ML18153B521
| ML18153B521 | |
| Person / Time | |
|---|---|
| Site: | Surry  |
| Issue date: | 07/26/1988 |
| From: | STONE & WEBSTER ENGINEERING CORP. |
| To: | |
| Shared Package | |
| ML18153B520 | List: |
| References | |
| NUDOCS 8810120084 | |
| Download: ML18153B521 (39) | |
Text
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CONTAINMENT LINER TEST CHANNELS AT July 18, 1988 Rev. 1, July 26, 1988 SURRY POWER STATION - UNITS 1 & 2 Prepared for Virginia Power by Stone & Webster Engineering Corporation Prepared Reviewed Approved Copyright 1988 Stone & Webster Engineering Corporation Boston, Massachusetts
. ----~--~--~
09101?0084 880805
~5R-
~fiocK 050002so p
CONTAINMENT LINER TEST CHA}INELS AT SURRY POWER STATION - UNITS 1 & 2 Prepared for Virginia Power
- by Stone & Webster Engineering Corporation Prepared~il~J*~~ -;.{i'1, /e&
Reviewed P.liww..P.
708/86 Approved 'l!JlQJJa-- iJ,s/ae Copyright 1988 Stone & webster Engineering Corporation Boston, Massachusetts*
July 18, 1988
e TABLE OF CONTENTS Section Page
SUMMARY
1 LIST OF FIGURES 2
INTRODUCTION 3
CONCLUSIONS 4
TECHNICAL SECTION 5
- 1.
GENERAL DESCRIPTION OF CONTAINMENT LINER AND TEST CHANNELS 5
- 2.
DETAILS OF CONSTRUCTION, MATERIALS, AND DESIGN 11
- 3.
RELATIVE STIFFNESS OF TEST CHANNELS 13
- 4.
BEHAVIOR OF TEST CHANNELS UNDER DESIGN LOAD CONDITIONS 17
- 5.
ACCEPTANCE CRITERIA FOR LEAK TEST CHANNELS 21 REFERENCES 24 FIGURES i
Sl1MMARY This report for Surry Power Station -
Uni ts No. 1 and No. 2 (SPS-1 and SPS-2) is a summary of the containment liner test channel evaluation which concludes that the existing containment system provides a
leaktight boundary.
The report and supporting calculation demonstrate that the leak chase channels and the associated welds meet the requirements associated with the primary containment boundary acceptance criteria.
1
j LIST OF FIGURES
- 1.
Details of Materials - Liner and Test Channels (2 sheets)
- 2.
Liner Elevation
- 3.
Test Channels - Floor Details
- 4.
Test Channels - Wall Details S.
Test Channels - Dome Details
- 6.
Dome - Sectional Elevation 2
.i INTRODUCTION The purpose of this report is to demonstrate that the existing containment liner and svstem provide a leaktight boundary.
Section 1 of this report presents *a general description of the containment system including:
the concrete containment structure, steel containment liner, and liner test channels.
This section describes the configuration, materials, construction procedures, tests, and inspections employed in the erection of the containment system.
Section 2 of this report presents detailed information pertaining to the control during fabrication, the control of materials, and integrity of the test channels.
Section 3 provides a comparison of the restraint of the liner which arises from various attachments, including the anchors and test channels, and from insert and reinforcing plate~.
Section 4 describes the behavior of the test channels under the following
- conditions:
the integrated leak rate test (ILRT); the structural acceptance test (SAT); the design basis postulated accident conditions (OBA); and the factored DBA conditions used for concrete design.
Section 5 presents the acceptance criteria and an evaluation of the results of Section 4.
3
e CONCLUSIONS The evaluation demonstrates that although the containment liner test channels,,,ere provided primarily for the testing of the liner seam welds during construction, and were not designed as part of the leaktight mem-brane, they are completely compatible with the liner; providing the same degree of leak tightness.
The test channels are capable of withstanding all loads that might be imposed on them during the Integrated Leak Rate Test (ILRT), the Structural Acceptance Test (SAT) and Design Basis (DBA) condi-tions without any loss of integrity.
Seismic loads have not been included in this evaluation since they do not produce liner stresses and strains which govern its behavior.
The test channels do not in any way impair the performance of the containment liner and do not impose a physicai constraint such that a discontinuity could be considered to exist.
