ML23006A135
| ML23006A135 | |
| Person / Time | |
|---|---|
| Site: | Monticello  |
| Issue date: | 12/19/2022 |
| From: | Xcel Energy, Northern States Power Company, Minnesota |
| To: | Office of Nuclear Reactor Regulation |
| Shared Package | |
| ML23006A159 | List:
|
| References | |
| L-MT-22-021 | |
| Download: ML23006A135 (1) | |
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{{#Wiki_filter:MONTICELLO UPDATED SAFETY ANALYSIS REPORT USAR-A SEISMIC DESIGN CRITERIA Revision 29 MONTICELLO APPENDIX A SEISMIC DESIGN CRITERIA TABLE OF CONTENTS PAGE RECOMMENDED EARTHQUAKE CRITERIA A.1-i Geology A.1-2 Seismology A.1-4 Recommended Earthquake Design Procedures A.1-6 EARTHQUAKE ANALYSIS: REACTOR BUILDING A.2-i Introduction A.2-1 Design Criteria A.2-1 Building Description A.2-1 Method of Analysis A.2-2 Elastic Springs Representing Soil Condition A.2-3 Analytical Procedure A.2-4 Discussion of Results A.2-11 References A.2-12 List of Figures and Properties A.2-14 EARTHQUAKE ANALYSIS: DRYWELL A.3-i Introduction A.3-1 Design Criteria A.3-1 Description of Drywell A.3-1 Mathematical Model of Drywell A.3-1 Calculated Data A.3-2 Analytical Procedure A.3-2 Results A.3-7 Recommendations A.3-8 References A.3-10 Appendix Data and Design Figures A.3-11 EARTHQUAKE ANALYSIS: REACTOR PRESSURE VESSEL A.4-i Introduction A.4-1 Description of Reactor Pressure Vessel A.4-1 Mathematical Model of Reactor Pressure Vessel A.4-1 Analytical Procedures A.4-1 Calculated Data A.4-5 Results A.4-5 Recommendations A.4-6 References A.4-7 Appendix A Data and Design Figures A.4-8 Appendix B Calculated Data Sheets A.4-26 A-i
MONTICELLO APPENDIX A SEISMIC DESIGN CRITERIA TABLE OF CONTENTS (continued) PAGE EARTHQUAKE ANALYSIS: CONTROL ROOM A.5-i Introduction A.5-1 Design Criteria A.5-1 Building Description A.5-1 Method of Analysis A.5-1 Analytical Procedure A.5-2 Periods and Mode Shapes A.5-2 Generalized Acceleration and Displacement Response A.5-3 Remarks on the Computer Program A.5-4 Discussion of Results A.5-9 References A.5-10 List of Figures A.5-12 EARTHQUAKE ANALYSIS: 20 INCH SUCTION HEADER A.6-i Introduction A.6-1 Description of 20 Inch Suction Header A.6-1 Analytical Criteria A.6-2 Method of Analyses A.6-2 Computation of Stresses A.6-3 Description of Computer Program A.6-3 Discussion of Results A.6-3 Comments on Assumption A.6-4 List of Figures A.6-5 References A.6-23 EARTHQUAKE ANALYSIS: PRESSURE SUPPRESSION CHAMBER A.7-i Introduction A.7-1 Description of Suppression Chamber A.7-1 Method of Analysis A.7-2 List of Figures A.7-3 References A.7-11 EARTHQUAKE ANALYSIS: RECIRCULATION LINES A.8-i Methods of Analysis A.8-1 Program Theory and Assumptions A.8-1 Purpose A.8-1 Method of Analysis A.8-1 References A.8-1 ME 101 Static Analyses A.8-2 Dynamic Analyses A.8-2 Verification A.8-4 Piping Stress Calculation Index A.8-5 A-ii
MONTICELLO APPENDIX A SEISMIC DESIGN CRITERIA TABLE OF CONTENTS (continued) PAGE EARTHQUAKE ANALYSIS: OFF GAS STACK A.9-i Introduction A.9-1 Description Criteria A.9-1 Description of Stack A.9-1 Method of Analysis A.9-1 Description of Computer Program A.9-2 Discussion of Results A.9-3 Recommendations A.9-3 References A.9-4 Design Reconciliation A.9-4 A-iii
A.1- i GENERAL ELECTRIC COMPANY ATOMIC POWER EQUIPMENT DEPARTMENT MONTICELLO NUCLEAR GENERATION PLANT RECOMMENDED EARTHQUAKE CRlTERlA J I A \ JOHN A! BLUME
~ d h ~~ Il I H ~ A AND ASSOCIATES, ENGINEERS SAN FRANCISCO
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JOHN A. BLUME J. P. NICOLErTI H. J. SEXTON L SHARPE JOHN *A. BLUME & ASSOCIATES, ENGINEERS R. D. M. TEIXEIRA 612 HOWARD STREET
- SAN FRANCISCO, CALIFORNIA 94105 * (415) 397-2525 July 15, 1966 General Electric Company 175 Curtner Street San Jose, California Attention: Mr. R. B. Gile
Subject:
Earthquake Design Criteria for the Monticello Nuclear Generation Plant t.-r~\ \. Gentlemen: Transmitted herewith is our recommended earthquake design criteria for the subject project, Since not all field data have yet been made available it will be necessary that we review the findings presented herein. We do not however, expect drast_ic changes in these c.,riteria. Very truly yours, JOHN A. BLt{~~ ":SSOCIATES, ENGINEERS 11.'JMc-~ H. l*
'J Sexton, Vice President and Chief Engineer A.1-ii
JOHN A. BL;ME J. P. r;*COLc:TI H. J ** s1;xro:1
- .:-H>J A iHLJ,'i,'.". 8,, A.SSOCIATES, ENGINEERS ~ L. SH A-!*:
February' 6, 1967 General Electric Company Atomic Power Equipment Dept. 175 Curtner Street San Jose, California 95103 Attention: Mr. R. B. Gile MC-750
SUBJECT:
Monticello Nuclear Plant Gentlemen: The following telegram was sent to Northern States Power Company this date: MR. A. V. DIENHART NORTHERN STATES POWER CO. 414 NICOLLET AVENUE
- MINNEAPOLIS, MINNESOTA
SUBJECT:
MONTICELLO NUCLEAR Pl.ANT REFERENCE OUR LETTER TO GENERAL ELECTRIC DATED SEPTEMBER 30, 1966. WHEN LETTER WAS WRITTEN WE WERE AWARE THAT THE CLAY LAYER WAS TO BE REMOVED AND REPLACED WITH A COMPACTED GRANULAR FILL. IT IS OUR OPINION THAT THE GROUND ACCELERATION AND RESPONSE SPECTRA DATA PRESENTED IN OUR REPORT OF JUly 15, 1966 ARE STILL VALID. Reference is made to our letter of September 30, 1966. At the time of this letter we were aware that the clay layer assumed to underlie the reactor building foundation was to be removed and replaced with a compacted granular fill. Since this layer is assumed to be only about 15 feet in depth, it is our opinion that changing the clay layer to a granular fill layer will have no effect on the earthquake criteria. A. l-iii
G~neral El~ctric Co. February 6, 1967 Your attention is invited to the end of the first sentence of the above-referenced letter. The date of the dynamic response report was listed as July 17, 1966. This should be revised to July 7, 1966. For your information we are transmitting herewith two (2) copies of the Dynamic-Response Data Investigation. Very truly yours, JOHN A. ENGINEERS BLUME & ASSOC~~?
'["" ~, j(cu* _
I E. J. Keith Assistant Vice President EJK/hp . I(. Enclosures A.1-iv
i JOHN A. BLUME J. P. NICOLETTI j O :-j 1 *J A. s ! l' ,',H. & A S S O CI AT E S , E N G I N E E R S R. l. SH
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- 0. M. TElfEll!A
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- SAN FRANC:5Cu, -:"->..UF,)~:~;.\ q41:; * :*rs) 397-2525 September 30, 1966 r;.ene::al ::::1ectric Com?o.n:*
Ator::.i: Power iquipment Department 175 Curtner San Jose, California ATI'ENTION: Mr. R. B. Gile, r.c-750 SUBJEC'I': Earthquake Design Criteria for the Monticello Nuclear Ge:i.eration Plant Gentlemen: We have reviewed the Dames & Moore Report of Foundation Investiga-tion, Proposed Nulcear Power Plant - Unit Number 1 for the Northern States Fower Company dated July 27, 1966 and the report on the Dynamic Response Data Investigation, Proposed Nuclear Power Plant, Monticello, Minnesoto for ]'.lorthern States Power Company dat_~d. ,il"u.:J.y l 7, 1966. The data pro-Yided therein have no effect on.the results of the report to you dated July lj, 1966 and the findings therein are sound. VerJ truly yours, JOHN A. BLUME & ASSOCIATES, ENGINEERS
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fJexton A.1-v
(. A.1-1 ... ~~- PRELIMINARY EARTHQUAKE DESIGN CRITERIA FOR THE MONTICELLO NUCLEAR GENERATION PLANT NEAR MONTICELLO, MIN'NESOTA This report is based on preliminary geologic and soil data furnished by Dames and Moore, foundation engineers, and the assump-tion that the reactor-building is founded in.a 15-foot layer of stiff clay immediately above sandstone. When final earth science reports are available this report will be reviewed and revised if necessary. The proposed site is located near the right bank of *the Mississippi River in Wright County, Minnesota at about latitude 45° 20 1 North and Longitude 93° 50' West, approximately 30 miles northwest of Minneapolis. JOHN A. BLUME & ASSOCIATES. ENGINE!::':RS
A.1-2 GEOLOGY Regional Geology - The basement rocks of Minnesota, some as old as Precambrian, generally are covered by Pleistocene glacial debris and younger alluvial deposits. Volcanic rocks occur in some areas. Sediments of these types rest on glacially-carved bedrock of sandstone and shale in turn underlain by weathered granite rocks. The bedrock surface slopes east to southeast. The Minnesota area here discussed is part of a deep, southerly-trending trough in which were deposited sediments and volcanics dur-ing later Precambrian and Paleozoic time. Paleozoic rocks are exposed in the southern part of the trough and, in the Minneapolis-St. Paul area, form an artesian basin. Regional Faulting - The results of regional geophysical surveys indi-cate that a major fault system of Precambrian age may be present in the region. Displacements of thousands of feet are believed to have occurred on the faults in Precambrian time and displacements of lesser magnitude in Paleozoic time. .There is no evidence of faulting in the last few million years. Two lobes of ice, both of the Wisconsin glacial stage, advanced across the region, the older from *the Lake Superior area and the other from the southwest. Both left terminal moraines, the moraines of the older of the lobes being immediately south of the present-day Mississ-ippi River. The depths of stream channels cut in the area in pre-glaciation time not only may be greater 'than that of the Mississippi. River, but they also bear no directional relationship to present-day channel. The locating of these old channels is hindered by lack of bore-hole information. Site Geology - Decomposed igneous rocks of Precambria? age lie at a depth of about 70 feet at the site. These rocks are overlain by 10 to 15 feet of sandstone which, although in places weathered and friable, is in general moderately well cemented. The sandstone is in turn over-lain by *approximately 50 feet of glacial and alluvial de bri's consisting of sands and gravels. In the reactor-building area, the sandstone is over-lain by clay of variable thickness. It is not presently known whether or not the building will be founded i:a. this clay. . Borings and well information in the vicinity of Monticello - about Z-3/ 4 miles east of the site - indicate that that locality is underlain by 150 to ZOO feet of unconsolidated alluvium and gl~cial drift which .in turn JOHN A. BL.UME Be ASSOCIATES. ENGINEERS
A.1-3 overlie sandstone and shale; granite at that locality lies at a depth greater than 500 feet. The indication is therefore, that the rock and soil units at the site slope eastward toward the sedimentary basin and its artesian ground-water aquifers JOHN A. BLUME Sc ASSOCIATES, ENGINEERS
A.1-4 SEISMOLOGY Seismic History - Table A numerically lists the earthquakes in the general region in and around Minnesota. Those more applicable to the site are plotted on Plate I. The earliest earthquake on record oc-curred in 1860 in central Minnesota, thus the record here is for only some ninety years. During that period the historical earthquakes have had little effect at the proposed site. Faulting in Area - The nearest known or inferred fault - the Douglas Fault - is Z3 miles southeast of the site (Plate Z). According to referenced geological information, there is no indication that faulting has affected the area of the site in the last few million years. The major fault system of Precambrian age, which is associated with the Precambrian structural trough, is also seen on Plate 2.. Major move* ments of thousands of feet along this system appear to have been restricted to Precambrian time, with minor displacements having oc-curred during the Paleozoic. Faulting within recent geologic time ia not in evidence. Richter's Seismic Regionalization Map (Plate A, Appendix) shows the area of the site in a probable maximum intensity of vm, .... Modified Mercalli. This intensity. has been based oh the area's rela-tionship to the Canadian shield. Stable shields in other continents are usually .fringed by belts of moderate seisrnicity, with occasionally large earthquakes. Historically, this area is too young to prove or disprove such aeismic activity. The Coast and Geodetic Survey' s Seismic Probability Map qf the United States (Plate Bin Appendix) assigns the area to Zone O - no dam-age. It is our opinion that neither the re gionalization nor the probability map is satisfactory in determining a proper seismic factor if considered alone. Each, however, is based on judgment and fact which, when weighed with other data, become more meaningful. In the case at hand, the assignment of an vm as the largest probable intensity for general area must be tempered by the fact that the intensity at or near the sand-stone will be much less than that experienced in areas of less competent material, where invariably the maximum damage is sustained. Earthquakes can and do occur in this region away from faults, and probably result from residual stresses due to recent glaciers. A quake .similar to Nos. lZ and 24 was postulated near the site and using the dynamic response data obtained insitu, the Taft earthquake of July Zl, 1952 JOHN A. BLUME & ASSOCIATES. ENGINEERS
A.1-5 North 69 West component with an applied factor of O. 33 was selected as best representative for the design earthquake. Plate 3 shows single-mass spectra when averaged. Recommended design criteria follow which utilize this earthquake record. JOHN A. BLUME & ASSOCIATES. ENG:r-.**.>: :*
A.1-6 RECOMMENDED EARTHQUAKE DESIGN PROCEDURES i For purposes of design, structures (buildings or equipment) are divided into two classes: Type L Those structures whose failure may damage vital equipment and thus might cause a nuclear incident. Type II. Those structures whose failure could cause no nuclear incident. Recommended Procedures for Type I Structures and Equipment
- 1. For structures or equipment founded directly on soil, a struc-tural de sign shall first be executed based on estimated seismic shears, moments, and displacements. The structures thus designed shall then be subjected to a dynamic analysis using the spectra on Plate 3 and damp-ing values from Table 1. Sufficient modes shall be incl~ded to assure participation of all modes having a period greater than 0, 08 second. A ve:rtical ground acceleration of two-thirds the horizontal ground accelera-tion shall be applied to the structure and resulting stresses due to hori-zontal and vertical accelerations shall be considered to act simultaneously and shall be added directly. When combined with stresses from operating conditions, the resulting stresses shall comply with applicable codes without the usual fractional increase for short-term loading. The final design shall be reviewed for compliance with local requirements. If com-puterized methods of dynamic analysis are used, the mathematical model may be subjected to an excursion through the Taft earthquake of July 21, 1952 North 69 West component with an applied factor of O. 33. After this has been satisfied, the structure shall be examined under values of twice those given in Plate 3 or a dynamic excursion through the Taft earthquake of July 2.1, 1952. North 69. West component, with an applied factor of O. 66.
As before, horizontal and vertical seismic components shall be considered with other appropriate loads, but in this case vertical ground accelerations shall be O. 08g. Under this loading condition there shall be no failure that could cause injury or prevent a safe shutdown during or after the earth-quake.
- 2. Structures or equipment supported in or on other structures or equipment are P,laced into three categories based on their natural frequency and the predominant frequency of the supporting structure:
( l) Rigid category:
. . -r fm ,.. 2.0 (2.) Resonance category: O. 7 ~ fm ~ 2. 0 T
{3) Flexible category: fr "" o. 7
.JOHN A. 9L.UME 8c ASSOCIATES, ENGINEERS
A, l-7 Where: fm is the natural frequency of the mechanical structure or equipment, and f is a predominant frequency of sup-porting structure at the location of installation. (1) For Rigid Category: Because of the high frequency, the design shall be based on an acceleration corresponding to the maxi-mum acceleration experienced by the supporting structure at the loca-tion of equipment support. (Z) For Resonance Category: Elimination of resonance phenomena is one of the principles of the design. In order to *eliminate resonance vibration some modification of the natural frequency of the supporting structure may be required. In case the resonance vibration cannot be avoided, prevention of large amplitudes by means of damping devices is requiredor dynamic design considering resonance vibration is required. In case the mass of the object is such as to produce an "Appendage" conditio~ with large deflections and accelerations, a thorough dynamic study will be performed. Should the restriction of vibration be enough to make the object rigid, examination for rigid category is also required. (3) For Flexible Category: Those items which are desig-nated as flexible will be designed using induced accelerations correspond-ing with their frequencies. Careful examinations will be made concerning objects coming into contact because of excessive displacements,
- 3. - For structures and equipment too complex for direct analytical procedures, vibration tests should be performed to establish the earth-quake-resistant capabilities .
- JOHN A. BL.UME 8c ASSOCIATES. ENGINEERS
A.1-8 TABLE 1 RE COMMENDED DAMPING VALUES Item Percent Critical Damping Reactor-building (massive construc- 5.0 tion with many cross walls and equipment and providing only secondary containment Thin-shell and prestressed concrete 2.0 structures Steel structures 2.0 Vital piping systems o. 5 Ground rocking modes of vibration 10.0 Recommended Procedures For Type II Structures and Equipment It is recommended that Type II structures and equipment be de- signed on basis of a minimum seismic horizontal coefficient of O. 10 '. with a one-third allowable increase in basic stress. Allowable in-crease in soil stresses if any, *must be taken from recommendations of the Soils Engineer. All equipment should be so bolted or fastened that*its displacement will not occur if friction is non existent. JOHN A. BLUME Be ASSOCIATES. ENGINEERS
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SHOWING PRINCIPAL EARTHQUAKES IN THE MINNESOTA REGION 2S 0 so 100 200 300 WW I I l I Mllu map of tho United SIDIH ....I
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A.1-12 fil."'FERENCES
- l. D.ames and Moore, Prelimina Geological Report for the Proposed Nuclear P0"1er Plant near Monticello, Minnesota~ une o.
- 2. Dames and Moore, Report - Dynamic Response Data Investigation Monticello 1 Proposed Nuclear Plant for the Northern States Power Comoany, Jul.y 7, 1966.
- 3. Monticello Soil Boring Data, Sheets l, 2 & 3, Northern States Po-wer Company, February 17, 1966.
- 4. Hough, Jack, L., Geology of the Great Lakes, University of Illinois, 1958.
(.
- 5. Heck, N.H., Earthquake History of the United States, U.S.Coast and Geodetic Survey, 1956 revised.
- 6. Richter, C.F., Seismic Regionalization, Bulletin of the Seismo-logical Society of America, Vol. 49, No. 2, April, 1959.
- 7. Building Design in Canada 1965 associate committee on the National Building Code, National Resear~, Council, Ottawa, Canada
- 8. Blume, John A., Earthquake Ground Motion and Engineering Procedures for Imoortant Installation Near Active Faults, Third World Conference on Earthquake Engineering, 1965.
- 9. Wiggins, John H., Jr., Effect of Site Conditions on Earthquake Intensity, ASCE, Vol. 90 No. ST2, Part l (1964).
- 10. Hershberger, John, A Comparison of Earthquake Acceleration with Intensity Ratings, Bul.letin of the Seismological Society of America, Vol. 46, 1956.
- 11. Seed, H.B., Soil Strength During Earthquakes, Second World Earth-quake Conference, Tokyo, 1960.
A. 1-13 APPENDIX JOHN A. BI...UME 8: ASSOCIATES, ENGINEERS
A.1-14 i TABLE A SEISMIC HISTORY OF THE REGION Location Intensity No. Date Place N.La.t W.Long {M.M.} Remarks
- Indicates epicenter not plotted on map
*l 1860 Central Minn. Unknown 2 10/9/1872 Sioux City, 42 .7 97.0 V Felt over 3,000 square Iowa miles.
3 11/15/1877 East Neb. 41.0 97.0 VII Felt over 140,000 square miles. 4 7/28/1902 East Neb. 42.5 97.5 V Felt over 35,000 square miles. 5 7/26/1905
,, Calumet, Mich. 47.3 88.4 VII Felt over 16,000 square miles.
6 5/9/1906 Washabaugh 43.0 101.0 YI Felt over 8,000 square (. Count;t:z S. D. miles. 7 5/26/1906 Keewenaw PeninsuJ.a, Felt over 1,000 square Michi5an 47.3 88.4 VIII miles. 8 Canada, felt to 50.0 105.00 Felt over 500,000 square ,,.-P-, 5/15/1909 VIII South miles. 9 5/26/1909 Dixon, Ill. 42.5 89.0 VII Felt over 40,000 square miles. 10 10(.22(.1909 Sterling, Ill. 41.6 e9.e IV-V 11 6/2/1911
- South Dak. 44.2 98.2 V Felt over 40,000 square miles.
12 9/3/19/7 Minnesota 46.3 94.5 VI Felt over 10,000 square iniles.
*13 2/38/1925 Canada 48.2 70.8 VIII Felt over 2,000,000 square miles.
14 10(.6/1929 Yankton, S.D. 42.B 97.4 V__(~_st.) 15 1(.17 /1931 White Lake, S.D. 43.8 98.7 V (est.)
*16 11/12/1934 Rock Island & 41.4 90.5 V Moline, Ill, Davenport, Iowa 17 3/1/1935 Eastern Neb. 40.3 96.2 VI Felt over 50,000 square miles.
*18 11/1/1935 Canada 46.8 79.1 IX & Felt over 1,000,000 square over miles, felt in Minn.
- JOHN A. BLUME 8c ASSOCIATES, ENGINEERS
A.1-15 Location Intensity No. Date Place N.Lat W.Long {M.M.) Remo.rks 19 11L1L1935 Egan, S .D. 44.0 96.6 V (est.) 20 10/1/1938 Siox Falls, 43.5 96.6 V Felt over 3,000 square S .D. miles. 21 1/28/1939 Detroit Lake, 46.9 95.5 V (est.) Minn. 22 6L10L1939 Fairfax 2 S.D. 43.1 98.8 VI (est.) 23 7L23L1946 Wessington z S .D. 44.5 98.7 VI (est.) 24 5/6/1947 Milwaukee Area 42.9 87.9 VII Felt Sheboygan to Kenosha. 25 2L15L1950 Alexandriaz Minn. 45.7 94.8 V-VI(est.) 26 l/..6L1955 Hancockz Mich. 47.3 88.4 V 27 12L3L1957 Mitchell 2 S.D. 43.8 98.0 V 28 1L.12L.1959 Doland 2 S.D. 44.9 98.0 V 29 12L31Ll961 W.Pierre 2 S.D. 44.4 100.5 VI JOHN A. BLUME 8c ASSOCIATc':S. ENGINE:!Zi":;S
A.1-16 TABLE 2 MODIFIED MERCALU INTENSITY SCALE OF 1931
. (Abridged)
L Not felt except by a very few under especially favorable circumstances.
- 11. Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing.
- m. Felt quite noticeably indoors, especially on upper floors of buildings, but many people do not recognize it as an earthquake. Standing motor cars may rock slightly. Vibration like passing of truck. Duration estimated.
IV. During the day felt indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed, walls make creaking sound. Sensation like heavy truck striking building. Standing motor cars rocked noticeably. V. Felt by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few instances of crccked plaster; unstable objects overturned. Disturbance of trees, poles, and other tall objects sometimes noticed. Pendulum clocks may stop. VI. Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Damage slight. VIL Everybody runs outdoors. Damage negligible in buildings of good design and construction; slight to moderate in well-built ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticed by persons driving motor cars. VIII. Damage slight in specially designed structures; considerabie in ordinary substantial buildings with partial collapse; great in poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls. Heavy furniture overturned. Sand and mud ejected in small amounts. Changes in well water. Disturbs persons driving motor cars. IX. Damage considerable in specially designed structures; well-designed frame structures thrown out of plumb; great in substantial buildings, with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously. Underground pipes broken. X. Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foundations; ground badly cracked. Rails bent. Landslides considerable irom river banks and steep slopes. Shifted sand and mud. Water splashed ( slopped) over banks. XI. Few, if any (masonry), structures remain standing. Bridges destroyed. Broad fissures in ground. Underground pipe lines completely out of service. Earth slumps and land slips in soft ground. Rails bent greatly. XII. Damage total. Waves seen on ground surfaces. Lines oi sight and level distorted. Objects thrown upward into the air. JOHN A. BLUME Be ASSOCIATES. ENGll'-JE::~R**i
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-~_1. I Seismic Regionolizotion, U.S. A.
showing zones al given probable 500mi mo1timum intensity M. M. 500km b"' C. f. Richter PLATE A
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A.2-i i GENERAL ELECTRIC COMPANY ATOMIC POWER EQUIPMENT DEPARTMENT MONTICELLO NUCLEAR GENERATION PLANT EARTHQUAKE ANALYSIS: REACTOR BUILDING SAN . FRANCISCO r nl ~ .
JOHN A. BLUME J OHN A. 8 LUME & ASSOCI ATES, EN6 I NEERS ROLAND L. SHARPE JOSEPH P. NICOLETTI OONALO M TEIXEIRA JAMES M KEITH 612 HOWARD STREET
- SAN FRANCISCO, CALIFORNIA 94105 * (415) 397-2525 EOWARO J KflTH LLOYD A. _ee 1
RALPH T YOKOYAMA July 18, 1967 General nectric Company Atomic Power Equipment Department 175 Curtner Street San Jose, california AT'!ENTION: Mr. R. B. Gile SUBJ'ECT: Monticello Nuclear G:eneration Plant Earthquake Analysis of the Reactor Building Gentlemen: Transmitted herein is the subject report based on the information turnished us by General Electric Company, and as listed in the references. The analysis consists of an investigation of the coupled . nexura.l dynamic response and the rocking dynamic response of the subject building including appendage, the results of which are presented in the report. This analysis is based upon the preliminary building drawings listed in the reference which were furnished to facilitate the preparation of the subject earthquake report. The results presented herein should be used in producing the final building design drawings, and these fi-nal drawings should then be reviewed to determine if any changes in the building's structural properties warrant a :f'urther earth-quake analysis. Very truly yours, JOml A. BLUME & ASSOCIATES, ENGINEERS E. </ -k.ict:t E. J. Keith Assistant Vice President FJK/nb Enclosure A. 2-ii
A.2-iii i . MONT!CELID NUCIZAR GEMERATION PIAM
*.. ----~*- ..
Re'Dort on the F.arthauake Analysis of the -- Reactor Building.
