ML19283B769
| ML19283B769 | |
| Person / Time | |
|---|---|
| Site: | Haddam Neck File:Connecticut Yankee Atomic Power Co icon.png |
| Issue date: | 02/22/1979 |
| From: | CONNECTICUT YANKEE ATOMIC POWER CO. |
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| Shared Package | |
| ML19283B765 | List: |
| References | |
| NUDOCS 7903190265 | |
| Download: ML19283B769 (43) | |
Text
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DOCKET No. 50-213 PRESENTATION BY CYAPCO MEETING WITH NRC/SSRT FEBRUARY 22, 1979 7 90319 0 M9
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l February 22 1979 g
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i REPORT ON PRESSURE TESTING OF REACTOR CO?TTAIINENT_
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i FOR C0!CECTICUT YANKEE ATGEC POWER PLANT _
COIRECTICUT YANKEE ATOGC POWER COMPANY HADDAM, CONNECTICUT Stone & Webster Engineering Corporation Boston, hhssachusetts
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a' TABLE OF CONTEtES Page 1
INTRODUCTION 2
PURPGE AND SCOPE 3
CONTAIIcm E i-3 DESCRIPPION 3
DESIGN 5
TEST REQUIREMENT 7
THE TEST 7
PREPARATION 9
PROCEDURE 11 TEST RESULTS 11 CRACKS OBSERVED 13 INTERPRETATION CF RESULTS Tables _
1 MEASURED RES'JLTS 2
LVDT DEFLECTION DATA 3
TEST MEASURH E RS 4
DEFLECTION DATA Plates I
ARRANGDEIE-REACTOR C0ItfAIIMENT II LVDT IDEICIFICATION - ON EXTERIOR WCT g III STRAIN GAGE IDENTIFICATIOi g
IV PLAN-MEASUREMEIE LCCATIONS V
FLUMBIESS OF VERTICAL WALL OF REACTOR CONTAIUMEIE e
2.
Plates SURVEY OF ROUNDESS, EXTERIOR CONCRETE SURFACE VI INSIDE DIAMETER EASUREMEITIS VII DISPLACEMENT OF WALL BELOW GRADE VIII CRACK PATTERN IX
=
MAXIMUM CRACK WIIffH BY OPTICAL CCt&ARATOR X
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INTRODUCTION As the structural design of the reactor contain=ent for Connecticut Yankee Atcx:lic Power Company's Haddam Neck Plant developed, it beca=e increasingly apparent that scce cf the details were not speci-fically dictated or controlled by existing codes or practices. Conse-
- quently, judg=ent based upon experience in designs and satisfactorily testing of smller contain=ent were followed in so=e instances. Stone &
Webster sought confirmation of any such judg=ent to be absolutely certain that the contain: rent would maintain its full integrity under all loading conditions presented in the Facility Description and Safety Analysis.
~
Consequently, it was agreed to institute some reasonably reliable meas-ure=ents during the pressure testing of the contain=ent structure.
Brewer Engineering Laboratories was retained to instru=ent the contain=ent as a supplement to some 11=ited structural measurements previously decided upon as an adjunct to proposed leak rate tests.
Subsequently, the importance of such test measurements mounted and the program expanded in scope in order to satisfy requests from applicable governmental cgencies.
The factor of allowable cracking in the shell was a subject of discussion and finally reached the point where crack vidths and patterns became one of the contingencies upon which award of the operating license.
was to be based. As a result of the Atomic Energy Co==ission's require-ments, on March 23, 1967, Connecticut Yankee submitted an a=end=ent to the license application.
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2.
FURPOSE AITD SCOPE The purpose of this report is to present results of the measurements and o'servations v,hich vere made on the reinforced concrete o
reactor containment. The tests were to confirm the contain=ent struc-tural integrity under a mximum pressure 15 per cent in excess of 40 psi Eage, the design pressure under incident conditions.
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3 CONTAINFEUT DESCRIPTION The plant is located on Injun Hollow Road at Haddam Neck, Connecticut, on the east bank of the Connecticut River, approximately seven miles fr m the nearest railroad siding. The nearest large city is Middletown, Connecticut, approximately91/2milesupstream.
