ML20215N460
| ML20215N460 | |
| Person / Time | |
|---|---|
| Site: | Waterford  |
| Issue date: | 10/01/1986 |
| From: | EBASCO SERVICES, INC. |
| To: | |
| Shared Package | |
| ML20215N459 | List: |
| References | |
| NUDOCS 8611050441 | |
| Download: ML20215N460 (579) | |
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{{#Wiki_filter:_. . _ . . .. LOUISIANA POWER & LIGHT COMPANY WATERFORD STEAM ELECTRIC STATlall- 3BMT H3. 3 PROGRAM TO PERFORM CONFIRMATORY ANALYSED NUCLEAR PLANT ISLAND STRUSTilHE BASEMAT RESULTS OF THE ANALYSES l 9 l EB ASCO SERVICES,1NC OCTOBER 1,1986 oO jeA18s!A88!>8ljp
LOUISIANA POWER & LIGHT COMPANY
/^^ WATERFORD SES-UNIT NO 3
'! PROGRAM TO PERFORM CONFIRMATORY ANALYSES NUCLEAR PLANT ISLAND STRUCTURE BASEMAT RESULTS OF THE ANALYSES CONTENTS I. INTRODUCTION II. PURPOSE OF THE CONFIRMATORY ANALYSES III. CONCLUSIONS-A. BASELINE ANALYSIS B. DYNAMIC EFFECTS OF LATERAL SOIL / WATER. LOADINGS C. DYNAMIC COUPLING OF THE REACTOR BUILDING AND BASEMAT D. ARTIFICIAL BOUNDARY CONSTRAINTS IN FINITE ELEMENT MODEL E. FINENESS OF FINITE ELEMENT MESH F. MAT' CONSTRUCTION SEQUENCE ANALYSIS IV.
SUMMARY
OF THE ANALYSES A. BASELINE STATIC FINITE ELEMENT ANALYSIS FOR COMPARISON l 1. General Description of the Analysis
- 2. Description of the Model
- 3. Computer Programs Used
- 4. Material Properties
) 5. Results from Static Finite Element Analysis /
B. DYNAMIC EFFECTS OF LATERAL SOIL / WATER LOADINGS
- 1. General Description of the Analyses
- 2. Description of the Models
- 3. Computer Program Used and General Analytical Procedures
- 4. Material Properties
- 5. Parametric Studies
- 6. Results from the Computer Analyses
- 7. Dynamic Water Pressures
- 8. Conclusions C. DYNAMIC COUPLING OF THE REACTOR BUILDING AND BASEMAT 1
- 1. General Description of the Analysis
- 2. Description of the Model
- 3. Computer Program Used and General Analytical Procedure
- 4. Material Properties
- 5. Parametric Studies
- 6. Results of Computer Analyses
- 7. Additional Analyses for Floor Spectra Comparison
- 8. Effect of Mat Flexibility on Horizontal Floor-Response ~ Spectra
~ O i
CONTENTS (Continued) (_/ D. ARTIFICIAL BOUNDARY CONSTRAINTS IN FINITE ELEMENT MODEL
- 1. General Description of the Analysis
- 2. Description of the Model
- 3. Computer Programs Used
- 4. Material Properties
- 5. Parametric Studies
- 6. Comparison to the Baseline Analysis E. FINENESS OF FINITE ELEMENT MESH
- 1. General Description of the Analysis
- 2. Description of the Model
- 3. Computer Programs Used
- 4. Material Properties
- 5. Comparison to the Baseline Analysis F. MAT CONSTRUCTION SEQUENCE ANALYSIS
- 1. General Description of the Analysis
- 2. Description of the Model
- 3. Computer Programs Used
- 4. Settlement Data Development
- 5. Material Properties Preparation
- 6. Analysis Procedure and Special Considerations
- 7. Parametric Studies
- 8. Results from the Computer Analysis
- 9. Effects ~of Temperature Gradient and Concrete Shrinkage l 10. Com bina t ion of Construction Stresses and the Stresses from Superstructure Loading s_) 11. C o m p a r i s o n of Analytical Results and Physical Observations of Basemat
- 12. Summary of Results i
i t O) (_ ii
O LOUISIANA POWER & LIGHT COMPANY WATERFORD STEAM ELECTRIC STATION-UNIT NO. 3 PROGRAM TO PERFORM CONFIRMATORY ANALYSES NUCLEAR PLANT ISLAND STRUCTURE BASEMAT RESULTS OF THE ANALYSES I. INTRODUCTION This report describes a series of confirmatory structural analyses perf ormed on the basemat of the Nuclear Plant Island Structure for Waterford SES Unit No 3 in response to a requirement of the Nuclear Regulatory Commission. These analyses satisfy NRC concerns as expressed in the Brookhaven National Laboratories Report. The plans for the performance of these analyses were defined in the Program to Perform Confirmatory Analyses-Nuclear Plant Island Structure BaE mat at Waterford Steam Electric Station-Louisiana Power & Light CompaTy, dated February 21, 1985. This report describes the nature of the analyaco,'the models used, the analytical techniques and tools utilized, the material properties used and their bases, and the results of the analyses along with an interpretation of the results. The results of the analyses are compared to a baseline analysis which is, essentially, the original analysis performed for the design of the plant, updated to account for minor changes and improvements in the input and analytical techniques. b I F
- o I.1 l
II. PURPOSE OF THE CONFIRMATORY ANALYSES g 'V' The Nuclear Regulatory Commission, as part of their licensing review required that a series of confirmatory analyses be performed on the Nuclear Plant Island Structure basemat. These analyses were to provide a more detailed understanding of the behavior of the basemat during construction and in service and to confirn judgements made as to this behavior based on earlier analyses. The analyses were to consist of;
- 1. A study of dynamic coupling between the reactor building and the basemat and the ef f ects this would have on the previously computed seismic stresses in the basemat resulting from the vertical earthquake input
- 2. A study of the effects of dynamic lateral soil / water loadings on the. axial stresses in the basemat which, under static conditions, provide a net compression across all existing cracks. This compression was considered in the evaluation of the possibility of movement across these cracks under seismic loading
- 3. A study of the effect of changing the artificial boundary constraints in the finite element model of the basemat on the stresses in the basemat d 4. A study of the ef fect of altering the fineness of the finite element mesh used in the analysis of the basemat on the stresses computed in the basemat in areas of steep moment and shear gradient
- 5. A study to determine the internal forces present within the basemat during its construction. The stresses created by the settlement during construction were identified as the probable prime cause-of the cracks i r. the basemat. The objective of the analysis was to determine the stresses to which the basemat was exposed during construction, o