4
e TECHNICAL SECTION 1 GENERAL DESCRIPTION OF CONTAINMENT LINER AND TEST CHANNELS The contairunent liner is a welded carbon steel plate membrane, supported by and anchored to the inside of the reinforced concrete containment structure.
The liner's functions is to act as a leaktight membrane.
The SPS-1 and SPS-2 liners are not ASME Code-stamped vessels; the ASME Code is used only as a guide for design and construction practices.
The basic geometry of the containment structure consists of a cylindrical wall anchored at. its base to a 10 ft thick circular foundation mat and closed at the upper end with a hemispherical dome.
The reinforced cancrete shell varies in thickness from 4 1/2 ft in the cylinder to 2 1/2 ft in the dome.
The inside diameter of the containment structure is 126 ft; the interior vertical height is 185 ft measured from the top of the foundation mat t0 the interior apex of the dome.
The cylindrical portion of the liner is 3/8 in. thick, the hemispherical dome liner is 1/2 in. thick, and the flat floor liner covering the mat is 1/4 in. thick, with the exception of areas where the transfer of loads requires either bridging bars or bridging plates.
The floor liner plate is covered with approximately 2 ft of reinforced concrete that insulates it from transient temperature effects.
All welds of the 1/4 in. floor plate to either bridging bars or bridging plates are made with a backing bar.
5
e The 3/8 in. thick cylindrical liner also §erves as the internal form for the placement of concrete during construction.
All liner seams in the cylindrical shell are double butt ~elded, except for the lower 30 ft of the cylinder, insert plates, and penetrations ~here the liner plates are welded with a backing bar.
The liner is anchored to the concrete shell with-headed concrete anchor studs.
The 1/2 in. thick hemispherical dome liner also serves as an internal form for the placement of concrete during construction.
All liner seams in the dome ~iner are double butt welded.
The dome liner is anchored to the reinforced concrete dome with headed concrete anchor studs.
The wall-to-dome liner junction is a double butt welded joint.
All welded liner seams on the mat, cylindrical wall, hemispherical dome, and penetrations are covered with continuously welded test channels (sectioned into 100 ft maximum length zones).
The nondestructive examination (NDE) of the liner seam welds was performed in accordance with Specification No.
NUS-56 and the Erector's NDT procedures.
Liner Materials The ASME Boiler and Pressure Vessel Code,Section III, Division 1, Suclear Vessels, 1968 edition was used as a guide for the design and construction practices Of the Containment I 5 Steel liner, 6
e e
The liner material is ASTM A-442, Grade 60.
This material has a specified minimum tensile strength of 60,000 psi, a minimum yield strength of 32,000 psi, and a minimum elongation of 23 percent in a standard 2 in.
specimen.
This material has a nil ductility transition temperature (~l)TT) equal to, or less than -20°F.
The test channels are fabricated of ASTM-131, Grade C material.
The ASTM-131, Grade C material has a specified minimum tensile strength of 58,000 psi, a minimum yield strength of 32,000 psi, and a minimum elongation of 24 percent in a standard 2 in. specimen.
Tests and Inspections A te~ting and surveillance program was conducted during construction and has been conducted during operation to verify that the containment can perform its intended function.
The program consisted of examinations performed during erection, local pressure test of each channel section, a structural acceptance test, an initial preoperational integrated leakage rate test,
_ periodic integrated leakage rate retesting, and continuous subatmospheric pressure monitoring.
All a_pplicable weldin1 procedures and tests, specified in Section IX of the ASHE Boiler and Pressure Vessel Code for Welding Qualifications, 1968 edition, were adhered to for qualifying the welding procedures, performance of the welding machines, and welding operators who were engaged in the construction of the containment liner',' including the test channels.
These 7
procedures ensure that the ductility of the welds is comparable t6 the ductility of the containment liner plate and test channel material.
Production quality control of the liner seam welds was performed through random radiography as described in UW-52 of the ASME Code for Vnfired Pressure Vessels,Section VIII, and required by Specification No. ~S-56.
As shown in Figure 1, the radiography (RT) of the liner* seam 1.elds,,_as 100 percent for-the first 10 ft of each position for each welder.
Total nondestructive testing (NDT),
tabulated on Figure 1, included visual, magnetic particle and/or liquid penetrant, and pressure/leak testing.
The leak tightness of all liner and penetration welds was verified during construction by the ability to retain pressure in the test channels using air or halogen.
Leak tests were performed section by section.