The containment is a flat bottc=ed cylinder with a hemispher-ical dome. The dome is 21/2 ft thick reinforced concrete lined with 1/2 in. thick steel plate. Theverticalsidevallis41/2ftthick reinforced concrete lined with 3/8 in thick steel plate. The base is 9 ft thick reinforced concrete lined with 1/4 in. thick steel plate.
A 23 yip access hatch is located in the cylindrical vall at ground grade. Penetrations for feedvater, steam, electric lines, and mechan-ical piping which includes two IG in. purge air penetrations, are also located in the cylindrical vall. The seams in the liner are velded gastight and covered with s=all steel channels for testing purposes.
The reinforced concrete acco==odates all loading conditions except earthquake tangential shear, which is assigned to the liner. The base is founded upon granitic gneiss and uplift is prevented by suitable drainage. Cmplete drawings and description of the contain=ent struc-ture are included in the Facility Description and Safety Analysis.
DESIGN The concrete used in the side vall is 3,000 psi design strength at 28 days. It is air-entrained and has fly ash as well as a
4.
vater reducing agent. To expedite completion of the containment before jew S,t-0 freezing could occur, the doze was poured with 5,000 psi air-entrained 0
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$ o concrete without fly ash.
The reinforcing steel is composed of 18S bars having a guaranteed yield point of 50,000 psi. The vertical steel in the side vall is placed 12 in. on centersaround two concentric circles. These are near the inner and outer concrete surfaces and are positioned so astoprovide33/4in.ofcoveroverthereinforcingsteelnearestthe inner and outer faces. Two circumferential bars are supported by each vertical bar at every foot in height. These constitute the primry wall steel. Additional steel surrounds penetrations and accommodates discontinuities.
Bars were butt-joined by Cadweld splices of a size selected i 11
'to develop bar ultimte strength.
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C1 Tangential shear due to an earthquake having an acceleration of.17 g at zero period was calculated as taken by the steel liner. This amounted to a stress of approximately 8,000 psi.
The cylinder vall near its junction with the base slab is a region of high radial shear force. This region was provided with inclined shear reinforcement. However, there is some uncertainty regarding the applicability of the shear reinforcement provisions of existing codes to a cylindrical shell in a state of membrane tension. For this reason it was particularly important to observe the behavior of the cylinder in this region. Two test pits, 90 des apart, were dug for this purpose; radial deflection meters were installed closely spaced over the lowest 20 feet of cylinder vall.
c 5
TEST REQUIREMENT Amend =ent No.15 to Licence Application Docket No. 50-213, submitted March 23, 1967, includes the following:
Structural Acceptance Criteria for the Contain=ent
" Question:
" Quantitative and qualitative acceptance criteria to be used in evaluation of containment pressure tests.
" Answer:
"The following criteria are proposed as a measure of containment structural performance during and after the strength test at 40 psi gage:
"(1) The maximum vertical elongation of the structure shall not exceed 1.2"
"(2) The increase in containment dia=eter shall not exceed 13"
"(3) The maximum concrete crack vidth shall not exceed 1/328'
"(4) When centainment pressure is reduced to atmospheric, 'the width of any cracks which have developed in the concrete during the test shall not exceed.010 '
"(5) There shall be no visual distortion of the liner plate.
"The first two criteria correspond to calculated elastic deflections of the structure under 40 psi gage pressure, increased by 20% to allow for potential errors in measurement. The stress in the steel reinforcement corresponding to these deflections is apprcximately 19,000 psi, compared to a mini =um yield strength of 50,000 pai. Adherence to these criteria vill insure
'that no gross yielding of the structure has taken place.
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"The mximum crack vidth of 1/32" is specified to insure C
- 'o I that local yielding does not occur, and the concrete v
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I is able to transmit shear forces to the steel liner.
The value of 1/32" was proposed by the AEC Staff
/[3 s consultants and was accepted by Connecticut Yankee.
"As long as the structure,remins in the elastic hange, no permnent distortion should exist in the liner or in the concrete once the pressure is reduced to atmospheric.
Strain in the liner vill be ceasured throughout the test by strain gages located at various points on the liner, and particularly around the main equipment hat.ch.
"Both the liner and the concrete vill be visually inspected after the test.
Only very s=all, hairline cracks in the concrete (<.010") vill be considered acceptable and no visual distortion of the liner vill be tole ~ rated.
However, it is fully expected that there vill be smn residual cracks as a result of shrinkage in the concrete.