II.1
i III. CONCLUSIONS The analyses performed confirmed that the design of the basemat.is adequate for the intended purpose. In particular, the analyses showed that the capabilities of the basemat to resist seismic loading are in excess of the loadings which were established for the design basis seismic event for this site. A. BASELINE ANALYSIS The baseline analysis confirmed that the original design of the basemat met the design requirements for the various loading conditions designated. The only exceptions to this were in four limited areas in each of which there was a single element in which shear stress exceeded the allowable value. However, f or internal sections of interest, passing through several finite elements, the average shear stresses were within allowable values. These local over-stress conditions were shown to be mathematical as they were eliminated when the finite elements were made finer ac presented in Section IV-E. B. DYNAMIC EFFECTS OF LATERAL SOIL / WATER LOADINGS The effect of the dynamic side scil pressure on the net axial compression in the basemat was found to be small enough to assure that the basemat is always in axial compression during a seismic event. The axial compression existing in the basen at due rg to the static side soil pressure on the walls of the Nuclear f Plant Island Structure is 50 psi. Dynamic tension due to a seismic event reduces this to a minimum value anywhere in the basemat of 14 psi and within the region of the east-west cracking to 26 psi. These reductions in compression are dynamic in nature and exist only for an instant of time. C. DYNAMIC COUPLING OF THE REACTOR BUILDING AND BASEMAT The flexibility of the basemat has little effect on the stresses in the basemat due to a vertical seismic event. The vertical dynamic analyses performed for both a rigid and a flexible basemat showed little difference in the responses of the superstructures between the analyses. The flexible basemat model showed slightly lower responses in most cases than the rigid basemat model and both showed lower responses than the 0.1759 used in the baseline static analysis, in some cases 50% lower. In addition to the vertical accelerations resulting from a vertical seismic event, models f or flexible and rigid basemats were utilized to develop vertical floor response spectra. A comparison of these spectra showed that they were similar in shape and that the dif f erence in spectral values was generally less than 15%. This difference is less than the margin resulting f rom the excess motion in the input time history of the design basis calculation. O III.1 l
i In addition to the basemat axial loads resulting from a seismic event, horizontal floor response spectra were developed d and analyzed f or flexible and rigid basemats. A comparison of these spectra showed that they were similar in shape. The difference in spectral values is generally less than 19% which is less than the margin resulting f rom the excess motion included in the input time history of the design basis calculation. D. ARTIFICIAL BOUNDARY CONSTRAINTS IN FINITE ELEMENT MODEL s The analysis wherein the horizontal boundary constraints were increased in number and nature showed that the changes had minor, on the order of 2.5%, effect on the results obtained in , the baseline analysis. The original artificial boundaries are therefore satisfactory. E. FINENESS OF FINITE ELEMENT MESH The analysis wherein the fineness of the finite elements, located in areas with steep moment gradient, was increased showed that the increase in mesh fineness resulted in a reduction in shear stresses of key elements and negligible changes in bending moments. l F. BASEMAT CONSTRUCTIbN SEQUENCE ANALYSIS Initial cracking at the top surface of the basemat was shown, by this analysis, to have probably-occurred during the O' construction of the basemat and prior to or about 4 months after the first concrete placement. This was prior to, or immediately f ollowing, the placement of the 20th block out of the total of 28 blocks which comprised the entire basemat. Observed cracking may have occured earlier due to shrinkage and thermal effects not accounted for in the analysis. The calculated cracking progressed following this initial crack with the cracks all lying within the middle three placement strips and extending in a general east-west direction. Incipient cracking was calculated in the northwest and northeast corners of the basemat extending in a diagonal direction. This incipient cracking, coupled with the shrinkage and thermal stresses probably resulted in actual' cracking. This predicted and incipient cracking closely coincides with the observed crack pattern. These cracks were flexural cracks, the shear stresses in the basemat never exceeding the shear capability of the concrete. Due to a lack of basemat settlement data, the analysis was not continued after the final basemat concrete-placement. The maximum reinforcing steel tensile stress calculated in the reinforcing steel at any time during the construction sequence was 6750 psi which is about 11% of the reinforcing steel yield strength. The stresses which caused the east-west cracking, are generally opposite in sign to those stresses imposed on the basemat by the loading of the superstructure and as calculated by III.2
the baseline static analysis of the basemat used for the original
% design. The construction stresses, therefore, do not threaten the basemat integrity in the service condition but , rather, decrease the state of stress in it. In some isolated areas where cracking was not predicted by the analysis, but concrete tensile stresses were high, the addition of thermal and shrinkage stresses would result in cracking during construction. Some of these areas have concrete tensile stresses on the top surf ace of the basemat as calculated by the baseline static analysis. In these isolated areas some minor extension of existing cracks could occur during normal operation to relieve the concrete tension.
