ML20056H277
| ML20056H277 | |
| Person / Time | |
|---|---|
| Site: | San Onofre  |
| Issue date: | 09/03/1993 |
| From: | Elakily N, Qashu R SOUTHERN CALIFORNIA EDISON CO. |
| To: | |
| Shared Package | |
| ML20056H271 | List: |
| References | |
| NUDOCS 9309090077 | |
| Download: ML20056H277 (100) | |
Text
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SUMMARY
REPORT , L r PRIMARY PLANT MAKE UP STORAGE TANK SEISMIC UPGRADE ! I i SAN ONOFRE NUCLEAR GENERATING STATION j UNIT - 2 L i l a t t I 4 i e Prepared by /!
- b M b'h Date E[f3
.i Reviewed by - h. - GJ Date 9 -3 *k 3 {
4 /' ! l 0 l l i d i SOUTHERN CALIFORNIA EDISON AUGUST 1993 I 9309090077 930907 PDR ADOCK 05000361 ?~ P PDR Q j
2 I i TABLE OF CONTENTS ; Sheet Number . REPORT TITLE SHEET .................. I TABLE OF CONTENTS ................... 2 PURPOSE / BACKGROUND . . . . . . . . . .......... 3 t RESULTS/ CONCLUSIONS .................. 4-ASSUMPTIONS ...................... 7 { DESIGN INPUT . . .................... 8 METHODOLOGY ...................... 12 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . 36 l NOMENCLATURE . . . . . . . . . . . . . . . . . . . . . . 38 , APPENDICES APPENDIX A - PRIMARY PLANT MAKE-UP STORAGE TANK ! DESIGN MODIFICATION ORAWINGS ..... 42 j i A. 'ENDIX B - REFERENCE MATERIAL FOR GENERIC IMPLEMENTATION PROCEDURE ANALYSIS ... 46 l APPENDIX C - SPOT RADIOGRAPHY RESULTS
SUMMARY
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- 1. PURPOSE / BACKGROUND The existing Component Cooling Water (CCW) system at each of Southern California Edison's (SCE) San Onofre Nuclear Generating Station (SONGS) Units 2 and 3 consists of two redundant trains (critical loops), and one non-critical loop ;
which can be aligned to either one of the critical loops. The make-up water to i the CCW surge tank is supplied by the seismically-qualified mobile fire tankers ! to ensure adequate water supply for a 7-day period, using the temporary connection. This arrangement, however, is very labor intensive to operate, and i the tankers may require several refills to perform their function for the desired l 7-day time period. To eliminate the reliance of the CCW system on the fire tankers for the make-up ; water, the primary make-up water system will be integrated into the CCW system to ! provide the necessary supply of make-up water. The make-up system will be , modified to supply water to the CCW critical loops following loss of normal make- l up from the nuclear service water system. It will provide the necessary water j inventory to compensate for the maximum allowable leak from both CCW critical t loops for a period of seven days. , i The make-up system of each unit includes a 300,000 gallon Primary Plant Make-Up ! Storage (PPMS) tank, T-056 for Unit 2 and T-055 for Unit 3. These tanks were originally designed to the American Petroleum Institute (API)-620 Standard, 5th. l Edition, and constructed and tested to API-650 Standard, 5th. Edition; and were : classified as Seismic Class 11 components. Both tanks will be upgraded to ! Quality Class II, Seismic Category I to establish American Society of Mechanical l Engineers (ASME) Code, Section III, Class 3 equivalency without ASME stamping. This tank upgrade is necessary in order to qualify as an integral part of the CCW l system, as explained above. The methodology of the tank seismic upgrade is based ! on Reference 5 (Generic Implementation Procedure (GIP) for Seismic Verification i of Nuclear Plant Equipment). This methodology is outlined in Section 5 of this report. Comparison between the API 650 Standard, which was the basis for the original tank construction and testing, and the ASME Code (1989 Edition, no , addenda) was made to identify and reconcile the differences between the requirements of the two codes. These differences were resolved, as part of the : tank upgrade analysis. [ This report provides a summary of the results of the analyses, and the ASME Code ! reconciliation performed to upgrade the Unit-2 PPMS tank to Seismic Category I, { and to qualify this tank per ASME Code, Section III, Class 3 to meet the { requirements described above. This report also provides a summary of all the ! design input required to perform the upgrade analyses, and the analysis i methodology. l Results in this report are for SONGS Unit-2 only. l
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- 2. RESULTS/ CONCLUSIONS
- 1. For the existing tank to meet the seismic loads and Generic Implementation i Procedure'(GIP) requirements, the tank was reinforced by 36 vertical !
l stringers and 34 additional anchor bolts. Tank modification details are l provided in Appendix A and Reference 1. Analysis details can be found in j SCE Calculation No. M-DSC-280. l
- 2. Anchor bolt chairs were replaced by a new ring-type chairs. Details !
of the anchor bolt chair modified design can be found in Appendix A. -
- 3. The water inside the tank is expected to slosh against the roof. However, ,
the roof was shown to be capable of withstanding the sloshing loads during ! a Design Basis Earthquake (DBE) seismic event (SCE Calculation No. M-DSC- ; 280, Appendix A). j
- 4. A 1/4" thick reinforcing pad was added to the man hole of each tank. l Details are given in Appendix A, and Reference 1. '
l l 5. Reinforcing pads were added to some nozzles so that local stresses in ; the shell do not exceed their allowables. SCE Calculation No. M-DSC-280 provides a list of the nozzles requiring reinforcing pads. t
- 6. Some anchor bolts may be moved radially out a distance up to 1 5/16" to avoid interference with the rebars in the concrete base without exceeding ,
any of the allowable stress limits. Similarly, anchor bolt chairs may be moved up to 4" in the circumferential direction from their nominal position to avoid interference with tank attachments. t
- 7. The stress in the existing tank wall-to-bottom weld is within the allowable of the weld material. ,
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- 8. The modified tank has been evaluated for buckling per the Generic Implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment, Revision 2 (Rc' rence 17, Appendix A). This evaluation shows that the modified tank meets the GIP requirements. ,
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5 l i i Furthermore, the tank has been evaluated for buckling at higher elevations, , above the reinforcing stringers, using Code Case N-284 and shown to be ! acceptable. It should be noted that this additional evaluation, at higher elevations, is not required by the GIP. It was performed basically to ensure that the analysis covers the entire tank shell height. ; Also, the tank does not have any large asymmetric openings; therefore, [ l axisymmetric analysis techniques should be applicable.
- 9. ASME Code reconciliation is summarized below:
i
. A detailed ASME Code reconciliation is included in the PPMS tank design report (SCE Calculation No. M-DSC-280, Appendix A, Sections 10 and 11). ,
Results can be summarized as follows: ; i (a) Tank Shell Design: the minimum tank shell thickness requirements of i ND-3324.3, referred to by ND-3842, are satisfied at all elevations. ! (b) Tank Rottom Design: the requirements of ND-3831 are satisfied by -[ the tank bottom. The foundation also meets the requirements of ND- l 3831, since the PPMS tanks were built to the standards of API-650. t i (c) Tank Roof Design: the tank roof satisfies all the requirements of ; ND-3856. Furthermore, it is shown, in Appendix A of SCE J Calculation M-DSC-280, that the roof and the junction to the ; cylindrical shell will withstand the water pressure caused by i sloshing. (d) Tank Manway: the manway, reinforced by a 0.25" thick plate, meets { the requirements of ND-3332. j j (e) Code Stress Limits: stresses in the tank shell meet the requirements of ND-3821.5 under Design, Operating Basis Earthquake l (OBE), and Design Basis Earthquake (DBE) conditions. j i i [
. A survey of SONGS-2 tank,1056, was performed for roundness at elevations j 7' above the bottom and 6' below the top. Results of the survey are '
attached in Appendix D. Based on these results, it is concluded the ! tank meets the out-of-roundness requirements of the ASME Code (maximum out- ; of-roundness is 0.22' per the survey results; maximum allowed per Section 1 ND-4224 is 0.4', as shown in Section 8 of SCE Calculation No. M-DSC-280). !
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i I i . The National Board Inspection Code (NBIC) procedure'for State approval is l not applicable since atmospheric tanks are exempted by the State of l California (California Code of Regulations, Title 8, Chapter 4, dated j 5/1/1992). However, tank design and modification will be performed to the ? ASME Code, Section III. ! l
. The Certified Material Test Reports (CMTRs) and welding data for the existing tank components were recovered and reviewed. :
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. The tank has been pressure tested according to ASME Code, Section III, }
Subsection ND-6000 requirements after the modifications were implemented.
