ML19309F828

Structural Design Assessment for Safe-End Break.

ML19309F828
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Site:	Fermi
Issue date:	03/14/1980
From:	SARGENT & LUNDY, INC.
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.

Q 8005 01038I

[

NUCLEAR SAFETY-RELATED

{

~

STRUCTURAL DESIGN ASSESSMENT FOR SAFE - END BREAK ENRICO FERMI POWER PLANT - UNIT 2

[

REPORT PREPARED FOR

- DETROIT EDISON COMPANY

~

h REPORT SL-3647

[

MAY 26,1978 MARCH 14,1980 (REV. 2)

[

SARGENT&LUNDY i E NGIN E E 548 _

S ARGENT O LUNDY

[ ENGINEEHC POUNDEJBY FREDERICR SARGENT 1896 55 E AST MONROE STREET CHICAGO.lLLINOIS 60603

[ TELEPHONE -

312 269 2000 CABLE ADDRESS - S ARLUN-CHICAC O

[

JOHN M. MC LAUGHLIN PAmthgR sia - 2.. 7 7.

{

March 14,1980

[

Detroit Edison Company Enrico Fermi 2 Project

[ Document Control Office - 110 S.B.

2000 Second Avenue Detroit, Michigan 48226

[ Attention: Mr. M. L. Batch Room No. 318 ECT

Dear Mr. Batch:

We are enclosing herewith fifteen copies of the following revised report in response to your letter EF2-47110, dated November 13, 1979:

( Report SL-3647 Structural Design Assessment for Safe-End Break Enrico Fermi Atomic Plant - Unit 2

{ Revision 2, March 14,1980 This report has been revised to incorporate the revised results of the Annulus Pres-surization (AP) analysis performed by General Electric Company.

If you have any questions or comments, or feel that any further points should be

{

reviewed, kindly advise.

Yours very truly,  !

[

4e ') .

[ . M. McLaughd n, Manager Structural Department JMM/mgg

[ Enclosures

[

@@@Y

SARGENT C LUNDY

[ xxoxxunus roVNCEO By rREDERICA $ ARGENT-9691 55 EAST MONROE STREET CHICAGO.lLLINOIS 60603

[ TEttawoNE - 312 269-2000 CABLE ADDRESS - S ARLUN-CMIC AGO

[ JOH N M. MC LAUGH LIN

,,,'.",".','.',"o,, March 22,1979

[

Mr. W. F. Colbert, Project Engineer Detroit Edison Company

[ 2000 Second Avenue, Room 333 ECT Detroit, Michigan 48226

Dear Mr. Colbert:

We are enclosing herewith fifteen copies of the Revision 1, change-out pages for:

Report sic 3647 Structural Design Assessment for Safe-End Break Enrico Fermi Atomic Power Plant - Unit 2

{ Revision 1, March 22,1979 This report has been revised to expand the description of the metho& employed to transform the data received from NUS to be compatible with our analysis tech-nique, and also to include changes in the RPV anchor bolt stresses due to vessel skirt loas received from General Electric Company.

The following pages have been revised or added. Please insert these pages in the

{

appropriate place in the report and void the superseded pages of the previous issue:

[ Table of Contents page ii Text pages 6, 6 A, 7, 7A, 8, and 9 Table 15 Exhibits 8, 9, and 10.

{

If you have any questions or comments, or feel that any further points should be reviewed, kinaly advise.

{

Yours very truly, f -

l N,

. M. McLaug

[ Assistant Manager, Structural Department

( JMM/ ens Enclosures

[

@@W

L san (nowT C LUNny ENGINEEHN ROUNDED BY FREDERICA SAROENT-8891 55 EAST MONROE STREET

[ CHICAGO.lLLINOIS 60603 TELEpwoNE - 312-269-2000 C ABLE ADDRESS - S ARLUN CHICAGO

[

JOHN M. MC LAUGHLIN g

,=...

May 26,1978

[

Mr. W. F. Colbert, Project Engineer

[ Detroit Edison Company 2000 Second Avenue, Main Lobby Detroit, Michigan 48226

Dear Mr. Colbert:

[ We are enclosing herewith fifteen copies of the following report:

Report Sle3647

[ Structural Design Assessment for Safe-End Break Enrico Fermi Atomic Power Plant - Unit 2 Dated May 26,1978 ,

This report presents the results of our analysis of the effect of annulus pressurization

{ between the reactor vessel and the sacrificial shield to assess the design adequacy of the affected structures. We have concluded that the sacrificial shield, reactor pedestal, stabilizer truss, RPV and shield anchor bolts can safely accommodate the effects of annulus pressurization resulting from a postulated safe-end break.