- I JOHN A! BLUME
,A ~ ~ d A ~~ ~ l I AH A ANO ASSOCIATES, ENGINEERS
A.2-iv i MONTICELW NUCLEAR GENERATION PLANT REACTOR BUILDiliG SEISMIC ANALYSIS Page TABLE OF CONTENTS Introduction ...... . ... . . .. . . .. . 1 Design Criteria. * * * * * * * * * * * * * * * *
- 1 Building Description * * * * * * * * * * * * * * *
- 1 Method of Analysis * * * * * * * * * * * * * * * *
- 2 Elastic Springs Representing Soil Condition * * *
- 3 Analytical Procedure * * * * * * * * * *
- 4 Periods and Mode Shapes. .. . . .. . . 4 Generalized Dis~lacement Re~onse. 4 Inertia Forces * * * *
- 5 RetJS.rks on Computer Program. * * * * * * * *
- 6 Discussion of Results . ........ . .... . 11 References. * * * * * * * * * * * * * * * * * * *
- 12 List of Figures and Properties .. . ....... . 14 JOHN A. BLUME & ASSOCIATES, ENGINEE~~
A.2-1 MONTICELLO NUCLEAR GElIBRATI0N PLANT REACTOR BUILDilIG SEISMIC ANALYSIS mI'R0DUCTI0N The purpose of this report is to summarize the results of the seis-mic investigation of the Monticello Nuclear Generation Plant Reactor Build-ing. Based upon the recommende~ earthquake design criteria established for the Plant, design envelopes of maximum acceleration, displacement, shear, and overturning moment versus height of the building have been de-veloped for both directions and are herein presented. DESIGN CRITERIA Based upon data developed by John A. Blume & Associates, Engineers (Reference 6), the design earthquake established for this analysis is the North-69° West Component of the 1952 Taft earthquake, normalized to a max-imum ground acceleration of 0.06 gravity. BUILDilIG DESCRIPl'I0N The reactor building is a reinforced concrete structure from its foundation at elevation 890 1 -3" to elevation 1027 1 -8". (See Sheets 10 through 15 & 18). At this level a steel framed top story has been placed. The arrangement of the framing of this top story is indicated on Sheet SK-C4lD of the Bechtel drawings. (See Reference 1 and also Sheets 16 through 18). The lateral bracing elements at the top story are as shown on Sheet 17. JOHN A. BL..UME Be ASSOCIATES, ENGINEEn
A.2-2 The reactor building is founded on medium sand with some gravel at an elevation of 890'-3". The foundation of this building is of reinforced concrete having plan dimensions of 143 1 -6 11
- by 140'-6". At elevation 935'-
0", the building has plan dimensions of 137'-6" by 137 1 -6 11 with an appen-dage of 57'-0" by 28 1 -6". This configuration of concrete building is main-tained to elevation 1001'-2" where the dimensions of the structure diminish to 137'-6" by 105'-3". METHOD OF ANALYSIS For the dynamic response analysis, the equivalent mass system shown on Sheet l was selected to approximate the reactor building. ~asses ~ere lumped at each noor level except that the top story steel frame was ap-proximated by an equivalent two-mass system. Ea.ch story level mass represents the mass of the concrete and equip-ment at each floor and the tributary mass of the concrete walls and equip-ment between adjacent noors. The top story masses are similarly deve-loped but include the tributarJ mass of the walls, frame, bridge crane, and the mechanical equipment of the top story. The average area and moment of inertia of the concrete walls between floors was used to determine the stiffness characteristics between masses. The steel framed top story, however, was investigated separately. For this story an e*quivalent frame stiffness was developed for each direction. A value of 3,000,000 psi was assigned as the Elastic Modulus of the con-crete. The natural frequencies and mode shapes and the dynamic response of the equivalent lumped mass system were determined with the aid of an IBM 7094 digital computer. Three modes were considered with the damping value assigned as 5 percent for all modes. The ground motion utilized in determining the dynamic response of the reactor building has a maximum. base acceleration of 0.06 gravity and corre-sponds to the response spectrum set forth in Reference 6. JOHN A. BLUME 8c ASSOCIATES, ENGINEERS
A.2-3 ELASTIC. SPRiliGS REPRESENTING SOIL CONDITION References 2 and 12 present the data associated with the granular material which supports the reactor building. These values are as fol-lows: Edyn = 78,500 pounds per square inch. G = 29,500 pounds per square inch.
µ. = 0.33 (dimensionless).
p = 135 pounds per cubic foot. Using these given field determined values the rotational and lateral foundation spring supports were determined using the following equations (References 3 and 4): E K = d.yn 2 = 90.58 kips per cubic foot-------- (1) 8 m .;;:-c 1-µ. )
-------- (2)
For earthquake in N-S direction:
.l<z.ot = 3,299,934,382 kip - feet per radian.
For earthquake in E-W direction:
~ot = 4,234,677,410 kip - feet per radian.
mm'G ./A KG=--------= 1,581,549 kips per foot ------------- ( 3) 1- µ. where: A= Area of foundation base= 21,786.25 square feet m = 0.95 mm'= o.845 (Table I - ll of Ref. 4)
.JOHN A. BLUME Sc ASSOCIATES, ENGINEERS
A.2-4 ANALYTICAL PROCEDURE Periods and Mode Shapes The natural periods of vibration and mode shapes of the ma.ther:>.ati-cal model are given by Equation (4).
~K - W 2 M ~ i = 0 c.- n - ..., -=-n ------------------ (4) where:
K = Stif'f'ness matrix ( see Remarks on the Computer Program) Wn = Natural circular frequencies for the n1h mode M = Mass matrix
~ = Mode shape matrix f'or then~ mode
-n O = Zero matrix By use of a computer program the W value and the~ matrix for the n!h n -n mode are obtained.
Generalized DiSI)lacement Response The generalized displacement response of the structure, once the period and mode shapes have been determined, is given by the following equation: Yn (t) + 2W A Y (t) + W2.Y (t) = M -l R (t) U (t) nnn ...,E__ -2!,_!:,__g
----- (5) where:
Y {t) = Generalized coordinate matrix
- n JOHN A. BLUME & ASSOCIATES. ENGINEERS
\. A.2-5 M n
= Generalized mass matrix m
= * § .... M
- t n n
-1 M = Inverse of the Generalized mass matrix
-n U.g (t) = Earthquake input ground motion An = Damping for each mode - taken as 5 percent for all modes dt = Integration interval used in the step by step solution of the Duhamel Integral - 0.010 second. (Experience has shown that excellent accuracy is obtained if the inte-gration interval is less than one tenth of the first mode period of vibration of the building).
From the Generalized Coordinate matrix the time history of displacements is found according to Equation (7).
!.(_ti=! Lltl -------------------- (7) where:
i 2 -------- ?mJ 7 m = Number of modes considered.
,/t)
!ill= Displacement - time history matrix Inertia Forces The time history of the inertia forces is then dete~ned according to Equation (8).
.JOHN A.. SL..UME 8c ASSOCIATES. c.NGINEERS
A.2-6 s_W, = K Yitl ------------------ (8) where: filll = Matrix of inertia forces for each time increment for each mass. Once displacement and inertia force - time histories have been es-tablished, the time histories of shears, moments, and accelerations are determined. These records are then enveloped to determine the maximum values which are then graphically presented in the report and used by the designer. Remarks on the Computer Program l) The computer program used in this analysis was specially designed to solve the dynamic response of structures subjected to arbitrary ground motions. Since the program was written to cover as many structural con-figurations as possible, the structural member input data for the program, except for the foundation springs, is in the form of member moments of in-ertias, areas, and effective shear areas. The effects of axial deforma-tions and shear deformations are included in the calculation of the stiff-ness matrix.
- 2) The computer retains the response of each mass for each indivi-dual mode at each increment of time, and the total response for each incre-ment of time is obtained by adding together the responses of each mass point for each mode at a particular instant of time. This results in an exact combination of mode participation without the necessity of using approxi-mate methods such as the root-mean-square method.
- 3) Individual elements in the stiffness matrix are designated Kij and are stored in the computer such that the i value designates the row number and the j value the column number._ Kij is determined by applying a unit displacement at the Jth point while restraining the other points against JOHN A. BLUME & ASSOCIATES, ENGINEERS
A.2-7 displacement, and finding the corresponding reaction at the .L. th point. In this mnner the foundation spring constants are included in the stiffness matrix. This procedure couples the foundation springs and elastic springs of the structural system.
- 4) The general. computer techniques used in this analysis are taken from ~eferences 7, 8, 9, 10 and ll. A simplified block diagram of the computer program, and the input and output data are shown on Plate A, and Tables A and B respectively.
JOHN A. BLUME & ASSOCIATES. ENGINEERS
(. A.2-8 ~""-*, ST.ART
. READ INPUT DATA { SEE TAEIE A FOR INPUT DATA MODE (a) STIFFNESS MATRIX, [!(]
SHAPES CALCULATED INCLUDING AND THE EFFECT OF SPRINGS,
~UENCIES KG' and Krot*
CALCUIATED (b) FIRST THREE NATURAL PERIODS AND MODE SID\PES CALCULATED TIME HISTORY OF DISPLACEMENTS, ACCELERATIONS, SHEARS, AIID RESPONSE i..OMENTS CALCULATED INCLUDING FIRST THREE MODES. EXACT RESPONSE CAI.CUIATED. PRINT OUTPUT SEE TABI.E B FOR OUTPUT { DATA DATA PRINTED END SIMPLIFIED BLOCK DIAGRAM OF DYNAMIC COMPUTER PROGRAM PLATE A
.JOHN A. BLUME & ASSOCIATES. ENGINEERS
A. 2-9 TABIB A INPUT DATA
- 1. Geometry of Model a) Vertical distances between mass points b) Mass point identification ie: Mass 1 Mass 2 Etc.
- 2. Cross Section Properties and Foundation Stiffnesses a) Moments of inertia of columns b) Areas of columns c) Shear areas of columns d) Foundation spring constants ~, Ks
- 3. Weights and Masses a) Weight of each mass point b) Mass of each mass point
- 4. Input Earthquake Data a) Input earthquake - time in seconds and acceleration in gravity units.
b)
- Time length of earthquake record used - 9. 6 seconds of earth-quake.
c) Integration interval to be used in step by step solution of Duhamel Integral (0.010 second).
- JOHN A. BLUME & ASSOCIATES. ENGINEERS
A. 2-10 TABLE B OUTPUT DATA
- l. Maximum displacement of each mass point.
2~ Maximum absolute accelerations of each mass point.
- 3. Maximum shears at each mass point.
- 4. Maximum overturning moments at each mass point.
- 5. Natural circu1ar frequency of vibration of each mode calculated.
JOI-IN A. BLUME & ASSOCIATES. ENGINEERS
A. 2-11
~
{' DISCUSSION OF RESULTS Absolute Accelerations The curves shown on Sheets 2 and 6 give an envelope of the ma..:d.mum absolute accelerations ,Tith respect to height. These curves can be used for the seismic design of equipment elements rigidly attached to the reactor building, but since the curves given are for absolute accel-erations the moment, shear and displacement curves presented should be used in the design of the building. Critical pieces of equipment which cannot be definitely assumed as rigid (period greater than 0.05 second) shall noc be designed on the basis of the curves presented, but should be dynamically investigated, individually, to determine the effect of the interaction of the equipment and building. Ghears, Moments and Disolacements The maximum envelopes of building design shears, moments and dis-placements are presented graphically on Sheets 3, 4, 5, 7, 8 and 9. These curves should be used in the seismic design of the reactor building. Periods of Vibration Dlrection of Earthquake First Mode Second Mode Third Mode (Seconds) (Oeconds) (Seconds) North-South 0.596 0.211 0.183 East-West 0.549 0.221 0.186 Recommendations It is recor.unended that the subject structure be designed to resist the seismic shears and moments presented herein without the usual increase i~ stress for short term loadings. In addition, the structure should be re-viewed to assure that it can resist twice the seismic shears and moments presented herein without hindering the ability of the plant to safely shut down. In addition to the horizontal accelerations, a vertical building (and equipment) acceleration of 0.04 gravity, acting simultaneously with the horizontal accelerations is recommended for design. JOHN A. BL.UME & ASSOCIATES. ENGINEERS
A.2-12 M)NTICELLO NUCLEAR GEl!ERATIOU PLANT REACTOR BUILDilIG SEISMIC ANALYSIS REFERENCES
- 1. Preliminary Design Dra'W'ings General Electric Drawings:
5828-SK-C-l5D, dated June 7, 1967 5828-SK-C-41D, dated June 6, 1967 NF-36166, dated April 3, 1967
- 2. Report of Foundation Investigation - Prooosed Nuclear Power Plant -
Unit Number l, Monticello, Minnesota, by Dames and 1-ioore, dated JuJ.y 27, 1966 ( including Supplements l through 5).
- 3. Theory of Elasticity, by Timoshenko and Goodier, Second Edition, McGraw Hill Company, 19 51.
- 4. Dynamics of Bases and Foundations, by D. D. Barkan, McGraw Hill Com-pany, 1962.
- 5. Nuclear Geonlosics, Stan:ford Research Institute, Defense Atomic Sup-port Agency, Part Two, Mechanical Prooerties of' Earth Materials, May 1962. -
- 6. Recommended Earth~ua.ke Criteria, by John A. Blume and Associates, JuJ.y 15, 1966.
- 7. Earthauake Analysis by Resnonse Spectrum Su-oernosition, by R. w. Clough, Bulletin of the Seismological Society of America Vol. 52, No. 3, July 1962.
- 8. Use of Modern Computers in Structural Analysis, by R. w. Clough, Jour-nal of the Structural Division of the American Society of Civil En-gineers, ST 3, May 1958.
- 9. Structural Analysis of Multistory Buildings, by R. w. Clough, Ian P.
King, and Ed-ward L. Wilson, Journal of the Structural Division of the American Society of Civil Engineers, ST 3, June 1964. JOHN A. BLUME & ASSOCIATES. ENGINEERS
A. 2-13 REFEREUCES ( Con 't.)
- 10. Dynamic Effects of Earthauakes, by R. W. Clough, Transacti::ms of the American Society of Civil Engineers, Paper No. 3252.
- 11. Large Capacity MultistorJ Fra.Cle Analysis Programs, by R. W. Clougn, Edward L. Wilson, and Ian P. King, .Journal of the American Society of Civil Engineers, ST 4, August 1963.
- 12. Re'Port - :O,jTI.amic Response Data Investigation - Pro-oosed Nuclear P:,wer Plant, Monticello, Minnesota, by Dames and Hoare, dated July 7, 1966.
JOHN A. BLUME & ASSOCIATES. ENGINEERS
A.2-14 MJNTICELI.0 NUCLEAR G:Em:RATION Pt.ANT REACTOR BUILDilJG SEISMIC ANALYSIS LIST OF FIGURES Sheet Uo. Mathematical Model l Earthquake in North-South Direction Acceleration Diagram * * ~ * * * * * * * . * * * * * "c:. Design Shear Diagram * * * * * * * * * * * * * * *
- 3 Design Moment Diagram * * * * * * * * * * * * * * *
- 4 Displacement Diagram * * * * * * * * * * * * * * *
- 5 Earthquake in East-West Direction Acceleration Diagram * * * * * * * * * * * * * * *
- G Design Shear Diagram * * * * * * * * * * * * * * *
- 7 I
Design Moment Diagram. * * * * * * * * * * *
- 8 Displaceoent Dia.gram * * * * * * * *
- 9 Plan at Elevation
- 896 '-3 "* * * * * * * * . * * * .
- 10 Plan at Elevati::::n 935' -0" * * * * * * * * * * * * *
- 11 Plan at Elevation 962 1 -6" * * * * * * * * * * * * *
- 12 Plan at Elevation 985 '-6" * * * * * . * * *
- 13 Plan at Elevation 1001' -2" * * * * * * * * * * * * *
- 14 Plan at Elevation 1027 '-8" . * . . . . * . . . . . 15 Pla~ at Roof . . . . . . . . . . . . * . . . * . . . . . 16 Steel Structure Elevations.
Transverse Section. . . . . . . . ..... 17 18 LIST OF PROPERTIES Lumpec:. Weights ........ . ... . .. . . . .. .. 19 Section Properties
- a. Earthquake in N-S Direction. * * * * * * * * *
- 32
- b. Earthqua.lce in E-W Direction * * * * * *
- 40 JOHN A. BLUME & ASSOCIATES, ENGINEERS
A.2-15 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS Rev13 MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS c/./073'-'l 73G.K I
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A.2-16 JOHN A. BLUM£ AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS ACCcl£RAT/ON DIAGRAM UNDER S/SMIC LOADS N*S DIRECTION
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A.2-17 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS Sl-le.A/2. DIAGRAM UNDe/2. SEISMIC LOADS N-S 0/!2E.CTION
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A.2-18 Rev 18 JOHN A. BLUME AND A~SOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS 0 MOMENT O//J.G/2.AM 0
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A.2-19 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS DISPLACEMENT DIAGRAM UNDER SEISMIC LOADS N-S Oll<ECTION
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A.2-20
/'*---*~\ JOHN A. BLUM£ ANO ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS ACCELERATION DIAGRAM UNDER SEISMIC LOAOS E-W D!ReC7/0N
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A.2-21 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS SI-IEAR DIAGRAM UN/JcR Se/SMIC L0llDS E-W DIRc.CTION
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A.2-22 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS MOMENT DIAGRAM UNDcR Sc!SM/C-LOADS c-W D/ReCT/ON
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A.2-23 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS DISPLACEMENT DIAGRAM UNDER SEISMIC LOADS E-W DIRECTION
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A.2-29 s.. CJ 40_ I u
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PLAN AT ELEV. 1027'-- e} I
.JOHN A. BL.UME Sc ASSOCIATES. ENGINEERS
A.2-30
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l I: ~ ~ l0Ci15.'3 flOOF AT ELEV. 1073' - 'Z1 JOHN A. BLUME & ASSOCIATES, ENGINEERS
A.2-31 T.O.~ii
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JOHN A. BLUME & ASSOCIATES. ENGINEERS
A.2-32 ,,..~ El. 10141*'111 El. 107 3 1- '2 11
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. TrlANSVEr15E SECTION
.JOHN A. BL.UME & ASSOCIATES. ENGINEERS
A.2-33 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS LUMPED WEIGi-iTS WE!Gf..lT I (@EL.1073'-tz") R,oo;= = IS PS!= WALLS = 11. PS/!
= o. o, rz x ( 1~ 1. 5 + 1o 5. 3) x 1.tf.. q x ,z
(. 1/2z, ~R.IDGe. CRANE: = 1/,z x (llOO r 57) Y,z CRANE RAIL= 1/2xlS4.5x1>< J
~
x ( 0 00 + 0.IC/4 +0.0~8) .3d.3.3 SNOW LOAD = /5 PSr
- 0. 0/5 X (/37. 5 )( /05. 3) -= 12.17.13 VENT STA CJ< = /'3. 7/J x ~t - 4.55 we, CJJ.IT 1 WE.161-/T 'Z (@ EL./045 1 -d")
WALLS = 11. PS~ c 0.011.x.(!97.-~ r!05.5)x'Z'Z.75J<tz = l~ll..5~K veN, s,JcJ<. * ,z1..7s x It = ,. 58 w*s I G /-/ i 'Z = I 4 O. 14 I< SHEET NO. 19
A. 2-34 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS WE/61-IT 3 (@ c:L.101.7 1-8 11
)
VOLUMe o,:* COlvCR.ETc: WA L'-5 IJ COLUMNS /5El.OW: 1/2_ x 'ZG.SOx '2,'255. 5 8 s L. 4 tS s @ e L-
- 1o tz 7 ' - 8 :
G,.00 >< 81.0.4-Cf
. ,SEAMS :
=- 4, ~1./.50
~.oo x i. oo >< II 4. 00 -= 1.J 3 Cf 4. 00 a.oo"' s.oo x qo. 75
'2.00 X 4-,0Qx./0.00 = 800.vO SJ-1/eL.O:
1212. ;z '5' x 40.dC, C/09./4-iO'TAL VOLUMc O!= COl\lCR.eTE SHEET NO. 'Z.)
- A.2-35 JOHN A. BLUME AND ASSOCIATES, ENGINEERS i
MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS WEIGi-iT -:3 (CONT.) TOTAL WE:IG.4T CF CONCRETE= 0.15xG::3_,0:5.4'1 Wt.Ll.5 A!SO VE =- 0. 0/'2 .>< (! 3 7. '5 + 105. ,)x '1 x1 = Ytz BR.//J6e CRANE = /,Z6.:5'0 1/1. CRANe. RAIL = 36.5 3 CR.A/VE. COlUM,VS = i4 x 0.074 x 1.5".1.5 ,Z(i,./G, VE.NT STll C /( = '2 ;z. tz 5' x ~: = 7. 4-1.
/1o DR.VWEt...t_ = 110.00 1/5 1-{0/ST 1 SU!=,OORT ..STcEL. (ASSUMe,:,) = 4. 00 1/5 Ve..N,ILATION eqUIPMfEN'T (ASSUME.O) = "20.00 L/Ne:1"<.) POOLS f/. Rc:A.CTOR. WELL = 1~;;,:;~
1/10 eLeV/J 701< (ASSUMcO) = 4-'2.00
;Is MISC. ele.C7. EQ,UIPMc:N, : so.oa 1/5 M I 5 C. P; ,o / ,VG == 5 o. o o STUl:J 1e.NS/ONE:i'~.S = /G,.:>O J//:; CRANe = 3.:)0 MISC. LIF,l/'-IG SL.JNG.S = 14-.00 Sh'lc.L/J!NG PLUu OVE1'< V~SSEL (~ ,'=CS.) =- ~40.00 RE:rLJc.L!,VG IS:~.'.JGc f/. Se/<V. P,L,1 :.~ORM = 50.00 1/2 W/lTc/2. /N FUEL STORAGE /OOOL w.~1e1<-l:JR.YeR f/.. .SePARATO~ /0001_ =
lvEW r=uet.. S70RAC:le VALJ'-"i" (/.. 5 X G,"' '7) - SHEET NO. 1/
A. 2-36 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS WEIGi-iT 4 (@ EL. I00/ 1-1 11) VOLUME Of= CONCR.EiE.: WALLS rJ COLUMNS A~OV.E : 1/2 X ,ZG,. 50 )( '2, ~'55. '5,S WALL5 4 COLUMNS ~EL.OW:
~l,z x I 5. (() 7 "' ~J ; q -3. a, q SL..A/:J5 @. EL. /00/ 1 - '2":
4.00;c /C/8,.00 = 791..00
= 550.00
'Z.00 .>c cJ40. 00 = 1,eoao.00
/. 0 0 X 8; 0 7 /. / q
,Z.OO X 12 /0. 00 = 4-'Z.O. 00
/2. 0 0 )( 4. 0 0 X ,Z ~ 5. 5 0 S~IEL!J:
,Z/. Od >< 4-0. e,a:, =
107/41.. VOL.LIMc 0~ CONC~E,:: SHE£ T NO. ': ~~
- A.2-37 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS WE:. I G J-,' T 4 (CON T.)
TOTAL We.lG~T OF CONCRETE.= 0.15 x 70,734.55 = 10; G,.'0.18 l<. VENT .Si" 1lC.t< = I 3.1. 5 x *1t - 4.~1. De CK ,?.OOF = 0. 005 x {~z. is x /13. 50) = !8.50
}'s DRY We.LL = 1.4-0. 00 1/~ )-/0/S T ,t- .su.-~,~oRT STE l: L. (ASSUA'1 c.~) : 4.00
~ Vc.N7"J LAT/ON EQU/,':JMcN i (ASSU1\11c.-:,) :. 120.00
,=R 4 rue:.
(.
~~ .'< ..o. v. w,J = ~00.00 I: .s.:.. =V ;j TOR =
(!.ls s u M D) - 84.00
)/5 M/SC. e.LeCT. E.Ql/JPMcN, = 50.00 1/5 MI 5 C . PIP I ,VG -= 50.00
..Sk.'N11V\Cl( SUl~.Gc TANKS = tz 4 . ..)0
.STe.~M ORYE,< = '5 /. 00 ST e' ,1 M S cl=,A 1~ /2 TO,'<, = 37.00
/z WA7"e.Q /N Fi...lEL. STOR1jGE POOL = I; '2. 55. ~ :J
'/tz w,i 7':,< *DRYE,< ¥ S C,:)AR1..t TO,~ po OL = G-5,5 . ..).:)
.STANtJ-!5Y L.IQ,UIO CON11<0L SYSTEM 7ANK. : 'Z(Q.00.
ST1lN.'J-.~Y LIQ,UlO CON7l<.o,:_ .SY .S7"ei\ 1 PU/y1;'=S -= 1 G:i.00 ST,!N,:)-S'f 1../QU//J CON7,'(0I.. SYSTEM iESi TANK -= tz, .:)v
- /.00 SHEET NO. '=:
A.2-38 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS WEIGi-iT 5 (@EL. 985'-G") VOLUME OF CO,VCR.E-:-e. :
- I /2 (.LS If. COLL//l,,1N S 1.L-SOVE :
1/1 X / 5, C4 7 )( 3, 3Q, 45. / Cf WALL..5
- 4 COLU/vL'VS 13,E.'..OW:
*l.,z x tz-S. 00 x /l, 8~4. ~q s ~ ,1.-s s e e ~ . c, a -s ,- v, ,, :
4.00 X 5C/c:,. 00 = 'Z. 3 ::J I,W*...,,,.~ _,,:
/ J 3.00-< 860.00 = 'Z:"4-0.-J..)
;z.oo"' c,-3-5,so = .I 1 307. ,:)0
/.50 x~/09.41. = :3.) I ~4-./3 I
- 5. 50 X /, 04-0.00 = -
~)
~
,' " O . --. .-.
r.i 1.00 X ~ ~G,"5. I q = ~ i ..a"":,
.;;i "2. 5 0 x ~- 00 x. C:,I. 00 = C,i-5 . .JO
- 3. oo .x. e,.oo x <o4-. 5o = I I ; . I Co.' .
...,;,-J 3.00 X. 6.00" Ct,~.75 ::. .I
) ~ ..YZ.~.J
,Z .0 0 ~ 4. 0 0 >- 5 5 . 15 = ~4 / .0:J 3.00 )(. 7.00 x 4-8.00 = I I) o~a.00
l=L,-....
S 1"1 I - I...,,!
- JCJ , '3 ~ X "t' 0. c5 G, =
TOT:J..t- VOLJME o;: CONCRe Te SHEET NO *.*.-.,.
A.2-39 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS 1/'/=./G!-IT 5 ( CONT.) TOiAL WE/61-JT OF CONCRE.,E = 0.15 x dq,770,34 = l.3,4G5. 55 K MASONRY WALLS = 0.15 x /,3Cf I .5~ = tzod. 7S 1/~ /JRYW~I.L = "240.00 1/5 i40!S7 $ SUPPO!ei JTee!.. (ASSUMt,-:,) ~ 4.00 1/5 Ve.Ni/LAi!ON E-QU!PMeN7 = '20.00 1/sR.P.V. WATc~ fi FUSL = /J "2 00. 00 1/5' EL.eVljTOl~ (1-1SSUMeD) = 5~. 00 jl5 MISC. EL:CT. EQ.U!PMeN, "' 50.00 1/, M IS C . /0 I /:JIN e:, = 50.00 SJ-U P/0/ NG C4SK = /'50 .00 1/Ci, W1jT.:R IN FUEt.. STORA G,f: POOL = 41 I .. 00 FUEL. ~ E.QI..IIPMe.NT IN POOL (4.4 ,)( 4-0 X ~(;, - 'C.4G,5) = 1, /.'~.00 rUeL /JOO(_ COO'-ING I-le-AT E.XC/-1. t/ PU1V../OS = 5 ~.00 FIL 'TE.l<S COO(../ l\/ G WA/(:~ I-le AT ex Cl-r'ANGcR.
- 4-'Z. 00 I 1. o. oo
=
COOL/lv~ W4,Et< PUM/:JS = 41.00 COOLING WA,:R SU,~C:,/E 1/.l1Yk = 1G .00 COLt..EC,012. 7ANl -5oG. "26 .'<
SHEET NO. ,:.;
A.2-40 JOHN A. BLUME AND ASSOCIATES,_ ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS WEIGi-iT G, (@ cL. CJG1. ' .. G)
VOLUN.E OF CONC/2e Tc :
WALLS ~ COf..LJMNS A..sove:
1~x 3.14x ll.5x. c~;( ~x4G)+(4-4x GO)-(,'Zx4B~ : q, q ~G. 3C, ti-. 3 1/4,x 1.3.00 x. t 0'50 ,a,3 = '2 3,58,Z .14 Cf. 5 0 x 1.. 5 ox I 13 = 4-17.50 WA!..L.S 1 COL.LIMNS 13eLO W :
(1/4x 3.14-x 7oz >< 13.75)
[4 8 1 + ~o + ( 48 x ~ o~
.. 1~ x 3.14 x 1i75 -1 =1. 1/28 . 'Z 7 1/4, xtz7~0x /,74/.~7 =tz~/l4-'Z.50 s LA ,S s @ E. I.. . q (a " I- G, ,, :
4-. 0 0 >- 7 'l. O. 0 0 .
= tz.860. 00
'2.00 x l;O'Sv.00. 1., II '2 . 0 O
,Z. 'S'O x I, d 77. 00 :. 4;~q,z_-50 3.50 x4-,Z<;;,./4- = /)4q I .49 j_OO x 500.00 = /)500.00
/. 00 X 8i/05.'Z5 : a)1os.1.;
S LA /3 @ E. '-. Cf 7 '2 ' - o" :
'2.50 X /0/.-50 SHEET NO. ,z;,
A.2-41 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS Wc/61-17 G (CONT.) 8EAM S:
=
i.oo x o,.oo x.3'2.oo :3 64. 00
.3.00 X 8.00 X 90.7'5 'Z, /7,d.OO
'2.0 0 )( 5.00 X /qf;). 75 = I) q Ca7.5 O
.3.00.x 7.00x66.7-5 ::.
3.50x <5.00)( BG,.00 -
=
- 3. '50x ~.50 x ~d.0O dG,4. 50 4-. 50 X 8.'2~ )I. 30.00 =
- 3. OOx 5.50 x41..00 SH'!ELO:
,Z-'S. "2 5 ,)( 4 0. dY = ,, 03 !.i1.