5 "If any of the foregoing criteria are not met, it is intended that a critical review of the test results will be performed with the Staff and its consultants, in order to determine the reasons for failure to meet the criteria, and the course of action required. In any case, a report will be prepared documenting the conditions of the test and the results of all reasure=ents. This report vill be submitted to the AEC staff."
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7 THE TEST PREPARATION During the first two weeks of May,1967, two steeplejacks care-full,y examined the isolated exposed concrete surfaces of the dome and Y
Approxi=1tely half of the dome surface and a vertical band side valls.
at least 10 ft vide for the full height above two examination pit; were I
They employed bosun's chairs on the vertical sides and steel checked.
In addition, considerable areas were observed from cables on the dome.
the permanent access ladder and the platforms which support the main steam lines. Any cracks which were observed were cataloged for future In general, all cracks found were of such observation under pressure.
minor nature as to be considered insi6nificant.
The exterior surface of the container was checked at atmos-pheric pressure for out-of-round by means of a traverse and offsets at Cround grcde. It was also checked at 40 psi Eage and, again, when the container returned to atmospheric pressure. See Plate VI~.
The interior liner surface was checked for roundness at El. 48 5 by measuries offsets from the previously centered crane rail.
See Plate VII.-
Two pits were dug adjacent to the exterior containment vall frca ground grade to the top of the mat. These vere located approxi-mately 90 des apart, as shown on Plate I.
These pits were sheeted by timber to protect deformation gages and provide access for visual observation. A vertical steel column was erected in each pit. These vere isolated frce the containment structure and braced from the sur-From the rc.unding ground surface by means of insulated steel anEles.
8.
top of the =at elevation to above ground, these columns supported horizontal steel angle outriggers 12 in. on centers vertically. These extended to within 2 in, of the concrete surface. Electrically operated linear variable differential transducers (LVDT's) monitored the concrete vall move =ent from each horizontal angle. A total of 24 such gages were e
used in each pit. See Plate II.
Ten LVDT's, two every 72 deg, were placed against the thick concrete ring which surrounds the exterior hatch opening.
One was positioned at the inner concrete perimeter and another at the outer concrete peri =eter.
They were supported frca the isolated concrete valls which shield the equip =ent hatch.
Six strain rosettes were fixed to the bare steel of the interior liner surroanding the equipment hatch. Four others were attached to the bare liner in a vertical line near the electrical penetrations.
One was at the lowest floor grade, another midway up the vall, a third below the spring line, and a fourth was a foot or so up on the do=e.
See Plate III.
All LVIYI's were wired to visual meters in the spent fuel building; all rosettes were to meters in the cable vault. Horizontal brackets sup-ported transit rod scales on the north and south containment concrete sur-faces at ground grade, mid-height, and spring line. A single vertical target was also set on the center of the dcc:e. Three transits were set on elevated spots at strategic locations east of the containment to measure the horizontal and vertical movement of the containment before and during the test. See Plate IV.
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9 Three additional transits were provided to survey roundness of the shell and plumbness of the valls and gaSe support colu=ns, and to scan inaccessible surfaces for cracks.
Eight compressors, producing a total output of 4,800 cfm, were located north of the primary auxiliary building and connected to the containment by suitable piping.
- PROCEDURE On Friday morning, May 12, 1967, the compressors started pumping air into the containment. The weather was fair and the tempera-ture in the upper fifties. Previous to that weekend, the weather had been abnormally wet and cool (for the entire spring).
The temperature of the air as it passed through the pipes was 70 deg.
After the pressure reached 5 psi gase, leaks in penetration closures were detected and were stopped. Later, oil was noticed in the air lines. The interior of the container was examined at 7 psi gage and corrective measures were taken to remove the oil. The interior was checked again at 10 psi gage and the oil had cleared up sufficiently to permit continuing the test without danger.
The maximum required pressure of 46 psi gage was reached early in the afternoon of Monday, May 15, 1967 saturday and sunday had been fair and the temperature was in the sixties; Monday was damp and foggy, with the temperature in the fifties.
Pressure was maintained at this upper level (46 psi gage) for at least one hour and then it was lowered y&P,jyd fs r. e p
. - = - -.