- Testing was performed by filling it to the maximum possible water level.
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. The results of the radiographic survey of the weld seams of Unit-2 PPMS !
- tank revealed unacceptable defect sizes that range from 1/32" to i l 4.875" in length. Most of the defects are below 1/4" long. A statistical j analysis was performed to describe the maximum flaw size that can exist. in [
the welding with 95% reliability and 95% confidence level. The result of : the analysis, based on sample size of 60 radiographs representing a a population of 283 defects, showed that such defect to be < 1,525". ; ^ t j . The statistical analysis was followed by fracture mechanics analysis' with ! a maximum defect size of 5"in length, that was assumed to exist at the !
- highest stress location of the tar.k shell. The result of the analysis ;
showed that such a defect it acceptable with f actor of safety > 3 (analysis : methodology is summarized in Section 5 of this report). j i i f i e i i i I I
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- 3. ASSUMPTIONS i
- 1. The nozzles and.the ladder attached to the PPMS tank were not included in :
the finite element models. It is assumed that their effect on the anchor ! bolt load distribution is negligible, since their weight is very small , l compared to the weight of the tank and its contents. ,
- 2. For calculating the maximum stress in the PPMS tank shell due to hydrostatic !
pressure, the maximum water height in the tank is conservatively assumed to be 34 ft, which is the maximum height of the tank (2 ft higher than the. : overflow line elevation per SCE Calculation No. 5023-407-3-97-0). ! Hydrostatic water head of 34 ft, therefore, exceeds the maximum possible , water head in the tank. < i
- 3. Design Basis Earthquake (DBE) = 2
- Operating Basis Earthquake (OBE). ;
!. 4. The WRC Bulletin 297 is the best practical method presently available for i ? estimating stiffness values of the tank nozzles. However, it provides ;
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data on a narrow range of parameters and therefore some interpolation and estimation are performed to obtain approximate stiffness values; The : )' magnitude of nozzle stiffness obtained is adequate to provide realistic ; translational and rotational restraint conditions at the tank connections. ! (Note : The ASME code flexibility factor equations are not sufficient to , 1 calculate nozzle flexibilities in tanks with D/T ratio > 100, and do not ,
- have flexibility guidance on thrust loadings). !
8 l Based on the data available, only the translational load (radial), in- l plane moment load and out-plane moment load cause significant tank shell def ormati ons, j I
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- 5. Stresses due to dead weight of the tank shell are not included in the local stress check at the nozzle locations. Per Appendix A, the combined weight of i
- the tank roof and the cylindrical shell is 53,077 lb. The corresponding. !
! compressive stress at the base of the cylindrical shell is only 113 psi, j which is considerably smaller than the other stress components.(for example, ; the maximum hoop stress in the shell due to hydrostatic pressure is > 10,000 psi). ;
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- 4. DESIGN INPUT l 4.1 Tank Description and Geometry The Primary Plant Make-Up Storage (PPMS) Tank is a 40 ft inside diameter x 34 ft high atmospheric tank with a capacity of 300,000 gallons (Reference 25). The tank is made up of stainless steel, SA 240-304, plates; and is anchored to the foundation by 36 equally-spaced anchor bolts. The anchor bolt chair material is A-36 (Reference 24). A more detailed description of the tank and the anchor bolt assemblies can be found in Appendix A of this calculation.
Figure 4.1 shows the main dimensions of the PPMS tank. It shows the tank diameter, height, and plate wall thickness of the bottom, wall, and roof (Reference 25).
+
2
. n k I I 4
~ / NI& '
- D,. = 40 ,
1 : h
'l
\
+ + h tjY h N= /%
s n + R Q r ,
, El&
, --> / *-
\ k k
, 8 j u b v t
Figure 4.1 Main Dimensions of the PPMS tank ,
i i 9. 1 i 4.2 Material Properties -l E Tank Shell Material: Stainless Steel, SA 240-304 (Reference 25) l Tht- following material properties of SA 240-304, at 120*F(0, were used in the l analysis (Reference 2): j t 6 Young's modulus (E) = 28.0 x 10 psi, . Poisson's ratio (v) = 0.3 , i Allowable stress intensity (S m) = 20,000 psi ; i The anchor bolt chair material: A-36 (Reference 24)' [ , ? The yield strength of A-36, at 110 FIU, is 35.68 ksi (Reference 2). This value { was used for anchor bolt chair design (Appendix A of SCE calculation M-DSC-280). I t, t
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Note (1): The actual design temperature, per FCN F-7519M for P&ID number 40133, !
- is 104*F. Therefore, the use of either 110*F or 120 F as reference 'I temperature for material properties is conservative. ]
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1 i l , 4.3 Reinforcino Bars j i Per Reference 4, the concrete base is reinforced by #18 size reinforcing bars ~ ; (rebars). These rebars are 2.257" in diameter, and are separated by a 16" l center-to-center distance. ! I i f i I
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10 t 4.4 Anchor Bolt Assemblies Figure 4.2 shows the main dimensions of a typical anchor bolt assembly. Two different bolt sizes exist in the tank after modification: ,
- 1. 1.5" bolts (36 existing anchor bolts),
- 2. 2" bolts (34 new anchor bolts).
Also, a ring will be welded to the outside edge of the bottom plate as shown in Figure 4.2. Holes for anchor bolts will be drilled in the ring (15/8" for the existing bolts, and 2 1/8" for the new bolts). , gyd' "'2 _6//3 7.75 #
- 'b' " 'D fc y ceo o..
/ sour a k h 4
boe k 'y wa ll ,
% aasse b r A r
W u
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stSt~r , n*r3
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- y. b :
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# rad.
248'46 -- Figure 4.2 Modified Anchor Bolt Assembly
11 i 1 1 4.S Nozzle and Pipino Data i The nozzle loads evaluated are given in data sheets, attached in SCE Calculation No. M-DSC-280, Appendix D, which were extracted from various calculations as noted in the nozzle load data sheets. Per References 23 and 24, the following piping is attached to the PPMS . tank:. 4" Sch. 405 SA-312 TP304 0 elev. 31'-0" { 3" Sch. 40S SA-312 TP304 0 elev. 10*-7" 2-1/2" Sch. 40$ SA-312 TP304 0 elev. 31'-0" l 2" Sch. 80S SA-312 TP304 0 elev. 31'-0" (two places) ; l' , 1" Sch. 80S SA-312 TP304 0 elev. 16'-0" ; i i a ; i i 4.6 Out-of-Roundness Measurements ! field tests were conducted on PPMS tank T-056 to measure the diameter at ! different angles. These measurements were taken at two elevations. Results of j the survey are documented in Reference 26, and a copy is attached in SCE ! Calculation No. M-DSC-280, Appendix D. , t i i J l
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- 5. METHODOLOGY 3 The tank design report was prepared by Structural Integrity Associates, Inc. of i 5an Jose, California. This report is included, in its entirety, in Appendix A of i SCE Calculation No. M-DSC-280. The methodology of the analysis is based on
" Generic Implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment," Reference 5; and ASME Boiler and Pressure Vessel Code, Reference 2.
A summary of the tank design methodology is given in Section 5.1 of this report, , which includes the following subsections:
. Section 5.1.1 includes tank design per GIP procedure (Reference 5). This section also includes roof evaluation for sloshing loads, and qualification of the tank to ASME Code design rules. .
. Section 5.1.2 includes the application of ASME Code Case N-284 (Reference 7
- 28) analysis methodology. The additional analysis per Code Case N-284 '
deals with the reinforced modified tank since the GIP procedure does not ]l include the effect of the tank reinforcing stiffeners (stringers). Code ' 1 Case N-284 was also used to evaluate the tank shell at different elevations. The GIP procedure addresses only the bottom elevation. The methodology of developing the tank stick model is included in Appendix B of ' SCE Calculation No. M-DSC-280. The stick model was used in the stress analysis of the piping attached to the PPMS tanks. i i In addition to the above analyses, the following supporting analyses were also performed: i
- 1. Angular shear stress distribution in the anchor bo.ts,
- 2. Bolt location adjustment due to the rebars,
- 3. Calculation of translational and rotational nozzle stiffness, !
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- 4. Local stress check, and
- 5. Out-of-roundness check.