4 O 4 I O III.3 l
-_, . _ . . . . ._- __ _ ., _ .l
IV
SUMMARY
OF THE ANALYSIS O (,/ A. BASELINE STATIC FINITE ELEMENT ANALYSIS FOR COMPARISON
- 1. General Description of the Analysis This analysis was a finite element analysis of the basemat of the Nuclear Plant Island Structure (NPIS) utilizing the model formulated for, and loading inputs of, the original basemat analysis performed in 1973. Some local alterations were made in the model to improve the similitude of the model response to loads and some loads were modified to correct previous inaccuracies. This analysis is denoted as the Old Model/old Load case and is used to provide a baseline for the remainder of the analyses to be compared against.
- 2. Description of the Model The old (original) finite element model developed in 1973 is shown in Figures A-1 to A-6. The modified model used f or this analysis is shown in Figures E-1 to E-4. In addition to the basemat, the NPIS which consists of Reactor, Reactor Auxiliary and Fuel Handling Buildings was represented in the old model which is an assembly of 2394 triangular plate elements, 1087 nodes, 623 elastic beams and 20 rigid bars. Due to the complexity of the structural system and the limitation in computer capacity of approximately 1000 node points in 1973, some local idealizations of the structural system were made in constructing y/ the finite element model. The elements representing the basemat were modelled as uncracked concrete sections.
The foundation soil was represented by linear vertical springs at every node in the basemat. The effective foundation spring constant, rather than representing the soil modulus of elasticity, represented the structural foundation support including the long term effects of soil consolidation. The initial subgrade modulus was calculated utilizing the elastic stress-strain characteristics from laboratory tests of the various soils as well as the geometry of the structure. The modulus was then adjusteu to lower values in an iterative process based upon the results of bearing pressures obtained from a preliminary run. of the finite element model and soil consolidation calculations based upon these bearing pressures. The distribution of the variable modulus is represented by the variable soil springs 70, 110 and 150 lb/ in3 for basemat areas as shown in Figure A-7. The basemat stability in the horizontal direction was achieved, as in the original model, by providing restraints from east-west movement at the node points along the north-south centerline. Restraint in the north-south direction was provided by restraints at the node points along the south edge of the i basemat. O ! IV.A.1 ,
A local alteration to the original finite element model was made to more truly represent the structural interaction of (d-
)
the shield building wall and the basemat. The idealization of the exterior cylindrical wall of the Reactor Building, the Shield Building wall was originally represented by a series of 3 ft. wide by 40 ft. high beams spanning between (adjacent) node points 21-40 (Refer to Figure A-8), and a 50 ft. high vertical rigid bar at each of these node points cantilevering upward f rom the middle plane of the basemat. The loads imposed by this modelling were axial and moment loads at the node points due to all loading conditions. The application of moment loads at these node points due to horizontal seismic loading was considered inaccurate modelling due to the long cantilever. The cross sectional area of the beam series was altered in the new model to 10 f t wide by16.83 f t high which represents the base section ofthe Shield Building wall, and the moment of inertia of the beam series was modified accordingly. The top ends of the cantilever rigid bars were provided with rigid connections between their adjacent upper node points 1-20 which are located in a plane. This more closely models the structural action of a solid cylindrical wall and the major loads imposed on the basemat are axial loads due to horizontal seismic loading. The dead loads for the Reactor Building were updated. The 0.1759 maximum vertical acceleration with structural system amplification as indicated in Table 3.7-9 of the FSAR was applied to all of the structural masses for Design Base Earthquake
/~ loading combination conditions. The distribution of overturning
( moment from the Shield Building from the horizontal seismic loading was applied as equivalent vertical forces, instead of applying distributed moment at node points, due to the modification of the finite element model of the Shield Building wall. All other loadings remain the same as in the original analysis.
- 3. Computer Programs Used The STARDYNE program used in the original analysis was used f or this analysis modified by the use of the Martin element in place of the original element used. This modification was done to include transverse shear ef f ects. The program code is based on User's Manual May 1984 Edition, ST ARDY NE- 3 (R) , Feb 01/84 Level by System Development Corporation.
- 4. Material Properties Material properties as utilized for the original analysis were used for the new analysis. These were 1
r l
- a. Compressive strength of concrete f e: 4000 psi v
IV.A.2 1
6
- b. Concrete modulus of elasticity Ec:513,000 ksf ( 3.56 x 10
/3 psi) V Concrete Poisson's ratio: a 0.18 4 fc /350
- c. =
- d. Yield strength of reinforcing steel: 60,000 psi
- e. Subgrade modulus: 70, 110 and 150 lb/in3 distributed according to the areas as iterated by the original design.