10.
to 40 psi gage, where it was held steady until 11:00 P.M. on Thursday, May 18, 1967 Between that time and 7:00 A.M. on Friday, May 19, 1967, it was lowered to 15 psi gage, where it was held constant until 3:00 P.M.,'
Saturday, May 20, 1967 Leak rate tests were ccepleted at that time and the pressure lowered. Atmospheric pressure was a5ain reached Sunday, May 21, 1967, at 8:00 A.M.
The time required to bring the container to a specific pressure without incident was estimted and it was found that a 5 psi gage incre-ment would be reached in approximately three hours.
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TEST RESULTS CRACKS OBSERVED Sece cmall cracks were observed in the concrete vall and dome before pressurizing was started. These were charted for future reference.
One, on the south face at El.
27 ft, appeared to be the worst and was carefully observed under all pressures. At 46 psi Eage, the videst part of this crack did not exceed 0.01 in. when measured with a comparator and checked with feeler gages. Pictures (See Plate X ) were taken of it. Also, see Plate IX.
During the period when the pressure was held at 46 psi gage, T-an intensive search was made by foot for cracks. In general, the vertical y gi't C < ^ ' ",
cracks found conformed to a closely knit pattern approximately 18 in.
g g,3 c. 4 g on on center. Horizontal cracks were discernible in some of the construc-
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tion joints. No cracks were visually evident in the exposed vall surface l' k 3 5 /,
exposed within the open pits which would correspond with the instrumented f,,
e outward radial movement induced by shear.
It was possible to observe sizable areas of the upper vall from the platform supporting the steam lines. No crackin6 was e ident until the pressure exceeded 40 psi.
At 46 ps
-,1, a rather definite uniform pattern
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degd; but the magnitude was too s=all to measure and was discernible
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only by careful inspection.
The cable vault was an ideal location to study lower vall move-ments, since there is a fairly extensive area of well lighted and brightly.
painted vall surface. Furthermore, the vall is covered with electrical 3
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12.
penetrations and cracking (if any) should be expected here. However, very few (extremely small) cracks were found in this area. There was an indication that the attached structure moved; but the movement was of no consequence.
When the pressure was reduced to 40 psi gage, surface areas at four points on the circumferehce of the containment were inspected for the complete height of the cylindrical vall by use of a bosun's chair, covering approximately 10 ft on each side of the chair. The dome was inspected over approximately 40 per cent of the dome area by
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use of cables and straps. Those areas otherwise inaccessible vere inspected by the use of transits located on,the ground at brious loca-tions around the structure.
Cracks were watched en the north side of the conte.inment as they developed and subsided. They were not considered to be as large or nu=erous as those on the south side.
Consequently, the exposed southern containment surface was studied in more detail.
Generally speaking, no excessive cracking was found anywhere.
Such measurable cracking as did occur was evident early in the pressurizing, and opened as the pressure increased. However, all cracks _ closed to an unmeasurable width vnen the pressure returned to atmospheric.
MEASURED RESULTS Changes in contain=ent diameter and height were measured by means of engineer's scales attached to brackets positioned along the vertical cylinder vall on the north and south sides of the containment and at the top of the dome. These scales were read by transits placed 4
at elevated locations cast of the structure.
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13 The variation from vertical of the cylindrical vall was checked at four locations around the circumference of the containment both at 40 psi gage and subsequent to returning to atmospheric pressure (Plate V).
Referring to Tables 1, 2, and 3, the results are shown to meet the requirements of Amendment 15 It is seen that the vertical valls expanded outward with the pressure and then returned to a normally expected position after cracking had occurred. See Plate VIII.
Table 4 shows the stress induced in the steel plate liner.
INI'ERPRETATION OF RESULTS No excessive deformation or cracking occurred 1,n the reinforced concrete containment; and all such movecents which did occur returned all areas to their original cracked position without leaving any significant permanent deformation when the pressure dropped. Thus, the tests demon-strated that each of the criteria established prior to the performance of the test was satisfactorily met. A representative of the Division of Compliance was present during the time the containment was at 40 psi gage and witnessed the test procedure.
There was no evidence of radial shear failure in the cylinder near the base slab.
Inspection of the containment liner plate subsequent to returning the containment prescure to atmospheric indicated no visual distortion of the plate.
Table 1 MFASURED RESULTS PRESSURE TE3TU!G CF RFACTC3 CC:.*TAII:MEff?
CO:!;ECTICUT YAIIKEE ATC:'IC FC'ER COMPANY Allowed, In.