TOiAI.. VOLUME Or CONCl<.f:7(: SHEET NO. 17
A.2-42 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS
- we/6/-IT a, (CON7:)
T07Al We/6H7 OrCONC,ei! = 0./5x//;" 7~'2 .'1! I 71 0 ~ 4 . 4 4 I<. MASONRY W.dLL.S = 0./5 x /581.5~ //4 7. 'l ~ STeEL ;=t..oo;e ;=-...eAMINa = o.o,z x -$'ZJ~.oo G4. 5 ,Z 14 r.,RYWE:LI- 300 .00
~ R.EC/1<.CUl..~7/0N Pl/:J/N~,
WAic,c) VALVe:S ,. PU~PS '2'e4.00
/4 /-10157 ¢ SUr'P0/27 .SiEEi.. (ASSUM ea; 4.00 1/4 Ve.N,ILATION cqu1PMeN7(ASSUMel.)) ,zo.oo 1/4 R.P. V. WA7.:R ,-* FUEL. 1/i.O~. oo 1/'4- E-L.EVATOI< (ASSUMElJ) 105.00 MOTOI< GE.N!:.RATOteS .zoo.oo 1/'s MISC. Et..e.C1, 8QU//0Mcl\Ji 5'0.00 l,s MISC. PIPING 50.QO SLUOGe S'TORA(f;JE 7tJNl<S /4-0.00 Oc CANiE:. Pl /:Jes I .00 WASTE SL.i.J,:::J~c TANI< C/1..00 CON/:JcNSA.,e SLUO(:;E ,A.NI<. 3,Z/.00 Sl..(.I ~Ge REC =IV ER TAtv' k. S (c0.00 NON*Re~e.N. )-/eA'T eXCI-IANGE:.R. 57.00 R,c(:JE.N. I-IEAT eXCH4NC:,e.l< 3~.00 R.!EC!l<CUI..ATION SUR(E:,e ,ANI< 5.00 R!E.Cl!<CUt..llT/O/v PUMPS ~4-.00 SHEET NO. ,Z 3
A.2-43 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS 'iv'E/Gl,'T 7 (@ c L. 9 35 1 - o 11 ) VOLUMe OF CONCRETE,' vV,lL..LS 4, COLUMNS AtSOVE:
/~ X 1. 7. 5 0 )( /, 5 31. 5 5 l-3.oo x ~otz.oo W.,JL.:. S e CO!..UM,VS f3c'-O W :
(!4 >< 3./4 X c,c,-2 X /q. 37)
- [Yi x 5. I 4 x I q. 3 7 1 x ( 3 x 3 I - I q. -=3 7 ;J
+(J4 x 3.14 )( 40 2 x 5)
-L r-1/i (:L" "2) x
- 3. 14 x 5 '2_j = 4 3 , / ! 0 . 1. 3 (Bx7)x-3.14xcP<5 = 4;483.91.
1q.3*7x(/34.00x3.5)x4 -= 3G,a38.lf2 r -
- 3. is O x 17. B 8 x _ ( 2 x tz 8) +- 5 7J : GJ d i 3 . 7 9 SL41S 5 @ EL. q~ 5 '* 0 11 :
'2. 00 X ~) tz 3 3.95 -= /1, ,4-~"' .;u S,'-r' I e:... ,0:
1.7.00x ,ze:,s,7a, = 70iAL VOLUME 0~ CONCR.c:Tc SHEET NO. r-1
A. 2-44 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR . BUILDING SEISMIC ANALYSIS ' WEIGi-iT 7 (CONT.) 10 TA I.. W~IGl-li 0~ CONCRETE. = 0.15 x /~O, ?.4q. 75 :. 1.41 o ~7. 4;, it:.. MJSONRY WALL.! = 0./5 x e;JO44. /7 1/2 OR.YWELL = 400.~0
~1 .:u,oPRESS 10/'I CJ.l.-:1M,SER ~ VENTS = o5"o.oo ;,;z W,-.l TE1< IN SUPPl~ESS ION CH1.lM,3 E .;z }1. ,'<E.CIRCU LJ 7/ ON Pl PI ,'-'G, W 1l T fE:. 1'<. , V1-1 L VE ef;' /~ UM PS. = 'l 12 4. :,o Ys HOIST f, su,.0 PORT STEEL. (ASSUM;:,.:,~. : 4.00 !/5 VE/\/7/L/47/0N EQU!l~MElv7 (ASSU/r1E.D)= 120. 00 ISO I_A7lON VALV.ES /00,00 CORc SPRAY f'UMP.S tz o.oo REACiO,'< -QJ.i/P'T, "RAl,1/ T.dNK cf. ,'°UMP = 4-i. *00 FLUX MON/iOR. E.Q,U/,OME.Ni = 10.00 GA/v\M,4 MON/iORING = 125.00 /NS71'<UMENTS ¢ AIR LIN=S = 125.00 1/4 ELEVA,0,1< (ASSUM el')). I05.00 Sl-,LJ 7-/:;JOW/V' H &AT e:.X Ci-r',1 NG:,'<., = "'0.:)0 J/-IU,-OoWN PUMP.I = ~0.00 1/5" MISC. E.i..eC7. Equ 1PMElVT - 50.00 1/5 M !SC. Pl /0/N G 50.00 COl\/iR.OL R.,OQ t:JR,IVe E:.QU/tOME:Ni" = 11-1.00 WEIC:,l-l'"i 7 SHEET NO ?::J
(. A.2-45 JOHN A. BLUM£ AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING /-~- SEISMIC ANALYSIS we I G 1-1 T c5 ( (!) EL . a q e:, ' - 3 ) VOLUMc o,= CONC/~*.F::Te ** (1/4.xS.!4x~(;'Z.,d0)-[(5.'Z'5~")+(8x1)j ,\(15"6; = 'l.7)(;,05.55 i,1r. 1 i~ x ~.l4x q
-IC,~ 'Z +64 'l+ (Gw,c d4)l- - (1.4 x Cf xd) ~ ~8/20 5. g 5
'3x [(140.S >'- /4-0.5 )+ (; x d3 ;.-~('24-xq)J = / ~ /, ;;,~tz. :)0 IC!. ; 7 x ( I 3 4-. 0 0 x B. 5 0) x 4, 0 0 r - 14 L ( 'Z 5 ,. . ~) r (40 x 3 j j x T * "110.0C
!Cf.37x(51.x.3)x4-
- l'ZJ05G.dd 19.37 x.3'. Sx [(i,'( 18 )+ 57] + (8 x 5.14 x 57) = 112; 0~ 4. ~£_
i;JTAL VOLUME OF CONC/ceETe = '2 q 8)0 IQ. i7 ;'(i
= 8-50. vO SHEET NO. :. ,'
A.2-46 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS SECTION PROPERTIES
- a. cARTflQUAKe. INN- 5 CJlleE:.CTION ( e-w AX! .s)
EL. /0'27' .. O TO ct.. /00/'*/l." b d L A=-Jcd Io=hAdll AL 1
.;-1-. I./-. .Pl-. p,1,_-r 11-.4 /I-. 4
'?.~l.00 /05.'2-5 /<'.&,./3 1./ o. 50 Iq4~~1s.a~ 54,.7<t,5, -;,q 1.00 1.4.00 0.00 1/.4.00 i I I )l5'l..OO 0
~.00 /4.00 /8.00 ~4.00 i l;-37'2.00 'l.1/L/G,. 00 C:,.00 14-.-00 /8.00 ~4.00 /)371.00 'Z7, 1.1<o.oo
'5.00 :I 50.50 0.'26 i.s tz..-50 53.., ~a,/.S I ',5 ..,-:::)
1.00 ! /'5.oo 'Zd.50 ,s.oo tz~l.1.5 l'Z,183.75
/. 00 : /3.00 130.00 IS .00 185.06 I 1,700.00
/3'5.'50:I I. 00 I! 5'=>.00 I 3-S .50 I/ /l.C/ 175,VJoe.oo I 35. 50 ! /
- 00 <D8.'25 I S5. 50 , I J. tzCf (a3/)~7./5
,z~.oo I s. so ,ztz. 7'5 I
14-3 .00 3<a0.47 74)011 ,06
'Z~.oo I 5.oo 'ZIZ.60 I .S0.00 '270.83 '7-S,d/'Z. 50 tz.J<4i.CO ! tl.'50 /0.75 ,z~ '5.00 I 11/.12.. :,c:, 'l.7,/3/4.~0
//.00 'l.0O '24.50 'Z'Z .00 7 .33 I 3/l05:50 57.50 /.00 ~S.5o : 57.50 4.79 71.)4~4. :38 9.00 /.00 57.50 C/.00 0.75 'ZCf>75C:J.15
'2)('2,00 I.ISO 94-75 ".00 /./1. ~ 14-:.3Q; 5x3.00 /,60 ~4.76 '2'2.-SO 4.'Z/ 1.7,/70,/0
'lx'2.00 /.f)O 44.-50 eo.oo I. /1. //) 85/.SO 4)(5,00 /. 50 44.60 /8.00 ~.37 35,~~4.50 I, 12x12.oo /,50 C:,7.00 ".00 I. 11. ~~)q34.00 5x5.00 /.50 C:,7.00 IZ'Z.:5 o 4-.1. I 1O1,0O1..so I 4.00 '2.00 'l.4.00 8.00 1.,a, 4,JJ>08.00 l 'l.x '2..oo (o.00 1.'2:2'5' 1,4.00 7?..oo I I ,8~1.44 I
1.00 '3.00 o.oo Ca.00 4.50 0 IJ:'.a;::f.50 'Z -5 3., ,Z tz4. IS IA48fi,4-4. 9 3 C!/2.CULAR. PA/2.i: A=- n Do;/J,'
- l :s. 3./4- x 4 'Z.SS; ~'2- 3~
- 5.00 =- 56C,.08 f/.. ~
1::. ~ ( 0 0 1 r D; 'Z) * ~~~- 06{41.3S t"" 31Z.33 1 ) = 109, 91./ .14 ti-.+ 2A : I, '1<:oq, 5 0 +- 5dGJ.Oc5 : 'l, 1. 55. 5d It. t
~I= 1.53/Z1.4-./S t-l,4-4-8.,a,4-4_q3+109/q1.1.14*1,8o5,790.1/2 /1:4-
- SH££T NO. 812
A.2-47 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS EL. I00/ 1* '2 11 iO El.. '185'-a/' I I-.
.b Pr. f+.
d L 1./-. A =l=d
.. f.J 1/
Ad1/J12 fJ..4 Al 1
.f-!. 4 i 'l-1' /.00 1!7.50 0.00 'Z.75.00 433,ZCoa. ~'Z 0
'l.OO 'ZG.00 0.00 S'Z.00 t..,q,z.q_-53 0
~.00 /0.00 '20.00 ~.00 500.00 14)000.00
~.00 /0.00 .zo.oo a:,o.oo 500.00 ?A.0OO.OO 5.50 5'2.00 o.oo 'Z~~.00 G,4)4-4-5.! ~ 0 I .CoO 14.00 '54.50 !a.4-0 />843:20 I /4-.0&Si.~O 3-J.'2.~4 5.00 '28.00 45.00 ,a.1s ~5,180.00
/.00 S0.75 Sl.00 !0.75 If.,} 4-'l.'l. _qq 7C//18u.7,S
'2G.OO 4.00 :31.SO /04.00 , 3a.r.7 l0'1)850.:)0 o.so /C/.00 41.00 q.50 '2!J'5.1'l 1..o,qt;'5.5o 1.00 4.00 3'=!.00 4.00 5. 53 ~:084-.QO rz.oo ~.00 ~~-50 1tz.oo 3~.00 11; 787,00
'2.00 '1.00 4-5.00 ,e.oo /1./.50 ~Ca,4-50.00
'2,.. /.00 G,.00 -55,50 /'Z.00 a~.oo 34,~7.00 0.50 /G:,.00 -5/.50 6.00 /70,(/JC4 1.1, 1.18.00
/'!' (3;,:./.':J) ~-00 ~~-50 44.00 ll~4.a,~ I 77;4-19. 00
/.-50-t-'l:50 1,4,00 sa,.oo Cf~.00 4.J~-00 ~O(O-S<o.00
/3-5. '!>O /.50 Gd.0O ,zoa .'2'5 !/3./0 cta9,d1.o. ~o
. 4l .00 0.50 ~7.1S tzo.so 0.41/. q4;09C.-.23 G,~-3~,o /.00 50.50 lt:f .oo 1.5d 4&,454.75
/1. .G,7 /.50 44.oo /C/.0/ ~.sa, 3C:,)oQ3.~*
/ 3'2.50 /.50 S-5.75 lt:f~.75 37.'Z.i ll'5'1)o, 4-. =n.
.Zx'Z~.OO ~.00 11.-5 -5/"2 ,00 qs,.oo l'5 7, C!S0.00 1.x/O.OO /.50 1'5.00 dO.oo 5.~'Z 16) 750.iJO
'2~.00 4.00 1.:3. '50 /04.00 / 3c!5.C;tG 57_.4-54.0Q
/, .oo / .00 53.50 I/ .00 O.'f'Z ~ I ,484.i5
- 3.00 1.00 s~.so a,.oo 'l.00 7, '7q 3 .so
'l'l.00 1.so* 45.'50 33.00 ~./8. c;,e,/!,, a.,z -s 4-.00 E.oo 4'5.50 ,,,_. 00 C,,00 ,Z4-J84-3.00
/.00 :3.50 4S.oo 3.~o -3 .57 d, 064.oo
/4.00 .z.oo 45.00 IZ6.oo q,33 -5a,17ao.oo 4-'l.OO '2.50 4.JS,tz5 /05.00 ,s4,r,,,e, 1. I 4/1'13:* ~O 45.00 1.50 '58.00 lltz..50 5d.5'7 578)4--i.J.OO SHE£ T NO. :-3
A. 2-48 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC -ANALYSIS EL. JOO!' - 'l. 11 TO !!!L. 9d'5 '- a," (CONT/NU!:t:J) lo ,:/ L A Ad 1/'f'Z .dl ~ 5.-50 Pt-. ;+.
/.00 ft-.
~i.'25 t-1-.'Z 45."?;0
- ti-. 4 I
t./-.4 3,7q . "20-S, 77(c .4t5 4-'l.OO o.so G7.SO tz.l .00 0.4-B 9-5.1~6/. '26 I 3 5 .50 /.00 "18.00 /35.50 /1.'Z'f 0'2"7>55'2 .00 Cf.00 /.00 '5d.OO C/.0O 0.75 .:30/Z7Co.OO
'Zx 'Z.00 /.00 34.75 4.00 0.3-3 4)830.1.4
-5" :3.00 /.00 -34.75 /5.0O /. 'Z5 18) 1/3 .40
'Zx.3.OO a.oo /0.75 Jd.OO 13.'50 'Z,060.06 3.00 'Z. -so -35.00 i.50 3.'70 Cf, 18 7, '50 3.00+-'Z.OO IZ.'50 4-4.50 /tz.. '50 (c.'51 14-; 7'53. /~
- .OO.;-'Z..00 /.50 a,7,00 7.50 /.4-0 33.,Ca&7.50
"" tz.oo 5.00 'Ztz.t,5 '20.00 41. G.,(i 9/101.?.0
'l.00 '2.50 0.00 5.00 tz.~o 0
/.00 4.00 -56.00 4.00 5.33 l?.->544.00 7.00 /.'SO ~C/.50 10.50 I .Cf 1 ,~) ~82.G 3 I
!.50 :3.00 '37.00 4.50 :3.:38 ~.Jv,0.50 I
'Z.,~lt:f .G G, 513)043.00 4;,4'!~,!5 '1. 31. I CIRCULAR. PART:
A ::. ~.14x. 44.'50;3~.50 X 5. 50 = ~73. 5~ .,e.,t-. 1 I= ~~~ 53 x(44.5ot.,.33_50 1 ) = /'30,G0/.~71-/*. 4
!' A = 'l.~1q. <o" + G:i75. S3 * ~, 3v, S. IC/ ~f. ~ ~ ! : 5!3->045.00+ 4;4C/GJ55'=/.S'Z +/3O.;~0/.~7 = 5.J /4-0.11205.99 .f./-.-,.
SHEET NO. 3./-
A.2-49 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS 0 d L. A =lod Ad~/ 11. AL 1 ! t./-. t.J.. t-1-. I./-. 'l. .,.,
/'4 .:."~
4
'2.x /. 00 I Si. 50 o.oo '275.00 4-35/ZG,8/Z1 0 1..0 0 ,Z(o.00 o.oo 5"2.00 'l/f 12,q_.g3 0 1.xtz.oo /0.00 G,/.OO 40,00 3-3~.'33 i4-8>8~0.rJO.
/.00 '23.00 4-5.00 tzs.oo /1 0/S.q/ 4(,:,)575.0:J'
'2.75 /0.00 '2,Z:5O '27. 50 1.1.'1./Ci:, I~ .;..,I? * ,.i,A f -..: * - , * ....,...,,
/.50 5.00 15.00 7.50 I '5 .t:J:,1. I Co8._ -.)
I.- ,' * ~ - 1.50 8.00 '20.00 11..00 Ca4.00 4,600.00*
-3.00x 1~o /0.00 1./.00 45.oo -375,00 I CJ ,8~5.00:
/.50'1('!:9 3.5 3.50 Cf.50 /3.50 /S.7a /,1../8.-37 i
'C.75 13.00 13.00 35.75 505.~7 G;04-/.i5:
1.75x f 6.00 1.1..0O ,z,z. 00 45.8-3 I0)Ct,4-c.:JO. tz.75x I_J 4,00 1.0.00 :5-3. 00 44.oo 13/200.00: 1.00 5'2.00 0.00 5tz.oo I //,7/7.3~ 0 I I I 1.50 47.50 4-5.00 il.'Z5 I !3/3C/(l{J.46 14-4-/lBl.?.5 j 4.oo)C 1 12.00 ~5.50 tz4-.oo : 8.00 l5.~O0.QO \ 4.00 /Cf.OO, 37.00 7~.00 i 'l/Z~ to .3 3 l04,CJ44.00 J
. '2 .75+'2.SO /7.00i 55.50 bq .1. 5 ! ,Z) 4-q .4-3 lli4-~ ~ ,r ~ I !:
- 5. so II ras.oo ,ztz.oo :
f ' .;..
- _,
ll." ,Z .00 55.4-5 qtz,950 ..?0\
~~.oo 12.75 '24.00i 5Ca.00 I aJG,~.oo '20(,:,;'~ i'C#.O0j 1.4.00 1.00,I G:>8.0O '24-.00 i '2.00 I IO ;'fi(Q.001 I /l. 50 I .so , Ci:Ji.75 I Co7/25 I Bl .SS iG,7 :i,a, 7.-5~
I, I I B.00 1..75 ! "2~.00 12t2.oo I 3.8~ ,~~871.00
/0.50 '2.00 5ea.oo tz /. 00 7.00 C:,5 ,~-5(., ..)Q I -5 G:,.00 1 I Cf5.00 I. 00 C/5.00 7.9/ /1.~,/';.0.00 1.4-.00 0.50 3-S.'2-5 Ill .00 0:'25 14. C/i'O. 7Z
/"7-1-q r(t)-i-4 tz.oo 34-.50 71..00 1.4-.00 85. (.,98.00 1..00r7.00 . ,Z.75 '2CP.QO 'l4-. 75 /5.5'7 /(-rJ; 73/.00
/Cf.OO /,50 I 1.50 '28.50 5.:34 3;7G9./5
'25,00 /.50 0.75 3"7.'50 i,03 ?. 1.00
//.00 4.00 '23.50 44-.oo 56.CDCi, 1..4-,1. q9. 00 (a.50 1..75 1.4.00 /7.86' I/. ,zc., I0,'?..98.M
/l(o.00 3.-'25 4-4.-50 84-.50 74.:3G, , ~* ..
t G,7 3.:i:' . ',::,_,
- 35.00 '2.75 44.1.5 't<o.'Z.5 a,o.a:i-3 . 188,4-G,3.123 SHc£T NO.
A.2-50 JOHN A. BLUME AND ASSOCIATES, MONTICELLO REACTOR SEISMIC ANALYSIS ENGINEERS BUILDING **
\
EL. 985'- G," '70 eL. qa,tz'- ~"(coN7/NUe-O) lo d L A= Ice/ Ad1/1-2 AL-2 t./-. f+. fl-. f.'r. '2 ./'4 1: ~.,.,
,1 4
'l.75+-/.50 <o.50 3.00 '27.~3 Cf7.'Z(o 24-8. ~,;
'Z.G.OO '2.50 G,7.50 "5.00 :35 .85 1.'1~_.l'5G. 'Z5 54.00 / .50 Co8.00 ~l.00 /5./8 374,544.00 46.00 1.00 ~S.'Z-5 48.00 4-.00 ,Zl23,.5~<D-~6 q.oo I .oo 58.00 q.oo 0.75 3O.'Z7G.00 1.x/1.00 /.00 'ZG.00 '2'Z. .00 1.e;:; /4,671..00
'Z.OO~B.00 B.00 35.'25 iS. 00 11...00 18., G,-35.40 12.00 '2 .00 'Z'Z .'2 5 4.00 /.?i3 l/!80. '24 1..00 :3.00 -35.00 ~.00 4.50 7,350.00 3~3+1. B.00 ! 4-4.50 14.00 18.00 4i;51(;,.00
'l.5 + 5.0 1.50 i G8.00 8.1.5 1.54 3e;,14e,.oo 3+3,-.Z 1..00 I (;,6/2'5 /(;,.00 5'.3:S 74/5128.C:,G,
'2" '2. 5 0 5.00 '21.. '2 5 '2 5.00 '5'2.0~ /'Z,:3 7~.50 1..50 '2:50 o.oo ~-'25 .3/2.5 0 (0C,O. 5 /
1 4-71.,/84.61 I3,83'1,5/1..59 CIRCULAR PAR.'T: A = ;,/4 )( 45. 501.+- 3-3. 50 X G,.00 = 744. /8 ft. 1 I* 7 ;t* 1~ x(45.5o,z.,_ 53.5ot) =/4-8)4-87.l<P./l-. 4 2.A=-tz1oc,o.s1 +-744-.ta = tz,834.r;,qf-1-. 1 2[=- 4-71.J ld4.8l + 3;8SCJ,8ltz..5Cf + 14-8,4-87.I" ~ ~4(1,0;4~4.=,~.f;., 4 SHE£T NO 5,.;
A.2-51 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS E. L. q C, 'Z. ' - c, 11 TO c. t... <9 5 '5 1
- 0 '1 6 d L A=0.d Ad'Z/11.. ,1L. i I./-. t+. fl-. .f. ll I
tl-.4 .,.~. 4 II'
!" /. 00 /37.'50 0.00 /l75.oo 438/Za,a. 'Z.'t 0
'l..00 .z~.00 o.oo 5'2.00 ,z,qtzq_3a 0 1.00 ,S(o.00 5/.00 .sa,.oo :5J!66.00 q 3JG, 3(o. 00 4.00 1e:r.oo 4-c,.oo 11ea.oo 6,/ 1. q .CJ,~ 'l.76,5/"'.oo 4.00 ~3.50 51.00 1~4. 00 l'Z.)S=I. 7'1 34-8; 6 34-, 00 3.00xf B.oo 4-5.00 5S .00 Ii G,.00 ~G1,8tz5.00
'2.5o)(¥t 'Z I .00 .30.50 75.00 "Z)iS'G,/25 (Q Cf., 7<;,8. 7 5 134.'50 1.00 Ca8.'25 / 34-. 50 11.'ZO ~?.C,,509.07 IZ-3.00 /.00 r;,7_;z,s "Z.5.OO I ,q I /04)0/8.86 3'2+5'2 ,Z.00 Co 7. 'l.5 ;a,e,.oo SG.00 75"i790.rJ6 8.00 /.00 5a,.oo 6.00 0.(o~ 'l51 0~d.OO
'Z~.00 '2.50 4-dJSO G,S .oo ~!.65 ,s,.sf11ra.,z5 i.00 ,Z.00 35.00 14-.oo 4,,G,(4 Ii)! 'SO.~O
'1.00 /.00 56.00 q.oo o.75 30/27G.OO 34,00 o.-s ~6.00 /7.00 o.as i61Gt~.oo
//u,.50 /.00 ~c5.'2. 5 //G,.50 C/.70 54-'Z)<.,~3, '1'1
'lx 'l.00 t.sa 44.-SO /0-00 -5.'lO 1q,!Jo'l.so
'2x3.50 3.56 44.50 ,Z4-. 50 'l'S.01 4-8. 5/G,.i:S
- 'l~'l.+3x:3. /.50 G,7.00 J~.50 3."'5 87,535.50
'lx~.00 /.00 (g~.75 G:,.00 0.50 ,zeo,,s3;,so
'lx'l.-50 G,.00 '23.00 so.oo 90.00 l5Ja7o.oo
'2. -50 3.00 o.oo i.50 5 ,(o,Z 0
/ I .00 /.50 59.00 /~.'50 ~.09 57)43,.So 18.0O /.00 51.00 /8.00 ,.so 4tcJ8!6.00 13.00 /.00 4~.50 /-d. 00 1.0! '?.dJ/09.1'5
'Zx /.00 d.00 46.75 G.00 4.50 /4~ 7.59.-38
/.50 s.oo rA-.50 7.50 15.(o-5 3 IJ 1.0I .8t., i
/50
- JC ~q,00 C/.00 58.00 ,zo.'25 / 3 a:,. (oq fodJ / 't. I .00 l 50" :*.i)g 5.00 54.00 5.'25 :!..C/4 15) 30'1.00
~7.50 ,Z.00 5'9.50 7S.OO "25.00 Z.'Z'Z, 7~~- i5
,Z.00 ,~.00 4q.oo '24.00 tz88.00 57,G,'Z4.oo
'2.00 8.00 45.00 /G.oo 65.~3 -S?.,400.00
'2
- 00JC. ~ ,!l.'SO (3.50 50.00 ~4.00 14-4.4-Cf 5Cf/1't'l37 t,55q_oo 4G4,~37.5G> 4JO'l'1,584.16 SHEET NO. =i
A.2-52 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS . CIRCULAR ?AR7,' 7~00~~~00 ~
- A = '3. l4x ,z x 5.00- 5.00>q C/.OO-r/0.00; =
= 1051.qo-(45.oo~-so.oo) = C'/5~.CJo,Pri-.,z.
1 I :s .!i?i5i qo x (7-?..oo 1 -;.ro,z.oo 1)-45.oox(-~f0! ;, .51-50.oox(;ia; i~.=So 1 ) =
= 5&/3. 534-. 57-~0,~C/4-.8'S or /l7_, !J4<J,.~O) = 5 I '5. 09'B. ~"Z ft: 4
.SJ-11 e. L D : A = '/2 x 3. I 4 x ( 15 +- I 7) >< 4 = ~ Ct:, 7. 7 C, t ./-. 1 ZA = !5'5Cf. oo + 95<o. qo.,:. ,z~ 7. 7G = -2 781. G,~ Ii-. z 21 = 4G,~(o 37.45G, + 4, O/l<.:,,584. 78 + 'S!l:5,,09-3. ?"Z = -5,00~ 1 315. 5G .;J,;-_ 4
- SHEET NO.
ill --
A.2-53 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS b cl L A=bd I Ad1/1i AL 1
/./-. l'-f. 1-1-. t-1-. 'l t,+. 4 f'4
~
3.50-r3.50 /37.50 0.00 qeotz ..so /J 5 /0)~38.80 0
- 3.00 -25.00 0.00 75.00 3J Cf06. '25 0 4-[3.00x~] 'Z5.00 47.00 41.0.00 '?.I) ~75.00 917)780.CO 4x5.00 7.50 5"2.00 /50,00 i03.,'1. 153;..oOO.OO Zx/30.00 ~.-50 (pi,OO c:110.OO 9'2;695.83 4,084,1'10. 00 40.00 3.00 70.'25 /'20.00 Cf0,00 5::n./Z07.'ZO 5x4.00 1.00 G:,5.00 tzo. oo I. ~(o 84/500.00 tc,x./.00 4-.00 q,,so 8.00 /0.G,~ 7'?1.00 4-x7.'50 5.00 <a'Z.00 150.00 3/ '?..'50 Si~ 1"00.oo 4[4.0ox4] 7.00 tz.1.00 /1.6.00 5'2'2.G,G, 5~_4-88.QO 4[4.00xf] .3.00 C/.00 /1. 8.00 9ra.oo 10; 3G:i8.00 15.00 3:50 G,7. 00 98.00 /00.04 4 3'1/::121.. 00
'28.0O
.3.50
.3.50 57.00
'~-~o
- 40. 'Z ,S C/8.00 1 qq_so
/00.04 54,0l4.G3 11, 5c;;,o. 50 313/20'2.37 3;4-~7.00 !/"Cf 1) oro 7.19 i, 'lG:i 8, 1.40. 07 CIRCULAR PA/~75:
A= 3.14 )( Gd.00:'5 4 .oo )( 7.00 = (-340. 713 /1-. t I,. 1, 3 ;i*78 x(c,s.oo 1 +54.oo 1 ),: C:,3l841..JE7.;."./-. 4 A:. 3;/_ 4 x 38 -z s /, / 33. '5 4- (!./-, 2 I= 1> I ;J* 54 x 38,z : 101-;30I. C/6 lt-. 4
~,1 = 3,4-C.7.00 T-l,340.7S r-t; /~3.54 = 5,e:,4/. &'2/i-. 'Z
~I = l GC/l,OC:17. /(:J r 7/l.(1)81 '?.4-O.0'7 f- a,:;1 1 8412.. 57 r/O'Z, ;o I. 98 =
* '7>~CJ3)4'5l.'5I {~. 4 SHE£i NO. =f
A.2-54 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS
- b. eARil-/QUA.K.e IN E-W OIRcC7ION (_N-5 AXIS) tL. 101.1'- 0 11 To cL . 1001 '- ,z" I
I d ,,a c11.1,1. ! JL'Z I i::, L . A =-bd I
. Pr. i {I-.