[ If you have any questions or comments, or feel that any further points should be re-viewed, kindly advise.

E L

Yours very truly, r f l

L M.

. M. McLaug Assistant Manager,

[ Structural Department L JMM/ ens Enclosures

@@W

[

[ 1 NUCLEAR SAFETY-RELATED STRUCTURAL DESIGN ASSESSMENT FOR SAFE - END BREAK ENRICO FERMI POWER PLANT - UNIT 2

[

[

[

[

REPORT PREPARED FOR

[

DETROIT EDISON COMPANY

[

REPORT SL-3647 MAY 26,1978 MARCH 14,1980 (REV. 2)

[

[

SARGENT&LUNDY iENO4NEERS .

E

[ .

T ABLE OF CONTENTS LIST OF EX HIBITS

{

Rev.1, 3-22-79

[ PAGE I

SUMMARY

1 II STRUCTURAL COMPONENTS 1 III MATERIAL AND MATERIAL PROPERTIES 3 IV DESIGN CRITERIA 4

[ V ANALYSIS AND RESULTS 5 VI STRUCTURAL ASSESSMENT 7 VII CONCLUSION 8 VIII REFERENCES 9 EXHIBITS 1 - Section Through Centerline of Drywell 2 - Annulus Pressurization Mathematical Model 3 - Sacrificial Shield 4 -

Reactor Pedestal

{

5 - Stabilizer Truss 6 - Anchor Bolt Layout 7 - Anchor Bolt Detail 8 -

Load Node Points on Sacrificial Shield

• 9 - Section B-B *

{

10 - Section A-A

• APPENDICES Appendix A - Computer Programs

[ Appendix B - Definitions of Load Combination Categories ii SL-3647

[

[

LIST OF T A B L ES

[ 5-26-78

[ 1 -

Load Combinations for Sacrificial Shield, Stabilizer Truss and Anchor Bolts

{ 2 -

Load Combinations for Reactor Pedestal l

3 - Allowable Stresses for Sacrificial Shield l 4 -

Allowable Stresses for Reactor Pedestal l 5 -

Allowable Stresses for Bolting Material and Shear Lugs 6 -

Geometry of Nodal Points

{

7 -

Elements 11 dices 8 -

Maximum Shell Membrane Forces 9 -

Maximum Stresses in Plates 10 -

Maximum Stresses in Welds

{

11 - Maximum Stresses in Columns

[ 12 -

Maximum Shear Stresses in Concrete Fill in Sacrificial Shield 13 - Summary of Maximum Stresses at Design Sections of Pedestal (Meridional Direction)

[ 14 -

Summary of Maximum Stresses at Design Sections of Pedestal (Hoop Diree-tion) 15 -

Summary of Maximum Forces in Anchor Bolts

[

i SL-3647

[

SARGENT & LUNDY

[ E N GIN E E R5 onc^co 5-26-78

( STRUCTURAL DESIGN ASSl'SSMENT FOR SAFE-END BREAK ENRICO FERMI ATObllC POWER PLANT - UNIT 2

( DETROIT EDISON COMPANY

{ l SUMM A RY

{ The purpose of this study is to analyze for the effect of annulus pressurization be-tween the reactor vessel and the sacrificial shield and to assess the design adequacy of the affected structural components. The study considered three independent postulated safe-end breaks: recirculation inlet, recirculation outlet, and feedwater pipe break.

A thin shell finite element model is used to analyze for forces and moments on the

{ structure. The structural components assessed in this report are:

1) sacrificial shield,

2) reactor pedestal,

3) stabilizer truss,

4) reactor anchor bolts, and

( 5) sacrificial shield anchor bolts.

The various components are shown in Exhibit 1. The model used in the analysis is shown in Exhibit 2. The resulting forces and moments are combined with other appro-priate loads as defined in the design criteria to obtain the final design forces and b moments. The resulting stresses are found to be within the allowables.