Recorded, In.
Maximum Vertical Elongation at 40 Psi Gage 1.2 05 Increase in Containment Diameter at 40 Psi Gage
~13 1.25 Maxi =um Crack Width at 40 Psi Gage 1/32 ea.*J8
.01 Maximum Crack Width when Pressure Returned to Atmospheric
.010
.001 Visual Distortion None None e
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Tabic 2 LVDT DI:FI.IITIC!i DATA PRESSURi: TESTI:'G OF FUMCTOR COUTAIntENT CONILITICUT YdH02: ATCI'IC PCITr:R CCITNiY Date 5/12/67 5/15/67 5/21/67 Date 5/12/67 5/15/67 5/21/67 Time 15h7 1430 0d10 Time 1547 1430 0010
- Pressure, Pressure, In. Mc o
93.65 o
In. IL; o
93 65 o
Displacemegt, Trancdecer Transducer Displacemcgt, In. x lo-number In. :t lo" Humber 1
-2 414 98 31 5
194 To 2
-2 405 96 32 5
171 67 3
-2 383 94 33 3
155 64 4
-2 369 90 34 5
147 65 5
-3 347 85 35 5
134 63 6
-3 334 81 36 5
120 57 7
-3 310 78 37 6
107 56 8
4 289 75 38 5
94 52 9
4 267 To 39 3
78 53 lo
-5 245 64 40
-1 66 39 11
-4 225 59 41
-3 56 36 12
-5 214 56 42
-5 49 32 13 4
190 54 43
-6 36 26 14 4
166 46 44
-8 29 23 15 4
156 45 45
-9 23 19 16
-5 134 39 46
-8 16 16 17 4
115 36 47
-6 12 13 18
-3 94 30 48
-5 8
8 19 4
TT 26 49 4
5 9
20 4
67 23 51 3
159
-90*
21
-3 54 19 52 4
45 55 22
-2 41 17 53 4
175 182*
23
-1 28 14 54
-3 60 65 24
-1 16 lo 55 2
86 47*
26 2
291 77 56
-3 75 53 27 1
277 78 57 4
59 42*
28 4
254 75 58
-1 59 48 29 7
239 78 59 4
135 61*
30 5
216 75 60
-2 69 63
- LVIffs and support structures damaged 5/18/67 1
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TELT MEASUREMENTS PRESSURE TESTING OF REACTOR C0.TAIta.EITP CONNECTICUT YANKEE ATOMIC POJER COMPANY STRbCTURAL EXPANSION, INCHES Dome North Side Targets South Side Targets
- Pressure, Vertical Psi Gage Date Time Movement E1. 119' El. 72'i El. 22'i El. 119' El. 72't El. 223
-- - 2 5/12/67 7:00 A.M.
0 0
0 0
0 0
0 5
5/12 9:00 A.M.
0 0
0 0
0 0
0 15 5/14 5:30 A.M.
1/8 1/8 1/8 1/8 1/4 1/8 0
20 5/14 9:ho A.M.
1/8 1/4 1/h 1/8 1/4 1/8 0
25 5/1h 1:00 P.M.
1/8 1/8 1/h 1/8 1/8" 1/4 1/8 30 5/14 6:00 P.M.
1/4 1/4 3/8 1/8 1/2*
1/2 1/8 33 5/14 7:30 P.M.
1/4 1/4 1/2 1/8 5/8*
5/8 1/8 5/15 6:30 A.M.
3/8 1/4 1/2 1/4 1/2*
5/8 1/4 36 40 5/15 8:45 A.M.
3/8 1/4 1/2 1/4 1/2*
5/8 1/h L3 5/15 12:15 P.M.
1/2 1/4 1/2 1/4 5/8" 3/4 3/8 46 5/15 2:25 P.M.
fog 1/h 1/2 1/4 1/2*
3/4 3/8 46 5/15 2:h0 P.M.
fog 1/4 1/2 1/4 1/2" 3/h 3/8 46 5/15 2:55 P.M.
5/8 3/8 5/8 1/4 1/2" 3/4 3/8 h6 5/15 3:10 P.M.
5/8 3/8 5/8 1/4 1/2" 3/h 3/8 40 5/16 8:15 A.M.
1/2 3/8 5/8 1/4 3/8*
5/8 3/8 L O' * ' '
5/17 9:20 A.M.
