ML22271A648
| ML22271A648 | |
| Person / Time | |
|---|---|
| Site: | Orano USA |
| Issue date: | 09/28/2022 |
| From: | Boyle R, Shaw D Framatome |
| To: | Division of Fuel Management |
| Garcia-Santos N | |
| Shared Package | |
| ML22271A128 | List:
|
| References | |
| A33010, L-2022-DOT-0007 | |
| Download: ML22271A648 (41) | |
Text
No of 41 Pages:
framatome Document Type:
AC - DESIGN CALCULATION Document
Title:
FCC 3 - containers for fresh fuel assemblies
- Lifting points mechanical verification I NON-PROPRIETARY VERSION I
Subject:
FCC 3 - containers for fresh fuel assemblies - Lifting points mechanical verification This document is validated through an electronic workflow. Validation dates are stored inside the Electronic Documentation Management system.
Ind.: A Status: BPE Date ./Obs.: First Issue Issuer Technical Reviewer Primary Author EDM classification: ADV-AUT ORT: TS00820 Safety Related: YES Responsible: DTIML-F Issuing entity: FFP Export Control: DOCUMENT NUMBER TRA Goods labeled with "Al not equal to Ware subject to European or German export authorization D02-ARV-01-186-614 en I PUBLIC I when being exported within or out of the EU. Goods labeled with "ECCN not equal to N or EAR99" are subject to US re-export authorization. Even without a label, or with label "AL:W or "ECCN:N" or "ECCN:EAR99", authorization may be required due to the final whereabouts and purpose for which the goods are to be used.
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 2 / 41 REVISIONS IND ISSUE DATE SECTION PURPOSE OF THE REVISION REV Original issue, based on previous note NVPM DC 990663 rev. B incorporating the following modifications:
- Length of S9 welds updated A See cover page
- S8 weld modelled continuously,
- Addition of study of S 13 weld of the handling box,
- Incorporation of the KTA 3905 criteria for the resistance calculations of shells and welds.
z z
()
()
UJ z
<(
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 3 / 41
SUMMARY
This note deals with the sizing of the FCC3 container for 12 foot assembly in the event of lifting in a normal operating situation.
The analysis therefore relates to upper handling boxes and associated welds.
The acceptability of the lifting of FCC3 containers for 12 foot assemblies is checked in accordance with nuclear industry standards (RCC-MR code, KTA rules).
The welds are modelled with the f~ssumptions: the longitudinal S8 weld is a seam weld and the S9 weld has a length . . . . on the outside and inside of the handling box.
The load case applied is lifting with four textile slings joined at a central point at an angle of 45° to the horizontal.
In order to take account of an imbalance in load distribution, the lifting mass is increased by
- a value justified by a finite element calculation.
- For the structures, the minimum margin located on the reinforcing angle bar is
- for the maximum membrane stress,
- For weld S9, the minimum margin i s . for the membrane + bending stress, external side and large handling boxes side,
- For weld S8, the minimum margin is
- for the membrane + bending stress, external side and large handling boxes side, z
z
- For weld S13, the minimum margin i s - for the membrane+ bending stress, large
()
() handling boxes side. (v2 = 0.5),
UJ
- For weld S 14, the minimum margin i s - for membrane stress, large handling boxes z side.
.:.; On the bolts, the minimum mar in is for the total mean stress, a margin essentially
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controlled by the pre-load (torque ).