( II STRUCTURAL COMPONENTS A. Sacrificial Shield

{

The sacrificial shield is a cylindrical shell with 14 feet-6-1/2 inches average

{ radius, 48 feet-9 inches high and 1 foot-9 inches thick. It has 3/8 inch thick steel exterior and interior plates meridionally stiffened by 12 vertical steel columns.

The steel plates are welded to the flanges of columns. The annular space between the plates is filled with concrete which functions as the primary l

( PROJECT S285-19 SL-3647

SARGENT & LUN DY ENGINEER 5

[. caucac Rev. 2, 3-14-80

[ radiation shield and also transmits shear forces between the exterior and the interior plates. Buckling of the plates is prevented by studs welded to the plates and embedded in the concrete. Cross-sectional views of the sacrificial shield along the meridian and the circumference are shown in Exhibit 3.

[

The bottom of the shield is rigidly attached to the reactor support pedestal; the top is free to displace in all directions, except tangential, which is restrained by a stabilizer truss system.

[ B. Reactor Pedestal The reactor pedestal provides a support for the reactor pressure vessel, the

[ sacrificial shield wall and the pipe break support truss system.

The reactor pedestal is a reinforced concrete cylindrical shell with an average

[ radius of 12 feet-6-1/2 inches and a height of approximately 26 feet as shown in Exhibit 4. The thickness of the shell varies from 4 feet at its base to 5 feet-( 6 inches at its top. The shell is reinforced on the inside and outside faces in the

• hoop as well as meridional directions.

[ C. Stabilizer Truss The stabilizer truss system (Exhibit 5) is a horizontal structural steel truss con-necting the top of the sacrificial shield to the primary steel containment. The function of this system is to stabilize the RPV and the sacrificial shield under dynamic excitation. The RPV is connected to the sacrificial shield by the RPV stabilizer and the sacrificial shield, in turn, is connected to the primary steel b containment by the stabilizer trussi. A specien " shear lug" connection attaches the truss gusset plates to the containment wall. The shear lug connection

{ permits radial and vertical movements but restrains tangential movement of the

• shield.

D. RPV Anchor Bolts The function of the RPV anchor bolts is to transmit the forces from the RPV skirt to the reactor pedestal. The RPV anchoring consists of two 3-1/4 inch Q bolts every 12 degrees around the circumference of the pedestal. The anchor

• h bolts and their locations are shown in Exhibits 6 and 7.

( SL-3647 r

1

C SARGENT& LUN DY E N GIN E E R5 cmcsc 5-26-78 E. Sacrificial Shield Anchor Bolts

[ The function of the sacrificial shield anchor bolts is to transmit the forces from the sacrificial shield to the reactor pedestal. The sacrificial shield anchoring consists of three sizes of bolts: 2-3/4 inch 0, 2-1/2 inch 0, and 2 inch 0 bolts

{

which are spaced approximately every 6*. The anchor bolts and their locations are shown in Exhibits 6 and 7.

lll MATERIAL AND MATERIAL PROPERTIES

[

A. Sacrificial Shield Steel Plates A588 Grade A Material Fy = 50 ksi Concrete Fill f = 6000 psi Weld E70 Electrode

{

B. Reactor Pedestal

[ Concrete f = 4000 psi

( Reinforcing Steel A615 Grade 60 Material Fy = 60 ksi

( C. Stabilizer Truss Steel Pipes A53 Grade B Material Fy = 35 ksi

{

Weld E70 Electrode

[

D. Bolting Material

( Anchor Bolts A193 Grade B7 Material Fy = 105 ksi for 0 <2-1/2" f u= 125 ksi for 0 <2-1/2" Fy = 95 ksi for 2-1/2" < 0 <4" Fu= 115 ksi for 2-1/2" < 0 <4" SL-3647

L SARGENT A LUNDY

( ENGINEERS

[ aucac 5-26-78

[

Nuts A194 Grade 2H Material

[

where Fy = specified minimum yield stress of steel.

fy = specified yield strength of nonprestressed reinforcement.

fh = specified compressive strength of concrete, f u= tensile strength of steel.

IV DESIGN CRITERIA

( A. Loads and Load Combinations This study is mainly concerned with the effect of a postulated safe-end break of the fecdwater and the recirculation lines. The three major loads that are associated with a rafe-end break are:

1) annulus pressurization load,

2) jet impingement load, and

{

3) pipe whip reaction load.