- 5. Results from Static Finite Element Analysis This analysis included all loading combinations which governed the original design of the basemat. These loading combinations were:
- Normal Operation - DBE west to east motion (W-> E) - DBE north to south motion (N->S) - DBE south to north motion (S-> N)
For seismic motion in the east-west direction only the W->E case was analyzed since the NPIS is structurally nearly symmetrical about its north-south centerline. The loading combination equations were the same as for the original analysis and are as follows: O
- Normal Operation C= 1.5 (D+L') + 1.8 (L+S) + 1.0B - Design Base Earthquake C= 1.1 (D+L') + 1.0 (E'+B"+S')
where: C = Required strength of the basemat to resist factored loads or related internal forces D = Dead load L' = Equipment load L = Live Load S = Soil pressure at rest B = Buoyancy, uplift load exerted by the displacement of groundwater, assumed to be at elevation +8.0 ft. MSL E' = Loads generated by DBE considering maximum downward vertical acceleration (0.17 5 g) acting simultaneously with one direction maximum horizontal acceleration B" = Buoyancy, uplif t load based on minimum groundwater level, which is assumed to be at normal low water level in the river, i.e., elevation +5.0 ft. MSL S' = Soil pressure during DBE which is a combination of active, passive and "at rest" soil pressures. O IV.A.3
The internal forces (shears and moments) for each element of the basemat were obtained for each loading condition and the v results are presented as contour plots of EW and NS shears and moments (Figures A-9 to A-24). EW shear is defined as the shear applied on a north-south plane and EW moment is defined as the moment causing flexural stresses in the EW direction. The sign convention for moment assumed that positive '+' moment results in tension at the bottom of the basemat. All internal forces were compared against as-built load carrying capacity of the base mat. The allowable shear capacities are as shown in Figure A-25; the allowable moment capacities of top and bottom reinforcement for EW and NS bending are as shown in Figures A-26 to A-28. These allowable capacities were derived using material properties as specified in Paragraph IV-A-4. The results of internal force evaluation are summarized in the following:
- a. Shear -
The allowable shear capacities for areas with and without shear reinforcement are 274 and 176 kips /ft respectively. Elements outside of areas under walls and columns were reviewed for the combined effects of EW and NS shears (VEW and VNS) to identify areas where:
- 1. V EW 1274 kips /ft and V NS 1 176 kips /ft, or ii. VNS 1 274 kips /ft and VEW 1 176 kips /ft, or
(~' 111. VEW and VNS both 1 176 kips /ft and (VEW-176) + (VNS-176) 1 98 kips /ft. The areas under major walls and columns include areas directly under them and areas within 'd' distance from them. The 'd' distance is the basemat effective depth equal to the distance from extreme compression fiber to the centroid of tension reinforcement. The elements with-shear that exceeded the limitations are listed in Table A-1.- It was found that all elements in the areas provided with shear reinforcement were within the limitations. The areas without shear reinf orcement had f our elements - 133, 146, 326 and 362 with shear higher than the limitations. However, these elements were located in areas where the original (1973) basemat design mainly depended on conventional structural theories and a relatively large element size was utilized (ref er to Paragraphs IV-A-2 and IV-E-1). Averaging of these high shears with the shear in adjacent elements showed that the average shear was below allowable values (see Table A-1). Such averaging of shear values is valid since shears do not cause local f ailures but create f ailure over a broad area due to strain relief. These local over-stress conditions were eliminated in the later confirmatory analysis utilizing a finer finite element
/ mesh (see IV.E).
IV.A.4
l 4
^ b. Moment -
The allowable moment capacity for each area of the basemat is listed in Tables A-2 and A-3. The governing elements for each area having the same l allowable capacity are listed with their maximum moment ; values. The moments in all areas are within the l allowable'. 1
) I I
L 4 b i l 4 4 \ ) l i l i L l-4 IV.A.5 I
O TABLE A-1 OLD MODEL/OLD LOADING ELEMENTS EXCEEDING SHEAR ALLOWABLE LOADING MAT ELEMENT SHEAR AVG SHEAR ** COMBINATION CAPACITY NO. (kips /ft.) (kips /ft.) (kips /ft.) EW NS NS NORMAL PLAIN 176 133 -19 -231* -156 OPERATION CONC 146 84 -252 -139 W/ SHEAR 274 NONE N.A. N.A. REINF W-->E PLAIN 176 133 -16 -189* -131 DBE CONC 146 62 -203 -115 , 362 -120 242 103 W/ SHEAR 274 NONE N.A. N.A. REINF O N-->S PLAIN 176 326 122 198 69 DBE CONC 362 -121 201 79 W/ SHEAR 274 NONE N.A. N.A. REINF 3 S-->N PLAIN 176 133 -16 -237 -171 146 DBE CONC 90 -2C3 -144 W/ SHEAR 274 NONE N.A. N.A. REINF Notes:
- Reduction in stress from Normal Operation to DBE is partially due to the difference in the magnitude of Load Factors.