I p;., 4 -r.
! 'Z 17.
+r.
4, li4 I j '2,.J05.'ZS 1.00 <ac5.'Z ,s "ZI0.50 /7.54 980; 5'?.'2 1.4.00 /.00 ~7.'2~ 1.4. 00 1..00 : /06: '54/ i! I 14.oo G,.00 /7.50 84.00 'l.'5'Z.OO: 15,7'2'5
/7.50 84-.00 'Z5t2.0O : '2-5,7'!5 II 60.50
/4-.00 ~.00 i 6.00 4C/.50 'Z-5 '2. 5 0 5.ZG.04; G,/ 8/P~O !
I 15.00 1.00 0 /5.00 /.1.5 : 0: I
/3 ...)0 1.00 58.00 13.00 1.oe 43:73'2.
1.00 /3-5.-50 0 13S.5O '2 O13 / 7. 8'Z 0 I I
/3'5.-50 0 155.50 107,3/7.8tz. 0 1.00 5.50 .zea.oo -a4.00 14 '3 .00 8;055.C.,7
- l Co-5: 308 '.
5.00 !l(o.00 ~4.00 150.00 -i;..,~'23 . 3:,... /50/Z.50 :
'2x '2.50 47.00 45.00 '2 ;5 .00 43/26'9.58 475)!:;;'75
'2.00 // .00 Cal. 00 '2'Z. 00 "2'2. /. 83 t3/' 6'°'2 :
/.00 57.50 1.'r.0O 57.50 15,841..45 . 4 813-58
/.00 C:,,OO a,4,00 C/.OO G0.75 3Co/ !:>~4 ':
1.x l.50* 1.00 C,7.1-S ~.00 1..00 l'J~ I~
- 'J' -':> .
4-xl. -SO .9.00 54.00 18.00 11.. 00 : '20)~06; 1..x/. 50 '2.00 Ca7. '25 ~.00 '2 _._,'"'0 : 1.7} / 35 I, - I 4x/.50 5.00 34.oa /8.00 I /1. .00 ; 'Z0:~06
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A.2-58 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS b a L A=k, ol Ad '1/41. AL 1 I i
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A.2-59 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS El. '9G'2'- G" TO !EL. 935 1-0 11 I *-- b d '- A =i::Jcl I Ad1/)t I ;.1L2 i
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A.2-60 JOHN A. BLUM£ ANO ASSOCIATES, ENGINEERS MONTICELLO REACTOR BUILDING SEISMIC ANALYSIS b cl L A=ed Ad;;?. I AL IZ I I ll-: //.. /-1-. /-/-. 1 f/..4 ~./."'
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A.3-i GENERAL ELECTRIC COMPANY ATOMIC POWER EQUIPMENT DEPARTMENT MONTICELLO NUCLEAR GENERATION PLANT EARTHQUAKE ANALYSIS: DRYWELL qn SAN . FRANCISCO
~
JOHN A. BLUIAE J OHN A. BLUM E & ASSOCI ATES, EN6 I NEERS ROLANO L. SHARPE JOSEPH P. NICOLETTI OQNALO M. TEIXEIRA JAMES M_ KEITH 612 HOWARD STREET
- SAN FRANCISCO, CALIFORNIA 94105 * (415) 397-2525 E0WARQ J. KEITH LLOYO A. LEE RALPH T. YOKOYAMA December 27, 1967 General Electric Company Atomic Power Equipment Department 175 Curtner Avenue San Jose, California 95125 ATTENTION: Mr. R. B. Gile MC-750
SUBJECT:
Monti eel lo Nuclear Generation Plant Earthquake Analysis of Drywel I Gentlemen: Transmitted herein is the subject report based on information furnished by General Electric Company. This report summarizes the analytical procedures and results for the seismic analysis_ of Monti eel lo Drywel I for both empty and flooded conditions. Very truly yours, JOHN A. BLUME & ASSOCIATES, ENGINEERS zrP4~ E. f. Keith Assistant Vice President MPJ/ps A.3-ii
A.3-iii
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.GENERAL ELECTRIC COMPANY Atomic Power Equipment Department
~.., . .
MONTICELLO NUCLEAR GENERATION PLANT
*. - REPORT ON THE EARTHQUAKE ANALYS *1 S _
OF THE DRYWELL-. JOHN i! , AI BLUME A1 ~~ ~~ ANO ASSOCIATES,
~l AH A I ENGINEERS
A. 3-iv MONTICELLO NUCLEAR GENERATION PLANT E.ARTHOUAKE ANALYSIS OF DRYWELL TABLE OF CONTENTS Introduction Paae Design Criteria .**.******.*****************************.*.*.***.*.*** Description of Drywell *..*..*****************************...*****.*.. Mathematica I Mode I of Dry we I I *.********************.********..****.** Ca I cu I ated Data * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * * * *
- 2 Analytical Procedure 2 Mode Shapes and Periods ....*..*.........*.........*............. 2 Response 3 Computer Program *********************************************.** 5 Resu Its ............*..*........*....*......*..**......*.............. 7 Recommendations ******.*****.********************************.******.* 8 References **************************.***********************.*******. 10 Appendix - Data and Design Figures .*********************.****.*****.* I I JOHN A. BL.UME & ASSOCIATES, ENGINEERS
A.3-1 MONTICELLO NUCLEAR GENERATION PLANT EARTHQUAKE ANALYSIS OF DRYWELL INTRODUCTION The purpose of this report is to summarize the analytical procedures and results of seismic investigation of the Monticello Drywel I. Based on the design earthquake stated below, design envelopes of seismic-induced maximum absolute acceleration, relative displacement, moment and shear versus height of the drywel I have been developed and are presented herein. The design earthquake acting in the north-south and east-west directions has been considered for both empty and flooded conditions of the drywel I. DESIGN CRITERIA Earthquake design criteria are presented in detai I in Reference I. The design earthquake used in this analysis is the north 69° west component of Taft earthquake of 1952 normalized to a maximum ground acceleration of 0.06 gravity. DESCRIPTION OF DRYWELL The drywel I is a bulb shaped steel shel I of variable plate thickness. The spherical part has an inside radius of 32' .O" and is joined to the cylindrical part of the drywel I by a knuckle of plate thickness 2.5 inches. The cylindrical part consists of three cylindrical she I Is 23'-8", 3 1 -0" & 6'-3" long, having inside radii of 16 1 ~ " , 13 1 3/4", 13 1 3/4", plate thickness of 0.635 inch, 1.5 and 1.25 inches respectively, joined by a 5' -3" high truncated cone of plate thickness 1.25 inches. The drywel I is em-bedded in concrete at elevation 917' 3/16" and is laterally supported by the reactor bui I ding at elevation 992 1 1/2". Location of personnel lock vent system and geometry of drywel I is shown in Appendix Sheet I. MATHEMATICAL MODEL OF DRY.WELL The drywel I is idealized as a lumped mass system supported on elastic columns. The drywel I was mathematically model led as an eighteen mass system and is shown in Appendix Sheet 3. However, to take into consideration JOHN A. BLUME & ASSOCIATES, ENGINEERS
A.3-2 the interaction of the reactor building and drywel I during an earthquake occurrence, the drywel I model was coupled with the mathematical model of the reactor building (Reference 2) by an inextensible bar at elevation 992'-5-1/2" representing the shear lug, and by another such bar at elevation 917'-11-3/16" representing the embedment of drywel I in the reactor bui I ding. This results in a twenty-six lumped mass coupled system which is shown in Appendix Sheet 2. CALCULATED DATA Calculated data used as input to the computer is given in Appendix Sheet 3. These calculations result from information or drawings supplied by General Electric (Reference 3). Properties of the elastic column were determined by cutting a hori-zontal section between ~ass points and calculating the moment of inertia and effective shear area. The data presented in Reference 2 were suitably modified for use in this analysis. The mass of personnel lock and vent system was considered and appropriately lumped along with the drywel I mass. /".
\
The fol lowing values were assigned as -the elastic moduli: 6 I* Concre-te 3.0 X 10 pounds per square inch
- 2. Drywe 11 Steel 29.5 X 106 pounds per square inch
- 3. Structura I Steel 30.0 X 10 6 pounds per square inch ANALYTICAL PROCEDURE - Periods and Mode Shapes The natural periods of vibration and mode shapes of the mathematical model are calculated by solving for the eigenvalues and eigenvectors of then number of equations represented by Equation Cl).
2
-K ~-I - w1 -M ~-I = 0 -------------------------------------- (I) where:
K = Structure stiffness matrix
.JOHN A. BLUME 8c ASSOCIATES, ENGINEERS A. 3-3
$. = Mode shape vector of the i th mode of vibration I
$. = Mode shape matrix I
- w. = Natural c i rcu Iar frequency of the
.th I mode I
= I , 2, 3, .... , n n = Number of degrees of freedom of the mathematical model M = Mass matrix 0 = Null matrix ANALYTICAL PROCEDURE - Response The generalized displacement response of the structure, once periods and mode shapes have been determined, is given by Equation (2).
Y.(+)+2w.:\ 2 y. Ri u (+)
- y. (+) + w. (+) = -------------(2)
I I I I I --- g M. I where: Y.(+) =Generalized coordinate vector for the i th mode I Y.(+) = Generalized coordinate matrix I Y.(+) =Generalized velocity matrix I Y.(+) = Generalized acceleration matrix I A. = Damping value for the i th mode I M.I * =Generalized mass matrix which is set equal to unity in eigenvalue solution T
= 4> .
- M .q,.
I - I Ri = Participation factor matrix M.I JOHN A. BLUME & ASSOCIATES. ENGINECRS A.3-4 T R.I = cp.
- M I
..U (+)= Ground motion g
The generalized coordinate vector for the i th mode is given as: Ri t Yi(+) =
- j ug (+) e-LI lll.I ( +-T) ( s.In f'
w. I (+-T )d T ) M. w. 0 I I Where: dT = Integration interval R.I = Participation factor for the i th mode M.
* = Genera I i zed mass for i th mode I
The integral in the above expression, cal led the Duhamel Integral is numerically integrated. From the generalized coordinate matrix the time history of displace-ment, V(+)' is found from Equation (3). The solution for generalized acceleration response is identical to the above, except that Equation (2) is solved for acceleration, from which the relative acceleration-time history matrix is calculated. To this is added the ground acceleration, resulting in the absolute acceleration-time history. Once displacement and acceleration-time histories have been established, the time histories of shears and moments are determined. These records are then enveloped to determine the maximum values which are then graphically presented in the report and are recommended for use by the designer. JOHN A. BL.UME & ASSOCIATES, ENGINEERS
A.3-5 ANALYTICAL PROCEDURE - Comouter Program The computer program used in this analysis was specially designed to solve the dynamic response of structures subjected to arbitrary ground motions. The effects of axial deformation and shear deformations are in-cluded in the calculation of the stiffness matrix. Individual elements in the stiffness matrix are designated K.. and are stored in the computer such t IJ that the i.Jl. value designates the row number and the j th value the column number. K.. is determined by applying a unit displacement at the j~ point IJ while restraining the other points against distortion, and finding the cor-responding reaction at the i th point. The computer retains the response of each mass for each individual mode at each increment of time, and the total response for each increment of time is obtained by adding together the responses of each mass point for each mode at a particular instant of time. This results in an exact combination of mode participations without the necessity of using approximate methods such as the root-mean-square method. The increment of time referred to above is used in the step-by-step integration of Duhamel 's Integral and is selected by the computer such that it is always smaller than one-tenth of the period of vibration of the mode for which the response is calculated. The computer takes into account al I peaks and valleys of the design ground motion. The general computer techniques used in this analysis are taken from References 4, 5, 6, and 7. A simplified block diagram of the computer pro-gram is shown in Diagram I. JOHN A. BLUME Be ASSOCIATES. ENGINEERS A.3-6 MONTICELLO NUCLEAR GENERATION PLANT EARTHQUAKE ANALYSIS OF DRYWELL COMPUTER PROCESS DIAGRAM ( Start ~--, Geometry of Coupled System Read 7 r ' l Member Moments of Inertia, Cross-Sectional Areas, Read Input Effective Shear Areas and Elastic Moduli Read Data I Foundation Springs Stiffness Read i Design Earthquake Read i I _J I Coupled System Stiffness Matrix Generated
~ '
Determine Mode Shapes and Periods Coupled System Mode Shapes and Frequencies Calculated _j of Coupled System Coupled System's Generalized Coordinates Calculated Coupled System's Displacements, Accelerations, Moments and Shears Calculated 1-j Determine
Response
of Coupled System Coupled System's Mode Shapes and Frequencies Printed Coupled System's Displacements, Accelerations, Moments and Shears Printed Print Output Data Force in Shear Lug Printed Drywel I Displacements Relative to Reactor Building Printed JOHN A. BL.UME 8c ASSOCIATES. ENGINEERS A.3-7 RESULTS The analysis was performed with the aid of an IBM I 130 digital computer. A damping value of three percent was assigned to al I modes of the coupled system. The influence of seventh and higher modes of vibration was con-sidered negligible and, therefore, ignored in the coupled system's response calculations. Periods The fol lowing table summarizes the natural periods of vibration for the coupled system in the east-west and the north-south directions for both empty and flooded conditions of drywel I. Periods of Vibration in Seconds Mode of East-West Direction North-South Direction Vibration Drywel I Empty Drywe 11 Flooded Drywel I Empty Drywe 11 Flooded First 0.542 0.556 0.590 0.597 Second 0.222 0.223 0.208 0.210 Thi rd o. 185 o. 187 0.180 o. 181 Fourth 0.05~ 0.103* 0. 05:,it 0. I03lt Fifth 0.045 0.052 0.041 0.053 Sixth 0.039 0.045 0.040 0.045
- Reflects fundamental period of the drywell
Response
The envelopes of maximum absolute accelerations, maximum shears, maximum moments and maximum displacements (relative to the base of the reactor bui I ding) induced by seismic loading in the east-west direction are presented in Appendix Sheets 4, 5, 6, and 7 respectively. JOHN A. BLUME & ASSOCIATES. ENGINEERS A.3-8 Similar results for seismic loading in the north-south direction are presented in Appendix Sheets 8 through I I. Maximum displacements of empty drywel I relative to the reactor bui Id-ing for earthquake acting in north-south direction are presented in Appendix Sheet 12. Forces and Displacement at Shear Lug The fol lowing table gives the maximum value of force, in dry\vel I shear lug at elevation 992 1 t/2", induced during the excursions of the design earthquake. (Note: Maximum force includes effect of drywel I only) Case East-West Direction North-South Direction Drywel I Empty 81 Kips 111 Kips Drywe 11 Flooded 90 Kips 138 Kips The maximum displacement of the empty drywel I at shear lug elevation relative to its embedment point at elevation 917 1 3/16" is 33 mils. This does not include displacement due to rotation or translation of the base of the reactor building. Hydrodynamic Effect Based upon experience with other drywel I structures, the resulting effect of hydrodynamics is to reduce the total seismic forces. Because of this, the effects of the dynamic response of the fluid in the drywel I are conservatively neglected in this seismic analysis. RECOMMENDATIONS The subject drywel I should be designed on the basis of the results presented herein. The final design of the drywel I should be reviewed for JOHN A. BLUME Be ASSOCIATES. ENGINEERS A.3-9 twice the design parameters presented herein. In addition to the horizontal acceleration presented herein, a vertical acceleration of 0.04 gravity acting simultaneously with the horizontal acceleration is recommended for design, and twice this value is recommended in evaluating the ability of the plant to safely shut down. Critical pieces of equipment which are not rigidly attached to the drywel I should not be designed on the basis of the results presented herein, but should be investigated separately to determine the effect of the inter-action ot the equipment and drywelt. JOHN A. BL.UME & ASSOCIATES. ENGINEERS A.3-10 MONTICELLO NUCLEAR GENERATION PLANT EARTHQUAKE ANALYSIS OF DRYWELL REFERENCES I. Monticello Nuclear Generation Plant Recommended Earthquake Criteria, John A. Blume & Associates, Engineers, July 15, 1966.
- 2. Monticello Nuclear Generation Plant Earthquake Analysis, Reactor Building, John A. Blume & Associates, Engineers, July 18, 1967.
- 3. Drawings
- a. G. E. Dwg. No. 719 E 147
- b. C.B. I.Calculation Sheets, dated 9-2-66, 4, Use of Modern Computers in Structural Analysis, by R. W, Clough, Journal of the Structural Division of the American Society of Civi I Engineers, ST 3, May 1958.
- 5. Structural Analysis of Multistory Buildings, by R. W. Clough, Ian P.
King and Edward L. Wilson, Journal of the Structural Division of the American Society of Civi I Engineers, ST 3, June 1964.
- 6. Dynamic Effects of Earthquakes, by R. W. Clough, Transaction of the American Society of Civi I Engineers, Paper No. 3252.
- 7. Large Capacity Multistory Frame Analysis Programs, by R. W. Clough, Edward L. Wi Ison and Ian P. King, Journal of the American Society of Civil Engineers, ST 4, August 1963.
- I 0- JOHN A. BL.LIME & ASSOCIATES. ENGINEERS
A.3-11 APPENDIX (. DATA AND DESIGN FIGURES JOHN A. BL.UME & ASSOCIATES, ENGINEERS
A.3-12 MONTICELLO NUCLEAR GENERATION PLANT EARTHQUAKE ANALYSIS OF DRYWELL LIST OF FIGURES Sheet No. Geometric Figure I Mathematica I Mode I ...**......*.....*..*..*.*..............* 2 Lumped Masses and Section Properties 3 Earthquake in East-West Direction Acceleration Diagram ...******.*..****...**.*.*....*... 4 Shear Diagram ........................................ . 5 Moment Diagram .*.*........***.***.**........*...*..... 6 Displacement Diagram ..***.****.**.****..*.*.....*.*..* 7 Earthquake in North-South Direction Acceleration Diagram .****.***.***.****.**.**..**.*..** 8 Shear Diagram .......*.***..***.**.....*.*****...****... 9 M6ment Di a gram ..*.*..***.**.*.*.**.*******.** ***..**... 10 Displacement Diagram ...**..******.***.***.**.*.*.*.... 11 Maximum Drywel I Displacement Diagram Relative to Reactor Building ****..**.*.....***.....*.... 12
.JOHN A. BL.UME & ASSOCIATES. ENGINEERS
A.3-13 JOHN A. BLUM£ AND ASSOCIATES, £NGIN££RS MONTICELLO DRYWELL* SEISMIC ANALYSIS Ge0ME7/2/C FIGURE v;,!. I 1i !I/, 0, el.. 1011 ~ 0 11 Et.. 1010 1- a 11 c::::=======~:a----r~_yerrECi/V(: _EI.. I oo 4 9' 1 WAT.;"R LJNc 11
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A.3-16 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO DRYWELL SEISMIC ANALYSIS
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A.3-17 JOHN A. BLUM£ AND ASSOCIATES, ENGINEERS MONTICELLO ORYWELL SEISMIC ANALYSIS SI-IE.A/2. D/AG/2/4M e-w f.J/12.eCT/ON
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A.3-18 JOHN A. BLUM£ AND ASSOCIATES, ENGINEERS MONTICELLO DRYWELL SEISMIC ANALYSIS MOM E.N T Dl~G/Z/4M E-llt/ 01/2.cCTIO.-Y
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A.3-19 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO DRYWELL SEISMIC ANALYSIS DISPLACE.ME.HT DIAG/2.AM E. -W D/12.EC TION
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(. A. 3-20 JOHN A. BLUM£ AND ASSOCIATES, ENGINEERS
-~"~~ MONTICELLO DRYWELL SEISMIC ANALYSIS 4CCE.LE!2.A TION D/AGf2AM N -S r::;//2.c.CTIO/'I
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A, 3-21 JOHN A. BLUM£ ANO ASSOCIAT~S, ENGINEERS MONTICELLO DRYWELL SEISMIC ANALYSIS S ~le A 12.. D IA.G!2A /vf H-S 1':J//2.E.CTION
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JOHN A. BLUM£ AND ASSOCIATES, ENGINEERS A.3-23 MONTICELLO DRYWELL SEISMIC ANALYSIS 0/SPLACE.Me.1'/T 0/AGt2AM N-S D/l2t.CTION 012Y /AIE L..L
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A.3-24 JOHN A. BLUM£ AND ASSOCIATES, ENGINEERS MONTICELLO ORYWELL SEISMIC ANALYSIS MAXIMUM DRYWElL DISPLACEMENTS RclAT/Vt TO Re.ACTOR /3UllDING DRYWc.ll eMPTY N-5 DIRECTION
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A.4-i GENERAL ELECTRIC COMPANY ATOMIC POWER EQUIPMENT DEPARTMENT MONTICELLO NUCLEAR GENERATION PLANT EARTHQUAKE ANALYSIS : (. REACTOR PRESSURE VESSEL
JOHN A. BLUME J OHN A. 8 LUME & ASSOCI ATES, EN6 I NEERS ROLAND L SHARPE JOSEPH P NICOLETTI 00NAL0 M TEIXEIR.ti JAMES Ml l(EITH 612 HOWARD STREET
- SAN FRANCISCO, CALIFORNIA 94105 * (415) 397-2525 EOWARO J KEITH LLOYD A LEE RALPH T. YOKOYAMA Ju I y 28, I967 General Electric Company Atomic Power Equipment Department 175 Curtner Avenue San Jose, California 95125 ATTENTION: Mr. R. 8. Gile MC-75O
SUBJECT:
Monticello Nuclear Generation Plant Report on Earthquake Analysis of Reactor Pressure Vessel Gentlemen: Transmitted herein is the subject report based on information furnished by the General Electric Company. The analysis assumes soil properties as described in the report on Earth-quake Analysis of Reactor Bui Iding prepared by this office for the subject generation plant. This report summarizes the analytical procedures and results for the seismic analysis of Monticello Reactor Pressure Vessel. The response of reactor pressure vessel to jet load reactions is also included. The results presented herein should be used in review of the final designs' seismic adequacy and to determine whether any changes in soil or structural properties would warrant further earthquake analysis. Very truly yours,
- LUME & ASSOCIATES, ENGINEERS
(!v1/ ~:~t!JJoJJr* Assistant Vice President EJK/ss A.4-ii
A-4.iii 1 d A! BLUME
~ ~!~h~~ !11 AND ASSOCIATES, AH A ENGINEERS
A.4-iv MONTICELLO NUCLEAR GENERATION PLANT REACTOR PRESSURE VESSEL SEISMIC ANALYSIS TABLE OF CONTENTS Introduction ..................*.........*........................ Description of Reactor Pressure Vessel Mathematical Model of Reactor Pressure Vessel .**.*...**...*...*.. Analytical Procedures Periods and Mode Shapes ..........*..*...*.**............*... Response . * . * . . . . . . . * . . . . . * . . * * . * * * . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Computer Programming ..**.**...*..**.**..**. : * . . . . . . . * * * . . . .
- 3 Ca lcu Iated Data ........***.*****.*..********.*.**.**.******....*. 5 Resu I ts . . . * * . . . . . . . . . * . * . . . . . . . * . * . . * . . . . . . . . . . . . . . . . . . . . * . . . . . . . 5 Recommendations .....*..**..***...*....*..**......*............... 6 References . . * * . . . * . . . . * * . . . * . * . . . . . * . . * . * * . . . . . . . . . . . . . . . . . . . . . . . 7 Appendix A - Data and Design Figures ***..*....**.*.**********...* 8 Appendix B - Ca Icu Iated Data Sheets ******.**********. * . * * * * * * . . . .
- 9 JOHN A. BLUME 8c ASSOCIATES, ENGINEERS
A.4-1 Rev. 28 MONTICELLO NUCLEAR GENERATION PLANT REACTOR PRESSURE VESSEL SEISMIC ANALYSIS INTRODUCTION The purpose of this report is to summarize the results of the seismic investigation of the Monticello Nuclear Generation Plant Reactor Pressure Vessel. Based on the recommended earthquake design criteria 1, design envelopes of maximum acceleration, displacement, moment and shear have been developed and are presented herein. In addition, the response of the reactor pressure vessel to the jet load reactions has also been determined and is presented. Some minor differences exist between the known RPV component weights as compared to those used in this analysis. The differences result in a net decrease in 01245382 weight that is a small percentage of overall system mass. Therefore, Monticello recognizes this analysis as providing conservative results for the RPV seismic response. DESCRIPTION OF REACTOR PRESSURE VESSEL The reactor pressure vessel consists of a 63' - 2" long cylindrical shell having an inside diameter of 17' - 1". It is supported by concrete pedestal through steel skirt. Lateral support is provided by stabilizers between reactor pressure vessel and shield wall at El. 994' - 2". A truss consisting of 16' - 10" XXS pipes between shield wall and reactor building laterally support the shield wall at El. 992' - 51/2". Geometric relation between reactor pressure vessel, shield wall, pedestal wall and reactor building is shown in Appendix A, Sheet 1. MATHEMATICAL MODEL OF REACTOR PRESSURE VESSEL The entire Monticello reactor structure (i.e., building, drywell, pressure vessel and shield) was mathematically modeled as a 27 mass coupled system. The system couples model described in previous report2 with the shield wall, reactor pressure vessel and pedestal wall. The mathematical model is shown in Appendix A, Sheet 2. ANALYTICAL PROCEDURES PERIODS AND MODE SHAPES Subsequent to the formation of mass and stiffness matrices for the coupled system, the periods and mode shapes are calculated by solving for the eigenvalues and eigenvectors of Equation (1). A.4-2 [K - wn 2 MJ ~n - Q. -----------------------------------------(1) Where JS.= Stiffness matrix of coupled system. th
~ = Mode shape of then mode.
n th w = Natural circular frequency of then mode. n M = Mass matrix. 0 = Nul I matrix. ANALYTICAL PROCEDURES - RESPONSE With mode shapes and frequencies calculated, the generalized coordi-nate response can be calculated by solution of Equation (2). Y (t) + 2w A Y (t) + w 2 U (t) ------------(2) n n n n n _g__ Where Y (t) = Generalized coordinate vector for then th mode. n
=
R n M w Jt .* U g
<-r) e sinw Ct-,)d, n
n n 0 th A = Damping value for the n mode, selected as 0.03 for n al I modes. th mode. Rn. = Participation factor of the n M* th mode.
= Genera I i zed mass of the n n
u (t) g = Design earthquake. d, = Integration interval, selected as 0.01 seconds; the Duhame I I ntegra I is numer i ca I I y integrated. The general acceleration vector may be obtained from Equation (3).
.JOHN A. BLUME & ASSOCIATES, ENGll'-JEERS
A.4-3 Where Yn (t) = Generalized acceleration vector for the nth mode. D2 = Second order differentiating matrix. The acceleration time history of the i th point of the coupled system can be obtained with Equation (4) *
..u. (t) =
~in Yn(t) ----------------------------------------(4)
I Where u.I (t) = Acceleration time history of the I
.th point of the coupled system.
~- 1n = Modal displacement of the I system for the nth mode.
.th point of the coup Ied VCt) = t
--n Yn (t)
- -----------------------------------------(5)
Where V(t) = Displacement time history of the coupled system considering n modes. The time history of inertia forces can then be determined with Equation (6). Q1!l. = f VCt) -----------~------------------------------(6) Where 9ill,. = Inertia force time history of coupled system.