( The first two loads are described in NUS Report NUS-3129 (Ref. 4). The pipe whip reaction loads are described in Sargent & Lundy Report SL-2880 (Ref. 3).

Other loads that are considered in the structural assessment are:

1) dead load,

2) thermal effect due to accident temperature = 281*F, and

[

3) seismic effect due to OBE and SSE excitations.

[ The accident transient temperature is given in EF-2-FSAR (Ref.1). The seismic forces and moments are obtained from Sargent & Lundy Report SL-2682 (Ref. 2).

( Load combinations considered in this study are presented in Tables 1 and 2.

Table 1 gives the load combinations for the sacrificial shield, stabilizer truss and the anchor bolts. Table 2 gives the load combinations for the reactor SL-3647

SARGENT & LUN DY ENGINEER 5 Rev. 2, 3-14-80

[

pedestal. The only two load combination categories that are considered in this

( assessment are th9 Abnormal / Severe Environmental and the Abnormal / Extreme Environmental, since they are the only ones associated with a safe-end break.

[ The combined forces and moments derived by the General Electric Co. for the

• concrete RPV pedestal, RPV anchor bolts and stabilizer truss as provided in Reference 5 are also included in this study. Thus the larger of the stresses computed from the S&L and GE analyses are presented in this report.

B. Allowable Stresses f The yield limit criteria are used in defining the allowable stresses for the L

sacrificial shield, stabilizer truss, anchor bolts and the reactor pedestal.

Tables 3,4 and 5 specify the allowable stresses used in the assessment.

[

V ANALYSIS AND RESULTS

[

The structure was analyzed using a Sargent & Lundy thin shell of revolution program,

[ DYNAX (see Appendix A). The various components included in the model are:

1) sacrificial shield,

[ 2) reactor pedestal,

3) reactor pressure vessel,

{

4) stabilizer truss, and

5) refueling bellows.

Exhibit 2 presents the model used in the analysis, and Tables 6 and 7 give the geo-

{ metric properties of the elements.

( The boundary conditions at the base of the pedestal and the points where the stabilizer truss and refueling bellows are attached to the containment wall were

{ considered to be fixed. Since the stabilizer truss, the refueling bellows and the RPV stabilizer can resist only tangential loads, they were modeled as thin annular steel plates accounting for the tangential stiffness only.

1

[ SL-3647 F

i l

L SARGENT & LUNDY

[ E NGIN E E RS ciuc^c Rev.1, 3-22-79 The sacrificial shield is modeled as an orthotropic material to simulate the difference in stiffness between the meridional and the hoop direction. The reactor pedestal is modeled as an isotropic material axisymmetrical shell. Small openings are assumed _

to have little effect on the overall behavior of the structure. The reactor pressure vessel (RPV) is modeled also as an isotropic material. The masses and member prop-erties were chosen to simulate the natural frequency of the RPV. The RPV and the

( sacrificial shield are attached to the reactor pedestal through rigid horizontal members to account for the rigid connection between three components.

A finer finite element mesh is provided in the sacrificial shield and the shell of the RPV in order to more accurately model the pressure distribution that acts on these two components in the meridional direction.

The annulus pressurization load is due to any of the three postulated pipe ruptures:

{

1) feedwater line,

2) recirculation inlet, and

3) recirculation outlet.

The pressure time histories and spatial distributions for these three pipe ruptures are

{ provided in NUS Report NUS-3129 (Ref. 4). The differential pressure due to a postulated feedwater pipe rupture was found to be the governing load. Therefore, all snalyses are performed using the feedwater pressure time histories.

{

The annulus pressurization loads on the sacrificial shield were defined, both tem- *

[ porally and spatially, with 42 individual pressure time-histories distributed over a 180*

segment of the shield. Since the pressure loads are symmetric about the ruptured

{ pipe, it was only necessary to define the load distributions over a semicylindrical portion of the shield. Exhibit 8 shows the arrangement of the node points on the inside surfaces of the annulus for which time-histories of differential pressures were computed. It should be noted that the azimuth locations mentioned here and in Exhibits 8,9, and 10 are relative to the postulated feedwater line rupture.

