ML20118A742

Revised, Prairie Island Nuclear Generating Plant Earthquake Analysis of Reactor-Auxiliary-Turbine Bldg

ML20118A742
Person / Time
Site:	Prairie Island
Issue date:	01/22/1971
From:	JOHN A. BLUME & ASSOCIATES, ENGINEERS, PIONEER SERVICE & ENGINEERING CO.
To:
Shared Package
ML20118A741	List: ML20118A740 ML20118A742 ML20118A743
References
JAB-PS-02, JAB-PS-2, NUDOCS 9209250266
Download: ML20118A742 (87)

Text

.

Prairie Island Nuclear Generating Plant Earthquake Analysis:

Reactor-l.uxiliary-Turbine Building John A. Blume & Associates Report JAB-PS-02 January 22, 1971 l

9209250266 920921

- DR ADOCK 0500 2

1 J

JAB-PS-03 PIONEER SERV CE & ENGINEERING CO.

u PRAIRIE ISLAND NUCLEAR GENERATING PLANT Earthquake Analysis of the Reactor-Aux 111ary-Turbine Building 3

Revised January 22, 1971 i

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CONTENTS Page Introduction 1

Design Criteria 1

Description of Buildings 1

Mathematical Model of Building 2

Summary of Analytical Procedures 6

Results of the Analysis 6

Recommendations 8

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Appendices

'A.

References B.

Analytical Procedures C.

Effects of Changes in Soll and Structural Propertler 9

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-I-L November 29, 1968 JOHN A BLUME & ASSOCIATES. ENGINEERS

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4 TABLES f.a gg, i

1.

Solls Properties 9

t 2.

Foundation Spring Cenutants 10 s

3 Sumary of Weights and Section Properties 11 4.

Sumary of Locations (.,( Centert of Mass and 14 Rlgidity 5.

Periods of Vibration 16 6.

Design Values for Miscellaneous Elements 17 7.

Design Values for Connecting Springs 18 a

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November 29, 1968

-II-JOHN A. DLUME & ASSOCIATES. ENGINCEFtB s.

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4 FIGURES M

1.

Ground Floor Plan at Elev. 695' 19 2.

Floor Plan at Elev. 715' 20 3.

Floor Plan at Elev. 735' 21 4.

Floor Plan at Elev. 755' 22 5

Roof Plan at Elev. 775' 23 6.

Roof Plan at Elev. 802 928 s 8118 24 7.

Section A-A 25 8.

Section D-B 26 9

D ction C-C 27 10.

Mathematical Model - Southwest View 28 11, Mathemati cal Model - Southeas t View 29 12.

Mathematical Model - West Elevation 30 i

Shie'd Building, Earthquake in N-S or E-W Direction 13.

Maximum Acceleration Diagram (Translation) 31 14.

Maximum Shear Diagram 32 g

I-15.

Maximum Moment Diagram 33

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16.

Maximum Displacement Diagram 34 l.

Containment Vessel, Earthquake in N-S or E-y Direction l

17 Maximum Acceleratlun Diagram (Translation) 35 18.

Maximum Shear Diagram 36

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19 Maximum Moment Diagram 37 20.

Maximum Displacement Diagram 38

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November 29, 1968

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'l JOHN A. ti UME & ASSOCIATES, ENGINEERS

FIGURES (Cont i ro e d) i h

Auxillary Building Concrete Portion, Earthquake in N-S Direction I

21.

Maximum Acceleration Diagram (Translation) 39 22.

Maximum Acceleration Diagram (Rotation) 40 l

23.

Maximum Shear Diagram 41 24.

Marimum Moment Diagram 42 25.

Maximum Torque Diagram 43 i

26.

Maximum Displacement Diagram 44 1

1 27.

Maximum Rotation Diagram 45 l

Auxiliary Building Concrete Portion, Earthquake in E-W Direction l

j 28.

Maximum Acceleration Diagram (Translation) 46 4

29 Maximum Acceleration Diagram (Rotation) 47 30.

Maximum Shear Diagram 48 31.

haximum Moment Diagram 49

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32.

Maximum Torque Diagram 50 i

i 33.

Maximum Displacement Diagram 51

?4.

Maximum Rotation Diagram 52 5

i Fuel Tank Area, Earthquake in N-S Direction 9

l.

35.

Maximun Acceleration Diagram (Translation) 53 36.

Maximum Acceleration Diagram (Rotation) 54 37.

Maximum Shear Diagram 55 38.

Maximum Moment Diagram 56 39.

Maximum Torque Diagram 57 40.

Maximum Displacment Diagram S8 41.

Maximum Rotation Diagram 59

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November 29, 1968

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Maximum Acceleration Diagram (Translation) 60 1

43.

Maximum Acceleration Diagram (Rotation) 61 62 l

44.

Maximum Shear Diagram 45 Maximum Moment Diagram 63 64 46.

Maximum Torque Di agram 47.

Maximum Displacement Diagram

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66 48.

Maximum Rotation Diagram Turbine Building, Earthquake in N-S Di rection_

49 Haximum Acceleration Diagram (Translation) 67 50.

Maximum Acceleration Diagram (Rotation) 68 51.

Maximum Shear Diagram 69 52.

Maximum Moment Diagram 70 53.

Maximum Torque Diagram 71

j 54.

Maximum Displacment Diagram 2

i 55.

Maximum Rotation Diagram 73 Turbine Building, Earthquake in E-W Di rection 56.

Maximum Acceleration Diagram (Translation) 74 57.

Maximum Acceleration Diagram (Rotation) 75 58.

Maximum Shear Diagram 76 59.

Maximum Moment Diagram 77 60.

Maximum Torque Diagram 78 61.

Maximum Displacement Diagram 79 62.

Maximum Rotation Diagram 80 November 29, 1968 v-JOHN A. ut.UME & ASSOCIATES. ENGINE p

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JAd-PS-02 PRAIRIE ISLAND NUCLEAk GENERATING PLANT EARTHQUAKE ANALYSIS:

REACTORoAUXILIARY-TURBlNE BulLDING INTRODUCTION j

The purpose of this report is to summarize the procedures used and the re-sults obtained f rom the earthquake analysis of the Reactor-Auxiliary-Turbine i

Building for the Pralrle Island Nuclear Generating Plant.

Based on the de-sign criteria stated below, maximum translational accelerations, displace-ments, shears, and monents and maximum torsional acce' trations, moments, and 4_

rotations, all ve rsus height, for the various structural units of the com-i bined Reactor-Auxl H iry-Turbine Bui lding have been developed.

DESIGN CRITERIA l

The earthquake analysis has been based on the response spectra of Reference 4

1*. The results of the analyses presented in this report are for the Design Earthquake (0.06g).

Values for the Maximum credible Earthquake (0.12g) can be obtained by doubling the presented results.

DESCRIPTION OF BUILDINGS The Pralrie Island Plant consists of two Reactor Buildings, an Auxillary Building and a Turbine Building all as o,ne Interconnected structure.

Floor plans are shown In Figures 1** through 6 and sections are shown in Figures j

7, 8, and 9.

The structure has a mat foundation which is nominally 4 f t thick i

and the top of the mat foundation slab la at Elevation 693 f t.

The plan dimensions of entire ;tructure are 440 f t by 345 f t..

Each Reactor Building consists of a Shield Structure and a Containment Vessel. The Shield Struc-i ture is a cylindrical concrete shell approximately 120 ft in diameter and 201 ft References are listed in Appendix A.

Tables and Figures are presented at the end of the text.

January 22, 1971 1-JOHN A OLUME & ASSOCIATES. ENGINEERS

i high. The Containment Vessel, which is a steel cyllndrical shall approximstely f

105 f t in diameter and 186 f t high, is enclosed by the Shield Building.

The Containment Vessel houses the reactor and appurtenant equipment.

The term Auxiliary Building as used by Pioneer Service r, Engineering Co.,

generally refers to the entire structure between the Reactor Buildings and the Turbine Building. However, in this report, this entire structure has l

been divided into two separate structures. The area which is generally south of line L is termed the Fuel Tank Area and the remaining structure which is generally nosth of line L and south of line G ls termed the Auxlllary 7

Building, The Auxillary Building and the Fuel Tank Area are connected at all floor levets and the foundation level.

The Auxillary Building and the fuel Tank Area are reinforced concrete structures with a steel roof over the fuel handling area. This roof is termed the Auxillary Building Roof. The Auxillary Building and the Fuel Tank Area are connected to the Reactor Bulldings at the l

foundation level only.

