ML20107L293
| ML20107L293 | |
| Person / Time | |
|---|---|
| Site: | Fort Saint Vrain  |
| Issue date: | 12/17/1984 |
| From: | Lee T GENERAL ATOMICS (FORMERLY GA TECHNOLOGIES, INC./GENER |
| To: | |
| Shared Package | |
| ML20107L283 | List: |
| References | |
| 907738, NUDOCS 8502280588 | |
| Download: ML20107L293 (113) | |
Text
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ISSUE
SUMMARY
TITLE FSV - TENDON REQUIREMENTS BASED ON SAFETY DR&D APPROVAL LEVEL _
2
. O DV & S CONSIDERATION gl DESIGN DISCIPUNE SYSTEM 00C. TYPE PROJECT ISSUE N0/LTR.
[ DOCUMENT 907738 NO.
- N/C 11 CFL 1900 E S
QUALITY ASSURANCE LEVEL SAFETY CLAS$1FICAT10N SEISMIC CATEGORY ELECTRICAL CLASSIFICATION I FSV - 1 FSV - 1 N/A APPROVAL ISSUE REPARED DECRim0N/
N ISSUE DATE gy ENGINEERING QA FUNDING APPUCA8LE WSS N O.
. PROJECT PROJECT i h - AW Lee [ W-D.Wistro N/C DEC 171984 T.T. J .g a R.Rosenberg Original k lease
- ' 7 2970.203 D.P tycord l
l NEXTINDENTURED CONTINUE ON GA FORM 14851 DOCUMENTS Text 1 - 11 = 11 P.O. N'-5159 A1 - A20 = 20 t
t B1 - 380 = 80 l
ci - c2 = 2 TCTIAL 113
)
8502280588 850214 PDR ADOCK 05000267 P PDR REV SH REV 38 37 38 39 40 41 42 43 44 45 48 47 48 49 50 51 52 53 54 55 58 SH 29 30 31 32 33 34 35 REV 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 SH 1 2 3 4 5 8
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TITLE: FSV . TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO. 907738 ISSUE NO./LTR. N/C TABLE OF CONTENTS fagg
, 1.
SUMMARY
3
- 2. MATERIAL PROPERTIES ............................................. 3 3 DEFINITION OF NUMBER OF TENDONS ................................. 4
- 4. CIRCUMFERENTIAL TENDONS IN PCRV WALL ............................ 5
- 5. TENDONS IN FCRV TOP AND BOTTOM HEADS e........................... 6
- 6. CONCLUSIONS ..................................................... 7
- 7. REFERENCES ...................................................... 7 Appendix A: Number of Circumferential Tendons ...................... A1 In the PCRV Wall Appendix B: Number of PCRV Head Tendons ............................ B1 Appendix C: Calculation Review Report . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C1 l LIST OF TABLES l
- 1. Minimum Numbers of Circumferential Tendons In Wall Section ...... 9 g LIST OF FIGURES l 1. Number of Head Tendons Required in Each Head to Support 1.0 RP .. 10
, 2. Number of Head Tendons Required in Each Head to Support 1.5 RP .. 11 i
Page 2 t
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w GA TECHNOL0GIES I'M C.
TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO. 907738 ISSUE NO./LTR. N/C
- 1.
SUMMARY
The minimum numbers of tendons required for safely supporting the' core cavity pressure of 845 psig (Reference Pressure, RP) and 1268 psig (1.5 RP) without breaching the liner of the Fort St. Vrain PCRV have been determined
. for 1) circumferential tendons in the PCRV wall and 2) crosshead and. circum-forential tendens in the heads of the PCRV. Hand calculations based on the concept of ultimate load analysis are used. No calculation is performed for
.the vertical tendons in this study. Per Ref.1, the PCRV can resist up to 1515 psig cavity pressure with only the rebars acting, i.e., without reliance on any vertical prestress.
The results are given in Table'1 and Figs. 1 and 2. These results indicate that the core cavity pressure of 1.0 RP can be safely resisted with consider-ably less number of tendons than is actually provided. With 1.5 RP, the number
-of head tendons required is still less than that actually provided. The dif-forence, however, is small if no vertical tendons exist as assumed in the analysis. Existence of vertical tendons will require less number of head tendons to resist 1.0 and 1.5 RP.
The procedure used in the study is described in the following . sections.
Detailed calculations are given in the appendices.
l.