*once the displacement and inertia force time histories have been established, time histories for shears and moments are easily determined.
These records are scanned for maximum values to be used by the designer. ANALYTICAL PROCEDURES - COMPUTER PROGRAMMING The computer program used in this analysis was specially designed to solve the dynamic response of structures subject to arbitrary ground motions?* 7
- 8 Member input data for the program, except for foundation $prings and lateral supports of the reactor pressure vessel and shield, are in the form of moments of inertia, areas and effective shear areas. The effects of axial and shear deformations are included in the formation of the stiffness matrices.
JOI-IN A. 6~UME & ASSOCIATES, ENGINEERS
A.4-4 The response of each mass for each mode considered at each increment of time is retained in the computations and total response for each incre-ment of time is obtained through the algebraic sum of each mass point's modal contribution at that particular instant of time. This results in a precise combination of mode participations. The process logic of the computer aided solution is summarized in Diagram I. MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS COMPUTER PROCESS DIAGRAM ( Start J Geometry of Coupled System Read
- Read Input Member Moments of Inertia, Cross-Sectional Areas and Data Elastic Moduli Read Spring Constants Read Design Earthquake Read Jet Load Reactions Read Determine Mode Shapes Coupled System Stiffness Matrix Generated } and Frequencies Coupled System Mode Shapes and Frequencies Calculated of Coupled System
}
Coupled System's Generalized Coordinates Calculated Determine
Response
Coupled System's Displacements, Accelerations, of Coupled Moments and Shears Calculated System Coupled System's Mode Shapes and Frequencies Printed Print Output Coupled System's Displacements, Accelerations, Data Moments and Shears Printed Coupled System's Displacements, Moments, Shears due to Jet Load Reactions Printed ' ( End J DIAGRAM I JOHN A. BLUME 8c ASSOCIATES. ENGINEERS
(. A.4-5 CALCULATED DATA r......,_ Calculated data used as input to the computers is given in Appendix 8. Values of the foundation springs were taken from a previous report. 2 The fol lowing assumptions were made in calculating the spring con-stant between shield wal I and reactor bui I ding. C I) Compared to the truss members, the ring which consists of the concrete reactor shield i s very r i g i d . (2) Al I end reactions are tangential to the supporting ring. (3) Young's modulus of elasticity is 4.32 X I06 K/Ft 2
- The remaining calculations result from information or drawings supplied by General Electric~* 4 RESULTS The results of the seismic analysis in the form of design moment, de-sign shear, maximum absolute acceleration and relative displacement envelopes are presented in Appendix A, Sheets 3 through 6.
Summary of spring forces is presented on Sheet 16. Displacements, shears and moments induced in the structure due to jet reaction at steam outlet and recirculation outlet are presented in Appendix A, Sheets 7, 8, 9 and IO, I I , 12, respective Iy. Forces in truss members are presented in Appendix A, Sheets 13, 14 and 15. The previously described calculations were performed with the aid of an IBM 7094/1 I digital computer. The influence of 7th and higher modes of vibra-tion were considered neg I igible and, therefore, ignored in the coupled sys-tem's response calculations. The first 6 natural periods of vibration for the coupled system are as below: First Mode *o.535 Seconds Fourth Mode 0.102 Seconds Second Mode 0.215 Seconds Fifth Mode 0.065 Seconds Third Mode o. 140 Seconds Sixth Mode 0.048 Seconds A damping value of three percent was assigned to the coupled system.
.JOI-IN A. BL.UME & ASSOCIATES, ENGINEERS
A.4-6 RECOMMENDATIONS It is recommended that the subject structural elements be designed to resist the seismic shears and moments presented herein without the usual increase in stress for short term loadings. In addition, these elements should be reviewed to assure that they can resist twice the seismic shears and moments presented here without hindering the ability of the reactor plant to safely shut down. A vertical acceleration of 0.04g acting simul-taneously with the horizontal accelerations included herein, is recommended for design. JOHN A. BLUME & ASSOCIATES, ENGINEERS
A.4-7 MONTICELLO NUCLEAR GENERATION PLANT REACTOR PRESSURE VESSEL SEISMIC ANALYSIS REFERENCES I. Monticello Nuclear Generation Plant Recommended Earthauake Criteria, John A. Blume & Associates, Engineers, July 15, 1966.
- 2. Monticello Nuclear Generation Plant Earthquake Analysis: Reactor Buildina, John A. Blume & Associates, Engineers, July 18, 1967.
- 3. Drawings:
General Electric 719EI 10, 719E401, 719E489 7 I8E944, Sheet 1. through 3 886D482, Sheet I and 7 C. B. & I. Comoany VPF-1811-36-1 VPF-1811-78-1 VPF-1811-75-3
- 4. Sketch of Estimated Weights 9-5624.
- 5. General Electric Specification Sheet 5 of 21A5642.
- 6. Use of Modern Comouters in Structural Analysis, R. W. Clough, Journal of the Structural Division of the American Society of Civil Engineers, ST3, May 1958.
- 7. Structural Analysis of Multistory Buildinas, R. W. Clough, I. P. King and E. L. Wi Ison, Journal of the Structural Division of the American Society of Civi I Engineers, ST3, June 1964.
- 8. Dynamic Effects of Earthauakes, R. W. Clough, Transactions of the American Society of Civi I Engineers, Paper No. 3252.
JOHN A. BLUME & ASSOCIATES, ENGINEERS
A.4-8 APPENDIX A DATA AND DESIGN FIGURES JOHN A. BL.UME & As*socrATES. ENGINEERS
A.4-9 MONTICELLO NUCLEAR GENERATION PLANT REACTOR PRESSURE VESSEL SEISMIC ANALYSIS LIST OF FIGURES Sheet Genera I Geometry I Mathematical Model 2 Seismic Analysis Displacement Diagram 3 Acceleration Diagram 4 Moment Diagram 5 (. Shear Diagram 6 Jet Load Analysis - Case I
' Displacement Diagram 7 Moment Diagram 8 Shear Diagram 9 Jet Load Analysis - Case 2 Displacement Diagram 10 Moment Diagram II Shear Diagram 12 Shield Support Analysis Truss Forces - Seismic 13 Truss Forces - Jet Load Case I 14 Truss Forces - Jet Load Case 2 15 Summary of Soring Forces 16 JOHN A. BLUME & ASSOCIATES. ENGINEERS
A.4-10 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL S£'/SMIC ANALYSIS GEOMET/2/C r/GU/2.e EL. /Orl'*t::t4.* e.L. q 94-1 * '2 11 R.EACT0/2. ..
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A.4-18 Rev 18 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS Sl-le.A/2. O/AG/2.AM CJ ~ r LOA o ~ 5 G ..: @ EL ev. 9 9 ~ '* o H .. CA s e ,)
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shall be increased by a factor of 1 .29 (330 kips/256 kips) for use in design.
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A.4-19 JOHN A. BLIIAIE AND AS3CCIATES, ENGINEERS MONTICELLO REACrOR PRESSURE VESSEL SEISMIC ANALYSIS 0/SPLACE.MENT O/AG/2.AM
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A.4-20 JOHN A. BLUME AllD ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL S£/SMIC ANALYSIS MOMENT DIAGt2AM (JETL.0AO @ .:LEV. ~a,/'-// - CASE. '2 )
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A.4-21 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL S£1S,VIC ANALYSIS
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\. A.4-22 r°f',. JOHN A. BL/JME AND ASSOCIATES. ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS SI-I/ELD SUPPORT ANALYSIS TRUSS FORCES UNDER SEISMIC LOAD SPRING FORCE F = /OdJ./K CASE I / CASE I I / SHEET NO. /3
A.4-23 Rev 18 JOHN A. BLUME AND ASSOCIATES, ENGINEERS
- MONTICELLO REACTOR PRESSURE VESSEL S£1S,W/C ANALYSIS SI-IIELO SUPPORT ANALYSIS (CONT'D)
TRUSS FORCES UNDER JET LOil[) (CASE I, 25".0K@EL 999!0") SPRING FORCE F = /98.71< CASE I / The values shown on this sheet are based on a jet force of 256 'kips at elevation 999' -0". The actua,I jet force is 330 kips. The truss forces identified on this sheet shall be increased by a factor of 1.29 (330 kips/256 kips) for use in design. CASE' I I / SHEET NO. 14-
A.4-24 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS SI-I/ELD SUPPORT ANALYSIS (CONT'D) TRUSS FORCES UNDER JET LOAO(CASE ~ ~&,4" @EL. 9tt,/ 1-IIH) SPRING FORCE F = IC//.~ I< CASE I / CASE J I / SHEET NO. 15
A.4-25 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS SPRING CONS7ANT CASE I (AR~ITRARY FORCe F) '1. 7ANGENTIAL RE.ACTIONS 0 R = + 0 NATURE OF .SYMM:rRY ANt:J ANTISYMMETRY Re:i.:JUC!: iHS SiRI.JCil.JRE 70 STAilCAI..I..Y t.:Je:TE!:RMINAie.
,= = 4R Rs1/4 SHEET NO. I~
A.4-26 APPENDIX B CALCULATED DATA SHEETS JOHN A. BLUME & ASSOCIATES. ENGINEERS
A.4-27 MOMTICELLO NUCLEAR GENERATION PLANT REACTOR PRESSURE VESSEL SEISMIC ANALYSIS LIST OF SHEETS Sheet Lumoed Weights Reactor Building and Drywel I 2 Shield Wa 11 3 Reactor Pressure Vessel 4 Pedestal Wal I 8 Member Prooerties 9 Reactor Building and Drywel I 10 Shi e Id Wa I I 11 Reactor Pressure Vessel 13
.,,.~ .... Pedestal Wal I 14 Moduli of Elasticity 15 Serina Constant Case I 16 Case 2 19 JOHN A. BLUME & ASSOCIATES. ENGINEERS
A.4-28 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC AJIALYSIS LUM?eD 1/vc/GI-ITS LOCATION~ LOCATION,$. EI..E.VATION We/Gl-1T STAT/ON NO. STAT/ON f{O ELEVATION WEIGi-iT I /073 1 *'2 11 73G, 1< *I /5 /0/2'*7 19,4r;/<. JI lVI
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"2 /04-5'*8" 140 C'/1 l
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A.4-29 JOHJJ A. SL!JAIE AND ASSOCIATES, ENGINEERS t'v!0NTIC.ELL0 REACTOR PRESSURE VESSEL S£/Sid/C A1VALYS/S LUiiA/OeD J'i/1:./Gh' TS I. 12EAC TO/2.. BUILDING l/. DRYJAIELL W IE. I G /-I T I ~ c l.. . / o 7 3 '- 2 11 WEIGHT '2 @ :L. 1046'-e, WEIGHT 3 @ e£... /0'27'* 8 11 WS. /Gi-! T 4- @ c.L. 1001 1 - 2 11 /3,74-9i< Less 3 12.P. V, IA/A 7/E/2 4- FUcL - ~00 I 3; 14- Cf i< i<IEIGHT 5 @ EL. 985'-G" /8)58G 1< le SS 3 /2.. ,~ ~ WA Tf= f2. 4 FUE. L /,200 17.,3 8 G I<. W I G.Li T G @ E.L . 9 G 2 1 -G" 2 0,4-:3 2 .< L e S S ~ . /2. P. \I, ~IA Tc. 12. :j, r U EL I~ 200
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A.4-30 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL S£/SM/C ANALYSIS LUM!°E.O Wc.lGHTS (CONT'O.) 1I SI-lie.LO WALL we /GI-IT B ~ et.... q93'- 7" CONC/2.e.TE 3 7. 5 4- >< STEEl... (/'2. - 'ZiV'F /77) 3-4-B STESl... (~".Ae) 1.qo 4-z. 9 z.ic. We/GI-IT 9 @ e'-. 990 1-3~11 COHC!l.e.Te 98.901< S'ieE(.. (/;z*t7W:li7) 9.18 STEEL ( f4-" ~) 5.02 l/3./0~ WSIGHT IQ !EL. 98¢-11'" CONCO.ETE /~3.9/~ STEEL (/2 - z,*JAtl! /7?) 15. '2/ STE.!: L ( 4-" te.) 8,j/
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WEIGHT II @ el... Cf75 1-II'" CONC/2..ET!:: ,zoa,.O4-1' ST!E.SL ( J-z .. '27V.J= li7) /9./ 2 STEEL ( //." le) /0.45 STEEL (/~"le.) 4-5.CfS 1.8/.591<. JAl&/GHT l'2 @ e.L. 9GG/-//~ CONC/2.tTE /9/.38/t. STEEL (l'l.-27N=l77) /7. 7G STEEL ( ft- I'!) 9. 7 / STcEL ( /~ 11 ~ ) 5/.55
'2 70. 40" Wc/GH7 1.3 @ E.L. 959'-3
CONC/2..ETE / 7(o.9~"' STEEL. (l'l.-2iJV=l71) /G.~2 S TE e. l... ( /:;. le ) 8. 97
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WEIGHT /4- @ El... 95l'-c;, CCJNCl2e.TE /!J 7, 71. 14 STEE.t.. (/'2*'2"JJA.r:l?7) / 7, 4-2 ST-EEL ( !,." It! ) 9, 5'2 !BEAM 12.E.A.CTION 24-0.00 4-54-.G,G," SHEET NO. d
A.4-31 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PR£SSU/y£ VESSEL SEISMIC ANALYSIS LU*MPe.D WEIGi-iTS ID .QEACT0/2 PRESSLJ/2..E VESSEL WEIGi-iT 15 @ e.L. I0/'2 1-7 11 TOP HE.AO FLATE.S = ~8.3G K NOZZ I.. E. N
- G = 0.87 NOZZLc. N-7 = 0. '23.
'ZC/.4-G~
W/GHT IG @ C:.L. /004-'*0" TOP /-le.AD Pl.4 TES = I Z. 94- K TO/= HEAO Fl.ANGE = 57. 3 I SHELL PLATES = 4.0~ SHELL F'LANGc = 47. 59 STUOS =- 17. 80 NUTS = /2. /G WASHc./2.S - /.09 GUIDE. a.ot:::is = 0./0 2 ST~l~M D/2.YE./2. /0/.JNELS = 7.8/
~ HOUSING = I/. 9 2 I 72. 78 ~
SHEET NO. 4
A.4-32 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS LUMPeO WEIGi-iTS (CONT'D.; 12.EACT0/2.. /0/2.ESSU/2.E VeSSEL
;v c.1 G 1-1 T 1 7 @ e L. 9 9 q 1- o 11 SHcLL t=I..ArES - 90. 28 J<
NOZZL.S N-~ - IO.Co9 NOZZLe.S N-11 = 0.4-G
~ STc:AM DI< 't't:.12. PANELS - 7 .8 /
SUt=l:JOCJ.. T /2./NG = 3.?3 GU/OE ao.os = 0,50
'2 HOUSING - I I .9'2 I 24. 89 I<. /Ale/GI-IT IS @ EL. 988'-.3" SHELL P'-ATES = l2G. I I K NOZZLe.S N = <o.BZ NOZ Z.l. e.S N* 5 - .3. 71 NOZZL e.S N-9 - o. 5'2 NOZ.ZLS 1'1-l'2. - 0.4G, JAIA. TE/2.. SEAL. Sk..112.T = 4.72 GU/OE R.OCJS - 0. 50 HOLD DOWN JSOLTS = /5./'2 Ll!=T 12.00S = /.4-0 STE4M ScPA.aA 70/.2S = 38.05 BOLT 12.INGS = 4.0/
STANO /=I/Oc.'S = 14. /0
~ Sl-/,-2.0 U O Hl:J. CCM E - 4. Z'2 ~ SH/2.0UCJ 1-/0. !=LANGS = 2. 4'2 FLUID We/GI-IT = 87. 2 / !=LU//0 A/2.0UND t=E.12.IPHE:12Y = ~.8G>
3/G,.13 x. SHEET NO. 5
A.4-33 JOHN A. BLUME AND ASSOCIATES, ENGINEERS ."'101'/TICELLO REACTOR PRESSURE VESSEL S£/Srn/C ANALYSIS LUMPE.O WEIGi-i TS (CONT'D.') REACTOR ?aESSUQe VESSEL We/GHT /9 @ E.L. 977 1 -0¥ SHE.LL PL.ATES =/33. 75 ii-
~ SH/2.0LJ.O HD. DOME = 4-.2'2 ~ SHaouo HD.~LANGE :: '2. 4'2 SH/2.0UO* = .32.0/
t.J~Pea. coae G.1210 = I0. /9 coa..c. S,P"2AY SFARGc.RS .¢ NOZZLE.S = /. 34
~ !=Uf:.L SUPF0/2.T CASTINGS = I. 82 ~ FUEL ASSEMBLIES = 2.?.4.38 CONT/2.0L 12.00S FI.JL.'- IN = 2/. Z3 TE..MPORA/2.Y CONTl2.0t.. CU/2..TAINS = 4.37 /HC0/2.e. ;J SScMBt.../SS = 3.37 SLEEVc:9 = S.G7 FLUID We/GHT = 54.7~
FLUID A/2.0UNO FE.!2.IFHE/2.Y =. .38./0 558.43 ,If.. We./GAIT 20 @ f..L. 9G4'-I/" S!~et_L ,0 !...4TES ~ 8G,4-c,K NOZZLES N-1. = 25. 4-1 SI-I f'J.OUO = 'Z/.39 FUEL. SU/=P0/2.7 CASTING - /. 82
!= LJ E. L AS SE.A,f/3 LIES = 108.i 3 CCf-lT/.2.0L 12.00S ( J=Ut...L It-../) = JO. 2 3 Te.MP0/2.,412.'( CONT/2.01.. CLJl2.7AIHS = 2.11 IN- C0/2.e ASSeM/3L/e.S - /.G,3 SLE.cVeS = 2. 73 /=LU/0 WEIGHT = ~r:r. 57 Ft... LJ IO A 12.0UN O /0 E /2.../ P 1-1 E/2..Y = '24-. 3 324.I I "
I i SHEET NO. G
A.4-34 ~ JOHN A. BLUAIE AND ASSOCIATES, ENGINEERS (.-\ MONTICELLO REACTOR PRESSURE VESSEL
*s£/SMIC Arl.ALYSIS LUMPEO We./GI-ITS (CONT 10.)
f.2.E.ACTOR P/2.ESSUl<E VeSSeL We. I G 1-1 T 2 I @ E. L. 9G I' - I I" 5/-lc LL t=LA TE. 9 = G'2.0'7 "- NOZZLE. N-1 = 18.43 NOZZLE. N-8 = 0.91 Sl-ll20UO = 14.I 8 C0/2.E PLATE. A 9SEM~L/ES - = I 5 .'2Cf Jf:.T PUMP ASScMBLJE9 = '20.00
~ Gl.JIDE TUP-:Je.S = /G.C,4-i 2 CONT/2.0l- /2.00 O/2/Ve9 THE/2MAL SLEEVES= 33. 7G, FLU/0 We/GI-IT = 40.0/
FLLJIO 412.0LJNO PE.f2.IPI-/E!2.Y = /C,.33 W E / G 1-1 T '2 ,Z @ S. L. 9 S S' - 0 ~.., BOTTOM ,4t=AO *l04.7S 1' Sl<.112. T l<NLJC/t..LE. = I 5, IQ 51-112.0UO = /2..84-
~ CON7!20L 12.00 ;':J/2/VES ci il-lE/2.MAL SLEE I/ES : .3-:>. 7G
~ GU/OE TLJ8SS - /6.~4-NOZZLE. N-10 = 0.'23 INTE.flNAL SH/2.0UO SUPPOl2T - 8.~5
'Sl<.lf2. T ~XT:NS/ON We/QI-IT = 24-.GO
!=t...U/0 WS/GI-/T - 5~.3'::
!=LUIO !A.12.0UHO t=e.12.IPH!E/2.Y = I .G>3 278.15 ~
SHEEr NO. 7
A.4.35 JOHN A. BLUME AND ASSOCIATES, ENGINEERS I \* MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS LUM l°E.O Ne./GHTS ( CONT'D.) Jl PE.OE.STAL W~LL WS/GI-IT ?3 @ cl...944'-II" CONC/21= TE 0. 785('1.5.IG1 2-/7. IG7 ~)(1- 'ZS+ 2 ; 5 ) "J<Q,/5
--z.;s J< 2(3.75+3.25 )4-x0./5 = /32.9 "--
STc.EL 0.785(/i,.375'l-/7.la.72)(2,'Z5 + 1 Js))(0,49= /0, 0
;4-2,91<.
WS./GI-IT 24-@ E.L.94-2'- '2 11
*J COHC/2..c.TE. CJ. 785(25./C,7 2 -/7./G7 2 )( 2 5 + c.;_a,')x.0.15 i
- 2 5 "2(3.75-t-:,.'25)4xO.J5 = IGG. 2 "-
STEEL 0. 785 (/7,3 75 2 - 17. IG 7~ )( 2*J a,.~~, 5 -t- )x0.4-<=, = I '2. ~
/78.5"-
WEIGHT e5 @ E.f... 9~G'-O" CONC/2..cTE. 0. 785(2S.IG7 2 -17. I~ 7 ')( a,,~G?.,. 2,i 5 ))(0./5
- Z'2.5 X '2.5 X 4,0 XQ./:, = / 70,Cf ~
STSE'-. 0._785(/7.375'2-/7./f;.7 2) ( G~t"o? + 2:z.S)x.0,4-Cf 2 I 2' 0 IB'Z.Cf "* JA/c.lGHT 2G e EL. 9B3'-G" CQNCR.c.7e 0.785('lS./to7 2 -!7,IGi2')( 2.zs + 5~ 0 )~0./S
-2.5x( 2:z 5 + s~o) 4,0 >t.Q,/S = /4-3. Cf k..
OEAO LOAO ON l!)SAMS = /Q,0,0 ST S EL. 0. 785 (/7.375 2 -/7.IG7 2 )( 225 -+ 5~ 0 ).><0, 4-9 = I 0. 4-3/4. 3 1'- Wl=IGHT 27 @ E.L. 928'-G," CONC/2.STe O,785('Z5./G7 2 -/7./G7 2 )(sio +-t)x0./5
-f.5 >c/,5 x4,ox0./5
- .3,0 X 3.0 x 4-.0 JfQ, /5 = t5 /, 6 ,,
STEEL 0.7SS(/7.375 2-l7.IG7 2)( 5 2° + f ~ x0.4-9 = /S.O 2G 9. S 1' SHEET NO. 8
A.4-36 \. ,C'-,. JOHN A. BLUME A!JD ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC A1VALYSIS MEIY18ER PROPERTIES STATION NO. I STA7/0N NO. A I (ff.4) (Ff. 1 ) ( Ft. 4-) I f
,~
+ I /5
~i 8R.AC-D
... I
'2 AR.eA Q1 3 Ji
.J
'24. G,a, CJ4<:o.d
- J i 4 1<:Qi
'24.~~ Cf4G,.6
~: Jq 0 'ZJd-3 5 '24. "G q4v,.8)
(1' 1--- ,~----,. \J to
~ '?.J 7 84 'l.4. ~ G Cf 4<ti.5 llJ 7 'l.l t
~i 5/14/
8 5,a,4 ?.!0.0 r.o. 7 0 9 3 I 7. 1 CJ, I 7 3 12 I.
,! 4.8'! '2 3
/0 '7.G,/. ,ZG, IO 9 9 /.
. . .J !
.....Ji iI 1.4
~! II I 3 I 7. 1. ~ I 7 3 '2 I.
?: ! G:,,70 o:
J!
- 11. B07.,ZG,:
I
/G/9<:t,.
llJ : 13 307.,Z(., /G,/qG,_
-..i
- i: ; 1.7
"") ; 14. 307.'2~ /Col C/G,.
I G,,70
~
K, = 3'25,7123 K/rf. K.. ,z = 4tJp oo l</F+. K..;=- 11:,l<s = ,,1.'1Cf,"!34,-3612 K/rf. RAD K.+= 1/5!Jl,54-9K/f!'f. SHEET NO. CJ
A.4-37 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS CROSS SEC7/ONAL AReA 1 MOMENT o;: INERTIA I REACTOR 13l//t..,O/NG 1t STtJTION I, (Fr. 4 ) NO. I tSRACEt:J Al<EA
-'ZJ '2 5'7 /,!0-5, 7C/O dJBG5 5;!40JIZ04 "l .. 6~5 4j4a.0,48 5 G
l'l,> 713 4 5,00f#,5 I <i, 7 s.Jc:, 41 q)C,9!,451. K. 3 = I_, Ks A 3_/lt:ff:1, 9S4,5dll K-.=,YRAD K+ = lS8 I, 5"1-t:J 1/Pr-.
~ AS PE:R REPE.l<:NCe NO. '2 SHEET NO. /0
\. A. 4-38 ,~~\ JOHN A. BLIJME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS CROSS SECTIONAL AReA I MOMENT OF INERTIA (CONT.) JI J},// :LO WALL (ASSUME CONCRETe /-lt.S NO !TRENGTI-I) A. .IECilONS (NO OPcNINGS) 4t<SA (J) 'l 7 ',>,/= / 77 I" 5'Z. I = EL. 'f t:lf +*,Z /4-4
/ II
'- X 1~6 I I
- 8 1/4-n f!. 3 ~ 0 ;( 3.14(14.d -rtzo.5))( 'I-"' /'Z =
MOMENT OP IN!:.R.TIA
* /0 * ([) 'l.7Vf:/71 ~1ix4x{ll.3'2/{si,/l'5°.,.Sin145°.;-J/n 775°}= 17B./8 t+.4
'286 I (
rn\ II
/4' re:.,J. 1 1/4Ox 3.14 )(46 ,.J'l..4 +-I0.'25
~)
= 1-seo. "Z'Z 434.40/+.4
- JI
!1/2ti t:J. sec -r I oN Al<eA
.s1. 51..I
([) '27';\l=/77 ux 144 1/4-" It [~~~ x3.l4(1Z4.8 + ~o.-s)-(14 x 4. J)
+-(14 x 'l./5 )] +~ 1.00
- 4. ~9{/..t
- 14 MOMENT 0~ !NIER7IA
__ El..Cf47~t" (J) 1.7~/77 fi}"4~(11.~1/{Si'ntl5~J;n"75*J
@ f/4 11 le ;':o,i3.l4xja (11..4-J+/O.'l5i)
-Zx4.J~t![4!in145~ ~Sin r,o 0-;-.f,i,1C,5J(ll.3'Zi
~2.. 11;.-4~s,nt45*,.zs,;,,1 9o*~s,,,1~-s3(11.ni s / /Cf. o /
3 04-.4~/~.4 SHEET NO. II
A.4-39 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS CROSS SECTIONAL ARcA 4 MOMENT OP /NeRTIA (CONT.) C. SECTION (/Ox4'*l"x4'-I" + ,Z x 5 1-4" x ~'-4 11 OPeN/NGS) AREA (]) 1.7W/77 /'lx ;J}. = 4-. 33 .pf.'l 1/4 /!. ~;~ K ~./4(124.6-/- 10.~)
-('ZOJ<.4.1)-(4-" 5'.33)
+ (124.ic -Z./5)] ~ x I~ - /. 'Z'! ff. 'l 5 Ji, 'Z t/.. 1 MOMENT OF INERTIA (J) 'Z7'tF /77 ; : : x4 x (11. !'2)1 {s;nZ15*+.r;,, 1~s;s,;, ?75*} -= tz 1!J. J!J ;k'
@ 1/4."I! [~!~.x3.l4-x(l'Z.4 3 +JO.t~i)
- 'l..x4.I x (11. ~,z)2(4!/ri 250'+ 4Sln z,o:)
-'lx 5.5, x (II. 3'Z) 7 ( f Sin t '!OJ 1- ~x 'Z.15 x (II. !?.)t(4r;,., 1~o"-r+J,'n1 ,0*+1ri'n 1 10:]_i8 ~ dO." 7 35c9.65 //.. 4
- 0. SeCT/ON (J )C 4'*t'x4 1* / 11 OPENING)
AREA rn~,. II 51.I (]) 'Z7w= /77
" 144
@ ~4" If. $./4 ('Z4-~ +-'l0.5)
- ('Z-.4./)+ (IZx 'l.15~~6 -
MOMENT OF /Nl:teTIA (j) 'Z1 'tor /77 ;1j_ x (11. ;tz/ [4.r,;.,t;o*+ 4S/n 1~ 1"J/n 1 <10:]
~:6 0
@ '14-" f!
;6 x 3.14(/12.4 1 +-/0.'ZSi)
-('lx4. I)( I J. 3~ 1) f- ('Zx'l.lS )(11. 3'l~
- 14-q_Of;J
=do. 87/~ 4 SHEET NO. 11.
\.