** Average shear of the elements adjacent to each other along a potential failure plane.
O IV.A.6
l i i l TABLE A-2 OLD MODEL/OLD LOADING MAXIMUM EW MOMENT MAT ELEMENT MAXIMUM EW LOADING CAPACITY NO. MOMENT COMBINATION (ft-kips /ft) (ft-kips /ft) 8,729 436 3,330 6,979 425 3,205 , 4,665 197 2,781 NORMAL 2,791 134 639 OPERATION -1,951 574 -741
-2,872 505 -1,247 8,729 389 4,305 6,979 413 4,448 4,665 197 3,200 W-->E 2,791 122 634 DBE -1,951 577 -579 O -2,872 8,729 486 308
-1,165 3,318 6,979 287 2,983 N-->S 4,665 197 1,470 D BE 2,791 122 420
-1,951 574 -647
-2,872 486 -1,087 8,729 436 3,832 6,979 425 3,667 S-->N 4,665 197 3,418 DBE 2,791 134 821
-1,951 152 -720
-2,872 498 -984 l
! l i O IV.A.7
O TABLE A-3 OLD MODEL/OLD LOADING MAXIMUM NS MOMENT LOADING MAT ELEMENT MAXIMUM NS ' COMBINATION CAPACITY NO. MOMENT (f t-kips /f t.) (ft-kips /ft) 6,251 190 4,242 NORMAL 5,605 356 3,539 OPERATION 2,766 161 1,579
-1,929 450 --1,273 6,251 350 4,086 W-->E 5,605 356 5,071 DBE 2,766 161 1,384
-1,929 450 -964 6,251 344 4,962 N-->S 5,605 351 4,591 C)'s D BE 2,766 161 .784
-1,929 450 -997 6,251 190 5,580 S-->N 5,605 196 3,944 DBE 2,766 161 2,058
-1,929 450 -1,176 I
1 ,O IV.A.8
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B. DYNAMIC EFFECTS OF LATERAL SOIL / WATER LOADING
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- l. General Description of the Analyses This analysis was performed to estimate the lateral dynamic soil pressures during the postulated occurrence of a horizontal Safe Shutdown Earthquake (SSE) and use these pressures to evaluate the net axial compression force in the nuclear island basemat under the combined effect of inertial loading and static lateral soil pressures.
The work involved the use of dynamic time history analysis methods and soil-structure interaction models consisting of two dimensional plain strain finite elements for the soil and lumped mass representations for the buildings.
Soil parametric and sensitivity studies were performed to determine the depth of significant interaction effects, frequency transmission characteristics, and influence on the analysis of variations in the soil material properties.
The analyses were conducted on the North-South cross-section of the nuclear island to incorporate the ef f ects on the dynamic soil pressures associated with the surcharge induced by the presence of the Turbine Building and to evaluate the net axial compression across the existing east-west cracks in the vicinity of the Reactor Building in the basemat. (Refer to Figs.
B-14 and B-15 for a Plot Plan and elevation.)
p (v) 2. Description of the Models Mathematical models prepared were for soil column studies, bedrock studies, and combined soil-structure interaction analyses.
a) Soil Column Studies These models consisted of soil columns of different lengths which reflected the layering of the site.
Every layer was subdivided in finite elements of different thicknesses with the thickness depending upon the reason for the study. Specifics of the various soil columns studied are provided under the discussion of the various analyses performed.
b) Bedrock Studies The model employed for these studies consists of a lumped mass representation of a structure having a first mode horizontal f requency of 8.5 Hz, which is within the 3.7 to 16 H2 range of fjxed base frequencies of the individual Waterford structures (Reactor Building, Fuel Handling Building, Auxiliary Building), and a mat having the length of the North-South cross-section, i.e., 380 feet, an out-of-plane width of 267 feet and a density of 223 pcf which simulated the presence of superstructures not in the model, t
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the study was to study the ef f ect of wave reflection caused by j g a fictitious lower rigid boundary primarily on the foundation rocking. The model employed symmetry to reduce the size of the computer run. The building properties are presented in Figs.
B-18 through B-25,the fixed base frequency aznalysis results are summarized on Fig. B-26, and the soil-structure interaction models are shown in Figs. B B-30 for bedrock-at a depth o.f
-2 00', -3 0 0', -3 4 0', a nd -4 0 0', respectively, c) Soil-Structure Interaction Models i) Superstructures Thelumped mass models of the Internal Structures, Containment vessel, and Shield Building incorporated in the overall model are identical to the models presented in the FSAR. (Refer to Figs. B-31 through B-3 2.) A summary of the model properties, and results of fixed base f requency analyses are presented in Figs. B-33 through B-35.
In order to simulate as closely as possible the effect of the lateral wall stiffness in contact with the soil on the rocking of the nuclear i s l a n~d , which, as mentioned in NUREG/CR-1780 pp. 66-70 (Christian, Hall, Kausel), is a very important parameter, the Reactor Auxiliary Building and Fuel Handling Building models presented in the FSAR (refer to Fig. B-
. 31) , were modified in the portion below grade. The revised below grade portion consists of 3 or 5 vertical members for the FHB and Os RAB, respectively, interconnected with rigid beams. The outside beams have a moment of inertia established as bd 3/12, where b=
the 267 feet width of the nuclear island,- and d is the corresponding thickness of the walls. The center beam has a moment of inertia very close to that of the original cantilever
( 2.7 x 107 and 3.7 2 x 10 7 vs. 2.7 6 x 107 and 3.8x107 for the RAB and 1.15 x 107 and 1.4 8x 10 7 vs. 1.25x107 and 1.5 6x107 for the FHB), and the properties for the initial iteratiops were taken such as to close, or equal, to the give a summation of areas and In plus Ad properties of the original cantilevers. In order to match as closely as possible the eigenvalues and.eigenvectors of the original cantilevers, the properties were modified slightly.
The iterations used to arrive at the final model properties, comparisons of original and modified member properties, and original vs. revised eigenvalues and eigenvectors, are shown in Figs. B-36 through B-49. The f requencies and mode shapes show good agreement and the models accomplish the requirements of introducing the stiffness of the walls in contact with the soil and adequately representing the structure dynamic characteristics.