The node / time-history points on the inside surfaces were then divided into seven circumferential strips as shown on Exhibit 6. The strip configurations were used to

{ )

arrange the individual time-histories into a format that could be readily converted SL-3647

SARGENT A LUNDY E N GIN E E R S Rev.1, 3-22-79

[

( into a set of Feurler harmotiles. Since the analysis was to be performed on an axisymmetric shell model, the loads have to be in terms of circumferential strips so as to coincide with the model elements.

{

By using Sargent & Lundy's computer applications program, FORANL (see

( Appendix A), the six pressure time-histories per strip were converted into 13 symmetric Fourier harmonics and their corresponding time-histories, cosine (0)

[ through cosine (12). Since the load is symmetric about the pipe break, the cine terms for the Fourier series are all zero. The time-histories produced by FORANL are, in essence, a set of Fourier coefficients that were computed for each time step of the

{

loading. The Fourier harmonic time-histories were normalized to produce a single representative coefficient for each harmonic, and to show the contribution of each harmonic to the idealized load. Based upon the normalized Fourier coefficients, it could be seen that only the first four harmonics need be used. Exhibit 9 shows the

( pressures in strip 1 as a histogram, at the time of occurrence of the peak pressure at the feedwater pipe rupture location. Superimposed onto Exhibit 9 is the pressure load

{ distribution as represented by the four Fourier harmonics at the same instant of time.

Exhibit 10 illustrates the distribution of the pressures across the seven strips between azimuths +30 at the time of occurrence of the peak pressure in strip 1.

The pressures were applied to the RPV and sacrificial shield in the mathematical

( model as nodal forces by identifying which strip coincides with each node, and then applying a factor which relates to the surface area, per foot of the circumference,

{ that contributes to the total nodal load. The analysis, as performed by DYNAX, consisted of solving the equations of motion for each time step of the harmonic time-history, for each harmonic individually.

[

To insure that the maximum probable responses would be used in the assessment

( herein, discrete responses were obtained with the solutions of the equations of motion for several azimuths between O' and 180", and then summing for all four of the harmonics considered. The results from the Individual azimuths were then enveloped.

{

Presented in Table 8 is a listing of the enveloped maximum positive and negative membrane forces, moments and shears.

[ -6 A- SL-3647 r

L 5 ARGENT & LUN DY E NGINE ER5

[ cmcaco Rev. 2, 3-14-80

[

VI STRUCTURAL ASSESSMENT

[

A. Sacrificial Shield The assessment of the sacrificial shield is made by choosing four critical sections

[

at different elevations of the shield as shown in Exhibit 3. Each section is designed for the load combinations given in Table 1. Final stresses are obtained for the concrete fill, the steel plates, the column stiffeners and the welds. They are presented in Tables 9 through 12.

It is found that the Abnormal / Extreme Environmentalload combination category governs the design.

{

B. Reactor Pedestal

[ In the assessment of the reactor pedestal, five design sections are selected as shown in Exhibit 4. Each section is designed for the load combinations given in Table 2. The final stresses in reinforcement and concrete are obtained by using the TEMCO program. The maximum stresses in reinforcing steel and concrete

( and maximum shear forces are presented in Tables 13 and 14 for meridional and hoop sections, respectively.

[ It is found that the Abnormal / Extreme Environmental load combination governs the design.

[

C. Stabilizer Truss

( The stabilizer truss is assessed for the governing Abnormal / Extreme Environ-mental load combination category as presented in Table 1. Each 10-inch-

' diameter double extra strong pipe of the stabilizer truss is designed for an axial load of 450 kips. The computed compressive stress is 13.1 ksi, which is less than

• I the allowable axial compressive stress of 33.4 ksi. The high-strength bolts and l L

fillet welds at the end connections are also checked and found to be satisfactory, with a minimum margin factor of 2.01.

• L D. Anchor Bolts

[ The anchor bolts are also assessed for the governing Abnormal / Extreme Environ-mental load combination category as presented in Table 1. The maximum r

SLc3647

SARGENT & LUNDY E NGIN E E R5 cmcaco Rev. 2, 3-14-80 stresses in the shear lugs and the maximum tensile forces in bolts are given in Table 15. The RPV anchor bolts' assessment is based on the skirt loads given in the FSAR section 3.9.1.5 (Ref. 5).

Vil CONCLUSION The existing design of the sacrificial shield, reactor pedestal, stabilizer truss, RPV and shield anchor bolts can safely accommodate the effects of annulus pressurization resulting from a postulated safe-end break.