On the mat and cylindrical
. portions of the liner, the test channels are on the inside of the liner.
On the dome portion of the liner, the test channels are on the outside (con-crete side) of the liner.
All of these test channel welds and liner butt welds were tested by either a halide leak detection test or a 2-hour pressure drop test..
The halide leak detection test was performed by evacuating the test channels to a pressure of 5.0 to 10.0 psia, then pressurizing" the test channel to 50 psig (minimum) with Freon R-22.
This method assured a homogeneous test 8
e e
gas throughout the test channel.
The welds were tested by use of a leak detection unit.
After testing, the gas,,.;as vented and the test channels were evacuated to a pressure of 5. 0 to 10. 0 psi a to assure the removal of the Freon R-22 gas.
After the test, the test channels were sealed by insertion of a threaded plug.
A 2-hour pressure drop test was an alternate method of testing the test channels.
The test was performed by pressurizing the channel to 45 psig and monitoring the pressure over a 2-hour period.
If there was a pressure drop, other than that due to temperature changes, the channel-to-liner and liner butt welds were soap bubble tested to locate the leak.
After testing, the test channels were sealed by insertion of a threaded plug.
Leaks detected by either method were repaired using approved welding pro-cedures, and the channel was retested.
Containment Structural Acceptance Test The containment structure was subjected to a structural acceptable test, during which the containment internal pressure was 1.15 times the contain-ment design pressure (i.e., 52 psig).
This test was performed after the liner was completed, the concrete cured, and all penetration sleeves and hatches were installed and closed, or blanked off.
9
.'I, Containment Leakage Rate Tests The containment integrated leakage rate tests are performed in accordance with Appendix J of 10CFRSO, "Primary Reactor Containment Leakage Testing* for Water Cooled Power Reactors", as published in the Federal Register.
The containment integrated leakage testing program includes the performance of Type A test, to measure the containment overall integrated leakage rate; Type B tests, to detect. local leaks or to measure leakage of certain con-tainment components; and Type C tests, to measure containment isolation valve leakage rates.
The measured overall integrated rate of leakage of the containment during Type A testing must not exceed 0.1 percent, per 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />, of the weight of containment air at the calculated peak containment pressure of 45.0+/- psig.
10
e TECHNICAL SECTION 2 DETAILS OF CONSTRUCTION, MATERIALS, AND DESIGN Liner Test Channels The properties of the materials used in the construction of the containment liner and test channels are listed on Figure 1, Sheets 1 and 2.
The liner plate and test channel materials were purchased with certified mill docu-mentation to assure compliance with the level of quality required for fabrication and design service.
Figures 2, 3, 4, 5, and 6 illustrate the different test channel types provided for the floor, shell, and dome sections.
The test channels are attached to the liner with 1/4 inch fillet welds.
Channel to channel welds, are partial penetration groove welds.
All test channel to liner and test channel to test channel welds were made using AST~
E7018 electrodes or an approved alternate.
Test channels are ASTI1 Al31 Grade C material.
Figure 2 shows where the differences in test channel configurations occur.
Test channel plugs are 1/8 in. Carbon Steel NPT pipe plugs, with socket hex heads.
11
,I e
e Test Channel Testing and Inspection All test channel welds were 100 percent visually inspected.
In addition, 100 percent of all welds were inspected using magnetic particles or dye penetrants.
The welds on the test channels were pressure tested simultan-eously with the liner seam welds during the halide leak detection test and/or the pressure drop test.
The pressure testing of the test channels provides assurance that the liner seam welds and the test channel welds are leaktight.
12
e TECHNICAL SECTION 3 RELATIVE STIFFNESS OF TEST CILJ\\h'NELS The attachment of the leak chase channels to the containment liner creates a potential structural discontinuity.
This discontinuity arises 1,,;hen the stiffness of an attached component differs significantly from the stiffness of the liner.
It is the purpose of this section to evaluate this potential disc~ntinuity and determine its relative magnitude, as measured by the ratio of component to liner stiffness, in comparison to similar magnitudes for other components.
These other components consist of the welded stud anchors, the reinforcing rings at liner penetrations and insert plates such as those located at ganged electrical penetrations.
In addition to the attachment points of these components, other liner discontinuities arise at the junction of the cylinder and mat and at the reinforcing rings of the personnel and equipment hatches.