- 2. MATERIAL PROPERTIES Material properties used in this analysis are (Ref. 1):
Concrete Compressive strength t'e = 6000 psi Liner:
j Material = SA 537, Gr. B
. Yield strength fsy = 60,000 psi (at 0.2% offset)
Tensile strength f's = 80,000 psi (Ref. 2)
F'ailure strain c' = 185 (Ref. 2)
! 6 Modulus of elasticity E = 29 x 10 _ pai l
l Page 3
. . -. . a . . . . . - :.;
GATECHNOL0GIES I N C.
TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO. 907738 ISSUE NO./LT3. N/C Tendon Wires: .
Tensile strength f's = 240,000 psi Yield strength f,y - 204,000 psi (at 15 strain)
Failure strain c' = 45 6
Modulus of elasticity E = 27 x 10 psi ,
Rebars:
Material = A432 ,
Tensile strength f a = 90,000 psi -
Yield strength'f37 = 60,000 psi Failure strain c' = 75
. '6 Modulus of elasticity E = 29 x 10 psi 3 DEFINITION OF NUMBERS OF TENDONS The Fort St. Vrain PCRV has, in addition to 90 vertical tendons with 169 1/4-in. diame*er wires each, 210 circumferential tendons with 152 1/4-in.
diameter wires each, 100 circumferential tendons with 169 1/4-in. diameter wires each, and 48 crosshead tendons with 1691/4-in. diameter wires each.
All 210152-wire circumferential tendons are in the barrel section. Of the 100 -169-wire circumferential tendons, 34 are in the top head (the top .15'-6" section), 34 in the bottom head (the botton 15'-6" section), and 16 each in the l
- barrel sections adjacent to the top and bottom heads. Each head has 24 cross-
- head tendons.
, . All circumferential tendons are 1800 tendont rather than full circle tendons (see Fig. E.15-2, Ref. 1).. Because of the arrangement of these tendons, of the 18 circumferential (1800 ) tendons in a typical five-foot high wall section, a minimum of.12 pass any cross section. Hence 18 actual circum-l forential tendons provide 12 " effective" circumferential tendons'. Similarly in
- the top or bottom head, 34 actual circumferential tendons provide 22 effective circumferential tendons.
r l
The following definitions are used in this report:
- e ,
. Page 4 L:
l GA TECHNOLOGIES I N C.
TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO. 907738 ISSUE NO./LTR. N/C Nb = Number of effective circumferential tendons in a 5-foot high wall eection (12 in existence).
Ne = Number of effective circumferential tendons in the top or bottom head (22 in existence).
N x = Number of crosshead tendens in the top or bottom head (24 in existence).
,' It is assumed that there is no broken wire in any tendon and that the required tendons in each group are uniformly distributed.
- 4. CIRCUMFERENTIAL TENDONS IN PCRV WALL For the determination of the required number of circumferential tendens in the PCRV . wall a typical five-foot high wall section was considered. It is assumed that ultimate conditions are reached at 1.0 RP or 1.5 RP for the purpose of this analysis. The core cavity liner is anchored to the concrete by means of studs welded to the liner and embedded in the concrete. The stud spacings are 7-1/2 in. in .both circumferential and axial directions. It is assumed that, at ultimate, radial concrete cracks would develop at stud anchor locations and that resistance to the core cavity pressure is provided by the steel elements acting as multiple structural rings. The steel elements include the liner, and circumferential tendons and rebars at various radial locations.
With the liner and rebar cross-sectional areas known, the number of tendons required to provide a total pressure resistance capacity for the core cavity pressure of 1.0 RP or 1.5 RP, and meeting the selected limit criteria can be determined from equilibrium and strain compatibility.
The tendon prestress loss at end of life is assumed to be 13 5% (Ref.1),
and the friction loss is assumed to be 11.55 (Ref. 3) in these calculations.
. Two limit criteria are used in this case:
- 1) Liner stress = 0.9 t sye Tendon stresses 5 t's, and .
Rebar stresses 5 f',
- 2) Maximum tendon stress = t',,
Liner stress < f's, and Rebar stresses 5 f',
Page 5
GA TECHNOLOGIES INC.
TITLE: -FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO. 907738 ISSUE NO./LTR. N/C Obviously the first criterion is the more stringent and results in.a larger number of . tendons being required. The required numbers of circumferential tendons in the PCRV wall for the above two limit conditions are shown in Table 1.
- 5. TENDONS IN PCRV TOP AND BOTTOM HEADS The required number of crosshead and circumferential tendons in the PCRV top and bottom heads to safely support 1.0 RP and 1.5 RP without breaching of
-the liner boundary are determined by ultimate load analy:is of the bottom head.