SARGENT & LUNDY, Prepared by: - Rev. 2, 3-14-80 F. Villalta, Senior Structural Engin/

eering Specialist Reviewed by: .

Rev. 2, 3-14-80 II. R. Radwan, Supervising Structural Engineering Specialist Rev. 2, 3-14-80 APP' V d DY g(

4 Of MICg g

'o r Head, Structural Project GLEN A. Engineering

• CHAUVIN ENGINEER h 22139

%0 FESS \0 SL-3647

L SARGENT& LUN DY

[ E NGIN E E R5 cincac Rev.1, 3-22-79 Vill REFERENCES

[

1. Enrico Fermi Atomic Power Plant Unit Final Safety Analysis Report, Vol. 2.

2. Seismic Analysis of the Reactor Auxiliary Building Complex, Enrico Fermi Atomic Power Plant Unit 2, Sargent & Lundy Report SL-2682, revised September 27,1974.

3. Pipe Whip Restraint Support System Design Criteria, Enrico Fermi Atomic Power Plant Unit 2, Sargent & Lundy Report SL-2880, January 10,1973.

[

4. Reactor Vessel- Sacrificial Shield Annulus Pressurization Analysis, Enrico Fermi Unit 2, NUS Report NUS-3129, April 1978.

{

5. Enrico Fermi Atomic Power Plant Unit 2, Final Safety Analysis Report Section

• 3.9.1.5.

[

[

[

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SL-3647 l Final

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E.

T A BL ES

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[

L E

E E

E E

E E

u L

L r

TABLE 1 LOAD COMBINATIONS FOR SACRIFICIAL SHIELD, STABILIZER TRUSS AND ANCHOR BOLTS LOAD LOAD COMBINATION COMBINATION D T8 A Y Y E o

E s

P r j NUMBER CATEGORY 1 ABNORMAL / SEVERE ENVIRONMENTAL 1.0 1.0 1.0 1.0 1.0 1.0

~

2 ABNORMAL / EXTREME $

w ENVIRONMENTAL 1.0 1.0 1.0 1.0 1.0 1.0 ,o ae*

n z bmP cm r.

D =

Dead load of structure plus any other permanent loads. .C 2

Tg =

Thermal effects which occur during a postulated accident.

A =

p Annulus breaks.

Pressurization load which occurs during a postulated safe-end Y

r

=

Forces Associated with a Whipping Pipe.

Y =

Jet Impingement Forces.

3 E =

Operating Mais earthquake (OBE) eHects.

n Eg =

Safe shutdown earthquake (SSE) effects.

Y$N.

~ i TW r" g$M n

---

y ro ro r r, o r r r, rm r r r, r r r r r r r-TABLE 2 LOAD COMBINATIONS FOR REACTOR PEDESTAL s

LOAD LOAD COMBINATION COMBINATION D T, A p

Y r

Y j

Eg E, NUMBER CATEGORY l ABNORMAL / SEVERE ENVIRONMENTAL 1.0 1.0 1.0 1.0 1.0 1.25 2 ABNORMAL / EXTREME ENVIRONMENTAL 1.0 1.0 1.0 1.0 1.0 1.0 g0 A

:.r-'i D = Dead load of structure plus any other permanent loads.

o;5*

T = Thermal effects which occur during a postulated accident. o o

A = Annulus Pressurization load which occurs during a postulated safe-end p

breaks.

Y = Forces Associated with a Whipping Pipe.

r

= Jet Impingement Forces.

Y)

E, = Operating basis earthquake (OBE) effects.

E

• Safe shutdown earthquake (SSE) effects.

O Pi (n -l "r> lW iWF w $ FI

• • M n s . ..