No. D02-ARV 186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 4 / 41 TABLE OF CONTENTS
- 0. REFERENCES 6
- 1. INTRODUCTION 7
- 2. GEOMETRIC DEFINITION OF FCC3 CONTAINER 8
- 3. FINITE ELEMENT MODELLING OF THE FCC3 CONTAINER 10 3.1. Mesh 10 3.2. Materials and masses 10 3.3. Lifting mode applied and load distribution 11 3.4. Boundary conditions and stresses 12
- 4. PRESENTATION OF CALCULATION RESULTS 13 4.1 . Container distortions 13 4.2. Equivalent Von Mises stresses in the shell structures 13
- 5. ANALYSIS RULES AND CRITERIA 14 5.1 . Static analysis 14 z 5.1.1. Shell structures and welds 14 z
()
() 5.1.2. Bolts 14 UJ 5.2. Fatigue analysis of the welds and bolts 14 z 6. ANALYSIS OF FCC3 CONTAINER 16
<( 6.1. Analysis of handling boxes, angle bars and reinforcement plates 16 6.2. Weld analysis 17 6.3. Analysis of bolts 19
- 7. CONCLUSION 20 LIST OF APPENDICES Appendix A: Model Appendix B: Finite element calculation results Appendix C: Method for analysis of welded joints
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 5 / 41 LIST OF TABLES Table 1: Characteristics of materials 10 Table 2: Maximum equivalent Von Mises stresses without dynamic amplification 13 Table 3: Analysis of shell structures 16 Table 4: Analysis of weld S9 17 Table 5: Analysis of weld S8 18 Table 6: Analysis of weld S13 (v2 = 0.5) 18 Table 7: Analysis of weld S14 18 Table 8: Analysis of bolts Limitation of mean stress due to mechanical loadings only 19 Table 9: Analysis of bolts Limitation of the mean stress 19 z
LIST OF FIGURES z
()
() Figure 1: Welds S9 8 UJ Figure 2: Welds S8 8 z
Figure 3: Handling box of an FCC3 container Weld identification 9
<(
Figure 4: Balancing of FCC3 lifted by 4 slings 11
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 6 / 41
- 0. REFERENCES
[1] Drawing of the upper she 11 - 12 foot mode I : 229 K 0110
[2] Drawing of the I ower she 11 - 12 foot mode I : 229 K 0105
[3] FCC3 Operational drawing - 229 K 0101
[4] KTA 3905 rules (2020-12)
Nuclear commission safety rules - Lifting points on loads in nuclear power plants
[5] AFCEN RCC-MR - Design and construction rules for FNR nuclear island mechanical equipment - 2007 edition.
Tome I - Volume B - Level 1 equipment, Tome I - Volume Z - Technical Appendix A3 - Material characteristics.
[6] FEM-1001 rule 3rd edition - European Handling Federation - Section - Heavy lifting and handling equipment
[7] Standard NF EN 10025 Hot-rolled products of non-alloy structural steels
[8] SYSTUS program, version 2019 (21.0)
Framatome note NEER-F DC 10296 revision I SYSTUS software: Summary report on physical verification and validation z
z
()
()
UJ z
<(
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 7 / 41
- 1. INTRODUCTION This note deals with the sizing of the FCC3 container for 12 foot assembly in the event of lifting in a normal operating situation.
The analysis therefore relates to all of the structure and, in particular, the upper handling boxes and associated welds.
The acceptability of the lifting of FCC3 containers for 12 foot assemblies is checked in accordance with nuclear standards (Standard KTA 3905; RCC-MR code for bolts and mechanical properties).
This document takes account of a change concerning lengths of weld beads between the lifting boxes, the reinforcing angle bar and the upper shell of the container: longitudinal weld S8 is continuous and the internal and external S9 welds I I These calculations are performed using SYSTUS' software [8].
z z
()
()
UJ z
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No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 8 / 41
- 2. GEOMETRIC DEFINITION OF FCC3 CONTAINER This paragraph provides details of the dimensions considered for modelling (see paragraph 3):
- With regard to the upper shell (excluding welds), the reference used is the drawing [1].
- For welds on the upper handling boxes, the dimensions considered are presented below,
- For the lower shell, the reference is the drawing [2].
For each upper handling box, there are 4 S9 welds as shown in Figure 1.
S9 internal
-~ __.J,---:::
S9 external ---~~--.. .,11/ ~ Reinforcing L-shaped angle bars z
z
()
() Figure 1: Welds S9 w
z The lengths of the external and internal S9 welds a ~ o f the upper shell noted in Chapter 1 .4-1 of the safety analysis r e p o r t - - - -
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However, the S8 weld is a seam weld for its horizontal section and the vertical return as shown in Figure 2.
Figure 2: Welds S8 For conservative purposes, the vertical return of the S8 weld is not taken into account in the modelling.
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 9 / 41 The welds are identified as follows in the reference drawing [1]:
- internal/external S9 welds: one-sided, between each lifting box and t h e ~
in L shape, on each side of them. There are therefore 4 welds per b o x - - -
apothem (see Figure 3).