The Turbine Building below the operating floor is basically _a steel struc-ture, except for the ; Mt t w :n. -nlumn rows "B" and "10H which is prl-marily a concrete stre:t m 4 iH*e operating floor the Turbine Bulld-Ing is a steel structus.

it melk %Ilding is connected to the Auxil-lary Building at the foundatic.s, mezzanine floor, operating floor, and roof levels.

f MATHEMATICAL MODEL 0F BUILDING General Description The mathematical model of the. combined Reactor-Auxillary-Turbine structure is shown in Figures 10,11, and 12.

Figures 10 and 11 are southwest and south-east Isometric views showing the. general arrangement of the various _ elements of the model.

Figure 12 shows a more detailed-presentation of the model with mass 1

point numbers and their elevations. The model.Is o discrete' mass system with masses lumped at each floor and roof-level, at points of_ 8ntersection of di-agonal bracing in the' steel structures and at intermediate points in the shleid l

and containment structures. The structure has'been Idealized as.a three dimen-stonal model with 109 degrees of_ freedom that_ include north-south-and east-west i

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January 22, 1971 t

JOHN A. Ot.UME & ABSOCIATES. ENGINEERS

4 translation for synnetrical elements and both translation and torsional rota-tion for unsymmetrical and irregular elements.

Each mass point represents the mass of the concrete and steel structural elements and equipment at a particular level plus the tributary mass of the equipment and walls between adjacent levels. A snos load of 50 psf on the roof of each structure was In-cluded in the analysis.

The vertical column on the model labeled Reactor Support Structure represents the concrete structure within the Containment l

Vessel that supports the reactor, steam generators, and other equipment.

I Sol l-S t ructure Interaction The structure is founded on a densified granular soll and the soll-structure Interaction under seismic conditions is represented by the translational and rotational springs Ir> the model as shown in Figure 12 and Table 2.

The stiff-

=

nesses of these springs were determined by using equations developed for the 2,3,4 case of a rigid plate on a semi-Infini te elastic half-space.

Solls properties used in the computation of the springs are summarized in Table 1.

l The numerical values of the resulting soils springs are listed in Table 2.

Physical Properties 4

In general, the moments of inertia and effective shear areas of the vertical elements between the mass points were determined for the concrete structures by cutting a horizontal section through the building between mass points and l

computing the moments of inertia and shear areas of the walls thus inter-sected. The stiffnesses of the braced steel structures were computed by considering the axial deformation of the bracing members. The modull of elasticity of concrete and steel were taken as 3,200,000 and 29,000,000 pounds per square Inch, respectively. The properties of the Individual elements of the model are summarized in Table 3 and explained in more de-tall in the followleg discussion. Walls used for the computation of section properties are shown in Figures I through 6.

The actual Individual wall stiff-nesses used are not presented but can be readily calculated.

m November 29, 1968 l JOHN A. GLUME & AGGOCIATES ENGINEERG I

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for the Shleid Building, Containment Vessel, and the fuel Tank Area, the f

computed stif fnesses. wore based on shear areas and moments of inertia deter-3 mined as explained above.

Both shear areas and moments of inertia are there-I fore tabulated for these two structures.

The stiffnesses of the concrete portion of the Auxillary Building were computed in a similar manner, except 4

3 that shear deformations only were considered. Therefore, Table 3 Includes t

only shear areas for this structure.

In the Auxiliary Building, along line G between Elevations 77; f t and 790 5 f t, the stiffness in the north-south direction was 1,esed on the deformation of the bracing struts at lines 3, 5.

jl 7, 9, 11, and 15. The area listed in Table 3 is the axial area of the struts.

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The stiffness in the east-west direction was based on the axial deformation f

of the bracing members between Elevations 775 ft-and 790 5 ft.

The axial l

area of these members is given in Tabie 3

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The stiffnesses _of the steel Auxillary Building Roof were based on the axlal j

deformation of the bracing members and the areas summarlzed in Table 3 are

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the axial areas of the diagonal bracing members.

It has been assumed that 1

theibracing along lines 7 and 11 between P and Q is connected to the concrete walls forming the enclosure over the fuel pool.

The stiffnesses of the Turbine Building in the east west and' north-south directions were computed as follows.

For the east-west direction, between 4

L Elevations 790.5 ft and 715 ft, the stiffnesses were based on the axial 1:

deformation of the bracing members along column line A.

Areas summarized In Table 3 are the axial areas of the diagonal bracing members.

Between f

Elevatlans 695 f t and 715 f t._ the stiffness was based on.the axial defor-

!4 mation_ of the steel bracing and the shear, deformation of the concrete wall

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along line A.

The axlal area of the bracing and the. shear area of the-wall are sunenarized in Table 3.

For the Turbine Bullding In the north-3 l,

south direction, the stiffnesses between Elevations 790.5 f t and 715 f t

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were based-on the flexural deformation of the 36 WF 194 columns with cover -

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plates along line A on column lines 1 through i7..The moment of inertia j

of these columns'Is listed in Table 3.

Betwtan Elevations 715 ft and 695 ft, 4

January 22, 1971 JOHN A. BLUME ar ASSOCIATES. ENGINEERS

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the stif fness was based on the shear deformation of the concrete walls along lines 8 and 10 between line A and D.

The shear area of these walls are given in Table 3 The stiffnesses of the Turbine Supports and the Reactor Support Structures were based on the shearing and flexural deformation of the concrete struc-tural elements.

The section properties of these items are summarized in Table 3.

Centers of mass and rigidity were calculated by conventional methods of struc-tural analysis and the locations of these centers of mass and rigidity are summarized in Table 4.

t Connecting Links As shown on the mathematical model in Figures in, II, and 12, the Turbine and Auxillary Buildings are connected at the foundation, mezzanine, opera-ting, and roof levels. The connection at the foundation level has been idealized as a link that is capable of transmitting moments about a vertical axis and horizontal forces in the north-south and east-west directions.

This connacting Ilnk is not capable of transmitting moments about the hori-zontal axis because the major lateral force-resisting elements of the Tur-bine Building are in the reglon near Ilne A and the foundation slab ls not sufficiently rigid to transmit these moments f rom the Arxlilary Building to line A.

The connecting links _at the rezzanine, operating, and roof j

levels are capable of transmitting moments about a vertical axis and horl-l zontal forces in the north-south and east-west directions.

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The Auxillary Building and the Fu3l Tank Area are connected by links at Elevations 715 ft, 735 ft, 755 ft, and 775 ft.

The first three of these j

links are capable of transmitting moments about a vertical axis and hort-zontal forces in the north-south and east-west directions.

The link at 1

Elevat: 3n 775 ft is capable of transmitting moments about a vertical axis

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and horizontal forces in the north-south direction only.

November 29, 1968 !

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t As shown on the mathematical model in Figure 12, the Reactor Dulldings are structurally separate from the Auxillary Bullding and the fuel Tank Area at all levels except the foundation.

At the foundation, the ef fect of the con-tlnuous slab between the Reactor Building and adjac.nt buildings has been accounted for by the spring connecting these buildings as shown in the model.

SUMKARY OF ANALYTICAL PROCEDURES i

The spectral method was used for the dynamic analysis of the Reactor-Auxil-lary-Turbine Building.

In this method, the maximum response for each mass point for each mode is computed and then the modal responses are combined L

to determine the total response. The total response was determined by computing the square root of the sum of the squares of the maximum response of each mode. The structure was analyzed for earthquake motion in both the j

north-south and east-west directions acting non concurrently. A more de-talled presentation of the analytical procedure is given in Appendix B.

RESULTS OF THE ANALYSIS Periods 1

As previously mentioned, the mathematical model of the combined Reactor-l Auxillary-Turbine Building has iO9 degrees of freedom and the same number

. of posslble modes of vibration.

In the analysis, the periods of all 109 modes were determined and it was observed that the fifty-first and higher modes have periods of vibration approaching that of a rigid system and have a negligible participation in the overall response.

For this reason the influence of the fif ty-first and high'er modes was neglected in the analysis. The relatively large number of modes considered in the analysis reflects the fact that the structure is actually a canbination of seven buildings and that in some cases several modes are due primarily to the response of only one building of the combined structure.

L l

November 29, 1968 s

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JOHN A. BLUME & ASSOCIATES. ENGINEERS m

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Modes of vibration were identifled as being due primarily to the deforma-tion of specific structural elements (or a combination of such elements) a j

and were assigned appropriate damping values based on the following table.

i Percent of f.

