ML102910672
| ML102910672 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 10/29/2009 |
| From: | Nuclear Generation Group, Progress Energy Florida |
| To: | Office of Information Services |
| References | |
| FOIA/PA-2010-0116 | |
| Download: ML102910672 (18) | |
Text
1
3t w
2
Span 3I 1
3
Plan View 4
Buttress #
(typical)
Source Drawing:
101-112 SHOO0 h
b h
h Construction 4
Horzota Tendon Butrs2 4
I 60" tBUTTRESS NO 2 120" t BUTTRESS NO 3 Additional Tendons to be Detensioned Tendons Removed Additional Tendons to be Detensioned EL 248-9 3/4-EL 245'-7 1/2" EL 242*-5 1/4" EL 239'-3" EL 236'-0 3/4" EL 232'-10 1/2" EL 229'-8 1/4" EL 226'-6" EL 223'-3 3/4" EL 220'-1 1/2" EL 216-IlI 1/4" EL 213'-9" EL 210'-6 3/4" EL 207'-4 1/2" EL 204-2 1/4' EL 201'-0" EL 197'-9 3/4" EL 194'--7 1/2" 7L 191'-5 1/4" EL 188-2 5/4" EL 184'-1l 3/4" i EL 181'-8 3/4" EL 178'-5 3/4" EL 175'-2 3/4" EL 1711-i 3/4" EL 168'-8 3/4" EL 165'-5 3/4" EL 162'-2 3/4" EL 158'-11 3/4" EL 155'-8 3/4" EL 152'-5 3/4" EL 149'-2 3/4" EL 145'-11 3/4" EL 142'-8 3/4" EL 139'-5 3/4" EL 136*-2 3/4" EL 132'-11 3/4" EL 129'-8 3/4" EL 126'-5 3/4" EL 123'-2 3/4" EL 119'-11 3/4" EL 116'-8 3/4" EL 113'-5 3/4" EL 110'-2 3/4" EL 106'-11 3/4" EL 103'-8 3/4" EL 98'-
9 3/4"
--H--
1 7
-I
~.I -
-H--
zzizz
-I I
I -
I I
180" BUTTRESS NO 4 RBTN-42H47 RBTN-42H446 13TN-42H45 RBTN-42H44 RBTN-42H43 R8TN-42H42 RB'RN-42H41
' 0 RBTN-42H40
'6 RBTN-42H39 F*RBTN-421438 R8 TN -42H37 RBTN-421136
- -I -
4--
i---
SGR Opening
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-- n-1+
I 121
-- I~
--H 121 121
-- H
-- -- -- -- -H-
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-A--
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A Z7 -ýo,0 TO.-
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-- 1---
--2--
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R9T-N-42H35 RBTN - 42H34 RB1N-42H33 RBTN-42H32 i R8TN-42H31 RBTN-42H38 RBTN-42H29 RBTN-42H28 RB4N-42H27 R8TN-42H26 RBTN-42425 RBTN-- 42H24 RSN-42H23 R6TN-42H22 RBTN-42H21 RBTN-42H20 R8ThI-42H49 R8TN-42H18 RBTN-42Ht7 RB8N-42H16 RBN-42H15 RBTN-42H14 RBTN-42H13 RBTN-42H12 R8TN-42H11 R8TN-42H4O RBTN-42H9 RBTN-42H8 RBTN-42H7 RBN-42H6 RBTN-42H5 RBTN-42H4 RBTN-42H3 RBTN-42H2 I
RSTN-42H1 E
5
Butrs 3
r 2410" 12W0 t BUTTRESS NO 3
ýBUTTRESS NO 4 240 N
t.BUTTRESS NO 5 Additional Tendons to be Detensioned Tendons Removed Additional Tendons to be Detensioned Source Drawing:
0425-007 SH001
- SH 000 6*!