- S8 welds: one-sided and continuous, between the end edges of each lifting box and the upper shell, in the longitudinal direction. There are 2 beads per box with apothem equal to
- S14 welds: this is a set of 2 x 8 two-sided discontinuous weld beads, with a -
apothem, connecting the upper shell to two sides of each circumferential reinforcement riiiJil""'I angle bar positioned at one end of the lifting box. The length of each discontinuous except for the 2 x 2 located close to the S8 welds, which are longer at
- Weld S 13: this is a seam weld between the lower part of the edge of the reinforcement and the handling box on its internal surface on the side of the hole used for lifting the container.
In order to allow good evacuation of residual water that gets inside the handling boxes, an evacuation hole is also present under the external S9 weld .
z z
()
()
w z PROPRIETARY FIGURE
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Figure 3: Handling box of an FCC3 container Weld identification The modelling of the reinforcements is modified in order to take account of the single weld on the lower part of the reinforcement between it and the handling box.
Finally, the asymmetry of the handling boxes (long box at top/short box at bottom) is taken into account in the modelling.
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 10 / 41
- 3. FINITE ELEMENT MODELLING OF THE FCC3 CONTAINER 3.1. Mesh The finite element model of the FCC3 container (Figure A. 1) is created from the applicable drawings [1] and [2] (Figure A. 2).
The mesh of the handling box takes account of:
- The reinforcement plate welded at the lower section,
- The water drainage openings.
The mesh of the handling box, upper shell and reinforcement angle bars was refined with elements size a b o u t -
The S9, S8 and S14 welds studied are represented in Figure A. 3.
For weld S13, the nodes of the reinforcement plate and the lifting box positioned locally at the weld bead are merged. Figure A. 4 presents weld S13.
The bolts connecting the lower and upper shell are modelled- Their distribution is taken from the drawing of the lower shell noted in Chapter 1.4-1 of the safety analysis report.
The distribution of thicknesses over the structure is shown in Figure A. 5.
z 3.2. Materials and masses z
()
()
UJ The shells of the containers are made of carbon steel The attachment bolts of the two shells are made-treated steel, z The mechanical characteristics are taken from the RCC-MR code, 2007 edition, reference [5],
.:.; Append ix A3 for the steel of the sheIIs and - f o r the steel of the bolts .
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The operating temperature is between -20°C and - There are no significant variations in mechanical characteristics over this temperature range, relative to 20°C, so the mechanical characteristics applied are those for 20°c .
The mechanical characteristics are summarised in Table 1.
Young's modulus [MPa]
Poisson's ratio[-]
PROPRIETARY TABLE Yield strength, Rpo,2 [MPa]
Tensile strength, Rm [MPa]
Table 1: Characteristics of materials Note: (*) these characteristics are taken from standard [6].
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 11/41 The total mass of a loaded FCC3 container, in accordance with Chapter 1 .4 of the safety analysis report, is 4,385 kg distributed over:
- The upper shell - kg;
- The lower shell - kg;
- Internal equipment - kg.
Note: In the finite element model, the element densities forming the structure are calibrated to obtain the exact masses indicated.
The yield strength of the weld beads, as it needs to be greater than that of the material supporting them, is taken for conservative purposes as equal to the yield strength of the steel of the container.
3.3. Lifting mode applied and load distribution The FCC3 container may be lifted either by a lifting beam, or directly by 4 strand slings attached to a central ring. This last loading case is largely conservative compared with the lifting beam, as the directions of the forces come out of the plane of the vertical panel of the handling box generating an additional bending moment.
In this lifting situation using the centred 4-strand slings, the imbalance of the container needs to be studied in order to determine the distribution of the forces in the slings. In fact, as shown on the drawing [3], the center of gravity of the container is slightly offset longitudinally.
z z
()
A finite element calculation is carried out with a simplified modelling of the FCC suspended by
~ 4 centred slings as shown below:
z
<(
PROPRIETARY FIGURE Figure 4: Balancing of FCC3 lifted by 4 slings The slings are modelled using beam elements with sections of , without inertia, with a Young's modulus of adjusted to obtain elongation of under a load of -
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 12 / 41 tonnes. These conditions are conservative of the real stiffnesses of textile slings (chain type slings are prohibited in C h a ~ n a l y s i s report). The calculation is carried out with the SYSTUS s o f t w a r e - - - - t o obtain balancing of the container and the forces in the slings .