Item Critleal Damping l

Containment Vessel 1.0 l

Shield Bu11 ding 2.0 4

j Steel Structures 2.0 t

4 Reinforced Concrete j

Construction 2.0 i

Foundation 5.0 l

f The first fif ty modes of vibration and the damping values assigned to each l

of these modes are sununarized in. Table 5 I.

Response

l Curves showing the maximum translational accelerations, displacements, shears, j

and moments and torsional accelerations, moments, and rotation have been pre-j pared for the Shield Dulldings, Containment Vessels, Auxillary Building, Fuel Tank Area, and Turbine Building and are presented in Figures 13 through 62.

l Results for the other structural elements shown on the mathematical model (Figure 12), are summarized in Table 6.

The results shown-in the Figures are in directions both parallel and perpendicular to the direction of the i$

applied earthquake. The results presented in Table 6 are_In a direction-i a

ja parallel to the applied earthquake.

The corresponding results in a direc-li tion perpendicular to the applied earthquake are 25 percent of the results j.

in the parallel direction, u

i The accelerations and displacements. of.the various mass points of the struc-tures presented herein are those of-the respective centers of mass. The 4

4 shears and torques are with respect to' the center of rigidity of the appil-cable structure. All curves and tabulated values are shown with a plus sign.

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4 For dssign purposes, they are equally applicable in both positive and nega-tive directions.

For example, for a north-south earthquake, translational l

values act in both the north and south directions.

Rotational values should 1

be assumed to act in both the clockwise and counterclockwise directions.

i l

For the symetrical buildings of the Pralrle Island Plant, such as the Shield i

Building and Containment Vessel, in which the centers of mass and rigidity coincide, values of translational accelerations, shears, moments, and dis-f placements only are presented.

For the unsymmetrical portion of the Auxil-i l

lary and Turbine Buildings, in which the centers of mass and rigidity do not I

coincide, values of translational accelerations, shears, moments, and dis-I placements, and values of torsional accelerations, moments, and rotations are

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presented. The acceleration at any point within these buildings is the vector sum of the translational acceleration and the acceleration due to rotation.

J The acceleration at any given point in the structure due to rotation is ob-f talned by multiplying the rotational acceleration at the center of mass by

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the distance from the center of mass to the given point.

Displacements at l

any point within this building are calculated-in a similar manner.

The maximum forces in the connecting links between the various structures are shown in Table 7.

i RECOMMENDATIONS l

lt is recommended that the subject structure be designed to resist the sels-l mic shears and moments presented herein. A vertical acceleration of-0.04g-acting simultaneously with the horizontal accelerations Is recommendeel for

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design. No increase in allowable stresses for short-term loads should be used for design of Class I structures or equipment.

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The structure should also be reviewed to ensure that it can resist' twice the

- seismic shears and moments described above without hindering the' ability of the plant to safely shut down. A vertical acceleration of 0.08g acting simultaneously with twice the horizontal accelerations used for design is m

recommended as criteria for safe shutdown of the plant.

i November 29, 1968.n 1

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TABLE 1

j SolLS PROPERTIES

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k Elastic Modulus 7,000 Kip /ft2 4

l Shearing Modulus 2.500 Kip /ft2 l

Polston's Ratio 0.40 i

1) This solls data has been obtained from Reference 1.

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PRAIRIE ISLAND NUCLEs1R GENERATING PLANT TABLE 2

FOUNDAT/ON SPRING CONS T.4N TS l

LEGEND; IM-l HORIZONTA L TRANSLATION SPRING

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ROTATIONAL (ROCKING) SPRING

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ROTATIONAL SPRING ABOUT VGRT/ CAL AN/S 9

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ITEM AREA DESCRIPTION VA LUE UNI 7S I

1 K/

ENT/RE STRUCTURE TRANSL./N N S DIREC.

?. 4 G ulO' KIP /PT i

K2 ENTIRE STRUCTURE TRANSL,IN E-N DIREC, 2.34 210' KIP /FT a

KS ENTIRE STRUCTURE RO7ATION ABOUT VERT. 9.56*/O'* KIP FT/ RAD K4 SHiELO BUILDING ROCKING ASOUTN S AxlS 5 S4 *lO' KIP-FT/ RAD K5 SHIELO SulLDING ROCklNG ASOUTE N Axis 3.34 x lO*

KIP FT/KAD b

KG AUXIL/ARY blOG.

ROCKlHG ASQUTN S AX/S 28.4 4r/09 KIP FT/ RAD i

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- AUXILIARY SLOG.

ROCKING ASQUT E N AXIS /2.27 klO9 KIP PT/ RAD l

K8 TURS/NE SLOG.

ROCKING AS007N S Ax/S l. 95 x /09 kip FT/ RAD-K9 TURAlHE SLDG.

RocKlHG ASOUTEMAxiS 2.85 x /09 KIP -FT/ RAD k

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TABLE 3

SUMMARY

OF WElGHTS AND 1

U SECTION PROPERTIES i

Mass

Weight, Area, ft2 Moment of inertla,1000 f t 4 I tem Point K

N-S Dir. E-W Dir.

N-S DIr.

E-W Dir.

Shield Bullding,2) 1,lA 2011 i

Ur.i ts 1 & 2 509 509 930 930 2,2A 4003 461 461 1593 1593 3.3A 3450 461 461 1593 1593 4,4A 4049 I

^

461 461 1593 1593 5,5A 4648 445 445 1477 1477 6,6A 3793 445 445 1477 1477 7.7A 2940 434 434 1403 1403 8,8A 2819 J

4045 4045 9320 9320 Containment Vessel,2)

Units 1 & 2 9,9A 189 10.25 10.25 12.4 12.4 10 35 10 35 26.8 26.8 II,llA 300 20.64 20.64 57 0 57.0 12,12A-1096-20.64 20.64 57.0 57.0 13,13A 696 19.80 19.80

'52.4 52.4 19.80 19.80 52.4 52.4 15,15A 452 19.27 19.27 49.4 49.4 16,16A 315 20.64 20.64 57.0 57 0 ReactorSupport) 17,17A 3863 2

S t ructure,

873.

873 530 530 Units I s-2 18,lBA 5194 1332.

1332.

579 579 19,19A 6856 909.

909, 470 470-November 29, 1968

• 11 -

JOHN A, DLUME Ek ASSOCIATES. ENGINEERS

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4 TABLE 3

SUMMARY

OF WElGHTS AND U

SECTION PROPERTIES (Cont Inued)

Mass Weight Area, ft2 Moment of i ne r t l a, 1000 f t

ltu Point K

N-S Dir. E-W Dir.

N-S Dir.

E-W Dir.

Reactor Building 20,20A 29406 Foundation.

Units 1 & 2 Auxillary Bldg Roof, 21 600 South Part 0.114 0.464 Fuel Tank Area 22 1615 168.

229.

68.9 105 7 23 5781 1101.

1599 80.9 904.8 24 9864

1151, 1830.

52.1 1429.8 i

25 12895 764.

901.

106 7 813.5 Auxli t a ry Bl dg. Roof, 26 600 North Part 0.114 0.132 4

Auxillary Bldg.

27 2240 0 75 0.43 28 12383 985 820.5 29 15274 1245.

1301.

30 21903 846.

1118.5 31 19554 2013.

1088.5 Auxillary Bldg.- Fuel 32 65329 Tank Area Foundation Turbine Support )

33.33A 8201 2

Units 1 s 2 855 855 169.7 3.64 c.

807 807 163.2 3.44 35,35A 3029 1495 1451 358.8 20,48 January 22, 1971..

JOHN A. OLUME & ASSOCIATES. ENQNET(?S

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TABLE 3

SUMMARY

OF WElGHTS AND U

SECTION PROPERTIES (Continued) d 2

Moment of inertia,1000 f t Mass Weight Area, ft l te.m Point K

N-5 Olr. E-W Dir.

N-S Dir.

E-W Ulr.

I Turbine Support }

36,36A 7074 Foundation, Units 1 & 2 i

Turbine Bldg.

37 2440 38 670 0.310 0.0273 39 660 0 340 0.0273 0

5687

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0 325 0.0273 41 3887 0.691 154 69 Turbine oldg.

42 3734 Foundation l

Notes:

1)

See text for explanation of values in this table.

2)

Unlettered numbers refer to Unit No. 1 (e.g. mass point 1)

Lettered numbers refer to Unit No. 2 (e.g. mass point I A)

3) B racing Shear Walls i

' k.