Stiffness of Test Channels In the cylindrical portion of the containment, the test channels constrain the liner in two orthogonal directions with different degrees of restraint.
Along the liner seam welds, the restraint imposed by the leak chase channel is directly related to its cross sectional area.
In the direction perpendicular to the seam, the restraint is determined by the*flexibility of the channel flanges.
For this case, the channel cross-section may be vie,;.*ed as a simple portal frame subjected to equal and opposite displacements acting at the support points (the weldment to the liner).
13
e e
In the contairunent dome: the leak test channels may also act 'in a manner similar to the liner stud anchors.
Here, the u~ique mode of behavior is in the direction perpendicular to the liner seam.
The channel cross section may be viewed as a simple portal frame subjected to a uniform lateral load on one leg (a channel flange) dui to concrete reactions ari~ing from liner restraint.
In addition, the modes of behavior applicable in the cylinder also occur in the dome.
For purposes of comp~rison, the stiffnesses of the test channels are calculated for lengths of one foot since this dimension corresponds to the liner anchor spacing.
Consequently, the basis panel in the liner has a reference dimension of one foot.
Between anchors the 3/8 inch thick cylindrical liner has an extensional/compressional stiffness of 10875 kips/inch for a 1 foot wide strip.
In the cylinder, the stiffness of the test channels perpendicular to the liner seams is approximately 864 kips/inch per foot of channel.
Along the liner seams the channel stiffness is equal to AE./L, ~here A is the channel cross-sectional area, Eis Young's modulus and Lis the reference length of 12 inches.
This stiffness has a magnitude of 1415 kips/inch.
In the doae where the test channels are in contact with the concrete, the stiffness of the channel in resisting unbalanced liner reactions is 8345 kips/inch per foot of channel.
This value is calculated assuming that both flanges of the channel act to equally resist the unbalanced liner reactions.
Since the dome liner is 1/2 inch thick, its extensional/
compressional stiffness is 14500 kips/inch for a one foot wide strip.
14
e Stiffne*ss of Liner Anchors As previously stated, the leak test channels attacheq to the outside of the dome liner may, when the. panel of the liner deflects out,..ard causing an unbalanced force, function io a manner similar to liner anchors.
For purposes of comparison, the slip used to determine the anchor stud stiffness should approximate the deflections used to calculate the test channel stiffness.
The deflection of the test channels corresponding to a concrete pre.ssure of 800 psi is oo th.e order of 0.0012 inches.
This lateral concrete pressure on the channel is sufficient to cause it to yield at the liner weldmeot.
The liner anchor stiffness corresponding to this amount of slip is approximately 3000 kips/inch.
The leak channel stiffness along a line 12 inches long is approximately 4.5 times that of the anchor.
The anchor stud stiffness (liner restraint) is concentrated at a single point, 5/8 inches in diameter..
For both the anchor and test channel, the extensional stiffness of the liner is greater and the amount of restraint imposed by these attachments is limited.
This behavior of the test channels occurs only in the dome where liner strains are of the same order of magnitude as those in the cylinder.
The degree of restraint provided by the test channels in the cylinder is not significant.
Stiffness of Embedded Plates The test channels and liner anchors constrain the liner with stiffnesses which range from 60 percent to less than 10 percent of the stiffness of the liner itself.
The most significant restraint of the liner, as determined by 15
e a multiple of the liner extensional/compressional stiffness, arises at insert or reinforcement plates located at penetrations and attachment points.
Typically, one inch thick,* the insert plates vary from around 4 feet square to 8 feet square.
Since the extensional stiffness of these plates is proportional to their thickness, these plates provide constraint with stiffness equal to 2.6 times that of the liner.
It is clear from the preceding discussion that the leak test channels provide only a limited amount of restraint to the liner when compared to that provided by insert and reinforcing plates.
16
e TECHNICAL SECTION 4 BEHAVIOR OF TEST CHANNELS UNDER DESIGN LOAD CONDITIONS The behavior of the test channels is evaluated for the loadings associated with the Integrated Leak Rate Test (ILRT), the Structural Acceptance Test (SAT), the Design Basis Postulated Accident (DBA) and for the factored DBA conditions used for design of the concrete containment shell.
The resulting test channel stresses and fillet weld strains are determined in the cylindrical membrane zone, the dome, and at the base of the cylinder at the mat.
These stresses and strains are determined for transverse deformation and longitudinal stretching of the test channels and for test channels covering both the horizontal and the vertical seam welds.