-- a rm rm rm w rm rm rm rm rm rm rm rm rm r, rm rm rm r-4 TABLE 3 ALLOWABLE STRESSES FOR SACRIFICIAL SHIELD ALLOWABLE STRESSES LOAD STEEL CONCRETE WELD ,,, $

COMB. zm n

NO. moj Qz e ta >

COMPRESSION COMPRESSION o r= e TENSION '

5 O

M 1.6 AISC 1.6 AISC 1.6 AISC 1.6 AISC ALLOWABLE ALLOWABLE ALLOWABLE 1&2 5.95 F ALLOWABLE F

2}f,c 5 0 5F g F s

Base Metal of Base Metal l

l

~'h Y *i TsF g m Nw

- --- a m rm rm rm rm rm rm rm rm rm rm rm rm rm rm m rm rm r' TABLE 4 ALLOWABLE STRESSES FOR REACTOR PEDESTAL CONCRETE REINFORCING STEEL MEMBRANE PLUS RADIAL 5 TENSION AND  :=

FLEXURAL COMPRESSION TENSION SHEAR ** COMPRESSION y0

$S$

$E*

• 0.85 f' c None ACI 318-71 0.9 f o;@e

=

Chapter 11 Y e

• Due to primary plus secondary forces.

• • The meridional reinforcing steel is designed to carry the entire tangential shear.

T

~ '*I a$

Tar u

• • .m wa

-T M n i i n n n i i n n i 1 n_. n_ I i n n R R F TABLE 5 ALLOWABLE STRESSES FOR BOLTING MATERIAL AND SHEAR LUGS LOAD BOLTS

• SHEAR LUGS COMB. CONCRETE NO.

TENSION COMBINED TENSION SHEAR

^

Ft AND SHEAR Ft' Fu 1&2 1.6 x 0.33 Fu 1.6 x 0.43 Fu - 1.4 f Y 1.6 x 0.22 Fu ACI 318-71 Sect. 10.14 j;

=

n zO

• 1978 AISC Table 1.6.3 Page 23, with 1.6 factor. =nz ggH Fu = ultimate strength of steel, ksi 8?"gg Z

f y

= computed shear stress, ksi S

o in -1 m [~ >

f

.~ : m l Y""

r

E' SARGENT & LUNDY

[ ENGINEERS mcAc TABLE 6 SL-3647 5- 2 6-78

[ '

TABLE 6 GEOMETRY OF NODAL POINTS

[

Nodcl Point Radius Elevation Nodal Point Radius Elevation Number R (ft) Z (ft) Number

{ R (ft) Z (ft) 1 12.54 .00 43 10.73 47.71 2 12.54 3.78 44 10.73 48.47 I 3 12.54 7.56 45 10.73 50.26 4 12.54 11.34 46 6.00 58.17 5 12.54 15.12 47 13.66 57.87

[ 6 12.54 '

18.90 48 10.73 52.04 7 12.54 22.68 49 10.73 53.82 8 12.54 26.46 50 10.73 55.61 9 13.66 26.46 51 61.65

[ 10 10.73 26.46 52 6.00 13.66 11 59.87 13.66 23.11 53 10.73 57.39 12 13.66 29.75 54 10.73 59.18

( 13 13.66 31.40 55 4.00 64.85 14 10.73 28.10 56 13.66 61.87 15 10.73 29.73 57 10.73 16 60.96

[ 10.73 31.37 58 13.66 63.87 17 5.09 26.46 59 10.73 62.74 18 13.66 33.04 60 13.66 66.87 -

19 13.66 35.62 61

[ 20 10.73 64.53 13.66 37.78 62 13.66 69.90 21 13.66 39.93 63 22 10.73 66.08 10.73 33.87 64 10.73 67.64

( 23 10.73 35.55 65 10.73 69.19 24 10.73 37.23 66 10.73 70.75 25 10.73 38.91 67 13.66 26 71.90

[ 6.00 38.91 68 13.66 73.87 27 13.66 42.08 28 69 10.73 72.30 13.66 44.08 70 10.73 73.86 29 13.66 46.08 71

[ 30 13.66 75.41 13.66 48.29 72 19.50 75.41 31 6.00 42.07 73 32 10.73 75.41 10.73 41.02 74 13.66 77.44

( 33 10.73 42.07 75 13.66 79.22 34 10.73 43.14 76 10./3 80.09 35 10.73 44.20 36 77 10.73 88.79

[ 13.66 50.51 78 10.73 90.41 37 6.00 48.47 79 38 16.46 90.41 13.66 52.72 80 10.73 93.04 39 10.73 45.27 81 8.65 97.33

[ 40 6.00 51.70 82 3.98 101.62 41 13.66 54.94 83 42 10.73 39.96 10.73 r 46.34 L1 r

l l . .. .