EL 247-9" EL 244'-6 3/4" EL 241 -4 1/2" EL 238'-2 1/4" EL 235-0" EL 231'-9 3/4" EL 228'-7 1/2" EL 225-5 1/4" EL 222'-3" EL 219'-0 3/4" EL 215'-10 1/2" EL 212'-8 1/4" EL 209'-6" EL 206'-3 3/4' EL 203'- 11/2" EL 199'-11 1/4" EL 196'-9" EL 193'-6 3/4" EL 190'-4 1/2" EL 187-I 3/4" EL 183-10 3/4" EL 180'-7 3/4" EL 177 -4 3/4" EL 174'-1 3/4" EL 170'-10 3/4" EL 167-7 3/4" EL 164'-4 3/4" EL 161'-1 3/4" EL 157'-1@ 3/4" EL 154'-7 3/4" EL 151'-4 3/4" EL 148*-1 3/4" EL 144'-1@ 3/4" EL 141'-7 3/4" EL 138'-4 3/4" EL 135-1 3/4" EL 131'-10 3/4" EL 128*-7 3/4" EL 125'-4 3/4" EL 122'-1 3/4" EL 118'-1@ 3/4" EL 115'-7 3/4" EL 112'-4 3/4" EL 1@9*-1 3/4" EL 105'-1@ 3/4" EL 102'-7 3/4" EL 96'-1 3/4" 1
1 ii" I- -
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-411 RBTN-53H47 RBTN-53H46 RBTh-53H45 RB1-53H44 RBTN-53H43 R8TN-53H42 RBTN-53H41 PBTN-53H40 RBTN-53H39 R8TN-53H38 RBTN-53H37 RSTN-53H36 R88N-53H35 RBTS-53H34 RBTN-53H33 RBTN-53H32 RBTN-53-131 R8TN-53H38 RBTN-53H29 RBTN-53H28 RBTN-53H27 R6TN-53H26 RBTN-53H25 RBTN-53H24 R8TN-53H23 RBTN-53H22 RBTN-53H21 RBTN-53H2@
R8TN-53H19 RBTN-53HI8 RB7-53H17 R8TN-53H16 RBTN-53H15 RT8N-53H14 RBTN-53H13 RBTN-53H12 RBTN-53HII RBTN-53H91 RBTN-53H9 RBTN-53H8 RBTN-53H7 RBTN-53H6 RBTN-53H5 RBTN-53H4 RBTN-53H3 RBTN-53H2 R8TN-53HI
~l-4i' T1 KI-r-
CR Tyia Tendo Sceai an Phot (fo hoiona tedo 53H27)
S 3 #C), -/
Source Drawing:
5EX7-003-A-09D-SHOOO Progress Energy 7
0 6th Surveillance Interval - Oct 1997 to Jan 1998 (20th Year) o, 9 Tendon Failures (i.e. < 95%)
o 42H30 to 42H36 (inclusive) and 51 H26 & 51 H27 (inclusive),
o 42H35 and 51 H26 were below 90%
o 7 th Surveillance Interval - 2001 (2 5 th Year) o 9 Tendon Failures (i.e. <95%)
o 12V01 and 46H30 to 46H38 (inclusive) o 46H36 below 90%
o 8 th Surveillance Interval - Oct 2007 to Nov 2007 (3 0th Year) o 12 tendon failures (i.e. <95%)
o 46H20 to 46H23 (inclusive), 62H30 to 62H33 (inclusive), and 13H34 to 13H37 (inclusive) o 4 tendons were below 90%
prores Enrg v
7 T
0 A
B C
A B
C A
B C
D E
F G
H I
J K
L M
N 0
0 P
Q R
S T
U V
W X
Y Z
D o E
F G
H d
K L
M 0o SGR R
P Opening R
S A U v
w x
Y Z
AA D
E F
G H
I J
K L
M N
0 P
a R
S T
U V
W X
0 Buttress #5 EL 250' Pour 16 EL 240' Pour 15 EL 230' Pour 14 EL 220' Pour 13 EL 210' Pour 12 EL 200' Pour 11 EL 190' Pour 10 EL 180' Pour 9 EL 170' Pour 8 EL 160' Pour 7 EL 150' Pour 6 EL 140' Pour 5 EL 130' Pour 4 EL 120' Pour 3 EL 110' Pour 2 EL 100' Pour 1 90' Intermediate Bldg Roof EL 149' 0" AE AF AG Equipment Hatch I
Y z
AA AB AC Aux Bldg Ro EL 167' 8" a -
S a -
S C -
I R Scans Complete
.Progress Energy 9
- Core Bore
T 7
1~1 A
B C
A B
C A
B C
D E
F G
HI K
L M
No 0
1 0
0 P
Q R
S Fuel Transfer Bldg Roof EL 200' 4" D
E F
G H
J K
L M
N 0
P Q
R S
T U
V W
X Y
E F
G H
I J
K L
M N
0 P
Q R
S T
U V
W X
Y Z