3/8 1/2 5/8 1/4 1/2*
5/8 3/8 ho 5/18 8:3C A.M.
3/8 3/8 5/8 1/h 3/8*
5/8 3/8 35 5/19 12:40 A.M.
3/8 1/h**
1/2**
1/4 3/8*
5/8 3/8 29 5/19 3:00 A.M.
1/4 1/2**
3/8**
1/8 3/8*
5/8 1/4 2h 5/19 h:00 A.M.
1/8 1/8**
1/4"*
1/8 3/8*
1/2 1/4 20 5/19 5:30 A.M.
1/8 0**
1/8"*
O 3/8" 1/2 1/8 15 5/19 7:00 A.M.
1/16 1/8**
1/ha*
1/8 3/8*
3/8 1/8 15 5/19 12:45 A.M.
1/8 0**
1/h**
1/8 1/h*
3/8 1/8 0
5/22 9:50 A.M.
0 0**
1/855 0
0*
1/4 1/8
' Visual inspection of target support at El.119 ft, south side, revealed wood had weathered and varped.
Also, base of target bracket had moved approximately 3/8 in. from concrete surface during tests, so these readings were adjusted accordingly.
- Measurements on north side at elevations 119 ft and 72 ft taken May 10, 1967 from 12:00 to 4:00 A.M.
by flood lights.
These readings are generally considered to be accurate to within 1/8 in.
Table 4 DEFLECTION DNfA PRE 3F,URE TESTII.G OF WACTCH CC:TTAI!!ME!!T CoI!UECTICUT YAI:KED ATC:UC Po'JER Cot 2N.'Y Date 5/12/67 5/12/67 5/12/67 5/14/67 5/15/67 5/15/67 5/21/67 Time 0445 0a5 1535 0515 0900 1425 0805 Pressure, In. Hg.
0 10.20 0 ] 30.0 61.4 93.o5 o
Strain Gace Number Strass, Fsi 1L o
268
-151
-65 4,560 4,940 4,040 1C o
334 151 1,190 10,400 12,700 3,900 2L o
2,040 332 5,850 8,110 7,770 4,Wo,
2c o
1,570
- 382 4,81o 10,900 12,600 864 3L o
2,660 348 8,420 12,800 12,900 -1,420 3c o
5,670 418 19,200 24,900 24,400 -5,860 4L o
1,840 604 4,760 8,320 8,600
-586 4c o
4,560 508 12,300 22,400 22,900 463 5L o
1,630 323 5,410 12,000 13, coo 6,050 sc o
1,980 554 5,610 7,900 8,000 10,900 6L o
210 105
-154 4,660
-5,700 -5,420 6c o
-111
-25
-1,450
-10,200 -12,500 6,840 TL o
216 386 1,730 15,900 18,800 5,080 7c o
65 256 1,630 n, loo 13,500 3,040 8L o
292 398 2,190 18,600 21,900 6,150 8c o
209 484 2,090 16,300 19,900 6,400 9L o
M6 360 2,370 19,100 22,700 4,470 9c o
305 360 1,550 9,300 11,800 2,250 loL o
262 102 906 2,430 2,520 339 loc o
500 59 1,340 4,650 5,560 525 Strain Gages:
Baldwin Lima Hanilton Type FABX-25-35-S6.
d Rs = 350 2 5 chms, Gage factor 2.o8 i Ig.
LotNo.252-2-CL(106).
Gages bonded with Eastman 910 contact cement, coistureproofed with Armstrons c-3 (flexibilized),
and GE RTV-103 L gage - Longitudinal with contaiment axis.
c gage - Circumferential with containment axis.
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PERSO li!EL ITNCLVED Iti THE PRESSU?2 TESTS _
Connecticut Yankee Atomic Power Cominny Mr. J. De Vincentis Mr. E. Tarnuzzer Stone & Webster Engineer'.ng Corporation Mr. C.T. Chave
- Chief Nuclear Engineer Mr. L.P. Williams - Power Engineer Mr. E. Ireland
- Chief Structural Engineer Mr. V.C. Woodman - Project Engineer Mr. C.T. Gorden
- Senior Structural Engineer Mr. E.A. Sweeney - Engineer, Structural Division Mr. G.V. Spires
- Engineer in Training Consultants Prof. R.J. Hansen Prof. M.J. Holley, Jr.