In conjunction with the use of single cantilevers, such as for the Shield Building, Internal Structures, and' Containment vessel, or multiple cantilevers where only the central cantilever retains the stiffness of the original model, O
IV.B.2
it was necessary to introduce rigid links, such as those O
V coupling the Shield Building to the cylinder outer dimensions, and wall elements, in order to adequately couple the mat and structures and reflect the stiffening effect of the structures on the mat. The wall element properties were developed from a wall thickness takeoff to Elevation +21', as shown in Fig. B-50, with modifications to reflect the 267' width of the model shown in Figs. B-51 through B-53. These elements are connected to the mat only and viscous boundaries are used to simulate out-of-plane radiation effects.
For the Shield Building, an equivalent square box was established and the rigid links extend to the box dimension. The equivalent box dimension calculation is presented in Fig. B-54. Due to the proximity of the Turbine Building to the nuclear island, the weight of the building was incorporated in the area adjacent to the Reactor Auxiliary Building by increasing the density of soil elements to reflect strains induced by the Turbine Building. Calculations of soil densities are presented in Figs. B-55 through B-71.
In order to establish the. dynamic tension / compression in the mat during the postulated seismic event, a fictitious beam, having properties which would not af f ect the mat be havio r , i.e., A=0.0 3 f t 2/ft. I = 0.1 f t 4/ft. was placed at the center of the mat. Axial strains in this beam are directly convertible into the dynamic axial loads in the mat.
ii) Models Three different models were used in the performance of the soil-structure interaction analyseswiththe major differences being the extent of connectivity between soil and structure over the embedment depth.
The " Preliminary Mode'1" presented in Figs. B-72 through B-77 incorporates all the structural features discussed above and includes connectivity between soil and structures up to Elevation +13'-0.
Model "A", presented in Figs. B-78 through B-83, was developed upon analyzing the dynamic soil pressures from a Gave horizontal run which indicated that negative pressures in the soil exceeded the "at rest" pressure over approximately 17 ft or three elements. Since negative soil pressures are not reasonable, the grade elevation was moved to Elevation -4.0' and soil element densities were revised to reflect the appropriate strains.
Model "B", shown in Figs. B-84 through B-89, addresses the existence of negative soil pressures over the top 17 f t via a physical decoupling of the soil and structures over the 17 f t height (i.e., soil element nodes and structural nodes are not connected).
IV.B.3 1
The thickness of the soil finite elements and
~') the " bedrock" location were selected based on the soil column (V studies results. The adequacy of the finite element representation was further checked by comparing a Gave soil column solution in FLUSH (finite element solution), with a column analyzed by SHAKE (continuum solution). For a comparison of results refer to Figs. B-90 through B-97.
Due to reduced shear moduli in the horizontal analyses, it was necessary to adjust the Poisson's ratio so that the compressional, "p", wave velocity was as close as possible to the 4000 fps to 5000 fps velocity in water. In isolated cases the "p" wave velocity for horizontal analyses is slightly below 4000 fps since approaching a Poisson's ratio value of close to 0.5 causes terms within the program to dive.rge to infinity.
- 3. Computer Program Used and General Analytical Procedures The determination of the seismic responses of the combined soil-structure system for Waterford SES Unit No.3 involves the consideration of non-linear, strain-dependent soil properties. The procedure employed involved the use of linear elastic finite element analysis techniques applied iteratively to implicitly include variations in. soil properties with cyclic strain levels.
The analyses were performed using vertically propagating shear waves applied at the lower. rigid boundary. The general procedure consists of the following steps:
. obtain initial elastic soil properties from soil column studies;
. establish bedrock motion and perform linear analyses, iterating on the soil properties until convergence is obtained- (difference of 10% is considered acceptable);
. using final iterated properties, obtain structural responses.
The soil-structure interaction effects were established using the FLUSH computer program, which is a finite element code using the frequer.cy domain approach.
The SSE for the site is based on a hypothetical earthquake with a horizontal ground acceleration of 0.109 The horizontal SSE design response spectrum selected for the site is shown in Fig. B-10. The design time history spectrum envelopes the design response spectrum with significant margin in the range above 1.25 Hz , as shown in Figs. B-11 and B-12, and compares favorably with a Regulatory Gnide 1.60 spectrum over most of the frequency range, as shown in Fig. B-13.
IV.B.4
The design time history was specified as applicable at j the level of the bottom of the mat, Elevation -47', in the f ree
./ field. As discussed hereafter, this specification of a broad band spectrum motion at a point within the soil profile introduces a significant amount of conservatism when used in conjunction with a wave propagation solution.
- 4. Material Properties a) Site Geology The Waterford Steam Electric Station is located in the Mississippi River deltaic plan and the sedimentary thickness beneath the site is estimated to be in excess of 40,000 feet, l The sediments consist of marine shales, up to a depth of 10,500 feet, shale alternating with sandstone layers, up to a depth of 7500 feet, sandstone interbedded with shale, up to a depth of 4900 feet, Pliocene alternating sand and clays, up to a depth of 1900 feet, Plio-Pleistocene interbedded sand and clays upto 1100 feet, and Pleistocene sands and clays up to approximately 50 f eet below grade. The top of Pleistocene layering is 'shown in Fig. B-1, and a generalized site cross-section, including the superstructures, is shown in Fig. B-2.