AA AB AC AD EL 250' Pour 16 EL 240' Pour 15 230' Pour 14 EL 220' Pour 13 EL 210' Pour 12 EL 200' Pour 11 EL 190' Pour 10 EL 180' Pour 9 EL 170' Pour 8 160' Pour 7 EL 150' Pour 6 EL 140' Pour 5 EL 130' Pour 4 EL 120' Pour 3 EL 110' Pour 2 100' Pour 1 EL 90' Intermediate Bldg Roof EL 149' 0" Intermediate Bldg Roof EL 149' 0" CL IR Scans Complete Progress Energy 10 e Core Bore
- Core Bore IR Scans Complete
\\7 Su*
-r-o-t S-Uiliy-Exp-ar a-ce Survey douet ar C
999rore Total # of PWR Plants 42 Plants, 69 Units Total # of Units With 3-D Post-Tensioned Concrete 18 Plants, 32 Units Containment I
Data Collected From Total # of Plants and Units 16 Plants, 28 Units
- of Plants that have replaced Steam Generators 14 Plants, 22 Units
- of Plants and Units Made Opening in Concrete 8 Plants, 11 Units CR3, ANO 1&2, Byron 1, Braidwood 1, TMI
- __ofPlantsandUnitsMadeOpeninginConcrete 8 Plants,_11_Units 1(2), Oconee 1,2,3; San Onofre 2, Palisades
- of Units Used Hydro-demolition 6
CR3, ANO 1, TMI 1, Oconee 1,2,3
- of Units Used Other Methods (Chipping, Impact 4
ANO 2, Byron 1, Braidwood 1; San Onofre 2 Hammer, etc.)
- of Units With 3 Buttresses 20
- of Units With 6 Buttresses 8
CR3, Oconee 1,2,3; TMI 1, Calvert Cliffs 1&2; Palisades
- of Plants and Units Having Continuous Reinforcement 10 Plants, 18 Units on Both Faces of Containment Wall
- of Units Not Having Continuous Reinforcement on Inside 7 Plants, 12 Units CR3, ANO 1&2; Byron 1&2; Braidwood 1&2; Face of Containment Wall TMI 1, Oconee 1,2,3; Palisades Farley 1&2; Vogtle 1&2; Summer; STP 1&2;
- of Units Having Ties/Stirrups Connecting Both Faces 7 Plants, 12 Units Wolf Creek, San Onofre 2&3; Calvert Cliffs 1&2
- of Units that detensioned all tendons within cut out 10 CR3, ANO 1&2, Byron 1, Braidwood 1, TMI 1, area prior to cutting concrete Oconee 1,2,3; San Onofre 2
- of Units that detensioned additional tendons beyond the 8
ANO 2(1), Byron 1, Braidwood 1, TMI 1, cut out area prior to cutting concrete Oconee 1,2,3; San Onofre 2&3 (1)
For ANO Unit 1: The additional tendons around the construction opening were detensioned during or after the creation of the construction opening (2)
TMI 1 Steam Generator Project is in progress.
Progress Energy 11
-- Samp 'Ie
[e] fUtiJji-i-t-y-E-x-per -enc
- -Bei-ng-i -le-i d(-wo--in
-pr.ogress)
COMPARISON OF PWR 3D POST-TENSIONED CONCRETE CONTAINIM4
- MTEM, CRYSTALRIVER3 FARLEY 1&2 VOPTLE 1 & 2 ARKANSAS ONEU2 ARKANSAS ONE Ul SUMNER BYRON1&2 BRAIDWOOD 1&2 0NILE ISLANDI 1 OCONEE I; & 3 PTogreSS Southem
- Soiohen, Entergy REntergy SCE£ FGrelonG Exelon Exelon DuCke Type.of CTMT 3D PosI-Terslireed Post-Tensioned Concrete, Post-Tensioned Concrete PoSt-Tensioned Corerete.
Post-Tenslonend Concrete Post-Tertioned Post-Tensioned Corcrete.