The methodologies used in these analyses are summarized in sections 5.2 through 5.6 of this report. , T i Since the tank shell welding did not meet the ASME Code requirements, extensive ! radiographic examination was performed to provide a statistical base for . characterizing the tank welding defects. The statistical characterization of the flaws was followed by a fracture mechanics analysis to demonstrate acceptability of the welds with high degree of reliability. A summary of the methodologies : used is provided in Section 5.8 of this report; details can be found in SCE I Calculation M-DSC-280, Appendices E and F. 1 !
13 I 5.1 PPMS Tank Seismic Evaluation j 5.1.1 Analysis Per GIP (Reference 5)
- The methodology outlined in this section, obtained from Reference 5, pertains to l
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large, flat-bottom, cylindrical vertical tanks. The evaluation includes the following features-
. Tank shell buckling. ,
. Anchor bolts and their embedments have adequate strength against breakage l and pullout.
. The anchorage connection between the anchor bolts and the tank shell ,
has adequate strength. The seismic evaluation of the tank is performed using the step-by-step procedure described briefly below. Step 1 Input data R Nominal radius of the tank, in. , H' Height of tank shell, in. . t,3 Minimum shell thickness at the top of the tank, in, t, Minimum thickness of the tank shell, in. ; o Yield strength of the tank shell material, psi ' h,c Height of anchor bolt chair, in. j E, Young's modulus of the tank shell material, psi j V, Ave :ge shear wave velocity of soil, ft/sec 3 y, Weight density of fluid in tank, lb,/in i H Maximum height of fluid #n the tank, in. ! h, Height of freeboard above fluid surface, in. I N' Number of anchor bolts : d Diameter of anchor bolt, in. , h3 Effective length of bolt from anchor plate to chair top, in. ! E3 Young's modulus of anchor bolt material, psi l l F, Tank frequency, Hz. l i
- i q
Step 2 Calculate the following ratios and values: ; i H/R ! 4- q t,/R I
- t,, = (I t, h,)/H ' , i=1,n ;
-i where, n = total number of sections of the tank shell with different l thicknesses, ;
t,, h = the thickness and height of the ith section of the tank shell. 3
- j. tg = (t,, + tm.)/2 l i
tg/R j l l
14 i i A3 = nd'/4 : t' = [(N A 3)/(2 tR)](E,/E,) . I c' = (t'/t,)(h /hc )e W = tR 2H yf [ S_tey_3 Fluid-structure modal f requency j F, Hz from Table 7-3 . by entering Table 7-3 with: R, t,,, and H/R from Steps 1 and 2. Table 7-3 is ;l attached in Appendix B (table number is retained from Reference 5 for ; convenience). Step 4 Spectral acceleration (Sa,) Determine the mar.imum spectral acceleration (Sa,), for 4% damping, and over.the j t frequency (F) range-0.8 F, < F < 1.2 F r i
- i Step 5 Base shear load (Q) i Base shear load (Q) is determined by entering- Figure 7-3 with H/R and t,,/R, both - .;
from Step 2, to determine the shear coefficient (Q'). Calculate the shear load at the base of the tank: ) . Q = Q' W Sa, l b, j Figure 7-3 is attached in Appendix B (figure number is retained from Reference 5 -l for convenience). . !
.I Step 6 Base overturning moment (M) j i Determine the base overturning moment (M) by entering figure 7-.4 with H/Rland I tg/R, both from Step 2, to determine the base overturning moment coefficient -l (M'). ,
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,,-u- e e e m * .- e- 'tw .w, *e g -
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15- . l l l l Calculate the overturning moment at the base of the tank: l 1 M = M' W H Saf in-lb, i' Figure 7-4 is attached in Appendix B (figure number is retained from Reference _5 for convenience). The seismic capacity of the tank shell and anchorage to resist the overturning i moment (M) calculated in Step 6 above is evaluated below. The overturning moment ! is resisted by compression in the tank wall and tension in the anchor bolts. ; Thus, the overturning moment capacity is controlled by shell buckling on the ; compression side and anchor bolt capacity on the tension side. l Step 7 Bolt tensile capacity I I In this step, the anchor bolt tensile load capacity (P, Ib,) is calculated per l Section 4 and Appendix C of Reference 5. This bolt capacity is based on " ductile l failure" in the bolt rather than the concrete. The allowable bolt stress (F3 ) is ! given by: l I F3 = PjA 3 ! i i Next step is to determine the anchorage connection capacity to resist the bolt -l tensile load capacity (P,) calculated above. j f - I Step 8 Top plate l The top plate transfers the anchor bolt load to the vertical stiffeners and the tank wall (see Figure 4.2). The maximum bending stress in the top plate is given- l by: j , (0.375p - 0. 22 d) Py I c; , The top plate is adequate if a < f,. If this condition is not met, calculate ! the load reduction factor f f calculate reduced allowable,/o. This reduction bolt stress factor is applied to F, to (F,) as follows. 3 . 1 F, = F3 (f,/o) ! The reduced bolt stress allowable should be used to calculate the tank ! overturning moment capacity. l i t I i
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16 i Steo 9 Tank shell stress ; i The anchor bolt loads are transferred to the tank shell as a combination of ! direct vertical load and bending moment. The maximum bending stress in the' tank i i shell is: i t y ,Pe{ u 1.32 2 0.031) i t,2 1.43 a h2 + (4 a h2) o.333 gG : R c* ! i where: ,
*'O ty = bottom thickness !
2= , 0.177 at 3(C3)2 + 1.0 ; 1 y/R c, t, I The tank shell is adequate if a < 1',. If this condition is not met, calculate the load reduction factor fy /o. This reduction factor is applied to F3 to calculate reduced allowable bolt stress (F,) as follows: , r F, = F3 (f,/o) l The reduced bolt stress allowable should be used to calculate the tank overturning moment capacity. . t l Step 10 Vertical stiffener plates Vertical stiffener plates are considered adequate for shear stress, buckling, and ! compressive stress if the followirg three guidelines are satisfied: l l 93 i
] fy I
\ 1000 i
^
- j > 0. 04 (h - c) and j> 0. 5 inch j l
P" - - < 21,000 psi i 2k] l I l - i 3
17 i I l where the dimensions k and j are defined in Figure B-1. l
-I Step 11 Chair-to-tank wall weld j The load per linear inch of weld is given by: r i
1 e 30,600c,
. ( g y" .p"\ ( a + 2h ) 2 a.h + 0.667 h2)2 fg ,
where allowable weld strengtt is 30,600 psi. j i i Step 12 Fluid pressure for elephant foot buckling .[ l-The fluid pressure coefficient for elephant foot Duckling (P,') is determined by . entering figure 7-7 with Saf from Step 4 and H/R from Step 2. Then the fluid { pressure at the base of the tank (P,) is given by: j , e P, = P, ' y, R psi l Figure 7-7 is attached in Appendix B (figure number is retained from Reference 5 , for convenience). l l< Sten 13 Elephant-foot buckling stress capacity factor , ^ lj Determine elephant-foot buckling stress capacity factor using the following formula: l. 0 . 6 E, P,R 1 j [ -81*0v/36, 0 0 0 f y 2) g _ o". (R/t,) o pt, 1,12.S,1 5 S 3 +1 j
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where: ) i S = R/(400 t,) 3 P, = eleptiant-foot buckling stress capacity factor from Step 12.- . 1 E, = elastic modulus of elasticity of tank shell material from Step 1 (psi),
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r R = nominal radius of tank from Step 1 (in.) { t t, = minimum thickness of tank shell in the lowest 10% of the shell l height (H') from Step 1 (in.) l t Step 14 Fluid pressure for diamond-shape buckling , The fluid pressure coefficient for diamond-shape buckling (P,') is determined by , entering Figure 7-9 with Sa, from Step 4 and H/R from Step 2. Then the fluid ' pressure at the base of the tank (P,) is given by: ! Pe = P, ' y , R psi figure 7-9 is attached in Appendix B (figure number is retained from Reference' 5 ; for convenience). l i Sten 15 Diamond-shape buckling stress capacity factor ; i Determine diamond-shape buckling stress capacity factor using the following j formula. c i - O pg
' (0.6Y *bT ) R, t, i
I where: y = 1 - 0.73(1 - e '* ) l i 1 R ! 4 16 \ c, ! l t E, = elastic modulus of elasticity of tank .shell material from Step 1 j (psi), -l R = nominal radius of tank from Step 1 (in.) ] t, = minimum thickness of tank shell in the lowest 10% of the shell j height (H') from Step 1 (in.) I j Ay = increase factor for internal pressure from Figure 7-11.