! i l-Novembe r. 29, 1968-JOHN A. OLUME & AGSOCIATES. ENGINEERG i

_ _ ~ -_--

TABLE 4 4

SUMMARY

OF LOCATIONS OF CENTERS OF MASS AND RIGIDITY 2

O Mass Center of Mass "

Center of Rlgidity Structure Point X

Y X

Y j

Shield Building, Unit I l-8 335.5 250.0 335.5 250.0 Shield Building, Unit 2 1A-8A 104.5 250.0 104.5 250.0 Contalnnent Vessel, Unit i 9-16 335 5 250.0 335.5 250.0 Containment Vessel, Unit 2 9A-16A 104.5 250.0 104.5 250.0 Reactor Support Structure,

]

Unit i 17-19 335 5 250.0 335 5 250.0 Reactor Support Structure, 2

Unit 2 17A-19A 104.5 250.0 104.5 250.0 Reactor Building Foundation, Unit 1 20 335.5 250.0 l

Reactor Building Foundation, Unit 2 20A 104.5 250.0 I

Auxiliary Building Roof, South Part 21 220.0 303.2 220.0 345.0 i

Fuel Tank Area 22 L20.0 288.0 220.0 288.0 23

'220.0 288.0 220.0 288.0 24 220.0 285.0 220.0 285.0 25 220.0 285 0 220.0 285 0

- Auxillary Building Roof, 4

North Part 76 220.0 219.8 220.0 178.0 t.

Note:

Table continued on next page.

2.

November 29, 1968

- 1h -

JOHN A. GLUME & ASSOCIATEG. ENGINEERS

~

n

.,n..

r-n,

9 i

I TABLE 4

SUMMARY

OF LOCATIONS OF CENTERS OF HASS AND RIGl0ITY (Cont nued) i U

Center of Rigidity" Mass Center of Mass i

S t ruct u re Point X

Y X

Y Auxillary Building 27 220.0 93.8 221.9 126.0 28 220.0 167.8 220.0 144.9 29 227.9 174.4 221 9 157 9 30 228.7 163.0 251 7 168.4 31 238.8 169.5 239.8 139.5 Auxillary Building - Fuel Tank Area Foundation 32 231.3 148.8 Turbine Support, Uni t 1 33-35 330.5 61.5 330 5 61.5 Turbine Support Unit 2 33A-35A 109 5 61.5 109.5 61.5 Turbine Support Foundation, Unit 1 36 330.5 61.5 Turbine Support Foundation, Unit 2 36A 109.5 61.5 Turbine Building 37

' 220.0 28.0 220.0 0.0 38 220.0 0.0 220.0 0.0 39 220.0 0.0 220.0 0.0 40 220.0 15.9 220.0 0.0 41 220.0 15.7 220.0 0.0 Turbine Building Foundation 42 220.0 10.0 Enti re S tructure, base rota-tion about a vertical axis 223.8 190.4 1)

Heasured in feet from the Intersection of column lines A and 17.

The plus x direction is east of column line 17 and the plus y direction is south of column line A.

September 27, 1968 15 -

, JOHN A DLUME & ASSOCIATEG. ENGINEER 4B

= _ _. - _ - -

TABLE NO.

5 PERIODS OF VIBRATION Pe ri od, Damping Value Period.

Damping Value Mode Mode Seconds

% of Critical Seconds t of Critical l

0.545 4

26 0.086 2

2 0.538 4

27 0.082 2

3 0 500 3

28 0.082 2

4 0.489 3

29 0.082 t

5 0.444 2

30 0.082 2

6 0.422 2

31 0.077 2

7 0.414 3

32 0.075 2

8 0 365 3

33 0.068 2

9 0.335 2

34 0.067 2

10 0 323 2

35 0.066 2

11 0 304 2

36 0.066 2

12 0.296 2

37 0.061 2

13 0.270 3

38 0.058 2

14 0.256 3

39 0.054 2

15 0.254 3

40 0.051 2

16 0.211 2

41 0.050

-2 17 0 '.74 3

42 0.045 2

i 18 0.153 1

41 0.042 1

19 0.153 1

44 0.042 1

20 0.153 1

45 0.042 1

21 0.153 1

46 0.042 1

22 0.120 2

47 0.039 2

1 23 0.113 2

48 0.038 2

24 0.105 3

49 0.038 2

25 0.090 2

50 0.038 2

September 17, 1968,.

JOHN A. BLUME & ASSOCIATES. ENGINEERS

,-._-q

t l;

J TABLE 6 i

I DESIGN VALUES FOR HISCELLANE005 ELEMENTS

• I 1

i Mass Earthquake Acceleration, ' Shear,

Homent, Olsplacement, j

Structure Point Direction g

K kip-ft ft j

v.

J3,33A N-S 0.11 900 0

0.015 j

Turbine Support 34,34A 0.08 1180 18,000 0.011 Structure 35,35A 0.06 1360 34,000 0.009 36,36A 0.06 53,000 0.008 i

Turbine 33,33A E-W 0.12 980 0-0.012 i

Support 34,34A 0.08 1260 19,600 0.010 i-Structure 35.35A 0.06 1440 47,200 0.008 l

36,36A 0.06 67,300 0.007-i Reactor 17,17A

-N-S or 0.15 570 0

0.012 l

Support 18,18A E-W 0.10 1100 12,000

.0.011-a Structure 19,19A 0.07 1500 36,500 0.010-1 20,20A 0.06 60,200 0.009 i-Auxillary 21 N-S 0.20 120 1,620 0.022 i

Building i

Steel Roof 26 N-S 0.20 120 1,620-0.022 j

Aux!liary 21 E-W G.37 220 11.090

_0.057-t-

ButIding 21a 290~

i Steel Roof 21b 300-21e

-370 i

21d 430 F

23-21b 210 l

26 E-W 0.45 270 6,500~

0.035

)

i l

• Increase all values by 10 percent (see Appen' dix C).

{

}I

i-4 3

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January 22,-.1971

?

OH'N A. GL.UME & ASSOCIATES. ENGINEERS -

i.

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a-nA-_,,...',,,,~..,--

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- - -. -,~,

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TABLE 7 DESIGN VALUES FOR CONNECTING SPRINGS Axlal Shear Moment.

Elev.

Buildings Earthquake Force,P Force,V H

Ft.

Connected Di rection Klps Kips Ft-Kips 6021 1

775 Auxillary Bldg.-

X (E-W) 51 Fuel Tank Area 1674 Y (N-S) 299 2

4 l

2 755 Auxillary Bldg -

X 48 90 3950 I

Fuel Tank Area Y

200 58 849 3

715 Auxillary Bldg -

X 133 349 1246 Y

166 190 481 Fuel Tank Area 4

715 Auxil. ary Bldg-X 46 139 295 4

Turbine Bldg.

4 Y

194 70 599 NOTES:

1)

Design Values for Springs 1, 2, and 3.are to be applied thus:

1 Y

0p9 V/2 I ><

V/t Double-headed arrows Indicate that forces are P/2 -I l- /t's to be applied in either direction.

bill 7

-M/l 4

2)

Design Values for Spring 4 are to be applied thus:

10 6

i i

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P 6

M 3)

Increase all values by 10%. U (See Appendix C). January 22, 1971 JOHN A. DLUME & ASSOCIATES. ENGINEERS