Post-TensionedConcrete Post-Tensioned Cor*-ete,
- Post-TensionW Conoere Concrete Cyloinder with Cylinderwith Steel Liner Cylinderwith Steel Liner Cylinder with Steel Liner Cylinderwith Steel Uner Concrete CWinder with Cylindnerwith Steel Uner C0inder with Steel Uner-Cyindnerwith Steel Liner Cyindnervtn Steel Uner Steel Uner Steel Liner Design Pressure 55 psig 54 psig 52 psig 59 psig 59 psig 50 psig 50 psig 55 psig 59 psig Number of BLttress:
6 3
3 3
3 3
3 3
6 6
Hoop Tendon Arrangemer Hoerlzoreal on Placed Htnrp netal tendons placed Horiontal tenedons placed Horizontal tendons placed in Horizontaltteclons plaedin Horlzrtal tendons Horizontal tendons placed in Horizental tendorn placed I Horizontal tendons Paed ir Honizonrtal tendns placed in sin 120 degree segments in three 240.degree In tSree 240 degree three 240 degree segments three 240 degree segmentss placed in siree 240 three 240 degree segmeres three 240 degree segmerts 5x0120 degree segroeets" In-si120 degree segments segnents segirients degreesegments Concrete (fc) 5050 psi 5000 psi 5000 psi 5000 psi 5000 psi 5508 psi 5500 psi 5500 psi 5000:psi 5000 psi Internal oioa 130 ft 133 ft 140 0t 116 0t 11611t 126 1t 140 It 1401ftý 130 ft
.1.161f1 interior Height 16B91ft 13 t 237-6ý 209-6" 209-61
,83 it 22211 222 ft
.1896ft 28'5.5-Cylindrical Wall Thickness 3T6-3-9" 31-9" 31-9" 31-9*
4'-d" 3-6' 3-6" 3-6" 3-'9" Doere Thickness 3r-6" 31,3" 3'-9" 3*-3" 3-3
-0' 3-0"
- 30-"
3-"*
3-3" Tendons:
163 wir 7wireof '/" dia 55 strends Per tendon I B wire or 1v/" a 186 wre ofl.Y," dia 170 wire o' I/" cha 170 wire of 1/' cla 170 wire otf/"
Wdia 169 wire of'/t. la.
90 wire of *W dia Vertlcal V = 144 V= 130, IrneLed U = 74 V=115 V= 102 V.= 115 V= 162 V = 162 V =166 V = 176 Hoop H = 282 H =135 H (Wall) = 141 H =159 H = 171 H = 150 H =201 H= 201 H= 330 H.(wall) = 632 Dome D0=123 0=93 D (Hoop) = 27.
0=84 ASTMA D=90:
ASTM A-D,=99 D
120 D = 120 D=147 D (rtCp) - 162 ASTM A416 421 421 Liner Plate Thickness, 0.375' 0.25" 0 25" 0.25" 0.25" 0.25" 0.25" 595" S. 375 025" otrlare~ert 145 Outside lace. vert: #1orI18 Outsido Pace: vetf:#I1 ori 1§2civiar5e
- 8 @12"c/c verta nd hoop Beth face: vert #18@9" Bthace: vert #18@12"
- 10 @12"cvert andt op B#tlrace:vert# 114
@1 udce. 5oo #101 9
or
@18 cic2c;d
,#11 ore1p
- 10 @1#2lc/c
@eIt and hoop Reinfreent on the outer I'ae only:
0c/ hoop: #18 @ 12" tc; c/L hoo#p: #10 @@18 t I
@2cc veandd hoop e, outer face only. Some.
1 2 rd1 P:
12' cc outer ne orly.
12' tlc.outer fae only.t the outer face orly. Some ete flne -ly Someine ide lace steel at #8C-siepcld Ties 1@12" ic ;C-shapedTiesi0@12"c/c ontse oute*efaeorilr.
s inside facn steel atoSpeea#14 @1at Stop aome ieidelstace steel at top and botm prvddpvce otm 7-npdi@2 ome inside late steel al top Sosie inside face steel at Inside facn steel at top ared top ardbotom 50.Nodes tpen 55 ot0500m.
provided provded hottom.
.Provided and bottorn. Ties at top and top and bottom. Ties at top b
Somen torn*
and btmn SG REPLACED?
IN PROCESS YES NO YES YES YES YES (ULI)
YES 0(U1)
IN PROCESS YES ConrreeteOpeire Made?
YES ND NO YES YES NO YES (LI-)
YES (U-1)
IN PROCESS YES Cnoeetetyre eBlas*ir* Used?
YES NO NO NO; By NhIppirg YES NO NQ By Chipping NQ By Chipping IN PROCESS YES Hsro blasting done try Hylro blasting done 5y (b en enca nydronet).
Mlse~lanerus isfe Mac & Mac American ydro (410-574-corntct Bob Nettnger at 1-Cotact 8470) Coact'Wayne Younger 724:654-2009.