Dynamic soil properties for the Upper Pleistocene, as established from field measurements and tests, are as presented in Fig. B-3, and the variation of the shear modulus and -
~
damping versus strain used in the site amplification studies Os described established f rom field data in FS AR Appendix 3.7 A, is presented in Fig. B-4.
The idealization of the soil layering and soil dynamic properties used in the confirmatory analyses, including the variation with strain of the shear modulus and damping, is presented in Figs. B-5 through B-8. The average shear moduli in the analyses was varied from Gave/1.5 to G ave x 1.5. This variation adequately covered the data scatter, as shown in Fig.
B-9.
- 5. Parametric Studies Preliminary analytical studies were performed in order to establish the following:
. frequency transmission characteristics of the site
. effect of the selected cut-off frequency, mesh size and interpolation interval
. location of bedrock and effect of specifying the control motion at mat level
. high frequency wave amplification IV.B.5
. initial soil properties for use in the combined soil-structure analyses
[_')
b
. adequacy of the selected " quiet zone"
. effect of baseline correction.
The analytical studies were performed using finite element time history analyses, a) Frequency Transmission Characteristics The purpose of these analyses was basically to determine the soil natural frequencies in the horizontal and vertical direction by performing soil column analyses. It should be noted, though, that f requency transmission characteristics, cut-off f requency, mesh size, interpolation interval, bedrock location, and high frequency wave amplification are interrelated subjects and multiple aspects were reviewed in every analysis.
F_o r the horizontal direction under vertically propagating shear waves, a continuum solution using SHAKE was obtainedfora 310 ft soil column forG andG x 1.5 soil properties, in addition to FLUSH-3 0 0' Ye$, rock a v co *1u mn studies.
For G ave, the natural frequency horizontally was found to be 0.4 Hz for both the SHAKE and FLUSH. Natural frequencies for the various soil conditions and the specific computer runs are presented in Fig. B-98.
b) Cut-off Frequency, Mesh Size, Interpolation Interval
. Cut-off Frequency Using a fine mesh (elements of 5' or less) and-a 300' soil column, cut-off frequencies of 12 Hz, 16 Hz and 20 Hz were employed for horizontal analyses and final iterated soil properties were compared in addition to response spectra at grade and at the foundation level (layer 16). The results, presented in Figs. B-99 through B-112, indicate that a 12 Hz cutoff is adequate.
In order to further verify the adequacy of the
, 12 Hz cutoff, structural responses at the structure mass points in the " half model" used for bedrock studies, were obtained f or 12 Hz.and 16 Hz cutoff frequencies. The results, presented in Fig. B-113, indicate a difference of less than 5.5%.
O IV.B.6
Studies of a Gave/1.5 soil column with the input O motion specified at the bottom of the mat (El. -4 7') indicated that convergence cannot be obtained regardless of the cutoff frequency, mesh size, or interpolation interval because of amplification with depth of high frequency content as discussed hereaf ter. The various computer runs are summarized in Fig. B-ll4 which also indicates that a small interpolation interval must be used, and motion must be specified at grade.
l . Mesh size i
j Two 300' soil columns having 28 and 68
} elements were analyzed horizontally with a cutoff frequency of 12 j Hz. While the fine mesh model stayed within the element thickness i required to transmit 12 Hz frequency content, i.e., 1/5 of the 12 Hz wavelength,the coarse model exceeded this thickness in areas away from the foundation. The comparison of results, as presented in Figs. B-117 through B-122, indicates that the element thickness used in the coarse model is acceptable. Thus, the increase of element thickness beyond the thickness required to transmit waves up to the cutoff frequency, which was implemented in the horizontal finite element models, should not significantly affect the results (i.e., accelerations, forces, and pressures) and is acceptable.
. Interpolation Interval The interpolation interval was varied over the O f requency range up to the cutof f f requency such as to always have sufficient solution points before the Fourier amplification peak (at least 3), and have a total of over 40 solution points.
Interpolation intervals used are specified in the various run summaries, c) Bedrock Location Parametric studies were conducted on a half model constructed as discussed above for bedrock located at Elevation
-2 00', -3 0 0', -3 4 0', and -4 0 0'. A summary of the run parameters is presented in Figs. B-123 t hrough B-12 4, and a comparison of accelerations at various mass points in the structure and moments and shears at the base of the cantilever in Fig. B-125. The F
maximum difference of 2.5% between responses f rom the -400' and
-300' bedrock analyses indicated that bedrock may be placed at
-300 without introducing significant wave reflection effects on forces and moments.
It should be noted that the interpolation interval used for these analyses, for which no soil column above the control point existed, had to be refined when the approximately 60' of soil above ~the centrol point was introduced in order to obtain convergence, and that the soil strains and shear wave velocities showed significant changes due to wave amplifications, as discussed hereafter.
IV.B.7
- .-,,_-,-_____, ._ _ . _ . . - _ _ . _ - . . . _ . . . _ - _ _. _ ._. ._.m. . . - . . _ , _ _ , . . . _ _ _ . . . - . . , _ . . , . . .,
d) High Frequency Wave Amplification As discussed previously, the specification of the control motion within the soil profile coupled with a soil depth in excess of 150' and relatively sof t soils with larger strains and damping results_ in significant amplification of the high frequency content. In order to quantify the phenomenon, various computer analyses were investigated in detail and the results are presented hereafter.