Atcrnic Energy Co= mission Mr. C. McLaughlin - Division of Reactor Development Water Reactor Branch Mr. N. Mosley
- Division of Compliance Brewer Engineering Laboratories, Inc.
Mr. W. Wareham - Supervisor - Deflection and Strain Instrumentation e
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f b - INDICATE S LIASUPEMENTS TAMEN WAY 17,1967.
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PRESSURE IN VESSEL
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c -IND10ATES MEASUREMENTS TAKEN WAY 22.1967 5
PRES $URE IN VESSEL e O PSIG.
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( AFTER PRESSURE TEST)
INSIDE DI AMETER MEASUREMENTS TAKEN AT ELEVATION 48'-6" REACTOR CONTAINMENT STRUCTURE CONNECTICUT YANKEE ATOMIC POWER COMPANY
. STONE E. WEBSTER ENGINEERING CORPOR ATION J U N E,19 67
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Ettv& TION v 1 LVDT'S IN E AST PIT LV D T'S IN WEST PIT a
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M AXIM U M WIDT H.010" HORIZONTAL CR ACKS AT E ACH CON STRUCTION JOINT PLUS ONE OR TWO MUCH SM ALLER CR ACKS BETWEEN JOINTS.
NO SPALLING OF CONCRETE.
CR ACK PATTERN CONNECTICUT YANKEE ATOMIC POWER COMPANY STONE & WEBSTER ENGINEERING CORPORATION J U N E, 1967
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3 1
e February 22, 1979 CY SEISMIC ANALYSIS METHODOLOGY / CRITERIA 1.
CHARACTERIZE COMPONENT OR STRUCTURE 2.
DETERMINE PERCENT CRITICAL DAMPING 3.
A.1 DETERMINE NATURAL FREQUENCY (COMPONENT / STRUCTURE)
A.2 CHOOSE APPROPRIATE "G" LEVEL B.
CHOOSE PEAK "G" LEVEL 4.
APPLY "G" LEVEL TO CENTER OF MASS (HORIZONTAL) 5.
CALCULATE FORCES, MOMENTS AND STRESSES 6.
ADD ABSOLUTELY TO ALL OTHER NON-THERMAL LOAD CASES 7.
COMPARE RESULT WITH WORKING STRESS LIMITS 8.
ADD ABSOLUTELY THERMAL LOAD CASES 9.
COMPARE RESULT WITH YIELD STRESS
February 22 Ih9 2M 5/66 unwn1 zwenn Fwrws FA"!LITY Df.30.:lPTIO" A!D SAFCY ANALYSIS C3;U:C' IICI IAKE A?P.IC NT CO 2AH
- ~ -
Per Cent of Ccepwnt or Structure Critical Da:sping Reinforced concrete remetoe em+#",
T.0 includig frumdatica est Beinforced concrete frened e' h m 50 Steel framed structures, including supportig structures and im=^=+1oes 25 Bolt.ed velded 1.0 Pipig systems stainless steel 1.0
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February 22 1979 EARTHOUAKE ANALYSIS
SUMMARY
RESIDUAL HEAT REMOVAL SYSTEf1 PIPING
.5 W HORIZONTAL (.17G S 1% DAMPING)
.5 W AT EACH MASS N0DE ANALYZED 3 DIRECTIONS (ALL HORIZONTAL)
STRESSES - PSI Largest East North N-E Total Point Thermal Earthquake Earthquake Earthquake Stress A -1 3500 4530 8230 11150 14650 n
DEFLECTIONS - INCHES Largest East North N-E Total Axis Thermal Earthquake Earthquake Earthquake Deflection X
+ 2.14
+ 0.02 0.00
- 0.04 2.18 Y
+ 1.00
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+ 0.05 1.05 Z
+ 0.70
- 0.01
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+ 0.01 0.75 LOAD COMBINATION EARTHQUAKE PLUS IHERMAL LESS THAN YIELD
February 22 1979 REFUELING WATER STORAGE TANK bESCRIPTION:
35 FT DIAMETER ASME VIII TANK:
35 FT SIDE WALL DOMED TOP ALUMINUM LOADING CONDITIONS:
1.
HYDROSTATIC PRESSURE 2.
SNOW LOAD (40 PSF) 3.
WINDLOAD (25 PSF) OR EARTHQUAKE (0.5 w) 4.