19 i Figure 7-11 is attached in Appendix B (figure number is retained from Reference 5 for convenience), i i s . Step 16 Allowable buckling stress
. Allowable buckling stress (oc ) is calculated as 72% of the lower value of o,, or U pd a = 0.72 [ min.(op ,, o,3)] psi 4 Step 17 Overturning moment capacity is determined i The frombase Figure overturning 7-12 with c' moment from Step coefficient 2, oc (psi) forfrom ductile Step failure 16, F(M'c(,)i) 3 ps being -the smaller of F3 from Step 7 or F, from either Step 8 or Step 9, h (in.) from Step- e i
1, and h3 (in.) f rom Step 1. Compute May: ; 2 . Ma , = (M *y,) (2F,) (R t )(hlh )s e t i Step 18 , h Compare the overturning moment capacity of the tank (M u ,) from Step 17 with the I overturning moment (M) from Step 6. .The tank is considered adequate if ) M,2M a i l 4 , Sten 19 Base shear load capacity I Compute the base shear load capacity as follows: !
-i 03 , = 0.55 (1 - 0.21 Sa ) W - f Using Sa (g) from Step 4 and W (lbf ) from Step 2.
f
't Step 20 from Step 19 with the l Compare base shearthe loadbase shearStep (Q) from load7.capacity The tank of is theconsidere tank (Qoy) d adequate if .
Quo
- Q b
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i l i f Step 21 Slosh height j The slosh height is given by the following equation: ; i h, = 0.837 R Sa, q where Sa, is the spectral acceleration -(1/2% damping) of the ground at the ! sloshing mode (F,), which is calculated as follows: i r h
'E F* =2n 1-g8 tanh (1. 84 E) Hr I R R l where. ;
I G = acceleration of gravity (=386.4 in/sec') j l Step 22 Available freeboard , Compare the available freeboard (h ) from Step 1 within the slosh height (h,) f i calculated in Step 21. The tank is adequate if: ; 9 h, a h, ; i Roof Qualification for Sloshinq ; Since the guideline of Step 22 above was not satisfied, the hydraulic forces
- acting on the roof due to sloshing were. calculated as follows
- j i
. Conservatively, calculate the sloshing water volume as the entire volume j under the roof and above the cylindrical shell-. The sloshing water mass j is then calculated by multiplying by the density of water.
. Calculate the total sloshing load on.the riaf as the square root of the i
-sum of the squares of the horizontal and vertical sloshing. loads l calculated as follows: ;
Resultant horizontal load = sloshing mass x DBE horizontal acceleration, , Vertical load = sloshing mass x DBE vertical acceleration.. : > i
. Calculate 'the membrane stress in the roof, and the roof-to-cylindrical )
shell weld stress based on the resultant sloshing load calculated above. 1 Compare calculated stresses in the roof and the weld throat with the
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. corresponding allowables. I
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i 21 I t t Details of the analyses performed per Steps 1 through 22 above can be found in : Appendix A of SCE Calculation No. M-DSC-280. The appendix also includes the . qualification of the tank shell per ASME Code, Section 111, subsection.ND-3800. , t i Appendix B of this report includes some of the tables and figures used in the - analysis from Reference 5. , 5.1.2 ASME Code Case N-284 The GIP methodology described in Section 5.1.1 is based on calculating the overturning moment and base shear at the bottom of the tank, where both I quantities reach their maximum values. The methodology of Reference 27 was used to calculate the moment and shear loads at various levels of the tank. These~ ; moment and shear loads were used to qualify the tank shell per ASME Code Case N- ! 284 at the following levels: l t
. Level A: at the bottom of the tank.
. Level B: at the top of the first tier (see Figure 4.1). !
. Level C: ac the top of the second tier (see Figure 4.1). f i
i i ' ASME Code Case N-284 provides an alternative methodology for determining the allowable compressive stress'in the tank shell. This methodology is defined for both unstiffened and stringer stiffened cylindrical shell. ; I r l l l f
+
g- g .e.+,. , , .,, , - ~- e
i i 22 f 5.2 Angular Distribution of Shear Load in the Anchor Bolts j s i To determine the maximum shear stress in the tank anchor bolts, a sinusoidal )~ r force distribution was assumed. Finite element analysis was performed to 4 a
.a,4fy this assumption. A tank model was generated using the finite element program ANSYS. The model is made up of AUSYS element type STIF63, which is an elastic quadrilateral shell element (Reference 3). This element type has six l degrees of freedom at each corner node: translations in the x, y and z ;
- directions, and rotations about the x, y and z axes. The element has stress stiffening and large deflection capabilities. It is a' iso capable of modeling , plates on elastic foundations. This feature was utilized to model the bottom- j plates. i Figure 5.1 shows a computer plot of the finite element model used in the
, analysis. The model dimensions and material properties are based on the tank ;
l data summarized in Section 4. Figure 5.1 also shows the locations of the l anchor bolts. 1 Two models, with different loading conditions, were used: ,
- 1. In the first model, the horizontal seismic load is represented by a concentrated horizontal unit force, of 10 lb, applied near the top of the 6 '
i shell in the x-direction, as shonn by Figure 5.2a. I 2. In the second model, the horizontal seismic load is represented by a ! distributed horizontal load, as shown by figure 5.2b. A force of 1000 lb, ; acting in the x-direction, was applied at each node of the tank shell above the bottom. ; a The unit loads, 106 lb in the first model and nodal forces of 1000 lb in the second model, were used to determine only the relative bolt load distribution as j a function of bolt position. These models were not used to calculate the actual l bolt loads, since the purpose was to verify the sinusoidal bolt load distribution assumption only. In both models, all displacement components were constrained at 1 the anchor bolt locations. l a ! i Results of the analysis were obtained in the form of horizontal (shear) reaction ; forces, and vertical (pull) reaction forces at all anchor bolt locations. These ; forces were normalized and plotted versus the angle (0) measured from the ; positive x-directions, as shown by Figure 5.1. 2 i Figures 5.3 and 5.4 show the normalized shear f orce in anchor bolts, for both , models, plotted versus the angle (0). Both figures also show a plot of a true l sinusoidal distribution. Results shown in these two figures clearly indicate the ! validity of the sinusoidal distribution assumption, i l
l 23 l i i 1 l i AZ f i i i i i
\ '
'/
p - w /,- -x F -
?[s
',*>/ U , ,' , <
, - , O's. ~N
/ / .
~s.
4 N, \ , N /
', x
')
's )
\ 7)
\ \
tx , s U, = 18 0 o a
-\ (-
\- i e :: o
- y,K : .
9 r x
'l i . 1
; , i . V. -
i , 1 j
*t ,
, ,i
* ( Anckor Gocat ions bib Figure 5.1 Finite Element Model of the PPMS Tank
24
- ~
-. /Ic c c/co o Ib g . =Eh a =
Figure 5.2a Concentrated Force Near the Top of the Tank
- ~
r r
;; ~. ,- . - = +
++
r F~,1,000 lb r - ~e ~e- + , c
- p+ .-o- n s/ ./ 7A , <a /, /
Figure 5.2b Distributed Force Acting on the Tank Shell
. ! , f ' , t u1 rU
)
d e, w Cv D. Sw a Qbml. --
\
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~ I 8 e s-1 c
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- - - O >
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- - - ~ 0 e
z
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- ~
_ w - - - a .- r m +
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- - i 0 e
r u i g F 9 - 8 1 f S 4 3 2 1 0 g 0 0 0 O O 0 0 0 0 .
~
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Ok a4wIW eNe "td JggT - 7+ea mo?m* .
