, acceptable iI RE 4. L55 45 N rqEar: F%s* IAG Lfgrq J

glorida DESIGN ANALYSIS / CALCULATION co8ErU Crystal River Unit 3 O Page 5 of 10 DOCUutf(T iC,thTiFicATICre seO Rgvisica S96-0130 0 SECTION V DETAILED CALCULATIONS (Continued): Section V.2 Haneer Component Oualification (Continued): Pine Clamo: Support MSH-13B references a Power Piping Figure 224 pipe clamp. Suppon MSH-27B references a Power Piping Figure 225 pipe clamp. The allowable Normal / Upset load for the Figure 224 is 16200 pounds. This is greater than the applied Normal / Upset load. The allowable faulted load is 30450 pounds. This is greater than the faulted load of 16327 for MSH-13B. The allowable Normal / Upset load for the Figure 225 (MSH-27B) is 20600 pounds > 19000 pounds. r Therefore, acceptable ( O -,...r--.-u-s

/ ^ DESIGN ANALYSIS /Ci4LCULATION L Irrida owar 'v. cwwma '% J Crystal River Unit 3 mcwe=ra=wormao O Pa.,e _6 of_10 S96 0130 w3. l! 0 SECTION V DETAILED CALCULATIONS (Continued): 1 Section V.3 Weld Oualification: Both Hanger Drawings reference a Figure 203 beam attachment. Power Piping Catalog shows this to be flat plate,3/4" thick x 6" long. ma c-Faulted Loads: Fx = 19000 lbf y Fy = Fx sin (4 deg) i Fy =1325.373 lbf Fz = Fx sin (4 deg) K l Fz =1325.373 lbf l rZ d l Mx = 0 lbf in E Y My = Fz 3.5 in X b 4 My =4638.806 Ibf in Mz = Fy 3.5 in Mz =4638.806 lbf in Weld Properties: d = 6 in b =.75 in Aw = d 21 in Aw = 12 in2 Cy = 2 Sy = d b 1 in Sy =4.5 in3 Cz = 2 1 2 d Sz = y 1 in Sz =12 in3 Cy =0.375 in iwx = N3b-d2 ]1 n 2 i 6 Jwx =37.688 in4 Cz =3 in General Weld Equation: Fx My Mz 2 2 Fy Cy Fz Cz 2 Aw Sy -Sz Aw 'Jwx Aw ' JW l I fw =3004.809.lbf 2 in N E. 489 9 8'M staar Ikgles Ergerwary-

gi::rida DESIGN ANALYSIS / CALCULATION co8Mr'd Crystal River Unit 3 Page 7 of 10 DOGvutNT OENT#icarcs No

E CW S96-0130 o

SECTION V DETA1 LED CALCULATIONS (Continued): Section V 3 Weld Oualification (Continued): For general A-36 type material and E6g electrodes (assumed for older hangers), the controlling allowable stress will be the shear in the weld material. fw-(1 in)

1.33 0.3 0.707 60000 psi Weld symbol shown on drawings indicate a partial penetration weld with 1/8" and 1/4" prep shown. Field walkdowns show the attachments to have a fillet weld cap. The existing fillet weld with the assumed panial penetration weld exceeds the "tw" above.

Normal / Upset Loads: Fx = 9531 lbf Fy = Fx sin (4 deg) g V Fy =664.849 lbf Fz = Fx sin (4 deg) Fz =664.849 Ibf Mx = 0 lbf in My : Fz 3.5 in My =2326.971 Ibf in Mz = Fy 3.5 in Mz =2326.971 lbf in General Weld Equation: 2 2 2 Fx My Mz Fy Cy Fz Cz ., Aw Sy Sz Aw

- Jwx Aw Jwx

~ fw =1507.307 lbf i 2 in j fw-( 1 in) tw = 0.30 0.707 60000 psi Acceptable by comparison m RE 3 ; 6AD S VIAPE umar. Pt.Kaam Lrgermertne