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5 !f ) 7/ 5' 6 j ? 4 l l A B 69s' ca9s' I n c u s' ADh1N. AUX. S L D G. TUR6. SLDG. SLDG__ k 4 JOHN A. BLUME AND ASSOCIATES, EkalNEERS P2AI2IE ISLAND NUCLEAR Pl. ANT n, f i m.ae,ig,i SECTION C-C 4 COD E : @ SHISLD 8LDG. o@ o @ CONTAIMMENT VESSEL @ REACTon SUPPORT STRUCTURE , s. @ S(*GMT FUEL TANIC o o o o @ Aux.acoc,. (s7 eel) @j o / @ AUX, SLOG. { CONC.) o 3 ' xN ok ', i @ TUR8/NE Su/LO/A/G D' @ Tul%INE SUPPORT N o~ o \\ n o l DENOTES RIGIO ~ .R@* ', / / \\ B EL EMENT o p x "_ ,N o Ca r NO SCALE ,,/ g ,6 % fi h '\\ o %l FOUNDATION S,* RINGS y q 7 j"- s' NOT SHOWN / l <( o ./ N + u /, .,/ o ~ i > e-a p () f N pc ~ ,'n > / /- 4 \\ 2!o 5 JOHN A. BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND NUCLEAR PLANT o MATHEMA TICA L MOf3EL c SOUTHWEST V!EW J %q N i / ' y J / N W / $ Q Y / Elbk t D ll) \\ y - s / C '3 h f s i _/ ./. / s y 3 I 's / i U /@, - / m u) in / % sJ [ b s / / kua E tlJ / 6 f-o m / 1 s g9' 't N / \\ / f M k m /. / D' h 4 0 / g s / E M lQ _i t , Yi 1 \\_3 ~6* A ( /' / i 9 /.ii _' \\st ; / ,$'{,'% y/, /, ~ t y 4 ',a em C x \\ i. N / N ?... \\. .. /. \\ 1 \\ - g '_y., 5 y ' h ' 's _b _ _\\'B_li j ' 1 .i j \\ ek O'

c us to tu to gQ3 J

~ q s8 = .. % m yg $289*$ 3 FIGURE NO. ll $=0 R= JOHN A. ILUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND NUCLEAR. PLANT MATHEMA TICA L MODEL NEST ELE VA TIOAI O - SEE FIGURE No. I Polt CODE tJO SCALE b 8.375' 89 UNIT NO. I m t ja @ ggg,3,s U M IT N o.'2 b ',, ' " 9,9A (TYPICAL) 872.O' o 7,7 A 8G3.094' g 847.079' 3,5 A g5s_g13 ' II,Il A -872.158' g 4, +A I2,12 A B00.0' 790.5' b b 7G 21 ~ ti~ 788.579' S7 b ^ l 'I ^ 775.O' 'o b : m o o /a o 7- ,28 22 1 38 b 755.o'. 755.O' o -o .-o s I -o ,29 15 o /6 G,GA 17,17A /4,/44 1 39 735.O' b 733.75 o - -o ~g4 Plc "y, yg. "gg,,gg',g,,5 3 BS,3SA 40 30 7/ 5.o' GoG.75'- ___y ,g, 'N 7/l.50' ,5 54, S4A +1 31 25 Gld 'g,gg',9,,qp 0 ta,isp 703.50'. G97.5'- G93.0, 36,35A Qfy}g & &f'lygQ Q }gf_Q g f 4 _g 5 G_19.O' bun J+2 'x 31 320,20s L. J3G,3 coa FIGURE NO. /2 ,j JGHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND 5HIELO BUILDINE EARTHQUAKE IN N-5 OR E-W OIRECTION MAXIMUM ACCEL-DIAGRAM CTRAN5LATION) (300 f I I I 870-- [ I ~' I l 840-- l i k PERPENDICULAR. / J I i-Bio-- / d / ~ NR ALLEl_ LL l Z ~~ f 280-- / Z l O g H / H }. ) 750-- Jw l NOTE: 720 - l Increase all accelerations by 10% (See Appendix C). I --4 l E90-l l l l l 00 0 070 'O 10 0 15 0 20 0 25 ACCELERATION IN G LNITS SEP 2 7 1968 31 FIGURE NC.-13 JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND SHIELO BUILDING EARTHOUAKE IN N-5 OR E-W DIRECTION MAXIMUM SHEAR DIAERAM c3-)O-l --I I 970-- i ~ Increase all shears by 10%. l (See Appendix C) l. l 840-l 4 l l l t l H 910-- l d l - PAR.ALLE L LL l ^ z l+ H l /90-- i Z I p L -PeRPesolcutAR. t-l s '50 4 t uJ l e J 4 uj l ~' I l /20 - l h I 4 G80-l l l l l l l OO 1000= 2000 3000 4000 5000 SHEAR IN KIPS 32 SEP 2 7 1968 FIOJRE NO 14 4 I JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND SHIELD BUILDING EARTHQUAKE IN N-5 OR E-W OIRECTION MAXIMUM MOMENT DIAGRAM 933 : d I 970- _\\ NOTE: I increase all moments by 10%. - I (See Appendix C) t E40--) ._\\ ^ l \\ w e10-- \\ uj i ,?_L \\ 3 180-- 6 \\ - PAR ALLE L ~ \\ F-g i /50-- g Lt! \\ J p ?ER.PENoicutAR /eO- \\ \\- \\ G90-l l l l l l 'I l OO 100 200- .300 400-500-4 MDMENT IN KIP-FT-X 1000 SEP 2 7 1968 33 FIGtJRE NO.15 . JOHN A-BLUME'AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND 5HIELO BUILDING EARTHOUAKE IN N-5 OR E-W DIRECTION MAXIMUM OISPLACEMENT DIADRAM SCO ~- + ,1 / e70-- l 1 l I t saO-- I - PERPEMOICULAR, I t I 'l e10-- / - PARALLEL uW / ~ L1 .f / ?80-- j b / ~ l ~ ) .l 3 750-- 1 J l W NOTE: -- f /20,_ f increase all displacements by 10%. (See Appendix C) ~ l ~-4 TW - l O*O L0 0 20 0 30 0 AO O 50 0 GO*C i OI5 PLACEMENT IN FEET X O 001 SEP 2'7 1968 34 FIGURE NOa 16 e .n v . JOHN A-BLUME AND ASSOCIATESe ENGINEERS PRAIRIE ISLAND CONTAINMENT VESSEL EARTHQUAKE IN N-5 OR E-W OIRECTION MAXIMUM ACCEL-DIAGRAM CTRANELATION) 900 i I B70-- f i .f ~~ PERPENDICULAR U^O I t HLO-- l u! l PARtALLEL i j I z ~ f 790 I z l a 4 H l F-- 4 750-- l _J l g g - t l NOTE: 720-- 1 increase all accelerations by 10%. (See Appendix C) 4 ~~

i.

880-l l' l l O.O O.CFD O.LO O 15 0 20 0 25 ACCELERATION IN G UNITS SEP 2 7 1968 35 FIGURE NO. 17 -c 3 T-P F 1 JOHN A-BLUME ANO ASSOCIATES, ENGINEERS PRAIRIE ISLAND CONTAINMENT VESSEL EARTHQUAKE IN N-5 OR E-W OIRECTION MAXIMUM SHEAR DIAGRAM e00._ _y_ NOTE: 8, 0 - I increase all shears by 10%. (See Appendix C) ") l BAO-- l L F-810-- l - PAR.ALLE L to I 4 z l-j 790 l 0 l PeR.PENplcuLAR f-l+ 4 {; 750-- l LL' reo-- I 4 ] E90-l l l l l l l l t O.O' 100 eOO. 300 400 'J30 SHEAR IN KIPS [' 36 FIEijRE NO 18 SEP 2 7 1968 ,,_,c.. JOHN Aa BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND CONTAINMENT VE55EL EARTHOUAKE IN N-5 DR E-W OIRECTION MAXIMUM MOMENT DIAGRAM c3m 870-r NOTE: increase all moments by 107,. -j (See Appendix C) 940--i i .4 H B LO -- \\ '/ uj p [ g f PARA LLEL 7 .( ~ i ,eO.- I ZO \\ H k I Q /50-- -.1 .\\ y \\ /20-- \\ k M l. G90-- l l l l l l l l l l ~ 00 10 0 20 0 -30 0 40 0 50 0 t MOMENT IN KIP-FT X 1000 '~ SEP 2 7 1968 g Ie

• JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND CONTAINMENT VESSEL EARTHQUAKE IN N-5 OR E-W OIRECTION MAXIMUM DISPLACEMENT DIAGRAM c3co I

I e?O-- f I ~~ H PERPENDICULAR BAO-- J l F-810-- I - Pt.RALLt!L w l z f 7eO-- l b I H l Q ~~ J t 750-- l l NOTE: Increase all displacements by 1 10%. (See Appendix C) 720-- l -- k- .l. t 590-l l l l l 00 10 0 20 0 30 0 40 0 50 0 OISPLACEMENT IN FEET X O 001 38 U M