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)
e I c _
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- 0 4
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)
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- l h
e _
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- - - - 0>
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- ^
- - e 0 z 4 i l
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- - - o _
_ 0 N 2 . _ - - - ( 4
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r u i F g g g g 9 0 8 0 1 0 D t a 5 0 4 0 3 o 2 0 1 0 0 _ s Ok a4 stW "sOe ,"t i 8 eO2 - 2 '). ilI, , l-
_-. . .- -_ - - . . - - . _ . . . - - . - . . . . . - . =. 27 i t 1 5.3 Effect of Relocation of Some Anchor Bolts The nominal bolt circle diameter for the new bolts is 40'-8", which corresponds l to eccentricity (e) of 3.6875" (see Figure B-1). However, to avoid interference j with the rebars embedded in the concrete foundation, some of the new anchor bolts ; may have to be moved radially outward. The effect of increasing the eccentricity ! of the anchor bolts is evaluated in this subsection. This evaluation is based on the methodology of the design report (summarized in Section 5.1 of this report). , This methodology consists of several analysis steps, and only those steps ; impacted by the increased eccentricity are to be re-analyzed, namely: j 1
- 1. Tank Shell Stress j Step 9, Section 9 of Section 5.1 is impacted. The allowable tensile bolt i
- stress to compute the overturning moment (F7 ) is calculated based on the ,
re-calculated tank shell stress. The new tank shell stress is obtained I l using the equations given in Section 5.1 with the modified eccentricity of l ) 5" representing the relocated bolts. j i
?
I
- 2. Vertical Stiffener Plate l i
4 j Step 10, Section 9 of Section 5.1 is impacted. The adequacy of the l stiffener plates is evaluated using plate size (k) from the modified j i anchor bolt assembly. j 1 i a ; i ! j 3. Chair-to-Tank Weld ( Step 11, Section 9 of Section 5.1 is impacted. Modified weld stress (W, l , lb/in) is calculated based on the eccentricity of the relocated anchor 1
- bolts, and compared with the allowable specified by Reference 2. ;
" t i i 4. Buckling Bending Moment Capacity l 1 Step 17, Section 9 of Section 5.1 is impacted. A modified value of the t bending moment capacity (Mm) is calculated based on the re-calculated {
- value of F,. t i
i I j Mathematical formulas used in the above steps are summarized in Section 5.1 of l J this report. More detailed analysis can be found in the tank design report l 3 (Appendix A of SCE Calculation No. M-DSC-280), or Reference 2. 1 1
28 l i Finally, methodology of Reference 7 (and Reference 8) was used to evaluate the : < added bottom ring. This ring, which is not included in the design report, is ! added for better constructibility of the modified anchor bolt chairs. The ! methodology of these two references can be summarized as follows: l l
- 1. Tearout Failure j
; A tearout stress check is performed to calculate the shear stress on the !
area shown in Figure 5.5a. The allowable shear stress is conservatively l 4 taken equal to 13 ksi per Reference 2 (Subsection ND-3852.6). ; I
- 2. Pure Tension RuDture l This failure mode is illustrated in Figure 5.5b. The tensile stress in !
the plate should not exceed the allowable stress (S=12.6 ksi per Reference : 2). The use of this allowable is conservative since it is being used to l evaluate Level D loading. [ l 3. Failure by Crushing , I This failure mode is illustrated in Figure 5.5c. The stress acting on l 1 the projected area should not exceed the yield stress (f,). i a p I 5.4 Nozzle Stiffness Evaluation j 4 The nozzle stiffness values are approximated using the methodology and formulas l in WRC Bulletin 297 (Reference 14). j i l Due to the narrow range of parameters given in the bulletin, interpolations and l 4 estimations were used as appropriate. The magnitude of nozzle stiffness obtained 'l
- by this process gives a realistic translational and rotational end reactions at j the nozzle-shell connections, and therefore provides a reasonable basis for i piping design analysis.
i 5.5 Local Stress Check } i
- The local stresses were calculated using computer program ME101LS (Reference 12). l
- The maximum local stress intensities calculated are combined with the pressure l and seismic stresses of the tank. The combined stresses are then compared ! against the ASME code allowables (Reference 2). It should be noted that the j stresses due to the dead weight of the tank shell have been ignored in the local j stress calculation since they are much smaller than all the other stress j
- components. j 4
DBE primary moment loads at the tank shell are used to evaluate primary stresses j under design conditions and will give conservative results.
- \
l 1 I 1
.. _. . _ - - _ _ . . _ , _ - , , , , - _.w
29 i r/
. 5l16 jyg" --
(, "T d_" -7]{" d b o li ., _\ , _ l \ ,, \ _)/ rn e l 2 75' y4 bo k ~ * ,~ cark _. l , we ll we ll I l Cu _= l 9
'l
+ ik" g - 2 '/, .'. ;
jf - -
- b. :bm
^ -N ric b _
]
Figure 5.6a Tearout Failure Figure 5.6b Tensile Failure 4 5lI6 -
" 415%y i
fo e.k - N ' ~ M S** f We II U
^$
V - N
+ 2 '/g -
L~ -~J Figure 5.6c Failure by Crushing Figure 5.6 Bottom Ring Failure Modes
30 j 5.6 Out-of-Roundness Reauirements Per reference 2, Subsection ND-4224, the tank must meet the out-of-roundness requirement outlined in that subsection. This out-of-roundness requirement is , checked as follows. I i 1. Sten 1 i > Calculate D,,/100, where D,, is the average diameter of the tank in , inches. ]
- 2. Step 2 l Based on field measurements, calculate the maximum diametral out-of- ;
roundness for each tank. : 1 SONGS Unit-2 PPMS tank will meet the Code requirements if the. maximum measured l out-of-roundness is less than the amount calculated in step 1 above. The tank. l was tested for out-of-roundness at elevations: 7' above the bottom, and 6' below. ! the roof-to-shell weld. l 5.7 Statistical Analysis of Examination Data and > a Fracture Mechanics Evaluation Examination of existing radiographic examination results revealed that many tank _j - shell welds did not meet the requirements of ASME Code, Section III, Subsection i ND-5000. Excessive weld reinforcement, excessive undercuts, and slag inclusions ; i in some welds were observed. In order to address the weld quality issue, a ; j statistical approach, combined with a fracture mechanics evaluation was adopted j by SCE to demonstrate acceptability of the tank shell welds with high , j reliability. This approach consists mainly of. ; e >
. Statistical analysis based on re-examination of the tank by spot
- radiography. A large number of spots was specified to ensure an adequate-
- statistical base to provide at least a 95% confidence level that 95% of the :
! defects do not exceed a given size. l Fracture mechanics evaluation using a bounding defect size to demonstrate , that a considerable factor of safety exists. A more detailed description of these analyses is given below. j i S a i ?-
-. . . ._. . - - ._ . - ~ -
31 ; 1 l 1 4
- i J 5.7.1 Statistical Analysis of Radiographic Examination Data i
i j The purpose of the statistical analysis is to calculate the 95ttl percentile i bounding defect length with at least a 95% probability that any flaw size is bounded by the calculated bounding flaw length with 9E confidence level. Sixty radiographic examination spots, covering the tank from the bottom tier up to the ! l top tier, were specified to provide the required sample population for ; statistical analysis. Figure 5.7 shows the spots selected for radiographic examination. They include vertical seams, horizontal seams and intersections, ; and covers all the welders involved in the tank construction. Examination of i the spot radiography results showed 283 welding flaws ranging in size from 1/32" ] to 4 7/8"; these results are plotted in Figure 5.8. A complete listing of all l 283 flaws can be found in Appendix C of this report. The flaw population size ! i has a mean value of 0.364", and standard deviation of 0.547". i The next step of the statistical analysis is to apply the theory of order j statistics for non-parametric testing as follows (References 30 and 31): ;
. Establish the minimum sample size for 95% confidence that 95% of the population is bounded by a given defect length. Based of the methodology of kl Reference 30, this population size is 93, which is much less than the
- available 283 population size produced by tank examination. ,
j . Arrange the flaw population in ascending order based on size: . l a sa 53 1
. .5 a, s . . . s a, l where a is the size of the it_h flaw (i=1, . . . ,n & n=283 is the total number s
} of samples). The value of as represents the desired bounding flaw size. l 4 1 ) . According to Reference (2), the order (s) of the upper bound flaw size which j has a 95% confidence that it bounds 95% of the population is given by: l l l s = np + wjnp(1-p) 1 3 where: , i p is the specified probability = 0.95, j w, is the one-tailed 95Lb percentile of the Gaussian distribution = 1.645. ; S $ The value of the order (s) was calculated at 275, and the corresponding flaw , l size is 1.625". Therefore, it is concluded that 95% of the flaws are bounded by the value 1.625" with 95% confidence level, j i i Conservatively, a 5" flaw size, exceeding both the bounding defect size shown 1 above and the maximum flaw size detected by examination, was used as basis for i the subsequent fracture mechanics evaluation described in Section 5.7.2 of this - report. Details of the analysis can be found in Appendix E of SCE Calculation l No. M-DSC-280. i f 4 m - , ., r --,:~. . . ~ . . . . . . - - _ . - - .