@cJ$rd gicrida DESIGN ANALYSIS / CALCULATION e Crystal River Unit 3 Page 8 of 10 SECTION V DETAILED CALCULATIONS (Continued): Section V.4 Uolift (Comoression) Check: To check the support for the compression load, need to find the pin-to-pin length of the rod. The drawing.shows a dimension of 10'-01/4" from centerline of pipe to bottom of beam. The hanger attachment has a 3.5" dimension from bottom of beam to bolt. From the pipe centerline to the top bolt of the clamp is 213/4". Therefore, use a rod length of 10'- 01/4" - 31/2" - 21 3/4" = 95". (M5?f478) Reference 8 gives the properties of the round rod as: I : n-(2 in)4 4 Moment ofInertia: I =O.785 in g Cross-sectional Area: A = n-(2 in)2 2 A =3.142 in 4 Radius of Gyration: r= r =0.5 in Modulus of Elasticity: E : 29000000 psi i Length Factor: K=1 Iength: L : 95 in Euler Buckling load is defined as: 2 P=IxE P =24908.089 lbf Greater than 4000# (K L)2 assumed compression load Allowable Compressive stress as defined by AISC is: KL =190 r 2 12 x E Fa = Fa =4136.604 psi 2 23 K L r P = Fa A P =12995.525 lbf Greater than 4000# assumed compression load m -,%

glorida DESIGN ANALYSIS / CALCULATION =8Er'd Crystal River Unit 3 \\ Page 9 of 10 oocwe=1 uw.c to..o S96-0130 o 4 SECTION V DETAILED CALCt1ATIONS (Continued): f Section V.5 Buildine Steel Check: j The hanger drawing for MSH-27B shows an existing 24WF68. However, Drawing 521-212 shows this beam to be a 24WF76. This does not affect this calculation. However, this discrepancy is being resolved by DCN 96-217. Hanger MSH-13B attaches to an 12WF31. Recent walkdowns i show miscellaneous conduits and smallbore pipe also attach to these structural members. h1SH-138 - %32' 3 t */c+ fw/2r 51 ) f a: f ,t ta> */ct nA over w v / p ' ' 's co,oei r r w po w G f ' ' ' ' ' ' ' 1-f, T-7 = ig, = = %Y r f: ~7/ 71 $ 1n37; 1%sn

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glorida DESIGN ANALYSIS / CALCULATION coOEr'd Crystal River Unit 3 Page 10 of 10 oocuue=T u=moro. =o u vis,0,. S96 0130 0 l SECTION VI RESULTS/ CONCLUSIONS: The detailed calculations show the pipe supports, MSH-13B and MSH-27B, to be qualified to the design loads. SECTION VII ATTACHMENTS: : Copy of Pipe Support Drawing MSH-13B for reference, one page. i : Copy of Pipe Support Drawing MSH-27B for reference, one page. 4 : Copy of pipe support load summarf sheet from M75-0012 for MSH-27B. one page. : Copy of pipe support load summarf sheet from M75-0013 for MSH-13B, one page. p : Copy of existing calculations of MSH-13B and MSH-27B as found by Parson Power \\ Group, Inc., five pages. s O

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Attachment to FCS-14661 Pipe Stress Analysis Specification Basic Guideline.for the design of piping has been the Code for Pressure Piping'B31.1.0-1967 and those portions of Code Case N7. -In accordance with this code, Deadweight / Pressure, Thermal, Seismic and any additional transient type of loading must be considered. The original design methodology used GAI Topical Report No. 1729, " Dynamic Analysis of Vital Piping Systems Subjected :: Seismic Motion" as a guideline. A copy of this guideline is attached to this document. For all new or revised piping analyses completed today, Piping Analysis Design Guide MDG-1 is followed as a guideline. Design Basis Loading Conditions for Main Steam System Requirement Outline - R.O. 2891 and Enhanced Design Basis Section 6/10 Document (EDBD) Design Pressure = 1050 psi Operating Temperature = 590 degrees F Seismic Input -

Reference:

Environmental and Seismic g Qualification Program Manual (ESQPM) - Section 5 The response spectra used in the analysis was Curve CRW2. This curve is a response spectra that was developed for analysis of piping supported by the Reactor Building Shell at Elevation 123.00. Response spectra, CRW2, was used since a significant portion of the mass of this system, in particular the relief valve's, will be directly accelerated by the Reactor Building Shell and it was felt that it was a more conservative response spectra curve than the ground response curve due to the two peaks which occur at 4 to 5 H: and 14 to 18 Hz. While this curve is not contained in the ESQPM, it was developed using the same methodology as the original curves. Response curve CRW2 utilized lower margins to envelop the derived response spectra in peak regions of amplifications when compared to the base curve, CR-R2, which is contained in the ESQPM as Figure 2. Seismic response spectra were developed using the response spectrum method. The inherent conservatism of the response spectrum method is discussed in FSAR Section 5.4.5.1 and demonstrated in FSAR Figure 5-29 and 5-30. Page 1 of 6

T Attachment to FCS-14661 rs Design Basis Loading Conditions for Main Steam System (cont'd) As documented in the FSAR, period domain broading of the response spectra was implemented on the analytical derived curves to establish " design envelope" values. Conservatively, additional acceleration value enveloping was applied in the regions of amplified response. The magnitude of margin between the analytical derived peak acceleration and the " design envelope" value was established at the judgement othe senior engineer tasked'with development of f the response curves ~ Specific margin amplification percentage varies from building t; building and level to level within a given structure. The implied basis for this variable was to provide additional conservatism to the CR3 design, since typically seismic design conditions did not govern CR3 design. Based upon review of original design documentation, Curve CRW2 was established specifically for the piping analysis.of containment anchored piping in the intermediate building. The period domain broading of CRW2 is identical to the basic design envelop, CRR2. The acceleration ampl.itude margin was { reduced to a minimum of 5% above the analytical derived j acceleration value l ) Analysis Criteria and Methodology During the original design of CR3, those piping systems j which. required computer analyses were analyzed on main frame program " Pipe Stress Analysis - M003". Various computer analyses were completed on safety related . systems. For the Main Steam system, a deadweight, thermal, seismic, safety valve discharge loading were all computer analyzed. For steam hammer, a simplified, conservative, j manual calculation was performed to document this loading condition. The deadweight / longitudinal pressure analysis was completed with the supports placed at specified locations based on field information. This analysis checked the deadweight / pressure stress and this value was compared to the B31.1 Code allowable of Sh. Using the same field supplied support information, the thermal analysis was completed to insure that all code allowables were met. The thermal stress value was compared to the B31.1 Code Allowable of Sa. Where required, the Maximum Seismic Anchor Movement Stress was included with the thermal stress. f) %/ Page 2 of 6

Attachment to FCS-14661 g3 Analysis Criteria and Methodology (cont'd) Upon completion of successful deadweight and thermal analyses, the seismic (and transient loadings, if any) analysis was performed to insure code allowables were not exceeded. Snubbers and other necessary restraints were added to the system to control the seismic loadings. The combined primary stresses produced by the MHE (0.10g horizontal ground acceleration) are maintained at less than or equal to 120% of the code allowable stresses from ANSI B31.1.0-1967, plus code case N-7 for duration up to li of the operating period. To obtain the Operating Basis Earthquake (OBE) stress levels and support loadings, the seismic analysis involved choosing the appropriate response spectrum curve and analyzing a two dimensional earthquake (i.e. x-y quake and a y-: quake). The loadings and stresses from this analysis were then doubled to obtain the Safe Shutdown Earthquake (SSE) values. The results of these two separate earthquakes were reviewed and the largest values (stresses and support loads) were documented. The seismic stresses were then combined with the deadweight / pressure stresses and compared a code es allowable of 1.2 Sh. This is a very conservative allowable (_,) whereas, methodology that is used for a plant in a crmparable time frame compares the OBE stress levels to 1.2 Sh and the SSE stress levels to 1.8 Sh (Reference ASME Section III, Subsection NC, 1971 through Winter 1973 Addenda). Upon successful completion of the seismic analysis, the deadweight and thermal analyses were again analyzed if seismic restraints, other than snubbers were added to the system. It should be noted, piping analysis CR-5 modeled a significant portion of the non-safety, Seismic Class S-III main piping run from the class break to the Turbine connection. This was done for overlap purposes to determine the effects the non-safety piping had on the safety related piping. Regulatory Guide 1.29, Section C.3 states the following: " Seismic Category I design requirements should extend to the first seismic restraint beyond the defined boundaries. Those portions of structures, systems, or components that form interfaces between Seismic Category and non-Seismic Category I features should be designed to Seismic Category I requirements." r k_,/ Page 3 of 6