The stresses and strains in the channel and in the fillet welds attaching it to the* liner arise due to the differential strains which occur bet,,een the liner and the free or unattached test channel., Due to its anchorage to the concrete containment wall by means of uniformly distributed welded studs, the liner is effectively constrained to composite action with the concrete.
A free circumferential test channel subjected to temperature, pressure or both loads acting simultaneously will always move radially outward an amount ireater than the liner.
Thus, one stress acting either as shear through the throat of the weld or through contact pressure between the liner and test channel is radially inward.
The greatest magnitude of this stress is not more than o.s* ksi.
17
e For the circumferential test channel and its weldment, the greatest stresses and strains occur in the transverse direction.
In this case, the test channel acts as a simple portal frame subjected to equal and opposite displacements at its support points (the fillet weld to the liner).
These displacements occur due to the difference between the meridional strain of the liner and the thermal strain of the* channel and are equal to one half the differential strain times the width of the test channel.
The rotation of the channel _flange at the weldment is equal to the shear strain of the weld.
The weld shear stress given in the summary of results is equal to the shear strain times shear modulus.
The leak test channels covering the meridional liner seam welds are subject to transverse behavior similar to that for the circumferential channels.
In this case, the strains causing the stresses in the channel and strains in the weld are due to circumferential liner strains.
Along the length of the meridional test channel shear strains occur in the fillet welds in order to force the channel to displace compatibly with the liner.
The shear strains and stresses are greatest at the upper and lower ends of the test channels and rapidly diminish so that at a distance of approximately 1 foot from each e_nd, the shear strains are negligible.
It has been asswned that all shear s*train occurs in the weld and that the channel is subjected to direct tension-or compressive stresses only.
The yield capacity of the fillet ~eld is determined using the Tresca criterion and the yield stress of the test channel, equal to 32 ksi.
Further, the weldment of the meridional channel to the circwnferential channel has been neglected which results in the conservative asswnption that there are no direct stresses across the top and 18
e bottom ends of the cliannel.
The strains given are the maximum average values calculated for 1 foot of weldment at the ends of the channel.
The results of the calculations are summarized in Tables 4-1, 4-2, and 4-3 for the 4 loading conditions evaluated:
(1)
Containment Integrated Leak Rate Test with pressure equal to 45 psig and no temperature rise in the liner. (ILRT)
(2)
The Structural Acceptance Test with pressure equal to 52.0 psig and no temperature rise in the liner.
(SAT)
(3)
The postulated Design Basis Accident with pressure of 45 psig,.
and liner temperature of 273°F equal to a temperature rise of 203°F.
(DBA)
( 4)
The factored Design Basis Accident pressure equal to 6 7. 5 ps ig and liner temperature of 273°F equal to a temperature rise of 203°F.
( 1. 5 DBA)
Cylinder Membrane Zone The results are summarized in Table 4-1.
19
Cylinder at Mat Discontinuity At the base of the cylindrical liner, the circumferential strains are negligible due to constraint of the containment wall and liner by the mat and the meridional strains are greater than those in the membrane zone due to bending of the concrete wall.
The curvature due to bending increases the meridional liner strain.
The results are sununarized in Table 4-2.
Dome at 30° From Vertical Since the channel is on the concrete side of the liner, it is assumed that it is not subjected to th~ temperature rise associated with the postulated accident.
This assumption results in larger channel stresses than in the cylinder since thermal strain acts to reduce differential strains between the liner and'test channel.
The results are summarized in Table 4-3.
20
LOADING CQ~JDI!IO!-:S ILRT SAT DEA 1,5 DBA IL~'!'
SAT DEA
- 1. 5 DBA Tl'*BLF 4-1 CYLINDER.MD~RRJI.NE ZONE EL. 33 '-6"
\\Jeld Shear Bending Bending Axial Stress At Stress in Stress in Stress Liner Due Channel Channel in To Trans-at Liner at 1seb &
Channel verse Flange Channel Bending (KSI)
(KSI)
(KSI)
(KSI)
CIRCL'MFERENTJAL CHANNEL
- 1. 93
- 1. 7 0.7 18.7 2.31 2.03 0.85
- 21. 6 4.43 3.9
- 1. 7
-12.3 2.7 2.37
- 1. 02
-2.9 MERIDIONAL CHA~NEL NIL 4.43 3.9
- 1. 7 7.54 NIL 5.2
+.6 2.03 9.86
.0006 2.7 2.4 1.02
-18.56
- .0002 0.58 0.51 0.2
-11. 6 L
A\\'ERAGr LO~GIITDl::AL SHEAR S!RAI~ I~ 12" I~; 7r.F FILLET h"ELD TO LI~ER AT :.EE 70P A~D BO'!'TO~l E~DS OF THE CJJ.A~~~EL.