TANK T-056 RADIOGRAPHY MAP co
'o r t
} R0W 4 r
n T n +{. g-t[ 40-l 1o r so-t l. 20"+ p g 20-t
"(
7 vem. s Joints { } [' lag r 'em
' ' o Homz, N G 9[-
^==
6 P y ,nz 40 2am 'em R0W3 uH - 7 ti 7 vent. A T t d t (' ' .. 7 A31NT5 l 7 s + td- 'E
,, g as 26 r
ENIM 20r
# 10 1
.M 304#
EE i 4 3 HOIMZ' o, ,
, r e R0W2 NO 5 ;
t ? 7 VERT h' +
- k&
- s4- + 66o +
-EED-EliB
** +4 3 '$0 I 4a - 4r R0W I p
F e 7vem. e 4I l 4ly '
+L- 4[ 4[p O JOINTS 4s- 40- 2s-ss* 45- 2d" so; 7Homz.
2 a 4 s 6 7 1 2 ! BASE figure 5.7 Radiographic Examination Map M
FIGURE E.2 PROBABluTY DISTRIBUTION 0.3 i , 025
-02 .
0.15 i 0.1 I k 0.05 3 0 . . .
^^^
. A. ^
^
^
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 R.AW LENGTH, INCHES g figure 5.7 Weld Defect Size Population Distribution . .- .. . . _ . . . _ . _ . _ . . . _ - . . . - - . . . _ . . . - , _ _ _ . . . , . . . - . _ . , . , . _ _ . . . _ ~ . - - . . , . . . , , . , . . . . . . , _ _ _ . . . , _ , _ . . , . - . . . . . . . _ _ . . . - . _ _ . . . _ . _ - . , . . . . _ . . . , _ . _ . . . . . , . .
34 i
.i i
i h 5.7.2 Fracture Mechanics Evaluation , i Based on the results of the . radiographic examination, and the statistical , analysis of the examination data, a fracture mechanics evaluation of the tank i welding defects was performed. The fracture mechanics analysis can be described briefly as follows:
. Calculation of the stress components in the tank: l 5
(a) meridional stress in the tank is calculated using the overturning -[ moment from the tank design results (see Section 5.1). The i corresponding stress (o) is -then calculated using the simplified familiar formula: , i i where: ! M = the overturning moment, ; r = tank radius (240"), 1 = moment of inertia of the tank cross section. , t (b) hoop stress in the tank is calculated using the three-dimensional ; finite element model shown in Figure 5.1. Additional hydrostatic l pressure, to account for water sloshing during a DBE event, was ! included. Hoop stress distribution is shown in Figure 5.9; it can l - be seen that the maximum hoop stress occurs near the bottom of the j second tier - a short distance above the reinforcing ring at the top # of the tank shell stiffeners.
- i 1
. Conservatively, a crack size exceeding the worst crack defect from examination results was postulated in the axial direction in the highest :
stress region of the tank so that it is subjected to the maximum crack j opening stress. Figure 5.10 shcws the geometry cf the postulated crack in ; the tank shell. The crack depth is conservatively taken as: ! , - half the wall thickness of the tank shell wall in the first i fracture mechanics model, and ;
- through-wall craci in the second model (tank examination revealed !
no tnrough-wall cracks). ihe postulated cracks described above bound all defects reported in the i examination results. l a I t 4
< . : Ii g _
' 6 1 l l
e - h S k - n a T e h . t :
' 0 1 n i -
n
)
o i i t s u k ( b i r - s t s s . e i r D t = 5 S s s e r -- t S .. p ~
" " " ~
6 6 o 4 1 o . 1 / I l -
/ 1 / -
3 5 9
+ o 6 4
~ 0 5
e
%;- s
,: i t
Jh/Ve r -
- u .
g i ,. f - I
- - - - 5 0
0 0, 0 0 0 0 0 0 O- . 0 5 4 3 2 1
,5.w s3%n I$ c.E".I e -
36- . i t . ip , _-.,i ; i l i r "r- l
\
\ !
_ ehell wall
._ /'- t crack s____-- f h
N 1 s
\1 i
m_yt__ ; t/2 ' ___3J l l l Figure 5.10 Postulated Crack Geometry , i For such crack, the stress intensity'(K) is given by (Reference 29): : i K- Gp where: G, = Free surface correction factor as a function of flaw aspect ; ratio- ' o = Maximum hoop stess (ksi) in the-tank. It includes the effect of water sloshing, and local stress due to geometrical discontinuities. This stress was calculated using the finite I element method. a - Crack depth (taken as half the shell thickness). i l L F = l i
37 i Q = Flaw shape parameter given by: ; Q = 1 - [G; o/oys] 2/6 where o,s is the material yield strength. t
. A second fracture mechanics analysis was also performed assuming a 5" long [
through-wall crack, and the stress intensity factor was calculated using the l computer program PcCRACK, which is a verified PC-based fracture mechanics I evaluation program. Analysis in this case is based on Linear Elastic ! Fracture Mechanics (LEFM) using standard formulas for through-wall cracks. [
. Calculate the critical stress intensity factor (K g) using the following ;
f ormul a: t K;c -lJ,c5 ; I where: J .c
~
= critical J-integral value for the tank shell material ;
T (SA 240 - 304), E = Young's modulus of the tank shell material . j e r
. Calculate the factor of safety (FS): ;
p S,Kc r g-4 l l l l
38 i
- 6. REFERENCES i
)
- 1. Field Change Notice (FCN) numbers F-7520 M, F-7521 M, and F-7522 M. These :
FCN's document the tank modification details. I 2, ASME Boiler and Pressure Vessel Code, Section 111, Division 1, 1989, no addenda. .
- 3. ANSYS User's Manual, Revision 4.4, Swanson Analysis Systems Inc., May 1, i 1989. l Calculation number C-258-9.10, Revision 0," Primary Plant Make-Up Storage Tank
~
4. Evaluation." >
- 5. " Generic Implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment," Revision 8, Corrected 2/14/1992, SQUG. j
- 6. ASME Boiler and Pressure Vessel Code, Section 11, Division 1, 1989, l Material Specifications (Ferrous)..
l
- 7. Shigley, Joseph E.," Mechanical Engineering Design," Third Edition,1977, ;
McGraw-Hill Book Company. j
- 8. " Standard Handbook of Machine Design," Editors Shigley, J. E., and Mischke, !
C. R.,1986, McGraw-Hill Book Company. (
- 9. Manual of Steel Construction, Eighth Edition, American Institute of Steel Construction, Inc., 1980. j
- 10. " Design of Welded Structures," Omer W. Blodgett, The James F. Lincoln Arc }
Welding Foundation, Cleveland, Ohio, March 1982. f 1
- 11. Design Bases Document 5023-TR-EQ, Revision 0," Environmental Qualification !
Topical Report." l
- 12. Computer program ME101LS version M10.
- 13. Design of Piping Systems, MW Kellogg, Revised 2nd Edition.
- 14. Welding Research Council Bulletin 297 September 1987. i i
- 15. MW Kellogg Company, Design of Piping Systems, Revised 2nd Edition
- 16. Calculation number M-1203-476-2A, Revision 0.
- 17. Calculation number M-1203-478-2A, Revision 0. )
l
- 18. Calculation number S-1415-22, Revis.on 0. )
39 !
- 6. REFERENCES - cont.
- 19. Calculation number 844, Revision 0. :
- 20. Calculation number S-1415-06, Revision 0.
- 21. Calculation number 5-1415-37, Revision 0. *
- 22. Calculation number S-1415-56, Revision 0. ,
- 23. Piping Material Specifications 90004 Rev. 53
- 24. Drawing number 5023-407-3-61-2, 40' dia. x 34' high Primary Plant Make-Up i Storage Tank Shell Plate layout. t
- 25. Drawing number 5023-407-3-62-3, 40' dia. x 34' high Primary Plant Make-Up Storage Tank Roof and Bottom Layout. !
- 26. Construction Work Order number 92092078000, Out-of-Roundness Test Results.