Four quasi-analytical solutions were originally used in assessing . the 4 ultimate capacity of the Fort St. Vrain PCRV heads (Ref. 1). These are: 1) bottom head yield line failure analysis, 2) bottoc: head punching shear failure analysis, 3) bottom head concrete ligament compressive failure analysis, and 4) top head analysis by grid system simulation. In the case of 34 circumferential and 24 crosshead tendons in each head and 90 vertical tendons, the yield line analysis provided the lowest estimate of the ultimate pressure capacity,~~while the concrete ligament compressive failure analysis provided the highest, about three times as high as the lowest estimate. The top head grid analysis
! requires use of a computer program.
Based on the .above observations it was . decided to use the yield line failure analysis method for the ultimate load analysis in the current study, and to check the results using the punching stress failure analysis.
The assumptions and detailed procedure used in the bottom head yield line analysis follow those used in Ref. 1. Based on an ascu:ed number of crosshead
- tendons the resultant pressure which must be resisted by the bottom head (cavity pressure reduced by the ' cavity pressure equivalent of crosshead tendons, Ref. 1) is first calculated. By assuming formation of a plastic hinge
- at the head-to-wall junction (signified by 0.003 in/in maximum concrete strain
- . and/or yielding of -liner and majority of rebars in tension), and a yield line '
pattern (generally radial along concrete ligaments) the unit. yield line moment
. required to prevent this particular yield line mode of failure under.the given '
cavity pressure (1.0 RP or 1.5 RP) can be determined. The number of circum-forential tendons required to provide an ultimate moment -capacity along the
, yield line which is larger than the required unit yield line moment is then established. The ultimate moment capacity of the bottcz head is defined by the following stress limits'(Ref. 1):
i
! Page 6
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- GA TECHNOLOGIES INC.
TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO. 907738 ISSUE NO./LTR. N/C Maximum rebar stress 5 0.9 f,y,.
Maximum tendon stress 5 0.9 fsy, and Maximum compressive concrete stress 5 0.85 f'c The tendon prestress losses at end of life are assumed to be 12% for both crosshead and circumferential tendons (Ref. 1) and the friction losses are assumed to be 10% and 11.5%, respectively for these two types of tendons (Ref.
3). The yield line failure analysis in the current study is based on the assumption that no vertical tendons exist.
The required number of tendons based on the results of the yield line failure analysis are shown graphically in Figs. 1 and 2.
For the punching shear failure analysis of the bottom head the failure plane is assumed to be the one formed by the concrete ligaments connecting the steam generator penetrations (Ref. 1). Reference 4 provides -an equation to estimate the ultimate shearing strength of PCRV heads as a function of span /
3 depth ratio'and radial prestress. Based on this equation and the number of head
' tendons required as determined by the yield line failure analysis, it is found that the punching shear stress is not critical for either the 1.0 RP or the 1.5 RP cases.,
- 6. CONCLUSIONS The required numbers of circumferential tendons in the Fort St. Vrain PCRV wall to . safely support the cavity pressure of 1.0 RP and 1.5 RP are given in Table 1. The corr'esponding required numbers of crosshead and circumferential tendons in either top or bottom head of the PCRV, derived under a conservative assumption of no vertical prestress, are given in Figs. 1 and 2.
. From Fig. 2, it appears that under 1.5 RP the permissible reduction in the numbers of crosshead and circumferential tendons in the heads is small if no
-vertical prestressing tendons exist.
- 7. REFERENCES
- 1. " Fort St. Vrain Nuclear Generating Station. Updated Final Safety Analysis Report."
- 2. ASTM, " Specification - for Carbon-Manganese-Silicon Steel Plates, Heat Treated for Pressure Vessels. SA-537."
Page 7
GA TECHNOLOGIES I N C.
TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO. 907738 ISSUE NO./LTR. N/C 3 Lee, T. T. and Cheung, K. C., "FSV - PCRV Tendon Evaluation," GA Document 907441/A, April 30, 1984.
- 4. Garas, F. K. and Trovadale, D. R., " Overload Behavior and Shear Failure Mechanisms of Model No. 2 of the Bottom Head of the Fort I
St. Vrain Prestressed Concrete Reactor Vessel," Report 14H/69/1411 Taylor Woodrow Construction, Ltd., September 1969.