Attachment to FCS-14661 ,a Analysis Criteria and Methodology (cont'd) The non-safety supports after the class break have been designed accounting for the seismic loadings. Therefore, the intent of Regulatory Guide 1.29 has been met. Various flow transients were required to be analyzed to account for any other type of dynamic loading in nature. For the Main Steam Line those analyses included Relief (Safety) Valve Discharge and Steam Hammer. Relief Valve Discharge forces were originally documented b; manual calculations and were then subsequently backed-up b; computer generated results. The stress results of this analysis were combined with the deadweight / pressure and SSE stress levels and compared to 1.2 Sh. A copy of the manual calculations has been included with this document. Also as a part of the safety valve analyses, the movements of the Main Steam Safety Valves relative to"the discharge piping were calculated to assist in the design of the flexonic connections at the valve / piping interface. A copy of the manual calculations documenting these movements is included with this document. () The steam hammer analysis for this piping system was a simplified, conservative, manual calculation that provided the necessary documentation that when valve closure did occur, the system would be capable of withstanding any unbalanced forces that was created by the pressure wave traveling through the pipe. During this calculation, the seismic restraints (snubbers / rigid supports) were considered the main restraints in the piping system. Rod supports were only considered active in the vertical downward direction. A copy of the Steam Hammer Analysis by MZ Lee dated 11/2/~3 is attached to this document. The final phase of the design for the Main Steam piping system was visual observation during functional testing and during Initial Operation. For the Main Steam system one of j the most critical loading conditions was the observation of a Turbine Trip. The final results of the steam hammer visual inspection was quite favorable. A few supports did require minor modificaticns; however, in general the system responded favorably and was capable of withstanding all loadings. A copy of the Report entitled " Main Steam and Feedwater - Steam Hammer Observations and Instrumentation" l dated May 31, 1977 covering the observations and instrumentation has been attached to this document. 1 () Page 4 of 6 l

Attachment to FCS-14661 CT (,/ Qualification Criteria and Methodology on Rod Hangers The ability of an item of pipe support hardware to resist forces due to static and dynamic events is a function of the physical properties and installation details specified for the hardware. For static dead weight evaluations, all hardware capable of resisting vertical forces,are modeled as active. For analysis of dynamic transients, only hardware which can resist load reversals without undergoing non linear or non elastic deflections is considered effective. In the seismic analyses where the spring constants were inserted into the analysis, the seismic loading was minimal when compared to the deadweight loading. Since the seismic loading never exceeded the deadweight loading, the supports remained within the elastic range and thus would be acceptable for the minimal seismic loading that has occurr.. Generalities regarding the applicability of a hardware component are not used to classify the resistance capability of hardware. j Specific installation parameters are evaluated to establish i the load resistance capability of individual hardware items. Installation parameters evaluated to establish the (- s) resistance capability of hardware include: Physical strength of the hardware component to resist tension forces and compression force. Buckling criteria governs this review and is based upon the components length and cross sectional properties. AISC and SSRC (Structural Stability Research Council) criteria for limiting slenderness ratios, kl/r, to 200 governs component members. Hardware fit up can not permit a gap movement or unrestrained deflection beyond the industry standard of 1/8" under a load reversal. The supported piping system must be of sufficient physical size to provide inherent lateral support to potential compression members which form " pinned" columns. A rod hanger supported by a spring can would not be effective for dynamic events if the upper working range of the spring can is exceeded and the spring has no downward deflection since the rod bearing plate can uplift from the spring coil resulting in gap movement. O l (m,/ Page 5 of 6

Attachment to FCS-14661 OO Qualification Criteria and Methodology on Rod Hangers (cont'd) A larger diameter rod with attachment hardware at the pipe and structural attachment point which preclude gap movement is effective for dynamic loads if the stability slenderness ratio criteria is complied with. Behavior of large diameter rods meeting the stability fit up criteria and rigid struts are identical from a piping analysis standpoint. i t i l i t Page 6 of 6

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ML20116J819

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