LOADING co~mr TI 0!'1s ILRT SAT DEA
- 1. 5 DBA IL~~
SAT DEA l,5 DBA TABLE 4-2 CYLINDER AT MAT DISCONTI~L'ITY EL.-29'-7" Held Shear Bending Bending Axial Stress At Stress in Stress in Stress Liner Due Channel Channel in To Trans-at.Liner at ioieb &
Channel verse Flange Channel Bending (KSI)
(KSI)
(KSI)
(KSI)
CIRCUMFERENTJ:AL CHANNEL 6.2 5.4 2.4 0
7.3 6.4 2.7 0
0.4 0.3 0.2
-32.
3.7 3.2
- 1. 4
-32.
MERIDIONAL CHANNEL
.0011 0
0 0
25.8
.0014 0
0 0
30.5 NIL 0
0 0
-1. 5
.0004.
0 0
0 l 5. l L
A\\'ERAGr LO~Girt:DI::AL SHEAR STRAI~ I~ 12" I~ "i~*
FILLET h"ELD !O LI~ER AT TEE TC'P AKD BOTTO'.'.
E~DS OF THE CHA~~EL.
LOADING C0~JDITim:s ILRT Sl-.T DEA
- 1. 5 DBA IL~~
SAT DEA
- l. s DBA e
TABLE 4-3 DOME AT 30° FPOM VERTICAL AXIS Held Shear Bending Bending Axial Stress At Stress in Stress in Stress Liner Due Channel Channel in To Trans-at Liner
.at web&.
Channel verse Flange Channel Bending (KSI)
(KSI)
- (KSI)
(KSI)
CIRCVMFERENTJ:AL CHANNEL 3.7 3.2 1.4 15.1 4.2 3.7
- 1. 5 17.4 7.7 6.8 2.9
- 32.
9.6 8.5 3.7
- 32.
MERIDIONAL CHANNEL
.0004 3.7 3.2
- 1. 4
- 15. 1
.0005 4.2 3.7
- 1. 5 17.4
.0016 7.7 6.8 2.9
- 32.
.0021 9.6 8.5
- 3. 7
- 32.
L A\\'ERAGr LO~GIITDI::At SHEAR STRAI~ I~. 12" p: iHF FILLET h"'ELD TO LI!\\ER AT iEE 70P A~D BOTTO'.l E!\\DS OF !~E Cr.A~~EL.
TECHNICAL SECTION 5 ACCEPTANCE CRITERIA No acceptance criteria for the leak test channels were developed as part of the original design criteria or the licensing basis for the station.
However, those. developed for the liner and the liner anchors provide a reasonable basis with which the results presented in Section 4 can be evaluated.
UFSAR Section 15.5.1.8 references ASME Section III, paragraph N-1314 and Table N-421 for basic primary allowable stress levels.
For SA-442 Grade 60 liner plate, the allowable stress intensity, S, is 18.9 ksi.
Since SA-13i m
Grade C, the leak chase channel material, has the same yield stress and a similar lower bound ultimate strength as SA-442, the same allowable may be applied to the test channels.
Unlike the liner which behaves primarily in direct tension or compression, the stresses reported for the test channels are bending stresses and direct stresses.
The allowable bending st'resses for the test channel and weldment using the allowables for the liner in the UFSAR are 3 S for the stresses resulting m
These from the DBA and 1.35 Sy for stresses resulting from the SAT.
allowables are equal to 56.7 ksi and 43.2 ksi for the OBA and SAT, respectively, where Sm for the test channels is 18.9 ksi, and Sy is 32.0 ksi.
21
e e
The allo*,;able direct st-resses for the test channels determined using the UFSAR liner acceptance criteria are 3 Sm for stresses arising from. the postulated DBA loads and O. 9 S (28. 8 ksi) for stresses due to testing y
The maximum longitudinal direct stresses in the test channels in the circumferential and meridional directions occur at the base of the cylinder.