• 20 SEP 2 7 1968 m

JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISt._AND AUX CONC BLDB EARTHQUAKE IN N-5 DIRECTION MAXIMUM ACCEL-DIABRAM CTRANSLATIDN) T V' ? / f 7BO-- l l E-W N-S 750-- I uj i i_J f 1 I Z l 140-- I l Z o t H I i I 720-- I ~ NOTE: [ Increase all accelerations by 10%. (See Appendix C) 7 l I 680-l l l l l l l OO O O'30 0 10 0 15 0 20 0 25 0 30 ACCELERATION IN G UNITS SEP 27 1968 39 FIGLRE NO 21 JOHN Aa BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND AUX CONC BLOG EARTHQUAKE IN N-S DIRECTION MAX ACCEL DIAGRAM (ROTATION) f ~ 780-- t l, 750-- + b. Z H 740-- Z O H f-- j ; 720-- _] NOTE: Increase all accelerations by l 10%. (See Appendix C) 700-- 560-l l l l l l l l l l l OO 10 0 20 0 30 0 40 0 50 0 0 ACCELERATION IN RAO/SEC2 X O 001 n 40 FIGURE NO. 22 ~ SEP 2 7 1968 4 Y -,e 2- -r-- y .,,,,,y 1 JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND AUX CONC BLOG EARTHOUAKE IN N-5 OIRECTION MAXIMUM SHEAR DIAGRAM BOO -t-l I l NOTE: i 760 l Increase all shears by 10%, (See Appendix C) I l.5-W N-S H 780 4 l LJ t Ld i u. l 3 I 740-- __z-O T H l H Q MO -- I i L_ _j l-LJ j ,e 700-- l I+ G80-l 00 1000-2000-3000a 4000-5000-SHEAR IN KIPS SEP 2 7 1968 41 FIGLRE NO r23 L l . JOHN A-BLUME AND ASECCIATES, ENGINEERS PRAIRIE ISLAND AUX CONC BLDE EARTHOUAKE IN N-5 DIRECTION MAXIMUM MOMENT DIAERAM 800 + \\ NOTE: /80-- Increase all moments by 10%. (See Appendix C) \\ H, /BO-- L.E-N N-S z i-7 AO + \\ H f-I r j i 72C-- _j w \\ \\

i l

700-- \\ l I l 680-l l + i O.O 50.O 100-150 200-250 200-MOMENT IN KIP -FT X 1000 l SEP 2 7 1968 42 FIGLRE NO 24 j l L l JOHN A-Bi_UME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND AUX CONE BLOG EARTHQUAKE IN N-5 DIRECTION MAXIMUM TOROUE DIAGRAM 1 l i e00-4 780-- l i - i f- /GO-- Ld LJ LL J Z I' H 740-- '1 Z O H l H 1 <) 720-- t J LJ k-HOTE: Increase all torques by 10%. f 700-(See Appendix C) ,L. G8C-l l l l l l l l l l 0.O -50.O 100' 150 200 250.- i

[

TORQUE IN FT-K X 1000 SEP 2 7 1968 43 FIGURE NO. 25 i 3 ,.,e -..m.r y JOHN A - BLLjME AND ASSOCIATES, ENGINEERS PPAIRIE ISLAND AUX CONC BLDE 4 EARTHOUAKE IN N-S DIRECTION MAXIMUM DISPLACEMENT DIAERAM 900 / / / .sO-- +' I l l H 7so._ d b u. I E' W N~S 3 w-w. Z H I H I 7a0-- I y d NOTE: i l NNeasealldisplacementsby

lot, (see Appendix c) 700-- l 4

4 ma saO-00 5 00 10 0 15 0 20 0 25 0 30 0 DISPLACEMENT IN FEET X 0=001 SEP 27 1968 44 FIGLRE NO 26 JGHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND AUX CONC BLOG i EARTHQUAKE IN N-5 OIRECTION MAXIMUM ROTATION DIAGRAM 900 + J i 180-- N 2 f-150-- ill Lij ~ LL Z 7x.. '7d ~~ H H <C [, i 720-- i _J NOTE: increase all rotations by 10%. (See Appendix C) /00-- j + E80-l l 00 0 50 1 00 1 50 2 00 2 50 ROTATION IN RADIANS X O 0001 SEP 27 1968 45 FIGURE NO. 27 e - ero . JOHN A-BLUME AND ASSOCIATES, ENGINEER 9 PRAIRIE ISLAND AUX CONC BLOG EARTF ]UAKE IN E-W OIRECTION MAXIMUM ACCEL-DIAGRAM tTRAN5LATION) 1( BOO t / / / 780-- / I i N-S E-W l V 750-- l LL z I ~ uO.. O ~ H l f-I } 720 I l 700" NOTE: d increase all accelerations by 10%. (See Appendix C) 580-l l l l l l l O.0 on 0 050 0 10 0 15 0 20 0 25 0 30 ACCELERATION IN G UNITS SEP 27 1968 46 FIGLRE NO. 28 i JOHN A-BLUME AND ASSOCIATES, ENGINEERE PRAIRIE ISLAND AUX CONC BLDE EARTHQUAKE IN E-W DIRECTION MAX ACCEL DIAERAM (ROTATION) 000 i 780-- h 750-- W LL Z 740-- ZO H W l peo.- _) LU 700-- NOTE: ~~ Increase all accelerations by 10%, (See Appendix C) 580-l l l l l l l l l l l l O LO O 20.O 30 O 40 O 50.O B0 O ACCELERATION IN RAD /SEC2 X O.001 SEP 2 7 1968 - FIGLRE NO 29 er o ---up w-p w-e JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND AUX CONC BLOB EARTHQUAKE IN E-W DIRECTION MAXIMUM SHEAR DIAERAM 900 - 1 I i NOTE: 780-- l increase all shears by 10%, (See Appendix C) I i h 780-- l LL H"5 E *' N Z a H y40 g H g F-< l h 720-- I __J LiJ l I I 700-- I i 4 680-l l t 00 1000* 2000 3000-4000-5000= SHEAR IN KIPS i SEP 2 7 1968 48 FIGLRE NO 30 Cn. _____.___m . JOHN A-BLUME AND-ASSOCIATES, ENGINEERS PRAIRIE ISLAND AUX CONC BLDB EARTHQUAKE IN E-W DIRECTION MAXIk.jM MOMENT DIAGRAM 900a- ) \\ I N TE: reo *- 1 increase all moments by 10t,. 1 (See Appenuix C) \\ F-- 760-- L: Li LL Zw. \\ 7A0-- L-a. O 1 H i N-S E ~- W /20-- i ,,w I i \\ i. g 700-- 1 9 1. ( I L. 580-l l l l l l l l l l f. .;

• O 50*G 100*

150* 200* 2L~

• 300*

I MOMENT IN KIP-FT X 1000 SEP 27 1968 49 FIGLRE ND* 31 __ _ __m__ S JOHN A-BLUME AND ASSOCIA'TESi ENGINEERS PRAIRIE ISLAND AUX CONC BLOG EARTHUOAKE IN E-W OIRECTION MAXIMUM TORQUE DIAGRAM j f. i 800 780-- 1 ~ f-- /SO-- Ld LU LL Z H /40-- Z C3 ~~ H i' }_.< if 720-- u t-l NOTE: 7Coc-Increase all torques by 10%. (See Appendix C) 'i L-G80-l l l l l l (- 00 50 0 100-150-20C' - 27). i. l TOROUE IN FT-K X 1000 SEP 2 7 1968 li 50 FIGLRE NO 32 Ll-e r - . JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND AUX CONC BLDE EARTHQUAKE IN E-W DIRECTION MAXIMUM OI5 PLACEMENT DIAERAM eOOt l l / / / 780h (/ i I f* E - W I N-S F-7sO T l*

L1J, i

i tr / l A I / 740-- j H F-1 l 720--l J Ltj l l NOTE: 700--l Increase all displacements by lot. (See Appendix C) 1 seo-00 5 00 10 0: 15 0 20 0 E5 0 33 0 OISPLACEMENT IN FEET X 0 001 SEP 27 1968 Si FIELE to. 33 JOHN A BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND AUX CONC BLOG ~ EARTHQUAKE IN E-W OIRECTION MAXIMUM ROTATIDF' OI AGRAM I 1 530 0 '- 4 reO-- i 4 J F. - 780-- g w 7 /40-- ZO H F-7e0-- 4 g J bJ ~ NOTE: 700'- Increase all rotations by 10%. (See Appendix C) 4 seO-l l l l 00 0 50 1 00 1 50 2 00 2 50 ROTATION IN RADIANS X O 0001 SEP 27_1968 52 FIGURE NO. 34 ? ' g e-'g p-p+ JOHN Aa B_UME AND ASSOCIATES, ENGINEERS HRAIRIE ISLAND FUEL TANK AREA EARTHOUAKE IN N-5 DIREETION MAXIMUM ACCEL-DIAGRAM ( TRANELATIOND l EDJ+ /ETJ-- 4 l l 1 ?EC -- j ".I 4 u LL I E-W N-s l4 M -- e_ y.O._ i ( H f-- I l 7.2D v-l _J W i i: I NOTE: /00-- I increase all accelerations { f by 10%. (See Appendix C) 1. EBO-i l 00 0 020 0 040 0 060