DEADWEIGHT ASSUMED 5/8 INCH THICK LOWER SHELL COURSE AND COMPARED COMBINED EFFECTS OF FOLLOWING WITH ASME VIII ALLOWABLE (6250 PSI):
LONGITUDINAL PRESSURE CIRCUMFERENTIAL PRESSURE DEADWEIGHT EARTHQUAKE BENDING EARTHQUAKE SHEAR CONCLUDED THAT STRESSES WERE MARGINAL, THEREFORE INCREASED THICKNESS TO 11/16 INCH.
CONDITION 3 ALSO CONSIDERED TO PRECLUDE TANK OVERTURNING OR SLIDING.
~
February 22, 1979 f/fESSul?/2ER SuPPOR7' i4N4L YSIJ
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THE PRESSURIZER SUPPORT CONSISTS OF:
1.
THREE DEADWEIGHT ROD SUPPORTS ANCHORED IN THE THREE FOOT THICK REINFORCED CONCRETE CHARGING FLOOR. SUPPORTING THE BASE OF THE PRESSURIZER THROUGH A RING GIRDER / CRADLE ASSEMBLY.
2.
FOUR EARTHQUAKE GUIDES AT THE CHARGING FLOOR ELEVATION ALLOWING RADIAL AND VERTICAL THERMAL GROWTH WHILE RESTRAINING LATERAL EARTHQUAKE FORCES.
3.
A HORIZONTAL FRAME ASSEMBLY LOCATED AT THE BASE OF THE PRESSURIZER.
THE FRAME TRANSMITS HORIZONTAL ~ EARTHQUAKE FORCES FROM THE RING GIRDER /
CRADLE ASSEMBLY TO THE' CRANE WALL OF THE CONTAINMENT.
PRESSURIZER LOWER RING GIRDER ANALYSIS:
CONDITIONS ANALYZED:
DEADWEIGHT (INCLUDING MOMENT EFFECT)
SEISMIC (TWO HORIZONTAL DIRECTIONS--WORST CASE CHOSEN)
MAXIMUM STRESS:
SUPERPOSITION TECHNIQUES EMPLOYED ROARK RING FORMULAE 12,811 PSI a HORIZONTAL BRACE ATTACHMENT e
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~
EESIQI CRITERIA OF SELECTED STRUCTURES e
% Critical Criteria Seismic Structure Material ('s)
Damping 0.03g 0.177 Cceff.
I Pgactor Containment Concrete 7.0 I
0.37*
,(Incl. Fotadation Mat)
Bolted Steel 2.5 I
0.36,.
Concrete (Internal) 7.0 Z
0.23 Concrete (Cable Vault, 5.0 X
0.26 Hatch Shielding)
', Primary Auxiliary Bldg.
Concrete 5.0 I
0.26_
Steel noited 2.5 I
0.36 New and Spent Fuel Bldg.
Concrete 5.0 X
0.26 (Incl. Refuel Cavity)
Steel Bolted 2.5 X
0.36 Steel melded 1.0 X
0.50 Turbine Bldg.
Stimal teelded 1.0 I
0.089 Steel Bolted 2.5 I
0.064 Concrete Turbine Supp.
5.0 I
0.046 Concrete Floors 5.0 X
0.046 Steel Bolted (Floors) 2.5 X
0.064 office Bldg.
Ctuncrete 5.0 1
0.046 Steel Bolted 2.5 1
0.064
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0.X Steel Bolted
_2. 5 I
0.36 Ion Exchange Bldg.
Ctmcrete 5.0 X
0.26 Steel Bolted 2.5 1
0.36 Service Bldge I
Control Bldg.
Concrete 5.0 X
0.26 Steel Inolted 2.5 X
O.36 Service Bldg., Auxiliary Concrete 5.0 Z
0.046 "
Bay, Warehouse, Service Steel Bolted 2.5 I
0.064 Boiler Rocum Diesel Generator Bldg.
Concrete 5.0 X
0.26 Steel Boltdd 2.5 I
0.36 Station Service Trans-Concrete 5.0 X
0.26 formers and Switchgear Steel Bolted 2.5 1
0.36 Yard Crane-Supporting Steel Bolted 2.5 I
0.36 Structure Switchyard Concrete 5.0 X
0.26 Steel Bolted 2.5 X
0.36
[e eiftYSowb f
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