- 5. Bresler, B., " Reinforced . Concrete Engineering," Vol. 1 Materials Structural Elements, Safety, John Wiley & Sons, New York, 1974
- 6. "PCRV Bottom Head, Reinforcing Plan, Sheet 1 " Drawing 3614, B-36/J, Sargent & Lundy, March 1969.
- 7. "PCRV Botton Head, Reinforcing Schedule and Details, Sheet 1," Drawing 3614. B-37/E, Sargent & Lundy, October 1969.
- 8. "PCRV Bottom Head, Reinforcing Plan, Sheet 2," Drawing 3614, B-38/K, i Sargent & Lundy, April 1969.
- 9. "PCRV Bottom Head, Reinforcing Schedule & Details, Sheet 2," Drawing 3614, B-39/E, Sargent & Lundy, December 1968.
i
- 10. "PCRV Bottom Head, Reinforcing Schedule & Details, Sheet 3." Drawing 3614, B-40/D, Sargent & Lundy.
- 11. "PCRV Bottom Half Vertical Section," Drawing 3614, B-35/S, Sargent &
Lundy, December 1969.
- 12. "PCRV Bottom Head. Tendon Tubes Details," Drawings 3614, B-21/E and B-22/D, Sargent & Lundy, October 1969.
. NOTE: References 5 through 12 are cited in the appendices.
Page 8
GA TECHNOLOGIES I N C.
. TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO. 907738 ISSUE NO./LTR. N/C 9
TABLE 1 -
MINIMUM NUMBERS OF CIRCUMFERENTIAL TENDONS IN WALL SECTION J
- Number of Ten s Percentage o endons Required (Nb ) Required
]
Criterion 1.0 RP(3) 1.5 RP 1.0 RP 1.5 RP Liner Stress 5 9 42% 75%
=
0.9 f,7 Max. Tendon 3 5 255 42%
(4)
Stress = t'3 (I) Number of effective tendons required per 5-foot high section. See the text I ) for definition of NPercentageoftendoNscurrentlyprovidedinanyregionofthePCRVwall.It is assumed that the required tendons are located uniformly in the region under consideration.
1.0 RP = 845 paig.
The liner strain is 0.046 in./in when the maximum tendon stress is f',,
e.
l t.
O Page 9
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l GA TECHNOLOGIES INC.
TITLE: TSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO. 907738 ISSUE NO./LTR. N/C
% g
$ Percentaje of Crosshead Tendons Re7 aired'*" E
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Figure.1. Number of Head Tendons Required in Each Head to Support 1.0 RP Page 10 l
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TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO. 907738 ISSUE NO./LTR. N/C
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j Figure 2. Number of Head Tendons Required in Each Head to Support 1.5 RP Page 11
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DD 907738/N/C APPENDIX A NUMBER OF CIRCUMFERENTIAL TENDONS IN THE PCRV WALL l
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L _ _ _ _ _ _ _ _ _ _ _ _ _
DD 907738/N/C TABE OF CONTENTS - APPENDIX A M
A.1 . CASES CONSIDERED ................................................ A3 A.2 LOCATIONS OF STEEL COMPONENTS ................................... A3 A.3 MATERIAL PROPERTIES ............................................. A5 A.4' ASSUMPTIONS ..................................................... A9 A.5 COMPATIBILITY ................................................... All A.6 CONTRIBUTION TO PRESSURE CAPACITY ............................... A12 A.7 CALCULATION OF MINIMUM TENDONS REQUIRED ......................... A14 A.8
SUMMARY
OF CALCULATED RESULTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A20.