The force in the most heavily loaded strand is lower than 1111 of the theoretical force due to the mass of - of the FCC3. This slight increase in force, compared with the FCC4, is due to the fact that the left and right handling boxes of the upper shell have slightly different lengths. The offset of the attachment points therefore tends to compensate for the offset in the center of gravity.
In the lifting calculations, an increase of-similar to that applied for the FCC4 will be applied to the mass of the FCC3 for conservative purposes .
3.4. Boundary conditions and stresses The container is lifted using 4 textile slings of the same length joined at a central point at an angle of 45° to the horizontal.
In order to take account of an imbalance in load distribution, the lifting mass studied is increased b y . as justified in paragraph 3.3.
The load is therefore the dead weight of the FCC3 container increased by and taken up by z the upper handling lugs. Acceleration due to gravity is taken as equal to -9.81 m/s 2 .
z
()
()
UJ The contact zone between the lifting hook and the lug of the handling box/reinforcement plate is t aken as equal t o -
z In order to better distribute this contact force, an equivalent linear pressure is applied to the
.:.; corresponding hole sector and equally to both the handling box and the reinforcement plate .
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This linear pressure balances the dead weight of the structure. It is oriented to the center of the structure with an angle o f - f o r the loading applied to the elements of the handling boxes and is applied in the XZ plane to the reinforcement plates, with the box pressing on these plates through the contact elements (SYSTUS' ).
Boundary conditions for stabilisation of the structure under dead weight are applied. The boundary conditions and loads are shown in Figure A. 6.
Static, non-linear and elastic calculations are performed using the option in the SYSTUS' software.
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 13/41
- 4. PRESENTATION OF CALCULATION RESULTS The displacements distribution and equivalent Von Mises stresses in the middle, top and bottom skin of the FCC3 container are presented for the central lifting situation with 4 slings at 45° and a dead weight increased by 4.1. Container distortions The norm for the displacements as well as the displacement along Z are presented in Figure B. 1 and Figure B. 2 for geometry deformed with an amplification-The maximum norm for the displacements is for the central lifting situation with 4 slings at 45° and is located on the rails at the bottom part of the container on the small handling box side. The geometric asymmetry of the handling boxes produces an imbalance leading to a minor rotation on the side of the small handling boxes.
4.2. Equivalent Von Mises stresses in the shell structures The equivalent Von Mises stresses are presented in Figure B. 3 to Figure B. 7 for the middle skin and Figure B. 8 to Figure B. 12 for the skin presenting the maximum membrane+ bending stresses, for geometry deformed with amplification of -
The maximum equivalent Von Mises stresses are located, in decreasing order, in the handling z boxes, the reinforcement angle bars connected to the handling box by the S9 welds and z
()
reinforcement plates; they are presented in Table 2:
()
w Equivalent Von Mises stresses z Without dynamic amplification Slinging Zone Membrane + bending
<{
Membrane (MPa) I (MPa)
Handling box Central 4-strand Angle bar PROPRIETARY TABLE slinging Reinforcement plate Table 2: Maximum equivalent Von Mises stresses without dynamic amplification
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 14 / 41
- 5. ANALYSIS RULES AND CRITERIA 5.1. Static analysis 5.1 .1. Shell structures and welds For the sizing of the shells and welds, the rules of standard KTA 3905, reference [4], are applied.
In order to take account of the dynamic amplification effect due to lifting, the rules in paragraph 5 of standard KTA 3905 ([4]) are used. The maximum lifting speed of 6 m/min is low and leads to use of an amplification coefficient o f - on the dead weight (see §5.2.2.1). The analysis is presented for the maximum stresses obtained in the various cases studied, taking account of the dynamic amplification of -
For the shell structures, the criterion used is that of §5.7.2. The allowable primary membrane stress is equal to 0, 66. Rpo,2 at the design temperature The allowable primary membrane + bending stress is equal to Rpo, 2 at the design temperature, For the weld beads, these allowable stresses are weighted by the coefficients:
- v : defined by the type of weld . In the case of the container, the welds are all fillet welds therefore v = 0,8.