Tendons Removed in Tendons Removed in Tendons Removed in Tendons Removed in Tendons Removed in ODenidnrt Onl*a/i TenonOs Remenoved in NA NA Oening Zonom V=6. H=18 Opening Zcne:,V=6, H=16 Opening Zone.V=9.H= 16 Openirg ZoeE:V=9.H=16 Tendons To Be Removed in Operlng Zone:V=12H=-28.
Opning Zone: V=8. H =17 Opering Z we'eV=i I -1
= 19 Det enism ed by Cutting (bri*ig)
V = 6; H=I 7 NA NA None None V = 111,H=
V=1.1 =2 Detmsion id byRdairto V=2 NA NA V= 9, H=16 V= 9.1H=16 see NONE ioelYesAloal tndons Yes; AddiNonal tendons Y0es; Additonal tendons Yes; Additional tendons Yes; Additional tendons deteesioneu-V=16, 1*=12 detensionedV=30. H=18 detensioned V=29, H=14 detensioned:V=29. H=14 Yes; Addtional tendons t d
be d:ee-nionet.V=30. 1H=11 oletesioneoe V=4, H= 11 No cocrete cracking or No cocrete cratking or No crcrete craclng or No cocrete cracking or cleleminatJon observed dclamlonaion observed delealinaton observed deleminaron observed The ad*ionalren tendors around Uve contrstion Adcltioral Infeameion opening were detensioned during or alder the creatdon of the construcon opening.
12
o External Contractor - Performance Improvement International (P11) (Dr Chong Chiu) o Develop potential failure modes o Includes specialized RCA analysis to facilitate support/refute process o PII internal peer review process of support/refute basis documents o PGN Owner's review of support/refute basis documents o Historical data gathering supported by PGN personnel o Ongoing field data provided by Condition Assessment Team o RCA Team directing additional field data to be taken o As-found lift-off values for remaining tendons to be de-tensioned o Installation of strain gauges to monitor detensioning 13.F~eet Progress Energy
Roo Caue Anlyi e-P1 Metrics 80 70 60 50 40 30 20 10 n-a External Events Operational Events
- Inadequate Containment Cutting
- Inadequate Concrete - tendon interactions
- Shrinkage, Creep, and Settlement
- Chemically or Environmentally Induced Aging
- Inadequate Use of Concrete Materials
- Inadequate Concrete Construction
- Inadequate Concrete Design due to High Local Stress SProgress Energy U
1ý0 t60 0,r 01-Z 0iJ 14
o Contractor for NDT - Construction Technology Laboratories (CTL) o Impact Response technique to "screen" for delamination o Impact Echo technique to characterize depth of delamination o NDT backed up by core bore samples & boroscopic inspection o Special interest locations from IR o Engineered locations o Random locations o Laboratory Petrographic Analysis by MacTec and CTL o Containment external visual inspection (IWL process) o Activities governed by Test Procedure(s)
Ii-)
Techica Approac Codto seset-IR Scni utrs A
Are S
/000=
Buttress #3 6
20
- ,1,2 Progress Energy 16 0
0.4 1
Average Mobility
-TechicalApproac Dsig ai Anayi Team o External Contractor Support for DBA Modeling - MPR Associates, Inc.
O Build CR3 Finite-Element Model (per design) o Analyze Impact of Delamination for Design Basis Events 0 Dead Load, Live Load, Internal Pressure (LOCA and Accidental Containment Spray Actuation), Tornado Differential, Wind Loading, Tornado Missile Load, Seismic, Thermal o Analyze Repair Alternatives to Restoring Design Margins o Coordination between PII analysis and MPR analysis on geometry and concrete parameters STikl Progress Energy 17
Tehia Apprac Investigating Repair Alternatives for Delaminated Areas Evaluating Bar Anchorage Options and Grout/Epoxy Options Viability is subject to analysis of radial stresses Example - Maxi-Bolt Undercut Anchor System Evaluatin Removal of Delaminated Areas and Re-Pouring of Concrete-(with additional radial rebar installation)
Considerations for Repair Alternatives (not in order of priority)
Ability to Restore Design Basis Margins Cost Schedule Impact Availability of Materials Ability to Dedicate Materials for Nuclear Safety Use Product/Method Readiness for Implementation Constructability hFuture Monitoring and/or Maintenance Requirements Regulatory Acceptability rrogress Energy 18