For the circumferential direction, the postulated DBA conditions produce the maximum compression, -32 ksi and in the meridional direction the SAT loads produce the maximum tension, 30 ksi.
These stresses are less than 3 Sm and slightly above 0.9 S respectively.
y All bending stresses reported for the test channel are well below 3 S,
m where Sm is equal to 18.9 ksi, and less than 1.35 Sy.
Thus, the stresses in the test channels meet ASME criteria.
The stresses in the weldment to the liner due to transverse bending in the channel are less than 3 S, where S m
m is 18.9 ksi for the test channel, and less than 1. 35 S.
y These shear stresses correspond to the rotation of the channel flange at the liner which is the shear strain.
The longitudinal strains in the test channel weldment in the liner dome are as much as 1.9 times the yield strain of SA-131 and SA-442.
It is assumed that the test channel does not undergo a temperature rise along with the containment liner during the OBA.
The resulting differential strain between the liner and the test channel induces the weldment shear strain.
Given the conservative assumptions used to calculate these strains, the small multiple of yield, and the ductility of the material, these strains are acceptable.
J 22
For the test channels, significant margins exist between the calculated bending stresses and the allowable stresses used for the liner.
The weld stresses due to the transverse behavior of the channel are also less than the FSAR liner allowables.
The shear strains calculated for the weldment in the longitudinal direction are acceptable for the ductile test channel material.
23
- 1.
NUS-56 REFERENCES Shop Fabrication and Field Erection of Reactor Containment Steel Plate Liner, including Addendum 3, February 28, 1969.
- 2.
AS!1E Boiler and Pressure Vessel Code, Sections II, III, V, and IX, 1968 edition.
- 3.
Surry Power Station Units 1 and 2, Updated FSAR.
- 4.
SWEC Calculation 1493728-S-6.
24
11 J ~ I MATERIAL SPECIFICATION FLOOR, SHELL AND DOME LINER CHEMICALS AND PHSICALS
- 2.
WELDING (a) METHOD (b) CODE ('NELDING QUALIFICATIONS)
- 3.
TESTING AND INSPECTIONS (a) VISUAL - 100%
(b) MAG. PARTICLE - 100%
(c) DYE PENETRANT - 100%
(d) MAG PARTICLES OR DYE PENETRANT - 100%
(e) RADIOGRAPH - 2% (PLUS FIRST 10 FT EACH WELDER FOR EACH POSITION - 100%)
(f)
AIR PRESSURE TEST - 45 PSI (g) HALOGEN LEAK TEST - 50 PSI LINER PLATE TEST CHANNEL ASTM-A442, GR60 ASTM-A131, GR.C YES YES FULL PENETRATION sun FILLET BOILER & PRESSURE BOILER & PRESSURE
- VESSEL CODE, SECT. IX, VESSEL CODE, SECT. IX, SECT. Ill SECT. Ill YES YES YES NO NO NO NO YES SECT. VIII, BOILER &
N/A PRESSURE VESSEL CODE YES YES YES YES FIGURE 1 (SHEET 1 CF 2)
DETAILS OF MATERIALS -
LINER ANO TEST CHANNELS CONTAINMENT STRUCTURE SURRY POWER STATION - UNITS ~&2 VIRGINIA ELECTRIC ANO POWER COMPANY
i
-~
e CHEMISTRYiPROPERTY CARBON, MAX, %.
MANGANESE, %
PHOSPHORUS,MAX,%
SULFUR, MAX, %
SILICON,%
TENSILE STRENGTH, KSI YIELD POINT, MIN, KSI ELONGATION IN 2 IN., MIN, %
ASTM A131-GRC 0.23 0.60-0.90 0.04 0.05 0.15-0.30 58-71 32 24 ASTM A442-GR60 0.24 0.74-1.20 0.035 0.04 0.13-0.33 60-80 32 FIGURE i (SHEET 2 OF 2)
DETAILS OF MATERIALS -
LINER ANO TEST CHANNELS CONTAINMENT STRUCTURE 23 SURRY POWER STATION - UNITS ~&2 VIRGINIA ELECTRIC ANO POWER COII.PJ..tJY
I j,J l
--~------
r s:r-o* :l.AD
,--- Ou.SIDE LINER
,,.- 2* -6° (iYP)
, /2" (iY?)
L
':"EST ::HANNE:..S ON./\\
01.17$1::,E OF DOME y \\
""'---,."',.----.1'--
i I
3/8° (TYP.)