- v2 : defined by the quality of the weld. In the case of welds S14, S8 and S9, the welds z all have quality tests because visual inspection and penetrant testing form part of their z
() regular maintenance programme in accordance with paragraph 2.2 of Chapter 1.8 in
()
UJ the safety analysis report. We therefore take v 2 = 1,0 defined by the quality of the weld.
For weld- v 2 is taken to be equal to 0.5.
z The allowable stresses for the weld beads are therefore:
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- 0,66. v. v 2
- Rpo, 2 = - for membrane stresses - f o r S13).
- v. v 2 .Rpo,2 = - f o r membrane plus bending stresses - for S13).
5.1.2. Bolts For the bolts, the analysis is carried out in accordance with Appendix RB3284 of RCCM-R
([5]). Two validation criteria are considered:
- Limitation of the mean stress due only to mechanical loadings: O"m ~ Sm8 where the allowable stress is taken from Appendix3 of RCCM-R and e q u a l ~
- Limitation of the mean stress: O"m ~ min[0,9. RP 0 ,2 ; 0,67. Rm] where the allowable stress is-Note: in the context of the analysis according to RCC-MR, the dynamic amplification taken into account is that defined by the FEM rulellls reference [6]. The maximum lifting speed o f -
induces an amplification coefficient of 5.2. Fatigue analysis of the welds and bolts The maximum number of deliveries per year is twenty, with twelve lifting cycles per delivery.
The delivery cycles are shown on the diagram below:
No. D02-ARV-01-186-614 framatome I NoN-PRoPRIETARv vERs10N REV. A PAGE 15/41 PROPRIETARY FIGURE Over forty years, the number of lifting cycles performed is t h e r e f o r e -
According to the KTA (reference [4]), the fatigue analysis is only required if the number of cycles is greater than 20 000 cycles.
As the number de cycles is - a specific fatigue analysis is not required for the lifting situation for the welds and the bolts of FCC3 container. A fatigue analysis of the container, including handling and securing, is carried out in Chapter 2.1-3.
z z
()
()
UJ z
<(
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 16 / 41
- 6. ANALYSIS OF FCC3 CONTAINER 6.1. Analysis of handling boxes, angle bars and reinforcement plates The analysis of the stresses in the shells is carried out in the handling boxes, the reinforcement angle bars and plates, which are the areas subject to the highest loads in lifting, according to the rules presented in paragraph 5.1.1 .
The analysis of the equivalent Von Mises stresses for the membrane and membrane+ bending stresses is evaluated, conservatively, with consideration of the maximum values of these stresses.
Table 3 presents the analysis of the stresses according to KTA for the handling boxes, "L" shaped reinforcing angle bars and the reinforcement plates.
Equivalent Von Mises stresses Zone Membrane (MPa) I Membrane + bending (MPa)
Handling box z PROPRIETARY TABLE z
()
L-shaped reinforcing angle bar
()
UJ z Reinforcement plate
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Table 3: Analysis of shell structures The minimum margin for the handling boxes isllllfor the membrane + bending stress.
The minimum margin for the L-shaped reinforcing angle bars is-for the membrane stress.
The minimum margin for the reinforcement plates i s - for the membrane stress.
The criteria are respected for the shell structures.
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 17/41 6.2. Weld analysis The weld analysis concerns the welds in the lifting zone, i.e. the following welds:
- S9 between handling boxes and reinforcing angle bars,
- S8 between handling boxes and upper shell,
- S13 between handling boxes and reinforcement plates,
- S14 between L-shaped reinforcing angle bars and the upper shell.
The weld beads in the lifting zone are fillet welds with partial penetration. The stresses are calculated in the weld bead groove section drawing based on the forces and moments calculated at the centre of gravity of the mesh along the length of the weld according to the methodology described in Appendix C.
As weld S9 isshort - internal and external), the stresses have been evaluated over the length of the weld by using an average of the individual stresses. Weld S13 is also short in length ( - ) and is dealt with similarly.