A.4-40 r*---., JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS CROSS ScCTJONAL AREAS 1 MOMENT OF INERTIA (CONT.) Ill REACTOR PRcSSURc VcSScl A. iOP I-le.AO SECTION A = 0.1 e,5 ( IS. tz~ 'l. 14.dO '1) = IO.C41. -l:_i 1 I : o.04'=t (l-5. 'Z'S ""- 14.60'1) = 'l_qCj. tz gf. 4
- 8. CYLINOR.ICAL .SeC7/0N 1.1 ~ O.i85 (li,qiC, 1* 17.0d;") = ?.4.GJG, tfZ
\. I* o.04Cf(l7.979 4 -/7.0fJ5+) = q4~.d £+.4 /'.,--.\ C. SKIRT .SECTION A ~ O.i~IJ { /1. 375 i
- l1. lw7 -z) - -5 .G>4- £_/.. 'Z I= o.o+c:, (17.375~-/7./~7") - tz/o.o [,!-.+
D. f?JOiiOM }-{ E.d.O A= 0.185 (!7./~7Z-/~.?.7/2) .: 'Z 3. 5 '2 £/.. 1. I= 0.049 (/1.lw7 4 -/~.'27l'1') = 8121.3 f_../-.4 SHEET NO. I~
A.4-41 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS CROSS SECTIONAL AREAS 4 MOMeN7 OF-INERTIA (CONT.) 1Y PEDE.STAL WALL A. SEC/IONS (No OPENINGS)
.<1 =0.7 B5 (~5./(i1 1- /1./(i,71)
Q ~ (17. 3 7 5' t - / 7. If# 7~) x ;,45~0
+O* 7 t:Je
- 4 ; zOOO =- ~ I 7. 'Z. v, fr. ,z I= o.o~q(1..i.lfl7 4 -li.l~i 4')
+o.o+q(/1.375 4 - l7./C,,7+)x '1.14 P.:,. SECTIONS (OPeN/N(:,S rOR PIPl::S)
A ~ 0.7~5('l5.JG7t*l7./~7 1)*12)(.4.0{;.75+-3.1.5)
+0.7d5(17. ~75 f_ l7.J~7Jx CJ.14 -
-2,;
I
- 0.04'f{1.5.J,7"°-l7.1~7")- 4*0(3.11S'+ 3.1.5)
-tz"+.o (8.7~ ,.3,1z5) ( ,z~'v.) 1
+-0.04-Cf(/7.;75~-/7.1~7":)xCJ./4 = /0/1q/, .p./-. 4 C. SECTIONS (at=eN/N6S rote P£1eIQNNEL)
A* 0.765(tz5.lfo7 11 *!7./(i7-z)-4.0)t/l.5
+ 0.785(17.~75 t-/7.!~7 ~x CJ./4 I* o.04-q(tzs.1~,..,-11.1e,1+ 1-4 (2.. 5) 3
,I /7.
-4. Ox 1. s(-~~1' 7) !o.0~'1(!7.57Sl-_/7.;ro7jx1!4= I Ci,> I 'r~. 1-r. 4 SHEET NO. 14
A. 4-42 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS MODULI OF ELASTICITY A. ReAC'TOR.. PR!:SSUR.!: ves.St::t.. E = 1.G,.Ox/Or- psi. (!>"5-50°;: l) = 0.-2~""' O.'Z7 use l) = o.'ZG,-S E G
!S. SKIRT E. = 1.7.4x /0 (I,~s 1. @ i00° F = .3 q .4'5Gx 10,; K./l/.. 1.
6
- 0.i95E = /'5.5l,£xl0 5 K/lr."
C. STRUCTURAL STeeL c: = :30 x IO fl> j:Jsi. = 43. '20 X /0~ Kj/,.1 G
- 0.4-E
- I 7 .1. !J x Io~ i</,1: a D. CONCRe:ie.
E = ~ x /Of# f'.ti G .. o.4e SHEET NO. /5
A.4-43 JOHN A. BL/JME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS
SUMMARY
OF SPRING f:ORCES ~ Je7 LOAD .JET L.OAD N Se/SM IC 15<i.0 1< ~ G<;,4,01< ~
. El... t:f'!'1'- o" El.. 9Gl'-II" taETWEEN RPV ANO .S/.IIEI..O ~7,0/,1.. /7~.0k /'2G, 9 1(. .JiAJ!ILIZER. ~l=1"WeE.N .Si-I/ELD ANIJ IOG./ ~ /98. 7 K IC/I.GK. /SU/Lr.JING SHEET NO. IG
A.4-4 4 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS 5Fl2/NG CONS 7/JNT ( CON;',O) /~. T/2.USS LOAOS 10 1'xx PIP= t..
~
)(
-f t::;5.NOTe.S TE.NS/Of.../
- Oc.NOTIE.S COMltatiE. SS/ON I.. = ( / t;,, 5 "2 -+ II. "Z 5 °' - '2. .>< /G. 5 x //. '25 COS '2'2. 5 °) 1/2 = 7. 4-83 F"i7 SIN <P = 11
- 25 7.4-83 SIN 2~. sD = o. 5 76 a., <p == as. 1° SHEET NO. 17
A.4-45 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS SP/2/NG CONS'TAN7 (CONT 10) FL o= A E. lM-'2
!== 11<
L = 7.4-83 !=T A OF /0 11 XXS PIPE. = O. '21'2 7 FT '2 Z.~ 2 = 4(o'Z + 0, '21?'2'2. 'Zx0./53G~) = 0.-37?4 Q/SP' ACS 1V!ENT 8 =Ix 7.4-B 3 xo.a 774 = 3 074-x./o-Qa;=,
- 4-,32qOOQ)(0,'2l'Z7 . '
S/012/NG CONSTANT t= = K.. e I = K. 8 I IL = 'F = 3'2q .330 K/.:-r SHEET NO. Id
A.4-46 JOHN A. BLIJME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS SPf2/NG CONSTANT C CONT'!:)) CASE Ii ( A/2./?:)/T/2.A 12 Y !=0/2.C E. !=) A. TANGENTIAL aeACTIONS
\
~
~
~(\,
0- ,t'2-J I (_0.. fl.:~ -/1 17 NOTE: THS. N~ TUILE Of: SYMME. ia.Y ¢ ANTISYMMS.T/2.'f Zt= = F, + Ft
/2. =A- (a_+/2.)
~y = OJ GIVES F = 4- ( /2 COS 3/~ + G( SIN* 3/d)
SOLUTION : {Q.:0,09SS F
- 12. = o. '2 3 / !=
SHEET NO. l'1
A.4-47 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS SPRING CONSTANT (_CONT'D)
- 8. TRUSS LOADS 10 11 xxs PIPE - -
q09 ss~
!F \
. ~
~
(\, (}'
~4 o.o ' + DENOTES TENSION - DENOTS COMPRESSION SHEET NO. 20
A.4-48 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO REACTOR PRESSURE VESSEL SEISMIC ANALYSIS S/0 /2/NG CON.STANT (CQNT 1,c;) r:::Ft.. 4=' '2 0 AE a:;..<<. L = 7.46 3 FT A =0.'21'27 FT 2 2 -<-4. '2 = a Co. o o 3 2 + o. ~ o 1 ~ ) = o. -3 7 7 7 O - C ~ / )( 7.4-8.3x0,3777 -G ,..._ /:)IS; I...AC::.Mi.N T c:.; = 4:.3"20,000xo. '2/'2 7 = 3.07'5 7x/O ,- 1 SHEET NO. ,ZJ
A,5-i GENERAL ELECTRIC COMPANY Atomic Power Equipment Department MONTICELLO NUCLEAR GENERATION PLANT Reoort on the Earthquake Analysis of the Control Room JOHN I. 'A A A~ ~h A. BLUME &
~~ ~l' AA~
ASSOCIATES, ENGINEERS A SAN FRANCISCO
. "*, 1 ~
J OHN A. 8 LUM E & ASSOCI ATES. NEEP.S
~ovember 22, 1968 General Electric Company Atomic Power Equipment Department 175 Curtner Avenue San Jose, California 95125 ATTENTION: Mr. R. B; Gile MC-750 SUBJECT Monticello Nuclear Generation Plant - Unit 1 Control Room Earthquake Analysis Gentlemen:
Transmitted herewith is the subject report based on the information fur-nished us by Bechtel Corporation, General Electric Company, and as li~ted in the References. The analysis consists of an investigation of the coupled flexural Jynamic response and the rocking dynamic response of the subject building. The re-sults of the analysis are presented in this report, and are baseJ on the building drawings listed in the References. These drawings should bl' re-viewed to determine if any substantial changes in the building's ~tructural properties have been made to warrant a further earthquake analys1~. Very truly yours, JOHN A. BLUME &ASSOCIATES, ENGINEERS f i.lr1/2f.,w-(__ R. T. Y:fc~~ma!/.._ Assistant Vice President RTY/vdr A.5-ii
A.5-iii MONTICELLO NUCLEAR GENERATION PLANT-UNIT 1 CONTROL ROOM EARTHQUAKE ANALYSIS CONTENTS Introduction ..*.*.........*...*...*..*.*..*........*....*.*....... Design Criteria ***..****.**..*...********..*****.*.*..*.***...*... Building Description .*..**.**...****.*.*...***......*.**......*... Method of Ana 1ys is ..**...****...*********.*.*..*..*.*.*..*..*.*... Ana 1yt i ca 1 Procedure . * * * * . * * * . . . . . * * . * . . . . * * * . * . . * * . . . * . * * * . . . * . . . 2 Periods and Mode Shapes . * * . * * . * * . * * . * * . . * . . . * * . * * . . * . . * . . * . . . . . 2 Generalized Acceleration and Displacement Response .*........*.. 3 Remarks on the Computer Program .*..*.......**....*.......*..... 4 Discussion of Results .***..***.**.**..*...**.*.*....*.......*..... 6 References 7 List of Figures . * . . . . . . . . . . . . . . * * . . * * * . * . . * * * . * . . * . . * . . . . * * . * * . . .
- 9 JOHN A. BLUME 8c ASSOCIATES. ENGINEERS
A.5-1 MONTICELLO NUCLEAR GENERATION PLANT-UNIT 1 ~" CONTROL ROOM EARTHQUAKE ANALYSIS INTRODUCTION The purpose of this report is to summarize the results of the seis-mic investigation of the Monticello Nuclear Generation Plant Control Room. Based upon the recommended earthquake design criteria estab-lished for the Plant, design envelopes of maximum acceleration, dis-placement, shear and overturning moment versus height of the build-ing have been developed for both directions and are herein presented. DESIGN CRITERIA Based upon data developed by John A. Blume & Associates, Engineers (Reference 2) ' the design earthquake used in this analysis is the North 69° West component of the July 1952 Taft earthquake, normal-i zed to* a maximum ground acceleration of 0.06 gravity. BUILDING DESCRIPTION The control room is a separate, multistory structure located on the south side of the turbine building and adjacent to the east side of the reactor building. Both concrete block and_ reinforced concrete are used in wall construction throu*ghout the.s_tructure. The rein-forced concrete walls resist both vertical and lateral loads. Walls of concrete block resist lateral loading, and resistance to vertical loading in these areas is provided by use of steel columns and framing. METHOD OF ANALYSIS For the dynamii response analysis, the equivalent mass system shown on Sheet No. 1 was selected to approximate the building. Masses were lumped at the floor levels indicated, and each represents the mass of concrete and steel at these floor levels and the tributary mass of the concrete and steel between them
- JOI-IN A. BLUME 8c ASSOCIATES, ENGINEE~S
A.5-2 The average area and moment of inertia of the concrete and concrete block walls between floors were used to determine the stiffness char-acteristics. References 7. 10. and 11 present the data associated with the gran-ular material which supports the reactor building. These values are as fol lows: inch. E dyn = 78,500 pounds per square G = 29,500 pounds per square inch. lJ = 0.33 (dimensionless). p = 135 pounds per cubic foot. Using these given field determined values the following rotational and lateral foundation spring supports were determined using Equa-tion (212) from Reference 3 and Equation (1-4-5) from Reference 9: For earthquake in N-S direction: K = 285,000,000 kip - feet per radian. rot For earthquake in E-W direction: K = 165,000,000 kip - feet per radian. rot For earthquake in N-S & E-W directions KG = 628,000 kips per foot The natural periods and mode shapes and the dynamic response of the equivalent lumped mass system were determined with the aid of an IBM 1130 digital computer. The first three modes were considered, with the damping value assigned as 5 percent for each mode. ANALYTICAL PROCEDURE Periods and Mode Shapes The natural periods of vibration and mode shapes of the mathematical
.JOHN A. BL..UME Sc ASSOCIATES. ENGINEERS
A. 5-3 model are given by Equation (1). where: K = Stiffness matrix (see Remarks on the Computer Program) wn = Natura I circular frequency for the ~mode M = Mass matrix. th
~ = Mode shape matrix for the n- mode 0 = Zero matrix By use of a computer program the Wn value and the -,,
t matrix for the ~mode are obtained. Generalized Acceleration and Displacement Response The generalized displacement response of the structure, once the period and mode shapes have been determined, is given by the follow-ing equation: Yn (t) + 2WnnA Yn (t) + w 2 Yn(t) n ___ U (t)
= Rn Mn-I _JL_ --------- (2) where:
y (t) n
= Generalized displacement response for the nth mode th M = Generalized mass for then-mode n
~
~T
- M * -,,
= -,,
U Ct) = Earthquake ground acceleration g JOHN A. SL.UME Be ASSOCIATES, ENGINEERS
A.5-4 th A n
= Damping for then- mode - taken as 5 percent for a 11 modes d, = Integration Interval used in the step-by-step solu-tion of the Duhamel Integral From the Generalized displacement response the time-history of dis-placements is found according to Equation (4).
v(t) = ,!1,(t) ---------------------------------------- (4) where:
= ~]* m = Number of modes considered Y(t) =
v(t) = Displacement - time-history matrix The solution for generalized acceleration response is identical to the above, except that Equation (2) is solved for acceleration, from which the relative acceleration - time-history matrix is calculated. To this is added the ground acceleration, resulting in the absolute acceleration - time-history. Once displacement and acceleration - time-histories have been estab-lished, the time-histories of shears and moments are determined. These records are then enveloped to determine the maximum values which are then graphically presented in the report and used by the designer. Remarks on the Computer Program
- 1) The computer program used in this analysis was specially designed to solve the dynamic response of structures subjected to JOHN A. BLUME & ASSOCIATES, ENGINEERS
t. A.5-5 ~ arbitrary ground motions. Since the program was written to cover as many structural configurations as possible, the structural mem-ber input data for the program, except for the foundation spring, is in the form of member moments of inertia, areas, and effective shear areas-. The effects of axial deformations and shear deforma-tions are included in the calculation of the stiffness matrix.
- 2) The computer retains the response of each mass for each individual mode at each increment of time, and the total response for each increment of time is obtained by adding together the re-sponses of each mass point for each mode at a particular instant of time. This results in an exact combination of mode participation without the necessity of-using approximate methods such as the root-mean-square method.
- 3) Individual elements in the stiffness matrix are designated K*. and are stored in the computer such that the i value designates IJ the row number and the j value the column number. K.. is determined IJ by applying a unit displacement at the j.!!!. point while restraining the.other points against displacement, and finding the correspond-ing reaction at the 1!h point. In this manner the foundation spring is included in the stiffness matrix. This procedure couples the foundation spring and elastic springs of the structural system.
- 4) The general computer techniques used in this analysis are taken from References 5, 6, and 8. However, the referenced tech-niques have been extensively modified and expanded by John A. Blume
& Associates, Engineers to increase their versatility and capability.
A simplified block diagram of the computer program is shown on Plate A, and the input and output are indicated in Tables A and B respec-tively. JOHN A. BL..UME Be ASSOCIATES, ENGINEERS
A.5-6 r'\ ( START ) I READ INPUT DATA/ FORMULATE EIGENVALUE PROBLEM AND SOLVE FOR FIRST THREE NATURAL MODE SHAPES AND PERIODS CALCULATE TIME HISTORIES OF ACCELERATION, DISPLACEMENTS, SHEARS AND MOMENTS I OUTPUT RESULTS/ ( STOP ) PLATE A FLOW DIAGRAM OF COMPUTER PROGRAM JOHN A. BLUME Be ASSOCIATES, ENGINEE~S
A.5-7 TABLE A INPUT DATA
- l. Geometry of Model a) Vertical distances between mass points b) Mass point identification ie: Mass 1 Mass 2 Etc.
- 2. Section and Foundation Properties a) Moments of inertia of columns
(. b) Areas of columns c) Shear areas of columns d) Foundation spring constants, Kg' Ks
- 3. Weights and Masses a) Weight of each mass point b) Mass of each mass point
- 4. Input Earthquake Data a) Input earthquake - time in seconds and acceleration in gravity uni ts.
b) Time length of earthquake record used - 10.0 seconds. JOHN A. BL.UME Sc ASSOCIATES, ENGINEE~S
A.5-8 TABLE B OUTPUT RESULTS
- 1. Maximum displacement of each mass. point.
- 2. Maximum absolute accelerations of each ~ass point.
- 3. Maximum shears at each mass point.
- 4. Maximum overturning moments at each mass point.
- 5. Period of vibration of each mode calculated.
JOHN A. BL.LIME 8c ASSOCIATES. ENGINEERS
A.5-9 DISCUSSION OF RESULTS Absolute Acceleration The curves shown on Sheets 2 and 6 give an envelope of the maximum absolute accelerations with respect to height. These curves can be used for the seismic design of equipment elements rigidly at-tached to the subject building, but the moment, shear, and displace-ment curves presented should be used in the design of the building. Shears, Moments, and Displacements The maximum envelopes of building design shears, moments, and dis-placerrents are presented graphically on Sheets 3, 4, 5, 7, 8, and
- 9. The displacement values plotted are relative to the base. These curves should be used in the seismic design of the building.
Periods of Vibration 1rect1on of Earth uake North-South 0.21 0.085 0.026 East-West 0.244 0.090 0.031 Reco1T1T1endations It is reconrnended that the subject structure be designed to resist the seismic shears and moments presented herein without the usual increase in stress for short term loadings. In addition, the struc-ture should be reviewed to assure that it can resist twice* the seis-mic shears and moments presented herein without hindering the abil-ity of the plant to safely shut down. In addition to the horizontal accelerations, a vertical building (and equipment) acceleration of 0.04 gravity, acting simultaneously with the horizontal accelerations is recommended for design. JOHN A. BLUME & ASSOCIATES. ENGINEERS
A.5-10 MONTICELLO NUCLEAR GENERATION PLANT CONTROL ROOM EARTHQUAKE ANALYSIS REFERENCES
- 1. Design Drawings BECHTEL Drawings C-19, Rev. 1, dated June 14, 1968 c-460, Rev. 2** C-461, Rev. 3; c-462. Rev. I, dated July 17, 1968 c-463, Rev. 2** c-466, Rev. 2; c-468, Rev. 1 , dated July 17, 1968 c-465, Rev. 1 ., C-467, Rev. 1, dated Apri I 18, 1968 c-470, Rev. 2, dated Hay 10, 1968 c-471, Rev. 2, dated July 25, 1968 c-472, Rev. 2, dated July 25, 1968
- 2. Monticello Nuclear Generation Plant Recommended Earthquake Cri-teria, John A. Blume & Associates, Engineers, July 15, l966.
- 3. Theory of Elasticity, Timoshenko and Goodier, Second Edition, McGraw Hill Company, 1951.
- 4. Nuclear Geoplosics, Stanford Research Institute, Defense Atomic Support Agency, Part Two, Mechanical Properties of Earth Mate-rials, Hay 1962.
- 5. Use of Modern Computers in Structural Analysis, R. W. Clough, Journal of the Structural Division of the American Society of Civil Engineers, ST 3, May 1958.
- 6. Structural Analysis of Multistory Buildings, R. W. Clough, Ian P. King, and Edward L. Wilson, Journal of the Structural Divi-sion of the American Society of Civil Engineers, ST 3, June 1964.
- 7. Monticello Nuclear Generation Plant Earthquake Analysis of the Reactor Building, John A. Blume & Associates, Engineers, July ta, 1967.
- 8. Dynamic Effects of Earthquakes, R. W. Clough, Transactions of the American Society of Civil Engineers, Paper No. 3252.
- 9. Dynamics of Bases and Foundations, D. D. Barkan, McGraw Hill Company, I 962.
- 10. Re ort of Foundation lnvesti ation - Pro osed Nuclear Power Plant-Unit Num er , Mont1ce o, Minnesota, y ames & Moore, dated July 27, 1966 (including Supplements I through 5)
JOHN A. BLUME & ASSOCIATES, ENGINEERS
A.5-11 REFERENCES (cont'd)
- 11. Report-Dynamic Response Data Investigation - Proposed Nuclear Power Plant, Monticello, Minnesota, by Dames & Moore, dated July 7, 1966.
JOHN A. BLUME 8c ASSOCIATES. ENGINEERS
A.5-12 r"', MONTICELLO NUCLEAR GENERATION PLANT-UNIT 1 CONTROL ROOM EARTHQUAKE ANALYSIS LIST OF FIGURES SHEET NO. Mathematical Model .............................................. Earthquake in North-South Direction Acceleration Diagram ....................................... 2 Design Shear Diagram....................................... 3 Design Moment Diagram *********************.*.* ********.**** 4 Di sp 1acement Diagram * * * * * * * * * * * * * * * * * * * * * . . . . * * * * . * * * * * * * *
- 5 Earthquake in East-West Direction Acceleration Diagram- **.********************.*.*...********* 6 Design Shear Diagram *********************..*************.** 7 Design Moment Diagram **********************.**..*.********* 8 Displacement Diagram **********************...************** 9 Roof Plan @ El. 981 1 1/2 11 * ~-- * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
- 10 Floor Plan @ El. 965 I -QII ........................................ 11 Floor Plan @ El. 951 I -QII ........................................ 12 Floor Plan @ El. 939 -0 ........................................
1 11 13 Floor Plan @ E1. 928 -0 ........................................ 1 11 14 Section A-A ..................................................... 15 Section B-B ..................................................... 16 LIST OF PROPERTIES Lumped Weights **************.**********************.************ 17 Section Properties * * * * * * * * * * * * * * * . * * * * * * * * * * * * . . . . * . . . . * * * * * * * *
- 20 JOHN A. BLUME & ASSOCIATES. ENGINEERS
A.5-13 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO CONTROL ROOM SEISMIC ANALYSIS MA1J../EMA1ICAL MOOSL E:A/2TJ./QUAKE IN EA/2.THQ.UAK.! IN We/Gr/T(I<) A-N*5 t:J/12.ECiJON I A-S*W atllECTJON I (!=i') . (Pi~) (rTt) (FT-f.) 7~4.t!
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A.5-18 JOHN A. BLUME AND ASSCCIATES, ENGINEERS MONTICELLO CONTROi. ROOM S£/SMIC ANALYSIS ACCELERATION DIAGRAM AST* WeST DIRECTION q 8 I. -3 1 s -,,4-+-+-+,-----+-....,-+,-+!-+I~!-----~-+1-+-"",-,1H-+-'1---,-+-1-+1---,-+-.......1-+1---, -I-+-----,--------;----~,-+,-,~............, I i I I I l I I I I Ii I I I! I I Ii I I ; I I ,, I I
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A.5-19 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO CONTROL ROOM SEISMIC ANALYSIS SI-IEAR DIAGRAM AST-WEST DIRECTION Cfdl.375 ! I I I I rl--+~--:--t-:----,-----'------+'-~-'_..._.....__.;....,.....c.....__....._-+...,..---+--+-,------,,... I I I
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A.5-20 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO CONTROL ROOM SEISMIC ANALYSIS MOMENT DIAGRAM E45T-WeST DIRECTION i I I I I I
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A. 5-21 r7"', JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO CONTROL ROOM SEISMIC ANALYSIS DISPLACEMENT DIAGRAM EAST-Wc=ST Dll<eCTION Cf~ I. =7s \+-+
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A.5-22 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO CONTROL ROOM SEISMIC ANALYSIS ROOF PLAN @ EL. 9d/ 1-4yt 11 II , i I . -- - . - .. tJI-
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A.5-24 JOHN A. BLUME AND ASSCCIATES, ENGINEERS MONTICELLO CONTROL ROOM SEISMIC ANALYSIS FLOOR PLAN@ L. 95/'-o"
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A.5-25 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS r:-:--,. MONTICELLO CONTROL ROOM SEISMIC ANALYSIS FLOOR PLAN @ L. 939 1-0 11 CONCReie WA-
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A.5-29 JOHN A. BLUME AND ASSfXIATES, ENGINEERS MONTICELLO CONTROL ROOM SEISMIC ANALYSIS LUMPED W~IGI-ITS we1GHT I e !t... c,~1 1- 4'112" SNOW l.OAD: O.Ol5x "SO.~-" 114.88 = !J7.o"' MeiAl ~001=,. l!e.JM.f-1-t°()/ti,./N!: 0.0/0)1. ,SO.~ .x J/4.88 = "57.8 coNCt?Eie aec1<: 0.15 x o.~ .- 5o.~ x 114.88 * ?G0.4 f'-r WA'-"-S ...SE£. ow: 0./5 x d-19" (t x 50. ~ i- / x l'5. I
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A.5-30 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO CONTROL ROOM SEISMIC ANALYSIS LUMPED We/Gi-lTS CONT'D. WE!6J-li d ~ et.. t::/61 1-0 11 CONC"ETE ~£.AJ!: 0./5xlx47.5 x4lJ.4 METAL r.JeCI< W(CONC~cre SL.A"!: 0.048 (g,4,~ x48.4
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x4 + 0.!75 xl'S.?5xl0 f-/ x 5'0.~ ><(i:,'fl,15 :><'50,5x1+/.C,'lS x4t:f.5 xlt3+ /xii. 75)(/!)~o.otx(!Gi.'lS x 7 +10.,s x ~-+ 5<.,d)
+ 0,0(o5 >' (Co4-.~2>xlS) f 0.04, x ('Z(J,x/4) = 745.4 f'? COLS. A,SOVe ~ '9!'£..0W: /3x.(._07~ i-,045)x4 = c;,. q sre:t.. rL.0~ t='~AMING: 0.00~5 x-5'0.S x /l4.6a =- 4'9. O EQ.UIPM(:Ni: O.OGO x47,'5 x4-8.4 + 0.04-0(~4.,S x4-S.4- *!0x/C..3-~xl~.'Z- Cf,/ x.fl.C.-3) * = 1248.0 Der.xJCT fO!t. Off/VINGS IN WAt.l.S: 0./Sx (? x 7x8 i-/x C,.3Sxi) = -Z3. 7
/50~. 0 CONCliET! Sl.48: 0./5x(h,.&/"'/1+0~7,S,X/Sx/l+O.c,?xGx4) s 41. 51t:.
METAlt.)ECK w;c6Nc.tere !LAI!: 0.04c!x(48x47.~-.310*5")
.,.0.04'ax48.83x48.38 +0.07x/'4xl1 +-0.0<i,/ x (33xJ'1
- 40) =
1/,t. =XiEtt./Ott WALLS At!OVE. 4 SEt..oYY : 0./5 x [(Ix 10.3 + 3 .. x '!G.~ +Ix 47.5 + /.G,'l'S x 4'1.'5) ,X ~+(Ix ~5.13 f !x 14.11
-,.0.~3:'! .lt4C9.'Z +I xC,4.5)x5.5 r0.&j~x-S5x41"/x./'5.J x 13 +- 1 x //.7'5 )l.11.5 r o.833 x 11" /.~~5] + o.o~
x (ac:,.~,s-" i.,. -zo.-s x ~) + o.o~~" (rJ4. -38
+ 'St. x 4-17) x" f'Z INTEte/0te WA&.I.S /!e/,.OW: o.,~ >< I>' /77, '5 x 5-r0./5
)(0,(;,7 x 411< 5
- 154.0 t.ANOING: O.l5Jt.(0."1xCf ~ /'5,7'5-r0.54 x/1.7~ )( 7) ,ZO.'t f,,, CO(.$. ABOVE ¢ !!t!l.OW: /0,/~ x (o.a~, x C,+-0.045 x $) = .:, .6
.SiE!I. l=l..00/t ,:;tAN,JNG: 0.007c5 x '50.3 .><l/4.S
- 45.0 eQUtPNiE.Nr: o.e,4 x@/1.~ "'/-d.4 +C-4.~ x~. ttf.
- 3. 5 x 11. 5
-+.IS)( ~- 5) * ,Z/!.5 IIZ"ZO. 0 SHEET NO. I!