0. COO O.LO t

ACCELERATION IN G UNITS SEP 2 7 1968 53 FIGURE NO. E JOHN A-BLUME AND A550CIATES, ENGINEERG PRAIRIE ISLAND FUEL TANK AREA 4 EARTHQUAKE IN N-5 OIRECTION MAX ACCEL DIAC, RAM (ROTATION) i eOO ) 780,- r .b F- /GO-- b) uJ LL i iaO.- 7 l! b i H W I '5 ( g /20-- _J t bJ NOTE: 700,. Increase all accelerations by 10%. (See Appendix C) t. 580-l l l l l l l l ? ? 00 1 00 2 00 3 00' 4 00 5 00 ACCELERATION IN RAO/SEC2 X O.001 SEP 27 1968 54 FICiLFr NO. 3B - ~, ~... . JOHN A EL.LJME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND FUEL TANK AREA EARTHQUAKE IN N-5 OIRECTION MAXIMUM 5 HEAR DIAGRAM v33a 780-l l l NOTE: l Increase all shears by 10%. ISH (See Appendix C) k W LL l Z l I

740, i

g L._7 i H l l E.-W N-S 7PO-- l I a I i i 700v-l 4 G80-l l l l l l l l 00 1000-2000 3D00 4000 5000 I SHEAR IN KIPS L, SEP 27 1968 55 FILU E NO. 3/ r L JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND FUEL TANK AREA EARTHQUAKE IN N-5 OIRECTION MAXIMUM MOMENT DIAGRAM 9-7(30,- NOTE: Increase all.wnents by 10%. f- / God (See Appendix C) Lij \\ Z \\ \\ 7a0-Z l. O \\ i H I F-i h 720-- g _ D.- W . N-S r t w N \\ \\ ~ 700-- 4 a 680-l l l l l l 00 T.O 100 150 830 250 MOMENT IN KIP-FT X 1000 t SEP 2 7 1968 56 FIGLhY NO. 38 g. y EHN A-BLLME AND A550CIATES, ENGINEERS PRAIRIE ISLAND FUEL TANK AREA EARTHQUAKE IN N--S DIRECTION MAXIMUM TORQUE DIAGRAM E+30

• 780--

f-760c-a1 Lt. Z H 740-- i O H f- ) 720+- J LtJ HOTE: Increase all torques by 10%. /00*- (See Appendix C) 4 680-l l l l l l l l l l Oa0 5 00 10 0 15 0 20 0 25 0 TORQUE IN F -K X 1000 k ggp 27 1968 57 FIELIE NO. 33 M --e. JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND FUEL TANK AREA EARTHOUAKE IN N-5 DIRECTION MAXIMUM DISPLACEMENT DIAGRAM BDD /80-- I i- /ry3-- i I

• aw w_s l

Z /40-- ZO ~ g f-l /20-- I ._l h W I NOTE: Increase all displacements by 7 10%. (see Appendix C) 680-i l l l l O.0 5 00 10 0 15 0 EO O E5 0 OISPLACEMENT IN FEET X 0a001 i SEP 2 7 1968 58 FIGURE NO. 43 . JOHN A-BLUME AND A550EIATES, ENGINEERS i PRAIRIE ISLAND FUEL TANK AREA i EARTHQUAKE IN N-5 DIREETION MAXIMUM ROTATION DIAGRAM 90Dy l 1 l j 783 - '1 1 f- /g0. uJ d - u) LL Z H 7dD-- b H F- .() /20-- _J t Lij i NOTE: -locrease all rotations by 10%. (See Appendix'C) 680-l l l l l l l l l l l l 00 0 020 0 040 0.OGO O.080 0 10 0 12 ROTATION IN RADIANS X O.0001 59 FIGLhT NO. 41 SEP 2 7 1968 JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND FUEL TANK AREA EARTHOUAKE IN E-W DIRECTION MAXIMUM ACCEL-DIAER CTRANS) 4 930 /90-- t I I F-- 160-- L1J uJ r Lt. l'N-S E-W g 7AD ~ l ZO i H f-< h /20-- T NOTE: Increase all accelerations 7 by 10%. (See Appendix C) 690-l l l l l l l l 00 0 020 0 040 0 060 0 090 0 10 ACCELERATION IN G UNITS SEP 27 1968 60 FIGLRE NO. 42 JOHN A-BLUME AND ASSOCIATES, ENDINEERS PRAIRIE ISLAND FUEL. TANK AREA i EARTHQUAKE IN E-W OIRECTION LAAX ACCEL DIAGRAM (ROTATION) i i I 800 + 4 /80-- 1 h 7s0,~ L1) u; la. i /40-- b n H i W } /20-- _j LU L NOTE: Increase all accelerations oy /00"~ 10%. (See Appendix C) 't 590-l l l r + O*O L.00 2 00 3 00 4*00 5 00 l ACCELERATION IN RAD /SEC2 X O.001 61 FIGURE 10 43 j a JOHN Aa BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND FUEL TANK AREA EARTHOUAKE IN E-W OIRECTION MAXIMUM EHEAR DIAERAM 900 t 780-- -+ !!971 increase all shears by 10%, l (See Appendix C) [-) 7GO-u I l Z l 740-- g L. l H <C I. N -S E-W 720-- h L W l i l 700-- y G90-l l l l l l l O.O 1000 2000 3300 4000 5000 SHEAR IN KIPS l SEP 2 7 1968 62 FIGURE NO. 44 i l J JOHN A-BLUME AND ASSOCIATES, ENGINEERS 1 PRAIRIE ISLAND FUEL TANK AREA EARTHQUAKE IN E-W DIRECTION MAXIMUM MOMENT DIAGRAM BOO *- /RO-- NOTE: Increase all roments by 10%. (See Appendix C) k H 150r LJ ll! \\ I 740- g d 1 i- \\ \\ j ) 720-- { _J + b) \\ r \\'N-S

• EE. - W L

foo.- r \\+ 4 se0-00 50 0 100 150 200 250 MOMENT IN KIP -FT X 1000 SEP 2 7 1968 63 FIGLRE NO 45 2 JOHN A-BLUME AND ASSOCIATES, ENGINEERS i 4 PRAIRIE ISLAND FUEL TANK AREA EARTHOUAKE IN E-W DIRECTIDN i MAXIMUM TDRQUE DIAGRAM i WJJ1 /HO*k HOTE: increase all torques by 10%, (See Appendix C) f- /GO-- 1 LL Z 740-- i 7d i H H< IPO-- J Lij 700-- 4 i -t 6-680-l l l l l i l -00 5 00 10 0 15 0 20 0 25 0 TOROUE IN FT-K X 1000-i SEP 2 7 1968 64 FIELEE NO. 48 3 w JOHN A-RL.UME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND FUEL TANK AREA EARTHQUAKE IN E-W DIRECTION MAXIMUM OI5 PLACEMENT DIA[3 RAM l I i 930 780 - f r l l h-- 750w-I Ld li! f Z l 740-- l o f N-S E-W 720-- J + Ld I l NOTE: b increase all displacements by 700--l .10%. (See Appendix C) I+ G80-l l l l l l l C.O 5 00 10 0 15 0 .20 0 25 0 [ DISPLACEMENT IN FEET X O.001 SEP 2 7 1968 65 FIGLRE~ NO. 47 JOHN A BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND FUEL TANK AREA EARTHQUAKE IN E-W DIRECTION MAXIMUM ROTATION DIAGRAM tTJD 7BC-- f-7GO-- LL Z 740-- Z CJ H f-< {3 720-- ,_j LtJ NOTEt '700"' increase all rotations by 10%, (See Appendix C) i G80-l l l l l l O.0 0 020 0 040 0.CGO O.080 0 10 0 12-ROTATION IN RAOIANS X O 0001 SEP 2 7 1968 66 FIC1RE NO. 49 -y .e r w- ~,, -, -.. ,_w.. P JOHN A. BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND TURBINE BUILDINE EARTHQUAKE IN N-5 DIRECTION MAX ACCEL DIAERAM CTRANELATION) eOO.. f I / /60-- . E. - W j f-160-- l lb 1 \\L l Z / N-S 7dO-- l O H I p< l l ??O~- l NOTE: /00--l Increase all accelerations by l 10%. (See Appendix C) + S 680 -~ ; l =-. ; + 00 0 10 0 20 0 30 0 40 0 50 0.GO ACCELERATION IN G UNITS SEP 2 7 1968 67 FIGLFE PD. 49 JHN A-RLLJME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND TURBINE BUILDING EARTHOUAKE IN N-5 DIRECTION MAX ACCEL DIAGRAM (ROTATION) cyx.- 780-- 1 l-7EO-- b /40-- 7 O H H