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DD 907738/N/C TABLE OF CONTENTS - APPENDIX B
. Pag B.1 YIELD LINE MODE OF FAILURE .................................... '
B3 B.1.1 Basic Assumptions ...................................... B3 B.1.2 Calculational Procedure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B4 B.1.3 Net Head Pressure Load ................................. B6
~
B.1.4 Boundary Force ......................................... B8 B.1.5 Boundary Moment ........................................ B9
-B.1.6 Unit Yield Line Moment ................................. B30 B.1.7 Moment Capacity Along Yield Lines . . . . . . . . . . . . . . . . . . . . . . B45 B.1.8 Required Number of Head Tendons ........................ B58 B.2 POTENTIAL FAILURE MODE WITH A YIELD LINE AT ................... B60 EDGE OF CORE CAVITY B.3 PUNCHING SHEAR MODE OF FAILURE ................................ B78 4
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CALCULATIONS FOR EQUIP. NO. PROJ. CALC. NO. 907738 N/C PAGE B //0F PREPARED BY 7 j g, DATE,,jj7fjg REF. DOCUMENTS: CHECKED BY DATE 1 2 3 h beldoced Cp te : 4 5 d4* O 07 N 8 -?a beht/**'f . end. &ble Bze s . c' 0'
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CALCULATION SHEET j CALCULATIONS FOR j i v EQUlP. NO. PROJ. CALC. NO. 907738 a/C, PAG.E B/3 0F PREPARED SY 7 7 g DATE ,, ff7 g REF. DOCUMENTS: CHECKE0 8Y DATE 1 l 3 Pb r 5_s > u c r/n - 4 5
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CALCULATION SHEET CALCULATIONS FOR EQUIP. NO. PROJ. CALC. N O. 907738 w/c PAGE g/f 0F
. PREPARED BY 7 7 g DATE ,, fj 7 g REF. DOCUMENTS:
CHECKED BY DATE
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f CALCULATION SHEET CALCULATIONS FOR
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i CALCULATION SHEET -' ' CALCULATIONS FOR
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EQUIP. NO. PROJ. CALC. NO. 907738 r</c. PAGE S/7 De PREPARED 8Y 7 7 DATE ,, /ff jg REF. DOCUMENTS: CHECKED 8Y DATE 1 2 To avoM s )$ disa s n'ersyto , j>ra cerc. o /c.,fodha a/ /%.n 74 untiauc & ys v e., t- 7asA- a-t is dose a- //Aesi 5 O Coqu/e a s er le s of 6 ., , M,,, pa;,. 13 he se/ref.e/ LN/aer of .x- or 6-ll.ce h e m n /o.r f , G re i er 6se 2 a r eeo'r te (Tables B-4 Mrsyd 8-A)
$ Eferfolofe b elfs?.* M,.x yC w riors
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22 (&Lle 8 - /4.). 23 24
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28 29 30 t 31
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. EQUIP. NO. PROJ. CALC. N O.
90l"l38 N/c, PAGEB400F PREPARED BY 7 7 OATE ,,f,7 g REF. DO CUMENTS: CHECKE0 8Y DATE 1 Sree an d 2 j'* }/e B-s B o g n d a s ,j V 7* w o r. a do a t L in e )) x is 4-4 s .
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--1 l 35 l 38 ' #'00 5
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CHECKE0 BY DATE 1 t' . Tch/c B-1 Boo <n ecary beee a n =<
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CALC. NO. 907738- N/C PAGE$24C8 PREPARED BY 7 DATE ,, fj g g RE F. DO CUMENTS: CHECKED BY DATE 1 neee a, cc To J /e B -si Bo er> a'a ni 5 ord. adou f fis,et )) yis 2-4 4 5 Jhw: 3),*st. ,$m t'?mMi ok
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. CHECKED BY DATE 1
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l l DD 907738/N/C l APPENDIX C CALCULATION REVIEW REPORT Page C1
~ ~ ~ - ~~ ~~~ ' ~ ~ - -
~ ~ ~ ~ ~ ' ~ ~ ~
- _ _ . _T_'_____________ _
i sasso mav.ismoi 9#2Md C 7G CALC'ULATION REVIEW REPORT. . TITLE: APPROVAL LEVEL ' f$V "/4srs6n a*Ws'&'b $dStd fH Yh b"'Ib ^ GAL LEVEL
- l OtSCIPLINE SYSTEM 00 C. TYPE PROJECT DOCUMENT NO. ISSUE NOJLTR.
$ .n cFL 1900 fo7?dE "/c INDEPENDENT REVIEWER:
NAME bf"
- N b I' W h
- DRGANIZATION Nachal Ws*% Cng heksic.
REVIEWER SELECTION APPROVAL: BR MGR O'I d5' OATE MM< I 1 t REVIEWMETHOD: YES NO ERROR DETECTED ; ARITHMETIC CHECK LOGIC CHECK ALTERNATE METHOD USED SPOT CHECK PERFORMED !! N8
~
COMPUTER PROGRAM USED' ll ' l s REMARKS: (ATTACH LIST OF CCCUMENTS USED IN REVIEW) Gfcvl4 frM 90 ? 73 f ' f"SV .Wrvef4 7)Loys $r A:W i. L E I CALCULATIONS FOUNO TO BE VA 0 AND C0'NC SiONS E CORRECT: INDEPENDENT R EVIEWER ' TE SICNATURE ,' / L -
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