The minimum dimensions of the groove section for the three types of beads concerned are as follows, according to drawing [1]:
- Circumferential welds of the angle bar, S14: a=
- longitudinal welds of the box, S8: a =
z
- Upright welds between box and angle bar, S9: a =
z
()
- Welds between reinforcement and handling box, S13: a=
()
w Table 4 Table 5 Table 6 and Table 7 present the maximum stress values for each of these four welds and for each lifting case studied.
z
<{ Max. equivalent stress Weld S9 Membrane I Membrane+ bending (MPa) (MPa)
Mean stress External 25 mm Criterion Margin PROP RI ETARY TABLE Mean stress Internal 25 mm Criterion Margin Table 4: Analysis of weld S9
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 18/41 Max. equivalent stress Weld S8 Membrane I Membrane+ bending (MPa) (MPa)
Maximum stress External Criterion Margin PROPRIETARY TABLE Maximum stress Internal Criterion Margin Table 5: Analysis of weld S8 Max. equivalent stress Membrane I Membrane+ bending Weld S13 (MPa) (MPa)
Mean stress Criterion PROPRIETARY TABLE z Margin z
()
()
w Table 6: Analysis of weld S13 (v2 = 0.5) z Max. equivalent stress I Membrane+ bending
<{
Membrane Weld S14 (MPa) (MPa)
Maximum stress Criterion PROPRIETARY TABLE Margin Table 7: Analysis of weld S14 The minimum margin for weld S9 isllllfor membrane + bending stress, external side and large handling boxes side.
The minimum margin for weld S8 is lllllllfor membrane + bending stress, external side and large handling boxes side.
The minimum margin for weld S13 isllllfor membrane + bending stress, large handling boxes side.
The minimum margin for weld S14 islllltor membrane stress, large handling boxes side.
The criteria are respected for all four welds analysed.
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 19/41 6.3. Analysis of bolts Lifting exerts stress on the bolts connecting the 2 shells of the container. All of the weight of the internal equipment and of the lower shell is taken up by these bolts.
A pre-load on the bolts to a torque o f - i s considered, equivalent to force o f -
(calculation from Appendix A6 of RCC-MR [5]).
The total force on the screws consists of the sum of the pre-load force and the force due to lifting.
The calculation results and the analysis concerning the criteria defined in §5.1.2 are provided in Table 8 and Table 9.
Stress resulting from mechanical loadings Criterion Margin generated by the lifting (MPa) force (MPa)
PROPRIETARY TABLE Table 8 : Analysis of bolts Limitation of mean stress due to mechanical loadings only z Stress generated by Criterion z
()
lifting force + pre-load (MPa)
Margin
()
w (MPa)
PROPRIETARY TABLE z
Table 9: Analysis of bolts
<( Limitation of the mean stress The minimum margin for the bolts i s - for mean stress.
The criteria according to RCC-MR are respected in the bolts.
No. D02-ARV-01-186-614 framatome NON-PROPRI ETARY VERSION REV. A PAGE 20 / 41
- 7. CONCLUSION The acceptability of the lifting of containers for 12 foot assemblies is checked in accordance with nuclear industry standards (RCC-MR code, KTA rules).
This document takes account of the following lengths of weld beads between the lifting boxes, the reinforcing angle bar and the upper shell of the container: longitudinal weld S8 is continuous and weld S9 has length of - on the outside and inside of the handling box.
The load case applied is lifting with four textile slings of equal length joined at a central point at an angle of 45° to the horizontal.
In order to take account of an imbalance in load distribution, the lifting mass is increased by
- a value justified by a finite element calculation.
The criteria for excessive deformation and plastic instability are respected for the case of lifting of a loaded container increased b y -
- For the structures, the minimum margin located on the reinforcing angle bar i s - for the maximum membrane stress,
- For weld S9, the minimum margin i s - for the membrane+ bending stress, external side and large handling boxes side,
- For weld S8, the minimum margin i s - for the membrane + bending stress, external side and large handling boxes side, z
- For weld S13, the minimum margin is - f o r the membrane+ bending stress, large z
() handling boxes side. (v2 = 0.5),
()
UJ
- For weld S14, the minimum margin i s - for membrane stress, large handling boxes side.
z On the bolts, the minimum margin is - for the total mean stress, a margin essentially
.:.; controlled by the pre-load (torque o f * * * ) .