A.5-31 JOHN A. BLUME AND ASSCCIATES, ENGINEERS MONTICELLO CONTROi. ROOM SEISMIC ANALYSIS LUMPtD WEIGi-iTS CONT'O. Wc!GHT 5 (! e-l. q,z8 1-0 6 CONC..t.Ei= MAT: O.l5x ( ?-;t 3*~x50.3 xG7.~ */530.0 C0NC!t.=Tc SlA.-, ~ Et..933'*O 1 : O.l5x Y"x47.-38x48 =- 5G.b FOOTING s: 0./5 X (I. 5 X 4~. 54 )( S.. 41. + I. 5 X 0. 88 X 5
.,-/.5x so.aax4.~S+l.'S x/Ox!Ox~)
1/~ EXTElf!./0~ WALL.S A,!OVc f- i!e<.OW: O.l5x 5.Sx(lx q9.G r o.a 33 x/00./8rl.5x 41. ~8+/.{4'25 xc;G.~+-'lxf x5.~
. +~x.lS.J) = :33q_4 1/t INTete.lO~ WA£.£.S A~OVc: * /54.0 1/'? CONC.lt.E"ic COCS,A~OVE: O.l5xl2x/x5.5x-3 = 5.0 EAJ?i/.1 Pll..L: 4!> x47-~S x 4./J x 0./ 3 5 = /47'?. .0 e:.G;UIPM!NT,' o.oroo x 50. S x (;,7. 5
- tzo4.o 3Cf70. ~
SHEET NO. IC/
A. 5-32 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO CONTROL ROOM SEISMIC ANALYSIS ScCT!ON PRO/OeRTIES eL~V. C/81'- 4ytN ro ELEV- 9G51..0 11 E~ IN N- S DIR. I~-w
- O.!iSf,/so.,s/.,. e,(?)(?)(?4 .-?s/+~ (8)ps.o)'
+ S('ii')('Z)(,u*s)t +~ (a;ps)*xG +8(1)(/)(8.&/* o.a~~(ll.7si
= d3JSGCo./ Fr 4 A
- t (0.~3~ x 50.S r O.d3! x ll.7S)r ~ (dx 18+ ~ x !5x G)
* /87.12 rT"
= ~4,Ci7l.'Z PT'° A
- g[i (so.~)+ 1(1~)]
=. q4,7 FT' SHEET NO. fO
t. A.5-33 r\ JOHN A. BLUME ANO ASSOCIArES, ENGINEERS MONTICELLO CONTROL ROOM SEISMIC ANALYSIS SECTION PROPRT/eS eLev. 9G5 1-0 11 To ELEV. 951 1-0 11 Eg IN N-5 Olli. Ie-w
- I. r:.'l~~5o.s)f+8xl xix ('24.75)e+8x'lK'lx('l4.t5Y
+ '* e5,,50 *,s/i' 8x/"' 1< ('24. 75)' +8x1! x.1! x ('1'4. -sf
= 7 ~~ Co a ~. 4 FT '-
A
- t(1.'-'Z5x~0.'5+-//16x60.5+0.B3S><ll.15)
+ ~ ( ,S >< JG >< ~ l< 4)
= 141.7 rr 2
*EQ IN e*W t:JJR.
l,.,.s = e( 7t Y"3 of- 8 I(/. r:. 'l 5" /. r;,,z,s" ("Z'J. 9) l of- 8 IC/. 'Z 5 xl.~S" ( '2'5.0 ) i + 1(-s~.si I +8xl-~'ZSxl,G,'Z'5 x ('e!.'=f)t + dx l.'Z5x /.'ZSx ('ZS.o)'Z II 7 /~ 574, 5 ,=r4-A ~-f(tx50.3+/x50.3+/x19)
= 1s G. a, rr,,
SHEET NO. 'll
A.5-34 JOHN A. BLUME AND ASSOCIATES, ENGINEERS MONTICELLO CONTROi. ROOM SEISMIC ANALYSIS SECTION PROPcRTI ~s ELEV. q51'-0'1 "To e,ev. 939 1-0 11 *
- Q IN N-- 5 01/Z.
le-w * ,. a.-2;,i 50*5 ) ff d x 1! x ex ('Z4-. 75 fr 6,._ Jx / x('?:4.75) 2 l(5"o.-s):J ~ )-z +'8xlxlJ< ( 'e4.7;)£')z
-t- 1,z. ./-SJ(/lJ<~xr.._'24.75 C 7~050.:3 ,=7 4 A
- 3/4(l."'25 x 50. 6 +Ix 50. 5 0. 839 x l"'Z)
+ ~ ( dxlC°#'II.~ x4)
- . I 3 3 . 0 FT 'l cQ tN e-w 011<.
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+I s~o. 3) 3 r ax /.<;,'ZS x I.G'c5 x (tc~.CJ)'Z .,.~ x. Ix Ix (~S) ,z
= G-S,'14Cf.5 rT 4 A *i;(~x-S0.!+!><50.-!+lxl:g)
SHEET NO. tz'2
- A.5-35 JOHN A. BLUME ANO ASSOCIATES, ENGINEERS MONTICELLO . CONTROL ROOM SEISMIC ANALYSIS SECTION PROPERTleS ELEV. 959 1-0 11 TO eLeV. 9'28'*0 11 eQ IN N-S DIR.
la.w = 1.a.-is(,(o.S)
;iz 1 ~ ~t
.;.~J(l.5xl.5K,ae5.11 +8xl./7xl.17x.._3~.-;;;
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+ /./7l'Z . /j ,\ t
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+~x.l.17x/./1x (
3f.S )'Z
* //OJ a,4a. 0 FT"-
A
- s ! (!.G:tf.5 x t;,(;,.S +1.11 x C,(4.S .;-/ x /7 +- o,a,7>< ;a,+-/ x ?.9+ Ix /tj)
= tz 11.15 Fi' EQ IN E*W 0/~.
I
]N*S * /.S,<:O. ~) + ~ x /./1 X /./7 x ("ZS.0/-1-~x /,a,'!5 X /.6?5 X (~5.9) z
~
+ I. ';~50:3) + ~x/,J 7 x 1.11 )t ('Z5.0) e.,. ~x /.fiTZS x /.Ci,1l'5x (1.~. 9) z
- GG I/ Sc! . " FT '1-
,i = t (1.15 ,x-50.~.,. l.l1x ~o.~ +J ;<tz1)
= /34.4 ,=7t SHEET NO. 13
IN REPLY REFER TO, 552 MISSION STREET H.J. SEXTON & ASSOCIATES, ENGINEERS SAN FRASClSCO. 9 105 SAN FRANCISCO
- MENLO PARK, CALIFORNIA (415) 781-891 May 27, 1968 General Electric Company Atomic Power Equipment Department 175 Curtner Avenue San Jose, CaUiornia 95125 ATTENTION: Mr. Ralph B. Gile
SUBJECT:
Monticello Nuclear Generation Plant-Earthquake Analysis 20 Inch Suction Header Gentlemen: Transmitted herewith is our '.!'-"eport on the subject analysis. In accordance with your instructions, we have performed this analysis to determine the forces, moments and stresses produced by the design earthquake for the subject facility. Ver:y truly yours, H. J. Sexton & Associates, Engineers Ff-.~ E. J. Keith Associate EJK/pb Encl. A.6-i
A. 6-1 i REPORT ON THE DYNA.Iv1IC EARTHQUAKE ANALYSIS OF THE 20 INCH SUCTION HEADER FOR THE MONTICELLO NUCLEAR GENERATION PLANT This report, prepared for the General Electric Company, presents the results of a dynamic earthquake analysis of the 20 Inch Suction Header for the Monticello Nuclear Generation Plant. A typical segment of this pipe was analysed for the two directions of horizontal earthquake motion parallel to the primary axes of the reactor building. The results are presented for each case including coordinates, forces, moments, support reactions and stresses at all critical points along the pipe. Displacements are not presented since the results indicate that these displacements are negligibly small, being less than three mils maximum. DESCRIPTION OF 20 INCH HEADER 1 The 20 inch suction header consists of a 20 inch outside diameter steel pipe having a wall thickness of 3/8-inch. The header is a 16-segrnented closed loop connected to the pressure suppression chamber by four 20 inch tees and 24 pairs of one-half inch by two and one-half inch pin-connected struts. The entire closed loop lies in a horizontal plane at Elevation 902' -3" and is centered about the vertical centerline of the pressure suppression chamber. Figures 1 and 2 show the plan and details of the header and its connections to the suppression chamber. Page 6 summarizes the pertinent properties of Che header. H.J. SEXTON & ASSOCIATES, ENGINEERS
A.6.2 ANALYTICAL CRITERIA The analysis was based on the following data included in the Plant's Design and Analysis Report:
- l. Design Earthquake North 69° West component of the 1952 Taft, California Earthquake normalized to O. 06 gra vicy. Safe shutdown is at twice the design earthquake.
- 2. Damping Factors Critical Piping-- - - - - - - --- - -- -- - - - - - - -- -0. 5%
Only the results for the Design Earthquake are presented herein. To obtain the results for the safe shutdown, multiply the results presented by a factor of 2. O. METHOD OF ANALYSIS A typical representative segment of pipe was idealized as a mathematical model consisting of lumped masses separated by elastic members. Lumped masses were located at critical points as required to adequately represent the typical segment of pipe. Using elastic properties of the pipe between successive mass points the flexibility matrLx of the modeled three-dimensional pipe system was determined. The flexibility calculations included the effects of torsional, bending, shear and axial deformations. Comments on the adequacy of the model's boundry conditions and resonance effects are presented later in this report. 2 After the flexibility and mass matricies of the mathematical model were obtained, the frequencies and mode shapes for i:he first three modes of vibration were determined. Normally, after the frequency has been determined for each mode, the spectral acceleration is read from the appropriate support point response spectra and the response displacement is calculated. In this case, however, the period of vibration of the first mode of the header is only O. 03 seconds and is so small the header may be treated as a rigid system supported on a rigid suppression chamber. ( The first mode period of the pressure suppression chamber is 0.04 seconds). Therefore, the header was analysed as if it were loaded with a uniform equivalent static coefficient equal to the response acceleration of the suppression chamber times a factor of 1. 33 to account for the effects of higher modes in the header and the minor magnification that could be H.J. SEXTON & ASSOCIATES, ENGINEERS
A.6-3 produced from interaction between the suppression chamber and the- header. The resulting uniform static coefficient of O. 20 was used in the horizontal direction and was assumed to act simultaneously with a uniform static coefficient of 0. 05 in the vertical direction. Since the stresses resulting from this loading are very small, no further refinement of analysis was deemed justified. COMPUTATION OF STRESSES The values of forces and moments given in this report are for both member coordinate and global coordinate systems and the particular system used is so noted on the sheets containing the results. Using the results given for the member coordinate system, the pipe stresses are determined in accordance with Reference 2. DESCRIPTION OF COMPUTER PROGRAM All of the calculations were performed with the aid of an IBM 360/ 65 digital computer. The computer program emp~oyed was written specifically for the analysis of three dimensional piping systems. The input data for this program consists of the coordinates of all joints, pipe diameter, pipe wall thickness, pipe weight per foot, modulus of elasticity and boundary conditions. The computer calculates the pipe stiffness matrix, force transformation matrix, mode shapes, frequencies, inertia forces, internal forces, displacements and support reactions. DISCUSSION OF RESULTS The results presented herein are in the form of coordinates, internal 3 forces and moments in- global and member coordinates, support reactions and stresses. These results are given for two different horizontal directions of earthquake acting simultaneously with the vertical direction of earthquake. The following table summarizes the maxima of certain selected parameters: Maximum stress------ -- -- -- -- --- - ------ - - - 329 psi (at tee) Maximum deflection------ - ------------ -- --- 3 mils Maximum moments acting at end of tee section in member coordinate system: Bending-------------------------- 4. 86 kip-feet Torsion-------------------------- 4. 86 kip-feet H. ], SEXTON & ASSOCIATES, ENGINEERS
A.6-4 Maximum forces acting at end of tee section in member coordinate system: Shear--------------------------- 2. 44 kips Axial - -------------------------- 2. 44 kips Maximum stresses acting on tee at connection to suppression chamber----------------- 820 psi Maximum force in horizontal strut---------------------- 0.415 kips Maximum stress in horizontal strut---------------------- 330 psi Allowable stress in horizontal strut --------------------- 11,260 psi Allowable bolt force in horizontal strut--------------------- 8. 84 kips It should be pointed out that the above results are for seismic conditions alone. Dead load and thermal conditions have not been considered. In order to check the vertical strut it was necessary to find the force in the strut due to dead load. This was found to be 2. 54 kips. The strut force due to seismic effects was found to be O. 12 kips. Thus, the total vertical strut force is 2. 66 kips which produces a maximum stress of 3. 15 ksi. This is less than the allowable tensile stress of 20 ksi. The strut support system and connecting bolts are therefore adequate for the seismic plus dead load condition. COMMENTS ON ASSUMPTIONS This analysis is based on the assumption that the header segments may 4 be considered rigid at their connection to the 20- inch tee sections. While this asswnption is not strictly true, it leads to the conclusion that the period of vibration of the header is extremely short and the earthquake induced stresses are very small compared to the allowable stresses. Even if the tee sections provided only partial restraint they would not increase the period of vibration of the header by more than about fifty per-cent, thus producing a period of vibration of the header of only O. 045 seconds, still very small. Furthermore, even if the period was O. 045 seconds and the header was subjected to magnification factors greater than those assumed in this analysis, the current calculated stresses are so low that there is ample margin for such magnifications. Therefore, it is our opinion that the results presented herein are adequate and should be used for the design of the 20-inch suction header and its supports. H.J. SEXTON &. ASSOCIATES, ENGINEERS
A.6-5 .ro...... LIST OF FIGURES Description Page FIGURE l
*Plan of header------------------------------ 7 FIGURE 2 Details of header suppons------------------- 8 FIGURE 3 Mathematical model of header---------------- 9 c_.
5 H.J. SEXTON & ASSOCIATES, ENGINEERS
A.6-6 MONTICELLO NUCLEAR GENERATION.PLANT 20 Inch Header Weights and Properties
- 1. Outside diameter of pipe 20.0 inches
- 2. Wall thickness of pipe 3/8 inches
- 3. Weight of pipe per foot 78. 6 lbs.
- 4. Weight of contents per foot 126 lbs.
- 5. Modulus of elasticity 4,032,000 ksf.
H. ]. SEXTON &. ASSOCIATES, ENGINEERS
A.6-7 H.J. r -xTON & ASSOCIATES, r*TGINEERS SAN F '" .... ~ C I S C O * ~{ E '!'. L O P .... R K , '-- A L I F O R N I A t TORV.S
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A.6-8 H.J.~ XTON &. ASSOCIATES, F "GINEERS SAN FRANCISCO
- ME:-;LO PARK, (;ALIFORNIA
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A. 6-10 MONTICELLO t\1UCLEAR GENERATION PLANT 20 Inch Header Coordinates of Joints Joint X y z Feet Feet Feet l -43*. 30 o.oo 17.93 2 -40.43 0.00 15.06 3 -34.69 0.00 9.32 4 -27.19 0.00 6.21 5 -23.44 0.00 4.66 6 -19. 68 o.oo 3.11 7 -12.18 0.00 0.00 /,-- 8 -4.16 0.00 0.00 9 0.00 0.00 0.00 \ 10 4.16 0.00 0.00 11 12.18 0.00 0.00 12 19.68 0.00 3.11 13 23.44 0.00 4.66 14 27.19 0.00 6.21 15 34.69
- 0.00 9.32 16 40.43 0.00 15.06 17 43.30 0.00 17.93 10
A.6-11 MONTICELLO NUCLEAR GENERATION PLANT 20 Inch Header Combined X and Y Direction Earthquake Forces at Joints (Global Coordinates) Joint X Direction Y Direction Z Direction Kips Kips Kips l 1.52 0.08 0.78 2 1.52 0.08 0.78 3 1.36 0.05 0.78 4 1.02 0.13 0.79 5 0.99 0.13 0.79 6 0.99 0.12 0.07 7 0.67 0.05 0.07 0.33 0.13 0.07 8 9 0.00 0.13 0.07 10 0.33 0.13 0.07 11 0.67 0.05 0.07 12 0.99 0.12 0.07 13 0.99 0.13 0.79 14 1.02 0.13 0.79 15 1.36 0.05 o. 78 16 1.52 0.08 0.78 17 1.52 0.08 0.78 11 H.J. SEXTON & ASSOCIATES, ENGINEERS
i. A.6-12 r, MONTICELLO NUCLEAR GENERATION PLANT 20 Inch Header Combined X and Y Direction Earthquake Moments at Joints (Global Coordinates) Joint X Direction Y Direction Z Direction Kip-Feet Kip-Feet Kip-Feet l 0.44 2.99 0.18 2 0.20 0.86 0.05 3 0.02 2.46 0.29 4 0.11 0.20 0.04 5 0.31 2.06 0.49 6 0.12 o. 77 0.05 7 0.00 0.81 0.23 8 0.00 0.27 0.12 ~ 9 0.00 0.00 0.65 10 0.00 0.27 0.12 11 0.00 0.81 0.23 12 0.12 0.77 0.05 13 0.39 2.06 0.49 i4 0.11 0.20 0.04 15 0.02 '2.46 0.29 16 0.20 0.86 0.05 17 0.44 2.99 0.18 12 H* J. S E X T O N & A S S O C I°A TES , E N G I N E E R S
A. 6-13 i MONTICELLO NUCLEAR GENERATION PLANT 20 Inch Header Combined X and Y Direction Earthquake Forces at Joints (Member Coordinates) Joint Axial Shear Y Shear Z Kips Kips Kips 1 1.64 0.08 0. 53 2 1.64 0.08 0.53 3 1.52 0.05 0.42 4 1.25 0.13 0.46 5 0.94 0.13 0.46 6 0.94 0.12 0.32 7 0.64 0.05 0.20 8 0.33 0.13 0.07 9 0.00 o. 13 0.07 10 0.33 0.13 0.07 11 0.64 0.05 0.20 12 0.94 0.12 0.32 13 0.94 0.13 0.46 14 1.25 0.13 0.46 15 1.52 0.05 0.42 16 1.64 0.08 0.53 17 1.64 0.08 0.53 13 H. ]. SEXTON & ASSOCIATES, ENGINEERS
\. A.6-14 ~ MONTICELLO NUCLEAR GENERATION PLANT 20 Inch Header Combined X and Y Direction Earthquake Moments at Joints (Member Coordinates) Joint Torsional Bending Y Bending Z Kip-Feet Kip-Feet Kip-Feet 1 0.19 3.00 0.44 2 0.19 0.85 0.11 3 0.19 2.46 0.27 4 0.09 0.21 0.08 (. 5 0.09 2.06 0.60 6 0.09 0.77 0.10 7 0.09 0.80 0.23 -- 8 0.00 0.27 0.12 9 0.00 0.00 0.65 10 0.00 0.27 0.12 11 0.09 0.80 0.23 12 0.09 0-. i7 0.10 13 0.09 2.06 0.60 14 0.09 0.21 0.08 15 0.19 2.46 0.27 16 0.19 0.85 0.11 17 0.19 3.00 0.44 14 H. J, SEXTON & ASSOCIATES, ENGINEERS
A.6-15 MONTICELLO NUCLEAR GENERATION PLAJ.~T 20 Inch Header Combined X and Y Direction Earthquake Pipe Support Reactions (Global Coordinates) Forces at Points 5 and 13 X Direction 0.29 kips Y Direction 0. 25 kips Z Direction 0. 72 kips Forces at Point 9 X Direction 0.00 kips Y Direction 0.26 kips Z Direction 0.00 kips 15 H.J. SEXTON &. ASSOCIATES, ENGINEERS
A.6-16 MONTICELLO NUCLEAR GENERATION PLAJ.'1T 20 Inch Header Combined X and Y Direction Earthquake Stresses at Joints Joint Stress Kips/Sq. In l 0.329 2 0.095 3 0.269 4 0.026 5 0.232 6 0.090 7 0.091 8 0.033 9 0.070 10 0.033 11 0.091 12 0.090 13 0.232 14 0.026 15 0.269 16 0.095 17 0.329 16 H.J. SEXTON &. ASSOCIATES, ENGINEERS
~ ~
A.6-17 MONTICELLO NUCLEAR GENERATION PLANT 20 Inch Header Combined Z and Y Direction Earthquake Forces at Joints (Global Coordinates) Joint X Direction Y Direction Z Direction Kips Kips Kips 1 0.74 0.08 0.83 2 0.74 0.08 0.83 3 0.74 0.05 0.67 4 0.74 0.13 0.34 5 o. 74 0.13 o. 58 6 0.53 0.12 0.58 7 0.50 0.05 0.25 8 a.so 0.13 0.41 9 0.50 0.13 0.41 10 0.50 0.13 Q.41 11 0.50 0.05 0.25 12 0.53 0.12 0.58 13 0.74 0.13 0.58 14 0.74 0.13 0.34 15 0.74 0.05 Q.67 16 0. 74 0.08 0.83 17 0.74 0.08 0.83 17 H.J. SEXTON & ASSOCIATES, ENGINEERS
A.6-18 r,----:----... MONTICELLO NUCLEAR GENERATION PLANT 20 Inch Header Combined Z and Y Direction Earthquake Moments at Joints (Global Coordinates) Joint X Direction Y Direction Z Direction Kip-Feet Kip-Feet Kip-Feet l 0.44 0.08 0.17 2 0.21 0.20 0.05 3 0.20 0.18 0.28 4 0.11 0.06 0.04 5 0.31 1.06 0.51 {. 6 0.12 0.35 0.05 7 0.00 0.69 0.23 8 0.00 0.03 0.12 9 0.00 1.69 0.65
\ 10 0.00 0.03 0.12 11 0.00 0.69 0.23 12 0.12 0.35 0.05 13 0.31 1.06 0.51 14 0.11 0.06 0.04 15 0.20 0.18 0.28 16 0.21 0.20 0.05 17 0.44 0.08 0.17 18 H.J. SEXTON & ASSOCIATES, ENGINEERS
i. A.6-19 MONTICELLO NUCLEAR GENERATION PLANT 20 Inch Header Combined Z and Y Direction Earthquake Forces* at Joints (Member Coordinates) Joint Axial Shear Y Shear Z Kips Kips Kips 1 1.11 0.08 0.07 2 1.11 0.08 0.07 3 0.99 0.05 0.05 4 0.81 0.12 0.28 5 0.68 0.12 0.35 6 0.68 0.12 0.35 7 0.56 0.05 0.08 8 0.50 0.13 0.41 9 0.50 0.13 0.41 - 10 0.50 0.13 0.41 11 0.56 0.05 0.08 12 0.68 0.12 0.35 13 0.68 0.12 o*. 35 14 0.81 0.12 0.28 15 0.99 0.05 0.05 16 1.11 0.08 0.07 17 1.11 0.08 0.07 19 H.J. SEXTON & ASSOCIATES, ENGINEERS
\. A.6-20 r*> MONTICELLO NUCLEAR GENERATION PLANT 20 Inch Header Combined Z and Y Direction Earthquake Moment at Joints (Member Coordinates) Joint Torsional Bending Y Bending Z Kip-Feet Kip-Feet Kip-Feet l 0.19 0.08 0.44 2 0.19 0.20 0.11 3 0.19 0. 18 0.27 4 0.09 0.06 0.08 5 0.09 1.10 0.60 6 0.09 0.36 0.10 7 0.09 0.69 0.23 8 0.00 0.03 0.12 ,..--- ....... 9 0.00 l.68 0.65 10 0.00 0.03 0.12 11 0.09 0.69 0.23 12 0.09 *0.36 0.10 13 0.09 1.10 0.60 14 0.09 0.06 0.08 15 0.19 o. 18 0.27 16 0.19 0.20 0.11 17 0.19 0.08 0.44 20 H.J. SEXTON & ASSOCIATES, ENGINEERS
A.6-21 MONTICELLO NUCLEAR GENERATION PLANT 20 Inch Header Combined Z and Y Direction Earthquake Pipe Support Reactions (Global Coordinates) Forces at Points 5 and 13 X Direction 0.24 kips Y Direction 0. 25 kips Z Direction 0. 58 kips Forces at Point 9 X Direction 0. 00 kips Y Direction 0. 26 kips Z Direction 0. 83 kips 21 I H. ]. SEXTON &. AgsoCIATES, ENGINEERS
\. A.6-22 .~ -\ MONTICELLO NUCLEAR GENERATION PLANT 20 Inch Header Combined Z and Y Direction Earthquake Stresses at Joints Joint Stress Kips/Sq.In l 0.053 2 0.033 3 0.037 4 0.016 5 0.135 6 0.041 7 0.078 8 0.013 9 0.196 10 0.013 11 0.078 12 *o. 041 13 0.135 14 0.016 15 0.037 16 0.033 17 0.053 22 H.J. SEXTON & ASSOCIATES, ENGINEERS
A. 6-23 REFERENCES
- 1. Chicago Bridge and Iron Company 20 Inch Header for Suppression Chamber Drawing 215 Rev. 5 Support Ass'y for 20 " Header Drawing 216 Rev. 0
- 2. Design of Piping Systems, The M. W. Kellogg Company, Revised Second Edition, John Wiley & Sons, Inc.
23 H.J. SEXTON &. ASSOCIATES, ENGINEERS
IN REPLY REFER TO, H.J. SEXTON & ASSOCIATES, ENGINEERS 552 MISSION STR.BBT SAN FRANCISCO, 94105 SAN FRANCISCO
- MENLO PARK, CALIFORNIA (415) 781-8914 December 24, 1968 General Electric Company Atomic Power Equipment Department 175 Curtner Avenue San Jose, California 95125 ATTENTION: Mr. Ralph B. Gile
SUBJECT:
Monticello Nuclear Power Station Pressure Suppression Chamber Dynamic Earthquake Analysis Gentlemen: Tr~mitted herewith is our report on the subject analysis. All perti-nent information, calculations, and references are included. Very truly yours, R J. Se:* and ~'7,l"~"jers C- ~ (fj-f:t-lP.i Edward .r/elth
.Associate A. 7-i
A. 7-1 REPORT ON THE DYNAMIC EARTHQUAKE ANALYSIS OF THE PRESSURE SUPPRESSION CHAMBER OF THE MONTICELLO NUCLEAR POWER 'STATION This report, prepared for the General Electric Company, presents the results of the seismic analysis of the Pressure Suppression Chamber for the Monticello Nuclear Power Station. DESCRIPTION OF SUPPRESSION CHAMBER The suppression chamber (Torus) is a torus-shaped steel vessel having an inside diameter of 27 feet 8 inches and a major diameter of 98 feet. It is supported vertically by 32 columns, 16 inner and 16 outer. Lateral stability is provided by four pinned, embedded anchorage assemblies, identified as seismic supports, which 1 transmit seismic loads from the soffit of the torus to the concrete foundation. Dynamically the torus is a complete system in itself; the vents, headers, and downcommers are separated from the torus by means of bellows which provide no support. H. J. SEXTON & ASSOCIATES, ENGINEERS
A. 7-2 METHOD OF ANALYSIS The torus is idealized as a single degree of freedom system. Its spring constant is determined from the calculated shear deformations of the pins and bottom plates of the four seismic supports. By comparison the upper plates are rigid in shear, and all plates and pins are considered rigid in bending. The columns contribute a negligible amount of resistance compared to the stiffness of the seismic supports. The anaylsis is presented for the'operating and flooded conditions.
- Using the calculated stiffness and mass, the fundamental period of vibration of the torus is determined for the two cases considered. The seismic coefficient is read from the response spectrum for 1.0% damping.