s

/20-- J Ld 700*- NOTE: increase all rotations by ~~ 10%, (See Appendix C) L. G80-l l l +- ; O.O 20.O 40.O c30.O -80.O 100 ACCELERATION IN RAD /SEC2 X 0 001 SEP 27 1968 68 r70teg so, so 1 l l ,_O-N A a BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND TURBINE BUILOTNG EARTHQUAKE IN N-5 OIRECTION MAXIMUM SHEAR DIAERAM s ECC l l l 191}.' l Increase all shears by 10%, /80-.. (See Appendix C) 1 I i-7GO-l al b) ~ b_ I 1h, I /40.-- l T _ __j b H k E-W .N-S. /20-- b) _j UJ 700-- l 1 EBO l l l l 00 000 400 G00 900= 1000 SHEAR IN KIPS SEP 27 1968 69 FIGLTE NO. 51 JOHN A,- BLU'E AND ASSOCIATES, ENGINEERS FRAIRIE ISLAND TURBINE BUILDING EARTHOUAKE IN N-5 DIRECTION MA.XIMUM MDMENT DIAGRAM i HDO-- 4 /go-- fl0T E,: increase all moments by 101,, t (See Appendix C) \\ n ico-- \\ LJ b. Z \\ 740 \\ l U i H j i .N-S /20-- ..J LJ E-W i foo-- l + 4. EEO; l l O.0 10 0 20 0 30 0 40 0 50 0 MOMENT IN KIP-FT X 1000 [ SEP 2 7 1968 70 FICLRE NO 52 iL JOHN A* BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND TURBINE BUILDING EARTHOUAKE IN N-5 OIRECTION MAXIMUM TORQUE DIAGRAM BOO r i l j 780,- f-750-- UJ bJ LL Z H 743 7b H I--- <z g 720c- ._)bl NOTE: Increase all torques by 10%. (See Appendix C) 700-~ b b 680 i l l l l l l l 00 5 00 10 0 15 0 20 0 25 0 30 0 TOROUE IN FT-K X 1000 SEP 2 7 1968 71 FIGLRF NO. 53 JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND TURBINE BUILDINE EARTHOUAKE IN N-5 OIRECTION MAXIMUM OI5 PLACEMENT DIAERAM 900 t / / rsO-.- I/ / / t-iso-- / ta) / UJ 7 /, E-W Z t /40-- f Z / O i H j Q l ,N-S \\ '720--l J l NOTE: l Increase all displacements by 10%, (See Appendix C) 700--l h + i h E80-l l l l l l + 00 10 0 20 0 30 0 40 0 50 0 GO.O 1 DISPLACEMENT IN FEET X O 001 SEP 2 7 1968 72 FIGURE NO. 54 l.- - 1 JOHN A-BLUME AND AE50CIATES. ENGINEERO PRAIRIE ISLAND TURBINE BUILDING J EARTHOLJAKE IN N-S DIRECTION MAXIMUM ROTATION DIAGRAM l l 9~AT l i 733-- i i l-7GO-- LL LL 7 FH 4 740 ~ i H 6 /dK)-- J lt Li) 700*- HOTE: increase all rotations by 10%. 4 (See Appendix C) i 680-l l l l l l l l l l 00 0 50 1 00 1 50 2 00 2 50 l ROTATION IN RADIANS X O.0001 SEP 2 7 1968 73 F~IGLRC NO 55 t r. ,-.,e _ JOHN A a BLUME AND ASSOCIATES, ENGINEE R PRAIRIE ISLAND TURBINE BU~ 9 EARTHQUAKE IN E-W DIRECT MAX ACCEL DIAGRAM (TRANSL .JN) i 930 A 's 5-W N N. 790-- / N /g -S f- /60-- / W Ld LL / l Y l /AD-- / Z / O i H l f-- 3 l 7@-- J l U I NOTE: 7 "~' l increase all accelerations by 10%. (See Appendix C) Gea OO O.10 0& O.33 0 AO O.50 0 50 [ ACCELERATION IN G UNITS SEP 2 7 1968 74 FIGURE NO. 55 'L. J JOHN Aa BLLjME AND ASSOCIATES, ENGINEERS 1 j PRAIRIE ISLANn TURBINE BUILDING EARTHOUAKE IN E-W OIRECTION l MAX ACCEL DIAGRAM (ROTATION) f 900 - ) l l 4 190-- 4 f, 750-- LL Z 1 H /AO-- ~ H i l-< 720-- ,_j I li. { /OO -- NOTE: Increase all accelerations'by 10%. (See Appendix C) !L GOO-l l l { 00 20 0 -40 0 E0 0 80 0 .100 i ACCELERATION IN RAD /SEC2 X O 001 SEP 2 7 1968 75 FIGLRE FC. 57 h- JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND TURBINE BUILDING EARTHQUAKE IN E-W DIRECTION MAXIMUM EHEAR DIAERAM 900 f I gN-S "W 780-- g I l f-750-- l tg L_. LL Z /40-- g ..J HOTE: Increase all shears by 10%. /20-- (See Appendix C) J L-a u 700-- l G80:- l -+ 0.O 200 400 500 800 1000-SHEAR IN KIPS SEP 2 71968 76 FIGLFE NO. SR I ___-________m. JOHN A-BLUME AND ASSOEIATES, ENGINEERS PRAIRIE ISLAND TURBINE BUILDING EARTHQUAKE IN E-W OIRECTION MAXIMUM MOMENT DIAGRAM i 800 \\ \\ \\ /m- \\ \\ T \\ \\ f-IGO-- \\ k \\ NOTE: 740-- g increase all moments by 10%. H (See Appendix C) U f i H l V-< I ?!D-- f j L a t \\ I 1> /00-- \\** N - S

• E-W

^~ t 1. 560 - OO 10 0 20 0-30 0 40 0 50 0 MOMENT IN KIP-FT X 1000 l' SEP 2 7 1960 77 pnum m, 59 JOHN A-BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND TURBINE BUILDING EARTHOUAKE IN E-W OIRECTION MAXIMUM TORQUE DIAGRAM BCO7 I /eo-- W /EOe-b) LJ j LL i Z /40-- Z O l H W< l D 720-- i J LJ QTE: 700,- Increase all torques by 10%. (See Appendix C) 680-O*C 5*O0 10 0 15*O 20 0 25 0 30 0 l + l TOROUE IN FT-K X 1000 l SEP 2 7 1968 78 FIGLRE FO. GO JOHN A. BLUME AND ASSOCIATES, ENGINEERS PRAIRIE ISLAND TUR8INE BUILDING EARTHQUAKE IN E-W OIRECTION MAXIMUM OI5 PLACEMENT DIAERAM e30 +\\ N-S N E-W /90-- N /+ / / F-7GO-- / di f+' / 740-- / b t i H l f-l 3 7eO-- _J + W l I I /00--l { NOTE: increase all displacements by -~ J~ 10%. (See Appendix C) 580-l l O.O 10 0 80 0 30*O AO O. 50 0 50 0 OISPLACEMENT IN FEET X O.001 SEP 27 1968 79 FIGURE NO. 61 .c -.,r- JOHN A-BLUME AND ASSOCIATES, ENGINEE' 5 l-PRAIRIE IS! AND TURBINE BUIL~ WB EARTHQUAKE IN E-W OIRECTION MAXIMUM ROTATION DIAERAM 4 ] 1 000-r i j i 790-- / / / H, 750-- H Lu j k i h 7AD-- Z l C H V< leo-. a LU I NOTE: 700-Increase all rotatiens by 10%. (See Appendix C) +- i G80-l l l l l l l 00 0 50 1 00 1 50 2 00 2 50. ROTATION IN RADIANS X O.0001 SEP 2 7 1968 80; FICUE NO G2 f e -a w ~ w a - - - +, e - e- +- e wr