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NON-PROPRIETARY VERSION No. D02-ARV-01-186-614 framatome REV. A PAGE 21 / 41 z
z
()
()
UJ Appendix A: Model z
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NON-PROPRIETARY VERSION No. D02-ARV-01-186-614 framatome REV. A PAGE 22 / 41 z
z
()
()
UJ PROPRIETARY APPENDIX z
No. D02-ARV-01-186-614 framatome NON-PROPRI ETARY VERSION REV. A PAGE 23 / 41 z
z
()
()
PROPRIETARY APPENDIX UJ z
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framatome NON-PROPRIETARY VERSION I No. D02-ARV-01-186-614 REV. A PAGE 24 / 41 z
z PROPRIETARY APPENDIX
()
()
UJ z
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No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 25 / 41 z
z
()
() PROPRIETARY APPENDIX UJ z
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No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 26 / 41 z
z
()
()
UJ Appendix B: Finite element calculation results z
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NON-PROPRIETARY VERSION No. D02-ARV-01-186-614 framatome REV. A PAGE 27 / 41 z
z
()
()
UJ PROPRIETARY APPENDIX z
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No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 28 I 41 z
z
()
()
UJ PROPRIETARY APPENDIX z
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framatome NON-PROPRIETARY VERSION I No. D02-ARV-01-186-614 REV. A PAGE 29 / 41 z
z
()
()
UJ PROPRIETARY APPENDIX z
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No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 30 / 41 z
z
()
()
PROPRIETARY APPENDIX UJ z
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No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 31 / 41 z
z PROPRIETARY APPENDIX
()
()
UJ z
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No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 32 / 41 z
z
()
() PROPRIETARY APPENDIX UJ z
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No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 33 / 41 z
z
()
() PROPRIETARY APPENDIX UJ z
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No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 34 I 41 z
z
()
()
UJ z
Appendix C: Method for analysis of welded joints
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No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 35 / 41
- 1. PURPOSE The purpose of this Appendix is to specify the method for analysis of welded joints. All the welds dealt with are fillet welds with partial penetration identified in Figure A. 4 and Figure A.
4 (welds S13, S14, S8 and S9).
The stresses are evaluated on the "groove section" drawing (see Figure C.1):
- normal stress er_j_ ,
- tangential stress r _j_ , which is the component perpendicular to the weld axis,
- tangential stress r 11 , is the component parallel to the weld axis.
The stresses cr_j_ r_j_ r 11 are determined using external stresses.
Groove section drawing z
z
()
()
w z
<{
Figure C.1: Components of stresses in the groove section of a fillet weld
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 36 / 41
- 2. CALCULATION OF STRESSES IN THE WELDS BASED ON EXTERNAL STRESSES 2.1 Forces taken from SYSTUS' calculation The generalised forces (forces per unit of length of centreline) in the shell elements taken from SYSTUS' (reference [8]) are:
- NX, NY: membrane forces,
- NXY: shear force,
- MX, MY: bending moments,
- MXY: torsional moment.
The storage sequence for the six individual force components in the SYSTUS results file is:
NX, NXY, NY, MX, MXY, MY.
These forces, calculated at the center of the element, are expressed in the specific local reference frame for each element (Figure C.2). Using the current version of SYSTUS' (called "new data structure"), for element of linear spatial shell type, this reference frame is variable and depends on the sequence of definition of the nodes of each element (N1 to N4 in Figure
~r;)NY C.2).
L3 MX1t2 z
z
()
()
UJ I
I I
z I I
.:.; I
<( I I
I /
II
- Coques :minces : 2003, 2203, 2204, 2004 Figure C.2: Identification of local axes of thin shells in SYSTUS'
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 37 / 41 It should be noted that the "shells" convention used by SYSTUS' to identify the components of moment is different to the usual RdM convention (SYSTUS': MX moment that produces a stress CYx in the element; RdM: MX moment around X axis).
2.2 For a fillet weld For fillet welds (S8 and S9), the forces taken from the SYSTUS' finite element calculation are oriented according to the specific reference frame of each weld for which stresses need to be calculated (Figure C.3).
X e
Figure C.3: Reference frame of local axes used for calculation of stresses in the fillet welds z
z
()
Each force (SYSTUS' notes) produces the following stresses:
()
UJ
- Force NX :
INXI z CT.1 =--
a\/2.
<( INXI T.1 = --
a\/2.
Tl/ = 0
- Force NY:
(J.L =0 T.1 =0 Tl/ = 0
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 38 / 41
- Force NXY:
CT1. =0 TJ. =0 INXYI T11 = - -
a For moments, the distribution is assumed to be linear along the length of the groove section.