2 H.J. SEXTON &. ASSOCIATES, ENGINEERS
A. 7-3 MONTICELLO NUCLEAR POWER STATION PRESSURE SUPPRESSION CHAMBER LIST OF FIGURES Description Page FIGURE 1: Plan of Suppression Chamber . . . . . . . . . . . . . . . . . . . . . 4 FIGURE 2: Typical Section Through Suppression Chamber . . . . . . . . . . . . . 5 FIGURE 3: 3 Details of Seismic Supports . . . . . . . . . . . . . . . . . . . . . . 6 H. J. SEXTON & ASSOCIATES, ENGINEERS
H. J. SEXTON&. ASSOCIATES, ENGINEERS SAN FRANCISCO
- MENLO PARK, CALIFORNIA t
PRes.sv,qe
.SVPl'!fES.$/ON CNAMd~I<
S!'ISMIC .StlPPORti rYP. (.ti iOrAt.) 4
-------sec rlGVRE .3 rO.R SEISMIC St/Pl'O,t;7 PLAN PRESS/JR GUPPRESSION CJ.IAM~cR A. 7-4
H.J. SEXTON&. ASSOCIATES, ENGINEERS SAN FRANCISCO
- MENLO PARK, CALIFORNIA 1* 98 1-0' M.A.10.1; 0/AMEiER
\
I I I I f-------i f=-=:& L..-.J f---- INTcRIOR 5 COI.VMN' ~XTcRIOR COl.UMN iYPICAL SCT/ON PRcSSURE SUPPRESSION C#AM~e-R F/GUl<E 2 A. 7-5
H.J. SEXTON&. ASSOCIATES, ENGINEERS SAN FRANCISCO
- MENLO PARK, CALIFORNIA I
1- 1e'- o* I I SECTION A-A 6 PIN (5" t/) SECTION 8-~ rJGLIRe .3 A. 7-6
H. J. SEXTON & ASSOCIATES, ENGINEERS SAN F R A 'N C I S C O
- M F. ~ LO P -~ R K , C ALI FO RNl A r--. JOII N0_1229 JO MONT1cEL 1. o NUCt.EA,t; PoWeR Si.4 r10N av 67Q OATE 11-1s- ,a
\. CLIENT G. =* SUIIJECT l'RessuRE suPPRess10N C/.IAMl3ER CHICO dB OATE 11-1~-c.4 Tl-I STlrrNe.SS OF eACh' CI-IAM8i:R SUPPORi IS PROV/DeO 8Y A Si 0/: ,=1ve ST/rr:,VeR Pt.ATS.S ANO PIN. ONf..Y Sl-lcAR OE FOR MA 7/0NS 01= Pl.ATE ANO PIN ARe CON.S/OBRED SINCe
~GNDING ae;:ORMATIONS ARe NE6l./5lt3LE.
ONLY 7,1-/e LOWeR PlAieS ARE CONS/OcREO SINCE rl-/G UPPeR PLArES AR STIFF COMPAAEO 70 7/.IE LOWER PLA7eS. et. STlrrNcSS OF LOWER PLATES PIN 7 El cVATlON A. 7-7
H. J. SEXTON & ASSOCIATES, ENGINEERS 51 A N FR A S C ISC O
- ME ~ LO P ... R K , C A LI f O RN tA JO No.122g JO MONr1c~t.l.O NUCl.eAt; POWER SiAi/ON v GiQ DATE 11-15*,!J CLIENT G.E. SU Jr.cTPRcSSVl<e SUP,DReSSION C'NAMdcR CHK'Dd~ cu,:://*/~*,t STIPrNcSS Or CI-IAM~ER SUPPORi(CONT'D.)
/NNe,Q P!A7GS rOR G * /2 X 10 3 Klf'/IN 2 ; t
- 2(1. 5)
- j IN.
I<* C/.5; h = ~ 7 IN./ h 11: ~.87.! IN.; C* 2.126 IN. 6 _ 1.2(/) rt.12.5-'- I *
;117 ~7 ] .,,,,_SXI0-~1,1.1/i,,10
-12 X /OlX .9 L,1.0 T To§~' ~7-.3a~ c . { ( . 4 ilY/~ 11 K- _L - I
- I.JI X /OJ l(IP 11N.
- 6 - -7~5 X 10-.s /I ourGR PLA"Tc.S FOR e
- 12 X 10 3 KIP/IN 1 j t - 2(1. S) = .3 IN.
G/:5; b =- 72 IN; ,7
- 11.S IN.; C* O.~ IN.
.,. .J.O!'
I<* A=
~
(l.2)r1J (IZ X /04A".:) [o.s 72 _j_ .l 12 ]- ll 72-~S.= -
-.! l,.,1, Q 7,;.5 J. 10 lt4f'KIP K.;. ~ = I. .32 X 10 ~ KIPj'lN.
Sl.,IM l<;e iOiAL -E k,e - 2. G3 X 10 5 Klto/'IN. 8
- 6. Si/rrNESS *o;: PIN 1.5 IN, iYP. .ti I I. s IN. TYP.
I.; IN. 01.4, PIN PLAN A. 7-8
H. J. SEXTON & ASSOCIATES, ENGINEERS SAN F R A N C1SC O
- M F. S L O P ... R K , C A LIFO RNI A
'e r-> JOII No./2 29 CI.IENT cs. e. JOII MONTICELLO NVCLeAR POWR SiATION
*u*JECT l'I< e ssu,QE S(ll'PAE ss10A1 c11AMeER Y GiQ CHK'D tt~
DATE DATE ll*l5-~d 11-1~-,, ST/rFNcSS OF CI-IAM8R SUPPOl<T /'CONT'D.) S- KV..i AG KP/N - TV - ~ KL FOR A* 2.S X ~,~ - lo!'.~ IN 2 G
- 12 X IO~ KIP/IN.
K .a 10/9 ~ I.II
,i. * /..SIN.
KPIN *(I.~~) (12 X 10:) = 1.41 X 104 l</PllN. (I.II)( 1.5)
- c. SilFFNESS OF :AC.LI C.LIAM!3R SUPPOR'T I
Ks = I Kif
....1...
I Kp1N = 2.,.,Ix 10 6
+ I _
1.41 X 10 4 - I.OE} X IO
-.5 Ks = /.0 9 : ;o*3 = 0. ~2 X. 10.S Klf;/IN.
- 2. TORUS SilrFNeSS Kr 9 l<r - 2Ks = I. 84 X 10 5 XIP/!N.
-'* MASS
- a. WA ii:R W1Gh'7 OPeRATING CONO/i/0,V 5,223, 1(/PS rt. 00060 CONOli/ON I I, 704-. ,'<IPS
- b. SiRtlCTtlRE J EQt//PMENT I, 710. Klf'S A. 7-9
H. J. SEXTON & ASSOCIATES, ENGINEERS SAN FRANCISCO* MENLO P.\RK, CALIFORNIA JOII No.1229 JOII .~oNrlCGLI.O N(JCl.!AI< POWel< STATION av dt!J CIATI: ll*/4-,~ '.*....-, CLIENT G. c. *u*Ja:cT Pl<£' ssu1<e SI/PPl<f 5S/ON CNA,W4'E~ cMK*c lJ(III CIATE 11-14-,a
- 4. TORUS PR/0l) i RcSPONSt:
(/NIT OP:RAilNG ,Ct.0000 liM CONO/TION C0Nl)/T/O,V WATi:R We/Gh'i KIPS ~Zc.3.O II, 704. 0 STRUCiURe & .!QVIP W/GNT ,, I, 710. 0 .~ 710,0 iOiAL Wt/G#T, W II Ct, ~:3.3. 0 /J,414. O iO/?VS SilrrNSS, Kr KIIN.
, ,~a4 X /0~ ,: 84 ~'( 10.S PeR/Ol) i= 2 1 ! ~ SEC. 0. 0(;2 0.087 s a,* A -- i I 10~
C g 0.07 0./S f
.SclSMIC f"O,t;C! !=* X Sa. KIPS 4dS. 2,010.0 70RUS l)ef"LeCTION 67 = ;,. /N. 0.0O2G4 0. 0/0~
*sa rROM Rc5PONS SPCiR(.JM CURVe..
- 5. MAX. SEISMIC rORCc Ar EACH C)-IAMB!~ StlPPORT 10 a OPRATlNG CONDli/ON FMAK - (.!J2 X 10.$ 1yl,1N.)(.002G4 IN.}
- 24.3 l<IPS J, FlOODeD CONa1r10N
~MA~ -(.92 X 10 4 K/IN.)(.0/09 lN.)
- /, 000 l<lf'S A. 7-10
A.7-11 REFERENCES
- 1. Chicago Bridge & Iron Company General Plan, dated 9-5-67 VPF No. 1812-67-4 (General Electric Co.)
EP No. 16-11 (General Electric Co.)
- 2. Chicago Bridge & Iron Company Earthquake Ties, dated 4-7-67 VPF No. 1812-12-7 (General Electric Co.)
EP No. 16-V (General Electric Co.)
- 3. Chicago Bridge & Iron Company Suppression Chamber, General Plan and Field .Assembly, dated 6-16-67 VPF No. 1812-68-5 (General Electric Co.)
EP No. 16-11 (General Electric Co.) 11 H.J. SEXTON & ASSOCIATES, ENGINEERS
MONTICELLO (. RECIRCULATION LINES A.8-i
METHODS OF ANALYSIS . . A.8-1 (Code Requirement Section Ill, Appendix C-1320) The following is a description of the computer programs used in the subject stress analysis and a brief descript;on of their assumptions and theory. All programs conform to the design and control measures required by Appendix 8 of 10 CFR Part 50. PROGRAM THEORY ANO ASSUMPTIONS ME-101 PURPOSE The stresses and loads in piping systems due to restrained expansion, dead weight, seismic movement and ear.hquake are calculated using the ME-101 computer program. I I METHOD OF ANALYSIS I ME-101 is a finite element computer program which performs linear elastic analysis of piping systems using s-.andard beam theory techniques. ME-101 may be used for static and seismic load analysis of piping i sys:erns and also performs effective weight calculations. I I S:a:ic analysis considers one or more of the following: thermal expansion, dead weight, uniformly dis-I I I I tributed loads, and externally applied forces, moments, displacements and rotations, or individual force i loads. I I I Seismic analysis is based on standard normal mode techniques and uses response spectrum data. Three I methods of eigenvalue solution are available. Both Determinant Search and Subspace Iteration consider , I i all data points as mass points. Kinematic Reduction considers masses only at specified data points in designated directions. Differential seismic anchor movement analysis and static seismic analysis are also I provided. REFERENCES
- 1. K. Bathe, E. Wilson, F. Peterson, "SAP IV - Structural Analysis Program for Static and Dynamic Re-sponse of Linear Systems," U. of California, Berkeley, Report No. EERC73-11, June 1973.
- 2. J. Gere, W. Weaver, "Analysis of Framed Structures," New York, D. Van Nostrand, 1965.
3. BSAP Theoretical Manual, Vol. 1 .
- 4. A. Roark, "Formulas for Stress and Strain," New York, McGraw-Hill, 1965.
- 5. J. Gere, "Moment Distribution," Princeton, N.J., 0. Van Nostrand, 1963.
- 6. K. Bathe, E. Wilson, "Numerical Methods in Finite Element Analysis," Englewood Cliffs, N.J., Prentice Hall, 1976.
CD
---r----------------------------..-------------~ ~
C NO. SR* 10040-SSl Rev. ___ o___ IPAGe __4_8_ _ P,1189-1 3/76 CYC
A.8-2
- 7. G. Stewart, "Error Bounds for Approximate Invariant Subspaces of Closed Linear Operators," SIAM J. of Numerical Analysis, Vol. 8, No. 4, December 1971.
- 8. G. Stewart, "Error and Perturbation Bounds for Subspaces Associated with Certain Eigenvalue Problems," SIAM J. of Numerica*1 Analysis, Vol. 15, No. 4, October 1973. .
- 9. G. Stewart, U. of Maryland Department of Computer Science, letter to R. Blum, November 22, 1977 (Attachment 1 ).
ME-101 STATIC ANALYSIS For gravity, thermal and seismic movement analyses, the static load and displacement matrices are formed in addition to the stiffness matrix of the mathematical model. These matrices include the applied end forces and displacements, the distributed loading on the mathematical model, and the thermal forces de-veloped in the members of the model, whichever is applicable. Once these matrices are formed, the system equilibrium equation is solved for~ using the SESOL linear equation solver {see Ref. 6). R*KU-F in which: R = End force matrix K = Stiffness matrix of piping U = End displacement matrix F = Fixed end force matrix After the end displacements are determined, the individual member forces are obtained by using the member stiffness properties, and finally, the support reactions are calculated. DYNAMIC ANALYSIS The dynamic analysis of flexible piping systems is performed using the response spectrum method. A flex-ible piping system is idealized as a mathematical model consisting of lumped masses connected by mass-less elastic members. The lumped masses are carefully located so as to adequately represent the dynamic and classic properties of the piping system. The three-dimensional stiffness matrix of the mathematical model is determined by the direct stiffness method. Axial, shear, flexural and torsional deformations of each member are included. For curved members, a decreased stiffness is used in accordance with the Code. The mass matrix is also calculated. After the stiffness and mass matrix of the mathematical model are calculated, the natural frequencies of piping system and corresponding mode shapes are determined using the following equation: I! l"I N ~ ci.1------------------------------.. . .----------------1 ID NO. SR-10040-SSl REv. ____o__ IPAGE_4_9_ __ P-1189*2 3176 CYC
. A.8-3 It , t*X,YorZ where.
K = stiffness matrix Ut Uc= displacement and accelerations due to the ground acceleration ac, c= X, Y, or Z M = mass matrix Ix= vector with l's in positions corresponding to ox displacements, O's elsewhere ly , lz = same as Ix except l's are in positions corresponding to oy and oz directions respectively ax, ay, az = ground accelerations in X, Y and Z directions The equation of motion is solved via modal analysis, i.e. Uc = I modes 11*I 4>.I where, 4>.I = ith mode shapes 11i = generalized displacement of the ith mode shape Substituting the modal formulation of Uc into the equation of motion and pre-multiplying by <t>/ and enforcing orthogonality, i.e. .
- T- T - i j 4>i M 4>j = 4>i K 4>j .= 0 :;ii:
yields the modal equation of motion 11 + c..,.2 l T'/' l = rj ac ci,.T M 4>. I I
= eigenvalue where, w- 2 = 4>.T M 4>.
J J *J
= (2 1r
- frequency)2 r-J
- participation factor
,,C:
ID I i.. i------------------------------------------~ 1B NO. SR* 10040-SSl REV._-..c..o_ _ IPAGE __s_o_ _ P-1189*3 3/76 CYC
A.8-4 The maximum generalized accelerations, ;j max: and displacements, T?j max= ~j maxlc.,), are determined by a response spectra curve for the input ground motion. The responses of the piping system with frequencies greater than w cut-off are neglected. The modal displacements and element end forces are: displacement: UJ*
- T'/* ...
J ....j end forces: Two options are available for modal summation. They are square root ,of the sum of the squares *(SRSS) and summation of closely spaced modes, via Regulatory Guide 1.92 Eqn. 4 (CS4). VERIFICATION The program has been verified by comparing its output with the ASME Benchmark Probiem No. 1 as described in "Pressure Vessel and Piping 1972 Computer Programs Verification". The results were accep-table. Additional test problems are given in "Verification Report on ME-101, Linear Elastic Analysis of Piping Systems" Revision 1, February 1977, Bechtel Power Corporation .
- ..,e.
*t &.~-----------------------------,---------:-:--------; NO. SR-10040-SSl REv. _ _o__ IPAGE_5_1_ __
e:'.
*i,
--... *e'~-/*- eJ PIPING . -
STRESS
-*-* -- - --CALCULATION
*- - --- -~*-- --- .. ---
INDEX . ***- - IIEV. NO. _ _..;:.2_ _ _ __ PROJECT _ _'!l~_T-'-IC~[""L"-LO:.....:.l_ _ _ _ _ _ _ _ _ _ _ _ _ __ NO. _!~~40 SHUT_I_ _ OF _ _ 2_ su,EA* SU,(A. CALC. NO. CAlC. IY*I
- LOADING CONDITION IY DATE TITLE. SERVICE OR SYSTU,t DESCRIPTION CEDES CAlC.
CEDED CAlC. IYI STAT\ISIAEMAIIKS NO. NO;;,*..d==-=--==-==-
~ : ~ *0 1 ' l"'DRO UST IANOR[WS 112-17-841 RCCIRCULATION/RIIR
- LOOP A APP[NOI IF, VOL. I SR-10040,
..:~~*!- I T INOlll4AL IANDRCWS I)12* l 7*84 I RECIRCULATION/RIIR
- LOOP A I I I APPENOII F, VOL. I
~:s:~040f T (SCRAM rANORCWS 112-17*84 j RECIRCULATION/RIIR
- LOOP A APPEND! I F, VOL. I
~lr-lOD'tJt
*SSIA l T SHUTDOWN l ANORCWS 112*17*84 R[CIRCULATION/RHR. LOOP A APPENDIX F, VOL. I SA* 10040 F, VOL. I
.:1il~----------+---+---+-----------------------+----t---+--
T SHUlllOWII 2 ANDREWS 112-17-84 RECIRCULATION/RHR - LOOP A APPEHOII
~:s:~ol T !SHUTDOWN l !ANDREWS 112*17*841 R[CIRCULATION/RHR. LOOP A APP[NOII F, VOL. I
' rv PIJ4P l lAHORCWS (12-17-84 APP[NOII F, VOl. I LOSS OF A[CIACULATIOH/RIIR - LOOP A I I I I I I
....,.,..,+---T_ 1LOSS OF rv PLtff' 2 ANORCWS 1'2*17*841 R[CIRCULATION/RIIR
- LOOP A APP[NOII F, VOL. I
*SSIA T LOSS OF rv PIH' l ANDREWS 12*17-84 RECIRCULATION/RIIR - LOOP A APP[NOII F, VOL. I
- -10
-SSIA T APV OV(RPR[S l A~~~WS 12*17-84 i-!~CIRCULATION/RHR - LOOP A APP[NOII F, VOL. I
~:~*o
~~~111° 46
- T RPV OVEAPRES 2 ANDREWS 12-17-84 RECIRCULATION/AHR* LOOP A APPENDIX F, VOL. l II WEIGHT !ANDREWS 12-17-84 A[CIACULATIOH/AIIR
- LOOP A APPEHOII F, VOL. I
~~~~~:00 1 s jsm"1c, I....**--+---*+----*---*- *------------------1----t-----1--
ANDREWS 112-17*84 AECIRCULAllOH/RltR - LOOP A APP[NOII F, VOL. I
~/_:i : s jsm"1c 1 1AHDREW~l'2-11-841 Acc1AtuLA~~~tR11R - L~oP A ,---t-----+---- APP[NOII F, VOL. I
~~ilruj S ,sm"IC Z l'AH~~EWS 12* 17-84 R[CIRCULATION/RIIR - LOOP A APP[NOII F, VOL. I
~11°401 s 1smoa APPENOII F, VOL. I I
.AHDR~ws 1,2.11.94 AECIAcu~~~°.~~~t~.~°.~P A *-*
SR. 10040* 1 .... -f ,___ kPP[NOII F. VOL. I
*~~:~040 1 ssmoe AH~R~~s**j'!*l7*84 .~.c~~~~~~T~o~~~~~rn.i~-----*
~ss~8 j T l"'~~o m, _~"°.R~~~ ~.:.~~~j RECIRCULATIDH/RIIR - L~P 8 ---------* APPCN01x r, voL: 11
~~~!~ ! ,0 0 L-~~~~-c.~~~'.~~rt_~*~~-~~ 00!_8_ _ _._ _ _ _ _ _ _ _ __ ***1---1--1APP£NOI X r, VOL
- 11 mlE! H;~~--,~-_-_-..1:.=::~~ :~: :.~~-; ~::-;~::~:::;::~::::-: :~:: :. =--~*---------
- J~~~~--- jAHORCW~-V.~!:.8.*
APP[HOI X f, VOL. II )> G) ~p.100*0*
. -****---*==~~--r;~*:r;;.-. -r, ~~I.. 11 >
o*-- ***--***-**--**----*-- --
*','.>IR ~ l 1SIIUTIIOWN 2 jAHDR(WS 12* 19*R4 R[CIRCIII.ATIOH/RIIR
- I oor D APP[ HO I X f , VOL
- 11 m ----t*-* -------- *-------<
00 00
";ii:joo4*1 --,-- -1c;*,;u,oow11*1-*-** 1*A~OR[WS.112~19.ii4 -R[C.incui:ATIOtl/RIIR - IOOP
**----* I Arr( NII I X r
- VOL . 11 I
VI .i,. *~llll_ - - -
*t* lt*IAU.al. ll*WflGHt. 5*"-IIIMl(.SAM
- i11S-..1C AN(UOHMOYfM(~I. fl* ttUU'-'AI IIIA'll~,IINI
PIPING STRESS
-*- *- -*- -----. CALCULATION INDEX IIEV.NO. 2 PROJECT l<<JNTICEUO I NO. 10040 SHEET _ _2__ o, 2 SU,£11- SUl'EII*
CAlC. CAlC. lOAOllfG CfDfS CfDfD IY fy,t. CONOlllON IY DATE TITLE. SfllVICE 011 SYSTfM 01sc111n10N CALC. IT AT\NIIEMAIIKI HO. CAlC. HO. HO. SR-10041
-SSIB T LOSS OF fV PIH' I ANDREWS 12-19-84 RECIRCU\.ATION/RIIR
- LOOP 8 APPENDIX F, VOL. II SA-10040 LOSS OF fV PI.M' 2 ANDRE\IS 12-19-84 AECIRCULATION/RIIR
- LOOP 8 APPENDIX F, VOL. II
~S.IR SR-1004D LOSS Of fV Pl.II' l ANDREWS 12-19-84 RECIRCULATION/RIIR
- LOOP 8
. I@ APPENDIX F, VOL. II SR-10040
-SSIB
- Si:"loolll ' RPV OVERPRES I ANDREWS 12-19-84 RECIRCUI..ATIDN/RIIR
- LOOP 8 APP£NDIX F, VOL. II
-SSIB ISR-10040
-SSIB II RPV OVEAPRCS 2 11£IGHT ANDRCIIS ANDREWS 12-19-84 12-19-84 AECIRCULATION/RHR
- LOOP 8 RECIRCULATIOII/RIIR
- LOOP 8 APPENDIX F, VOL. II APPENDIX F, VOL. 11 Slr-100*0
-SSIB s SEISIUC T AIIDRE\IS 12-19-84 RECIRCULATIOH/RHR
- LOOP 8 APPENDIX F, YOL. II
~R7l0041l
*SSIB s SEISIIIC X AIIDRE\IS 12-19-84 RECIRCULATION/RIIR
- LOOP B APPENDIX F, VOL. II SR-,0040
-SS B s StlSMIC Z AIIDRCIIS 12-19-84 RECIRCULATION/RllR
- LOOP B APPENDIX F VOL. II SR-10040 s SEIS08 ANDREWS 12-19-84 RECI RCULATION/RIIR
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A.9-i ' ~' GENERAL ELECTRIC COMPANY Atomic Power Equipment Department MONTICELLO NUCLEAR GENERATION PLANT-UNIT 1 Earthquake Analysis: Off-Gas Stack
J uHN A. BL UM E & ASSOCi AT[ 5 ~ Nti I N t ~ H~ December 10, 1968 General Electric Company Atomic Power Equipment DepartntaRi 175 Curtner Avenue San Jose, California 9Sl25 ATTENTION: Mr. R. B. Gile MC - 7S0
SUBJECT:
l<<lNTICELLO Nuclear Generation Pl1nt - Unit 1 Earthquake Analysis! Off-Gas Stack Gentlemen: Transmitted herewith is the subject report based on the information fur-nished by General Electric Company. The results and reconmendations presented herein are intended to be used in conjunction with the normal service loads in the final design calcu-lations. Very truly yours, RSV:jl A.9-ii
A.9-iii Rev 13 MONTICELLO NUCLEAR GENERATION PLANT-UNIT EARTHQUAKE ANALYSIS: OFF-GAS STACK CONTENTS INTRODUCTION------------------------------------- Paoe DESIGN CRITERIA---------------------------------- DESCRIPTION OF STACK----------------------------- METHOD OF ANALYSIS-------------------------------- DESCRIPTION OF COMPUTER PROGRAM------------------ 2 DISCUSSION OF RESULTS---------------------------- 3 RECOMMENDATIONS---------------------------------- 3 REFERENCES--------------------------------------- 4 DESIGN RECONCILIATION---- * - - - - -
- 4
A. 9-1 MONTICELLO NUCLEAR GENERATION PLANT-UNIT EARTHQUAKE ANALYSIS: OFF-GAS STACK INTRODUCTION This report presents the results of our investigations of the design earthquake response of the off-gas stack for the Monti-cello Nuclear Generation Plant-Unit 1. Based upon the recommended earthquake design criteria established for the plant, design envelopes of the maximum accelerations, displacements, shears, and overturning moments versus the he'ight of the stack have been developed and are presented herein. DES I GN CRITERIA Based upon data developed by John A. Blume & Associates, Engineers, the design earthquake used in this analysis is the North 69° West component of the July, 1952 Taft earthquake, normalized to a maxi-mum ground acceleration of 0.06 gravity. The earthquake design criteria for the Monticello Nuclear Generation Plant is contained in Reference 1. DESCRIPTION OF STACK The off-gas stack is a 320-foot-high reinforced concrete structure, having an internal diameter of 6.0 feet at the top and 32.0 feet at the base, with a 4.0-foot-thick octagonal foundation. The thickness of the concrete shell of the stack varies from 12 inches at the base to 7 inches at the top. The physical characteristics of the subject stack are described in Reference 2, and are sche-matically shown in Figure 1. METHOD OF ANALYSIS The off-gas stack was treated as a flexible cantilever and was idealized as a mathematical model consisting of nineteen lumped A.9-2 masses connected by weightless elastic columns. The soil-struc-ture interaction has been considered through the application of base translational and rotational springs. The complete mathe-matical model (Figure 2} shows the location and magnitude of the lumped masses, area and moment of inertia of the connecting col-umns, and the values of the base springs. The values for the base springs are based on the subsurface geotechnical properties of the material supporting the stack, and are listed in Refer-ences 3, 4, ands. The elastic properties of the columns and the coupled action of the base springs were used to determine the flexibility matrix for the mathematical model. The flexibility calculations in-cluded the effects of flexural and shear deformations. Periods and mode shapes were determined using the flexibility matrix and the mass matrix. The modef was then subjected to the design acceleration time-history at the base to obtain time-histories for accelerations, displacements, shear forces, and overturning moments at the various mass point elevations. These records were then scanned to determine the maximum values, which are graphically pre-sented in Figures 3 through 6. DESCRIPTION OF COMPUTER PROGRAM The computer program used in this analysis was developed speci-fically to solve for dynamic response of structures subjected to arbitrary ground motions. Forms of input data used for the pro-gram include moments of inertia, effective shear area for the members, values of the base springs, weights of the lumped masses, and the Input acceleration time-history. The computer retains the response of each mass for each individual mode at each increment of time, and the total response for each increment of time is obtained by adding together the response of each mass point for each mode at a particular instant of time. A.9-3 The result is an exact combination of mode participation which does not require approximate methods such as the root-mean-square method. DISCUSSION OF RESULTS The envelopes of maximum accelerations, shears, moments, and dis-placements are presented in Figures 3 through 6. The calculations previously described were performed with the aid of a digital computer. The influence of 7~ and higher modes of vibratio~ was considered negligible, and therefore ignored in the response calculations. A damping value of 5% was assigned to all modes. The first six natural periods of vibration are listed below: First Mode ..***.**.**.*.*....*....* 1.131 seconds Second Mode .*..**..**.*.*.......... 0.360 seconds Third Mode **.**** ~ *.**.*....*.*.**. 0.171 seconds* Fourth Mode .....*......**.*.......* 0.108 seconds Fifth Mode ......*..*............... 0.081 seconds Sixth Mode ***********.*..........*. 0.061 seconds RECOMMENDATIONS It is reconmended that the off-gas stack be designed to resist the seismic shears and moments presented herein. The stack should be stable against an overturning moment of 14,312 kip-ft. In addition, the structure should be reviewed for safe shutdown requirements. i JOHN A. E"IL.UME S: ASSC>Ci..l.ac-:. 1-:.* .~ .. r:L.."1*
A.9-4 Rev 13 MONTICELLO NUCLEAR GENERATION PLANT-UNIT EARTHQUAKE ANALYSIS: OFF-GAS STACK REFERENCES
- 1. "Hontice11o Nuclear Generation Plant, Recomnended Earth-quake Criteria," John A. Blume & Associates, Engineers, Ju 1y 15 , 1966 *
- 2. Bechtel Drawing:
No. SK-C-120, Revision A, November I, 1968.
- 3. "Monti eel Jc Nuclear Generation Plant, Earthquake Analysis of the Reactor BufJdlng," John A. Blume & Associates, Engineers, July 18, 1967.
- 4. "Foundation Investigation - Proposed Nuclear Power Plant -
Unit Number 1, Honticel lo, Mlnnesota, 11 Dames & Hoore, July 27, 1966 (includes Supplements 1 through S). S. "Dynamic Response Data Investigation - Proposed Nuclear Pcwer Plant, Montlcel lo, Hinnesota, 11 Dames & Hoore, July
- 7. 1966.
Design Reconciliation A design basis review of the Offgas Stack identified several differences between the designed configuration of the Offgas Stack and the analyzed configuration presented within this report. An engineering review of these differences concluded that the dynamic results presented herin are sufficiently accurate for design purposes. REV 13 4/95
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