- 27. Haroun, M. A.," Vibration Studies and Tests of Liquid Storage Tanks," [
Earthquake Engineering and Structural Dynamics, Vol.11, pp 179-206,1983. ; 1
- 28. ASME Code Case N-284," Metal Containment Shell Buckling Design Methods,"
Reaffirmed July 10, 1989. 29, ASME Section XI working group on flaw evaluation, replacement of stress intensity factor calculation of Article A-3000 of Appendix A, Section X1 with stress analysis of cracks handbook by Tada and Paris, Second Edition. i
- 30. Hesson, G. M., Cliff, W. C., and Stevens, D. L.,"A Mathematical Model for .
Assessing the Uncertainties of instrumentation Measurements for Power and Flow of PWR Reactors," NUREG/CR-3659, PNL-4973, 1985.
- 31. Conover, W. J., " Practical Nonparametric Statistics," John Wiley & Sons, Inc. ,
t l I i I 1 i 1
40 1
- 7. NOMENCLATURE A = Area, in 2 C1 = Maximum length of nozzle in circumferential direction, inch C2 . = Maximum length of nozzle in longitudinal direction, inch d = Outside diameter of nozzle, in.
D, = Inside diameter, inch. . D, = Outside diameter, inch. . DBE Design Basis Earthquake .f e = Bolt eccentricity, in . E = Modulus of elasticity, psi ; F = Force, lb . F3 = Allowable bolt stress, psi F, = Allowable bolt stress after applying a reduction factor, psi fy = Yield stress, psi h = Height, in ., j = Distance between stiffener plates, in ; k = Stiffener plate width, in : L = Height of tank, in. M = Overturning moment, in-lb MA = Resultant moment at the tank shell due to primary loads, f t-lbs ) MB = Resultant moment at the tank shell due to primary + secondary loads, f t-lbs Mca , = Overturning moment capacity, in-lb MC = Circumferential, moment, in-lbs r ML = Longitudinal moment, in-lbs MT = Torsional moment, in-lbs OBE Operating Base Earthquake l l l
._- . . .~. -_ . . . ..
-41 b
i t
- 7. NOMENCLATURE - cont.
P = Radial load, lbs i R = Radius, inch l i S = Allowable stress, psi ; i SHA Shape of nozzle (CIR = circular) t = Thickness, inch VC = Circumferential load, lbs VD = Mean diameter of tank, inch f i VL = Longitudinal load, lbs j VT = Tank wall thickness, inch , w = Radial deflection due to P, inch v = Poisson's ratio I o = Stress, psi j 0 = Angle, degrees 0 = Rotation at centerline of nozzle, radians E t = Shear stress, psi i [ f l l
A ~ _ > - y i b
'l 1
1 4 h r i e r APPENDIX A PPMS TANK DESIGN MODIFICATION DRAWINGS I I E I e i 4
v D2 24' MANAAY E2 m , s #-
; A y D N l!NTERFERENCE U/ TANK
{ t/PEIV0RCiNO FAD ' N N [11' T-056 - 4Y (REF) h k
, I
- \ h
/
/ - 34
~ 34 \to- % Vi2 3-Ah[
- 9 PCTE:
FOR tCZZLE DETAILS 3-J Q ,. SEE DRAWINCS-10' A2 5023-407-3-63
, DETAIL 3L TAN pLg \[BAb A2 E2 5023-407-3--63
- g. DETAIL 3J ,
C2 5023-407-3-63 DETAIL 3K C2
@20' D2 DETAIL 6 J 243' RA; E2 LETAIL 7 V 244" RA; A
ORIENTATION A_ _ % , A M a ci d ic .t .., D e b ls
;i
[ e m r.- set
, 17 c l
~
AuLr bcik cl: 'r. j *&?**
, A R
bJ o221e lece, w, c , f Q, 'r~" t (""" k j' ' ' ,m.,,.. t 7 s, , . m..,/ mn 3- '
- si .c+e\
mn g -
, Opper c Im >. ~r nrj I
, , . cc f c u .,... c.
l j- ,v v A LA,evi- - - e v , , , . e u.,r- c
@ L i
DETAIL 7
^
~y '
su a
, aan =ti.
I PAE C
~
\ R s a-c - c. mx na. ,
ELEVATION n'fi.? [ i rind nm: v4 -W "" '
- 1. FIELD MAY RELDCATE CROU*CING FAD As REw Rto.
DETAIL 2
- 2. PROPER FREtAJTION SHO'JLD 5E LOCATE EX SPLICE AS Rfx10 AT MID POIN:
TAKEN 10 FR0iECT CONCFETE. sEirttu Aamtst soon salts on s #:e
% g,
g -+ 7 - , u.n p( tC4 tPt . 4 $PT C tt P.0. ar,. 6-1 it a 2 Pf a t h*N% *3 30*-#' LS. Et#Iuq 3* 30tu tuost ta-479-3A' toegos eras Lfs ihn 70 20'-0* 158 g, ,, S -L 4 h* f LE 5 CESL 5 9K FLIECELL E 2'u6
- GO t4 % [/t2 '~'O
_ s
-- u
.f g fy
.s a" '2
(;PPER Rpc n . f *-
~ita*i*'=,$*/=w-**
cur us =. a
'mi.u.s . v i r .s.en,n Not"6t= $~ m - -
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A L - +. - _ _ 46 i i i I APPENDIX B - i
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REFERENCE MATERIAL FOR GIP ANALYSIS t r r I e i o e L i i 1. I P l i
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Table 7-3 FLUID-STRUCTURE IMPULSIVE HODE FREQUENCIES (F , Hz) FORVERTICALCARBONSTEELTANKSCONTAININGdATER (Source: Reference 26, Table 2.2) TANK RADIUS (R. in.) , H/R ( 48 60 ll.Q_ 180_ 240 300 360 420 1.0 0.001 46.7 23.3 15.6 11.7 9.3 7.8 6.7 1.0 0.002 65.2 32.6 21.7 16.3 13.0 10.9 9.3 1.0 0.003 79.3 39.7 26.4 19.8 15.9 13.2 11.3 1.0 0.004 91.2 45.6 30.4 22.8 18.2 15.2 13.0 1.0 0.005 101.6 50.8 33.9 25.4 20.3 16.9 14.5 , 1.0 0.007 119.5 59.7 39.8 29.9 23.9 19.9 17.1 1.0 0.010 142.0 71.0 47.3 35.5 28.4 23.7 20.3 1.5 0.001 32.2 16.1 10.7 8.0 6.4 5.4 4.6-1.5 0.002 45.1 22.6 15.0 11.3 9.0 7.5 6.4 1.5 0.003 55.0 27.5 18.3 13.7 11.0 9.2 7.9 1.5 0.004 63.3 31.6 21.1 15.8 12.7 10.5 9.0 1 1.5 0.005 70.6 35.3 23.5 17.6 14.1 11.8 10.1 1.5 0.007 83.2 41.6 27.7 20.8 16.6 13.9 11.9 1.5 0.010 99.0 49.5 33.0 24.7 19.8 16.5 14.1 2.0 0.001 23.6 11.8 7.9 5.9 4.7 3.9 3.4 2.0 0.002 33.0 16.5 11.0 8.2 6.6 5.5 4.7 2.0 0.003 40.1 20.1 13.4 10.0 8.0 6.7 5.7 2.0 0.004 46.1 23.1 15.4 11.5 9.2 7.7 6.6 2.0 0.005 51.4 25.7 17.1 12.8 10.3 8.6 7.3 2.0 0.007 60.5 30.2 20.2 15.1 12.1 10.1 8.6 2.0 0.010 71.8 35.9 23.9 18.0 14.4 12.0 10.3 2.5 0.001 17.8 8.9 5.9 4.5 3.6 3.0 2.5 2.5 0.002 25.0 12.5 8.3 6.2 5.0 4.2 3.6 2.5 a 0.003 30.4 15.2 10.1 7.6 6.1 5.1 4.3 > 2.5 0.004 35.0 17.5 11.7 8.7 7.0 5.8 5.0 2.5 0.005 39.0 19.5 13.0 9.7 7.8 6.5 5.6 2.5 0.007 45.9 23.0 15.3 11.5 9.2 ~ 7.7 6.6 ! 2.5 0.010 54.6 27.3 18.2 13.7 0.9 9.1 7.8 3.0 0.001 13.9 7.0 4.6 3.5 2.8 2.3 2.0 3.0 0.002 19.5 9.7 6.5 5.9 3.9 3.2 2.8 3.0 0.003 23.7 11.8 7.9 4.9 4.7 3.9 3.4 3.0 0.004 27.2 13.6 9.1 6.8 5.4 4.5 3.9 3.0 0.005 30.3 15.1 10.1 7.6 6.1 5.0 4.3 3.0 0.007 35.6 17.8 11.9 8.9 7.1 5.9 5.1 3.0 0.010 42.2 21.1 14.1 10.6 8.4 7.0 6.0