- Moment MX (turns around the Y axis):
6IMXI (Tl. =~
T1. = 0 Tl/ = 0
- Moment MY (turns around the X axis):
z CT1. =0 z
u T1. =0 u Tl/ = 0 UJ
- Moment MXY :
z CT1_ =0
<(
T1_ =0 6IMXYI Tl/ = a2 Lastly, the stresses in the groove section drawing are:
INXI 6IMXI CT1_ = - - + a../z a INXI T1_ =--
a../z INXYI 6IMXYI T11 = - - + 2 a a For the analysis, these stresses are divided into two types:
- They are considered element by element for the "long" seam welds (S8, S13),
- For shorter welds (S9), the stresses may be averaged over the total length of the bead.
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 39 / 41 2.3 For angle bars The angle bar is assumed to be more rigid than the shell (which is true because it has a thickness 2 times that of the shell): in this way the forces on the welds are assumed to be transmitted by the angle bar.
The load set is transposed from the center of the plate, which represents the wing of the angle bar modelled toward the median point between the two welds at the base of the angle bar.
Compared to Figure C.4 (in which the forces are expressed in the reference frame of the welded joint instead of in the SYSTUS' reference frame), this is equivalent to moving from the SYSTUS' calculation point "E" to point "M", in the middle of the angle bar. Lastly, after forces and moments transfer, the forces are assumed to be taken up in equal parts by the two welds which are located at the base of the angle bar.
AX I
I I
.?! 7. b xy,-,-"_,,,.
z z
()
()
w
)C E
C
~ !
(7.l..
z
<(
Figure C.4: Reference frame of local axes used for calculation of stresses in the fillet welds In the SYSTUS' local reference frame of the shell element that represents the vertical baseplate of the angle bar, the correlations for the transition are as follows, applying the convention of signs for components of forces and moments provided in paragraph 2.1 above:
- MXM = MXE + NX(e - b)/ 2 (turns around Y)
- MYM = MYE + NY (e - b)/ 2 (turns around X)
- MXYM = MXYE The stresses are calculated in relation to the force load set calculated at point "M" using SYSTUS' notations:
- Force N X : each weld takes N X / 2 if force N X is tension (NX > o). A compression force (NX < 0) is taken up by contact on the shell. It therefore does not apply load to the weld beads.
(T~ = max ( 2:~;o) r ~ = max (
2:~; 0)
Tl/ = 0
No. D02-ARV-01-186-614 framatome NON-PROPRI ETARY VERSION REV. A PAGE 40 / 41
- Force NY : this force only creates a longitudinal normal stress.
lT.1 =0 T.1 =0 Tl/ = 0
- Force NXY :
lT.1 =0 T.1 =0 INXYI Tl/ = ~
- Moment MX: bending moment may be modelled as 2 opposing forces F applied at the 2 beads, which fits the case of the force NX applied to a fillet weld with:
MXM MXE + NX(e - b)/2 F=--=-------
e e z
Hence stresses:
z
() IFI IMXE I + INX(e - b)/2 1 a'12. = ae'12.
()
w a-.1 =
_ IFI _ IMXE I + INX(e - b)/21 z T .1 - a'12. - ae'12.
.:.; Tl/ = 0
<(
- Moment MXY : this moment only creates a longitudinal normal stress.
lT.1 =0 T.1 =0 Tl/ = 0
- Moment MXY :
lT.1 =0 T.1 =0 IMXYI T11 = - -
ae Lastly, the stresses in the groove section drawing are:
NX ) IMXEI + INX(e - b)/ 21 0-.1 = max ( r,;;; 0 + 17>
2av2 aev2 NX ) IMXEI + INX(e - b)/ 21 T .1 = max ( 17>; 0 + r,;
2av2 aev 2 INXYI IMXYI T11 = - - + - -
2a ae For the analysis of the S14 welds, the stresses are considered element by element.
No. D02-ARV-01-186-614 framatome NON-PROPRIETARY VERSION REV. A PAGE 41 / 41 2.4 CALCULATION OF EQUIVALENT STRESS For the welds, the formula for calculation of equivalent stress, in accordance with reference [4]
is:
z z
()
()
UJ z
<(