4'-6" (TYP.)-
LHIER SUMS WITHOUT BACKING BARS L
. LIUER SEAl'iS WITH BACKING BARS 1
j TOP OF CONCRETE EL -29'-7" FIGURE 2 l
L,:4*
(TYP)
DOME TEST CHANNELS I
FLOOR '7EST CHANNELS WITH C0t-.'NEC71CNS LINER ELEVATION CONTAINMENT STRUCTURE SURRY POWER STATION - UNITS i&2 VIRGINIA ELECTRIC AND POWER COMP/.t-.Y
e CONC. FLOOR SURFACE TEST CHANNEL AT KNUCKLE JOINTS SCALE:NONE FIGURE 3 TEST CHANNELS - FLOOR DETAILS CONTAINMENT STRUCTURE SURRY POWER STATION - UNITS 1&2 VIRGINIA ELECTRIC AND POWER COMFAt~Y
01\\ J~h 'I
TYPICAL WALL JOINT WITt-lOUT BACKING PLATE (SIMILAR TO DETAIL Wilt-I BACKING PL.A TE EXCEPT AS NOTED) 1/4" x 1 1/2" llACKIN PLATE TYPICAL WALL JOINT WITH BACKING PLATE lYPICAL TEST CONNECTION 1/8" - 6,000 LO SCREWED HALF COUPLING WITII PIPE PLUG 1 X 1 1/2 x 3/16 CHANNEL FIGURE 4 TEST CHANNELS - WALL DETAILS CONTAINMENT srnucTUnE SUFIIW POWEfl STATION - UNITS 1&2 VIUGINIA [LECTnlC ANU POWEii COMPANY
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e
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TEST CHANNEL~-----.----
1 X 1 1 /2 X 3/16 PLUG----------~~.,..
TYP. TEST CONNECTION 1/8" 6,000 LBS. SCREWED HALF COUPLING WITH SOCKET HE.AD PIPE PLUG ONE EACH TEST SEGMENT 1/4
1/2" "NPICAL DOME JOINT FIGURE 5 TEST CHANNELS - DOME DETAILS CONTAINMENT STRUCTURE SURRY POWER STATION - UNITS ~&2 VIRGINIA !:LECTRIC AND POWER COMPANY I
V vC!a_,s:-1 e
S,'8" DIA. x 6 9/16" LG CONCRETE ANCHOR STUD (TYPICAL)
- 18 REBAR e
1-----------~
1/2" THK. DOM LINER 3 1/2" CLEAR NOMINAL 1 X 1 1 /2 X 3/16 CHANNEL TYP.
vs* - 6000
- HAL COUPLING WITH 1/8" NPT SOCKET HD PLUG, SEAL WELDED AFTER LEAK TEST FIGURE 6 DOME - SECTIONAL ELEVATION CONTAINMENT STRUCTURE SURRY POWER STATION - UNITS ~&2 VIRGINIA ELECTRIC AND PO\\'JER CGMF/.NY
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ATTACHMENT 2 CONTAINMENT LINER GENERAL INSPECTION AT SURRY POWER STATION - UNIT 1 e
e CONTAINMENT LINER TEST CHANNELS GENERAL INSPECTION - UNIT ONE A genera 1 inspection of the access i b 1 e interior surfaces of the containment structure was performed, as required by PT-16.3, prior to the recent Type A test. This inspection is performed for the purpose of identifying evidence of deterioration in the containment liner which may affect the containment integrity.
During the walkdown, a leak-chase channel test plug was discovered missing along the interior wall between "A" and "B" Loop Rooms.
No other plugs were discovered missing during the walkdown which covered 100%
of the readily-accessible interior surface.
While performing other Type A related activities, using scaffolding that was erected for other containment work, several normally inaccessible areas of the liner were able to be examined for missing channel test plugs.
Two leak-chase channel test plugs were discovered missing.
One was located in the dome of containment near the Rec ire Spray Ring and the other was 1 ocated a 1 ong the interior wall outside of "B" Steam Generator cubicle approximately thirty feet above the top of floor level.
There were no other plugs discovered missing during the limited inspection of inaccessible areas.
The 1 iner inspections did not identify any containment 1 iner deterioration.
Similar liner inspections of readily accessible areas will be performed prior to each subsequent Type A test at Surry Power Station.