For the horizontal G a e analyses, the response spectra levels at various points in the soil profile were analyzed in both the f ree field and soil structure analyses. A schematic representation of the overall model is presented in Fig. B-126, which also identifies points selected for comparison, and Figs. B-127 through B-131 show the spectra comparison.
In the free field at grade (Layer 1), the spectrum shows a significant amplification of 3.2 times at the frequency of the soil column above the contrcl point (i.e. f = 800 fps /
(4 x 43) which equals approximately 4 Hz) with peaks shown at if, 3f, and 5f. The amplification at 4 Hz in the soil-structure model (Node 739) becomes 3.34 times due to the effect of wave reflections and the ZPA (Zero Period. Acceleration), which will govern the magnitude of the soil pressures, is 2.3 times higher than the 0.19 selected for the cite.
Q e) Initial Soil Properties O For all horizontal analyses, soil column studies were made to establish soil properties for the first iteration of the combined soil-structure system. For the Gave/1.5 horizontal analyses, the soil column studies could not be made to converge when the motion was specified at the f oundation level due to the amplification of motion with depth combined with amplification of wave content at the frequencies of the soil column above the control point, and the. reduction in the shear wave velocity. Thus, for the G the motion was specified at grade in the f ree $1*e/1.5 analyses, ld and the results from analyses were amplified by a factor which resulted in a response spectrum at the foundation level which enveloped the design spectrum over the frequency range of interest.
f) Effect of " Quiet Zone" In order to assure that a sufficient amount of trailing zeros, or quiet zone, was added to the end of the time history, parametric studies, consisting of half mcdel time history analyses with 0.48 seconds of trailing zeros and 20.9 6 seconds of trailing zeros were made in order to establish the adequacy of the 0.48 seconds of quiet zone.- The studies showed suf ficient attenuation by the end of the time history at the top m a s s po in t andinsignificant variationsin response accelerations. (Refer to Fig. B-141.)
IV.B.8
.f f
1 g) Baseline Correction While baseline correction has little or no effect on response accelerations, parametric studies were made to j ascertain this point as a result of printout indications that i baseline correction was not performed. Comparison of analyses
' results indicate that explicit request for baseline correction did not change the results. (Refer to Fig. B-142.)
- 6. Results from the computer Analyses i
i The desired results f rom these analyses were dynamic soil pressures and time history of dynamic axial f orces in the mat in the Reactor Building area.
a) Horizontal Analyses - G ave 1
The .first analysis was performed with the i " Preliminary Model" described above and included soil j connectivity along the entire embedment depth. The computer run specifics are presented in Figs. B-143 and B-144 and the soil l pressures in Figs. B-145 through B-147. As the soil pressures i significantly exceeded the at-rest pressure for the upper three elements, a new run with these elements removed was performed.
The new G run was performed. with Model A and specifics on the analys$y, s, maximum soil pressure plots, time j histories of soil pressures, and . forces in the mat are presented 4 in Figs. B-148 through B-157. The maximum dynamic lateral soil
- pressure was 700.2 psf and the maximum dynamic tension in the
, mat in the' area of the Reactor Building was 23.96 psi.
) b) Horizontal' Analyses - Gave x 1.5 The analyses were performed with Model B which decouples the top three layers of soil from the. structure lateral walls. Specifics of the analysis (Run DOPSENF) are presented in.
Figs. B-158 through B-159 and maximum so'il pressure plots, time j history of pressures and forces in the mat are presented in Figs. B-160 through B-166.
) While the maximum negative' soil pressure exceeds j the at-rest pressure over the. top element on the RAB side, i
rounding off this curve (i.e. averaging the pressures) would show
- that decoupling an extra element is not required. (Ref er to Fig.
B-162.)
! The maximum dynamic lateral soil pressure is l 2645 psf, and the maximum dynamic tension in'the mat- in the
- Reactor Building area is 18.06 pai.
i I
!O IV.B.9 l - - - - . - -- .. , _ - ___ . _ _ - . - -- _ - . }
c) Horizontal Analyses - Gave/1.5
( As mentioned previously, the att'empt to perf orm this analysis using Model B, with the control motion specified~at the bottor of the mat level was not successful and the motion was input at grade level in the free field.
In order to assure that the results reflect the requirement to specify the motion at the level of the bottom of the mat the f ree field spectra at this location was compared to the design spectrum and an amplifier was established so that the average mat level spectrum envelopes the design spectrum (average of the difference at all frequencies). The amplification f actor was 2.0 (refer to Fig. B-176 f or spectra comparison before amplification and the amplified maximum dynamic soil pressure was 2968 psf while the maximum dynamic tension in the mat in the Reactor Building area was 10.49 psi. The analysis specifics, plots of maximum soil pressures, and time histories of lateral soil pressures and forces in the mat are given in Figs. B-167 through B-175.
- 7. Dynamic Water Pressures By considering the saturated weight of the soils in the dynamic analyses discussed above, the dynamic water effects were implicitly included in the calculated lateral soil pressures under the assumption that water cannot move freely with respect p to the soil which -is reasonable considering the f requency content Q involved.
- 8. Conclusions The combined effect of inertial force's and dynamic soil pressures results in a dynamic tension in the mat which is significantly lower than the approximately 50 poi compression induced by'the static "at rest" soil pressure. Thus there is substantial net axial compression in the basemat . (N-S direction) across the existing east-west cracks in the vicinity of the Reactor Building at all times during a seismic event.
a IV.B.10 ,
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