Table 7-3 (Continued) FLUID-STRUCTURE IMPUL5IVE MODE FREQUENCIES (F , Hz) ' FORYERTICALCARBONSTEELTANKSCONTAININGdATER
.(Source: Reference 26, Table 2.2)
TANK RADIUS (R. in. ) H/R (LB 60 120 180 240 300 lf.Q 420 3.5 0.001 11.2 5.6 3.7 2.8 2.2 1.9 1.6 3.5 0.002 15.5 7.8 5.2 3.9 3.1 2.6 2.2 3.5 0.003 18.8 9.4 6.3 4.7 3.8 3.1 2.7 3.5 0.004 21.6 10.8 7.2 5.4 4.3 3.6 3.1 3.5 0.005 24.0 12.0 8.0 6.0 4.8 4.0 3.4 3.5 0.007 28.2 14.1 9.4 7.0 5.6 4.7 4.0 3.5 0.010 33.4 16.7 11.1 8.3 6.7 5.6 4.8 4.0 0.001 9.1 4.6 3.0 2.3 1.8 1.5 ' l .3 4.0 0.002 12.6 6.3 4.2 3.2 2.5 2.1 1.8 4.0 0.003 15.2 7.6 5.1 3.8 3.0 2.5 2.2 4.0 0.004 17.4 8.7 5.8 4.4 3.5 2.9 2.5 4.0 0.005 19.3 9.7 6.4 4.8 3.9 3.2 2.8 4.0 0.007 22.6 11.3 7.5 5.7 4.5 3.8 3.2 4.0 0.010 26.7 13.4 8.9 6.7 5.3 4.5 3.8 4.5 0.001 7.5 3.8 2.5 1.9 1.5 1.3 1.1 4.5 0.002 10.3 5.2 3.4 2.6 2.1 1.7 1.5 4.5 0.003 12.4 6.2 4.1 3.1 2.5 2.1 1.8 4.5 0.004 14.2 7.1 4.7 3.5 2.8 2.4 2.0 4.5 0.005 15.7 7.9 5.2 3.9 3.1 2.6 2.2 4.5 0.007 18.3 9.2 6.1 4.6 3.7 3.1 2.6 4.5 0.010 21.6 10.8 7.2 5.4 4.3 3.6 3.1 5.0 0.001 6.2 3.1 2.1 1.6 1.2 1.0 0.9 5.0 _,0.002
. 8.5 4.2 2.8 2.1 1.7 1.4 1.2 5.0 '0.003 10.2 5.1 3.4 2.5 2.0 1.7 1.5 5.0 0.004 11.6 5.8 3.9 2.9 2.3 1.9 1.7 5.0 0.005 12.8 6.4 4.3 3.2 2.6 2.1 1.8 5.0 0.007 14.9 7.4 5.0 3.7 3.0 2.5 2.1 5.0 0.010 17.5 8.7 5.8 4.4 3.5 2.9 2.5
I i I l > I 10.00
- i 9.00 7
8.00 t,,/R e
.E E 7.00 ^"'" !
4 5 , ac 6.00 C.e;7 ; S 1 3 5.00 " " " E
~
4.00 g.;;s [ 8
~
~ s.00 0.002 g \ I 1
g \ I x zoo 0 M1 N \ . i 1.00
, ~Nww-w ;
E ! 0.00 ; ! 0.0 2.0 4.0 H/R , i l 3 3 1 Figure 7-2. Fluid-Structure Impulsive Mode Frequency Coefficient for Vertical Carbon Steel Tanks Containing Water. (Source: Reference 26, Figure 2.3) 4 3
l O.90 0.85 0.86 _- 0.54 o.e2 /
/ -
o.so ' - # w 0.75 - O.76 vn /// / - / n'o ' / / / ,
,, .-. /// /
l ..., T ///
- v. ~
0.66 gw 0 64 v.vv i
/
0.62 0.60 0.0 2.0 4.0 H/R i Figure 7-3. Base Shear Load Coefficient For Vertical Tanks l (Source: Reference 26, Figure 2.4) I l 1 _ _ --- - - _ --_- - - _ -_-- --_-_ - _ - --- _ _ _- _ - _ _-_-_ _ _ _ _-__ - _ _
t
}
t 0.56 0.54
~
0.52 0.50 # 0.48 0.46 - ' i 0.44 # - 0.42 # 0 <o - h 0.3s ~ - 3,3, e nom / /[//# 0.34 0.32 ' 0.003 0.30 " "f 0.28
. 0.26 0.24 0.0 2.0 4.0 H/R Figure 7-4. Base Overturning Moment Coefficient For Vertical Tanks j
, (Source: Reference 26, Figure 2.5)
13 i
' H/R 12 F
11
/
3g l >w
/ 7 8
-/ -
s / y
~ / / ,e-
, / , / y '
7
* / / -/
/ /
/ y '
, /~ 2.0-
* / '
s r
/ '
/ "
,r y y / , s 4 # '
y ' p ' p '~ Lo-3
# ~ '
s p / , 2 - -- p p 1 ; o.O o.4 0.8 1.2 1.6 2.0 2.4 2.8 sa, (g) i i Figure 7-7. Pressure Coefficient For Elephant-foot Buckling - of Vertical Tanks (Source: Reference 26, Figure 2.6) ' 1 O
f t t i i i 40.0 t,/R
^ ^ ^ ^
ss.o N
- .007 -l 30.0 --
l
.::: % l'
~
N N
^ ^^ ' I 25.o - . %
~
O 'N N ! _, N 1 l U 20.0 N, \ N !
.t x \ l 55.o ex
\
S o.o \ N N . l s.o , Y \ N o.o x f o 2o 4o ao ,o ,og P.(psi) ! 1 J i i i
?
t-l Figure 7-8. Compressive Axial Stress Capacity For Vertical Tanks, Elephant-Foot Buckling (Steel E - 30,000 psi,
~
o,- 36,000 psi) (Source: Reference 26, Figure 2.8) ; i 1 I ! l 1e i
)
i I i 13 12 _ 11 1 i 10 9 , . . at 3
% H/R 7
'.a' 6
"..^
5 . -- . l , ____________= __ 3- -- ====== ~~~~ CC :===CCC
<e ,
2 1 0.0 0.4 0.8 1.2 1.6 2.0 2.4 2.8 Sa, (g) ,. 1 I l Figure 7-9. Pressere Coefficient For Diamond-Shape Buckling . Of Vertical Tanks
. (Source: Reference 26, Figure 2.7)
40,0 p # 35.0
/
t,/R 30.0 /
/
3 25.0 ~
/
5 20.0 / [
- 2 15.0 10.0 /
/
0.001 5.0 0.0 20 " 60 100 Pe(psi) t l Figure 7-10. Compressive Axial Stress Capacity For Vertical Tanks, Diamond-Shape Buckling (Steel, E = 30,000 psi) (Source: Reference 26, Figure 2.10) 3 0
I i 8 4 6 4 [ 2 1 8 - 4 t 2 - 10 '
/
/
8 #
$ /
/
/
/
2 10 2 4 6 8 2 4 6 8 2 4 6 8 ! 10 10 1 10 LL' E, ,t, i l Figure 7-11. Increase Factor Ay for Diamond-Shape Buckling (Source: Reference 26, Figure 2.9) a 4
- - ~. -
l t I 1 t l 1.2 C l.1 l 1.0 m en_ o.s , / l
/ I
^
=
. 0.8
/
/
2,. 0.7 / t i
- - O.6 /
/ l r
~
n a 0.5 > l ,s-1 sr 0.4 / 7 . . . 7 l st" O.3 / - . . y 7 -- ,
,, f
's: 0.2 >
# " 0 00 .
0.1 o.o f . . . 0.00 0.20 0.40 0.60 0.30 3,oo 4 > Q
.F, ,Q, h
.; I J 4 1 . l i l Figure 7-12. Base Overturning Moment Capacity i Coefficient For Vertical Tanks , 4 (Source: Reference 26, Figure 2.12) l i 1
?
i 1 1 i
.A_ .
- a. JJ - - - a A.
59 i 1
}
f i l APPENDIX C l t SPOT RADIOGRAPHY RESULTS
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