E SARGENT Q LUNDY Eno:NEERS

[ CHICAGO TABLE 7 SL-3647 5 78

[

[ TABLE 7 ELEMENT INDICES

[

Element Start End Element Start End

, Numbers Joint Joint Numbers

' Joint Joint i 1 1 2 43 2

23 24

2 3 44 24 3 25 3

[ ,

, 4 4 4

5 45 25 83

' 46 83 32 5 5 6 47 6

32 33 6 7 48 33

[ 7 7 8 49 34 34 35 8 8 9 50 35 39 9 9 11 51 39 42

[ 10 11 11 12 52 42 43 12 13 53 43 12 44 13 18 54 44 13 18 45

[ 19 55 45' 48 14 19 20 56 48 49 15 20 21 57 16 49 50 21 27 58 50

[ 17 27 28 59 53 53 54 18 28 29 60 19 54 57 29 30 61 57 20 30 59

{ 36 62 59 21 36 61 38 63 61 22 38 63 l 41 64 63 64 23 41 47

[ 24 47 52 65 66 64 65 65 1 25 52 66 56 67 66 26 56 69 58 68 69

[ 27 28 58 60 69 70 70 73 60 62 70 73 29 62 67 76 71 76 77 30 67 68 72 31 77 78 68 71 73 32 78 79 71 72 74 78 33 71 73 80 75 80 81

- 34 71 74 i 76 81 82 i 35 74 75 77 36 25 26 8 10 78 26

[ 37 38 10 14 14 79 31 31 37

, 15 80 37 39 15 40

! 16 81 40 40 16 17 46

{ 41 16 22 82 46 51 83 51 55 42 22 23 I

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L SARGENT & LUNDY ENGINEEas TABLE 8 CHICAG SL-3647 5 78

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TABLE 8 MAXIMUM NEGATIVE SHELL MEMBRANE FORCES (CONT.)

( ntM r:ME MERIDIONAL TIME CIRCUMFERENTIAL TIME SHEAR (SEC.) (K/PT) (SEC.) (K/FT) (SEC.) (K/PT) t .15*00 .2329*02 .16+00 .5470*01 .89-01 .7952+01

[ 2 3

.15*00

.15+00

.2105+02

.1974*02

.16+00

.96-01

.4015 01

.2702*01

.89-01

.88-01

.9091+0*

.9530*0*

4 .15+00 .1655+02 ,.10*00 .2141+01 5 .15+00

.87-01 .9550+01

.1442+02 .10+00 .2033+01 .86-01 .9443+01 6 .15+00 .1236*02 44-01 .200a*01

[ 7 9

.25*00

.22+00

.l162+02

.1549+02

.71-01

.71-01

.9978*01

.3054+01

.86-08

.87-01

.8980*01

.8277+01 10 .22*00 .1300+02

.11+00 .2025+02

.71-01 .4462+01 .1t+00 .2160*02 11 .22*00 .1996+02 .61-01 .4759+0s .ft+00 .2239*02 13 .13+00 .1976*02 .41-01 .151G*02 .11+00 .235G+02

[- 15 17

.13*00

.13*00

.1279*02

.1255*02

.40-01 4H+00

.3772+08 .60-01 .1751+02 19

.3488-01 .32+00 .4250*00

.13*00 .120t+02 .38-01 .6751*01 28 .22+00 .17+00 .2898+01

.1192*02 .29-01 .4958+01 .17+00 23 .17+00 .182Jo02

.1939+02 .20-01 .8745*01 .17+00

[ 25 26

.17+00

.17+00

.2437+02

.2525+02

.15-01

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.1576*00

.1310*00

.15+00

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.142H+02 27 .17+00 .15+00 .1255*02

.2420+02 .14-01 .1082+00 .15+00 .4839+01 28 .17+00 .1965+02 .14-01 .1700*00 29 .17+00 .5003*01

.16*00 .1276+02 .80-02 .5335-01 .16+C0 .5341+01

[ 30 31

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.30-02 .2699-01 .16+00 .4595+01

.25+00 .1264*02 .25+00 .3960*01 .50-02 33 .27+00 .4000-03

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[ 35 37

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[ 67 69

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C SARGENT & LUNDY DNGIN3Eas TABLE 8

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m m m m m rm .. rm m. m rm rm m m em m m m m m n TABLE 8 MAXIMUM NEGATIVE SHELL MEMBRANE FORCES (CONT.)

ELEM MQgENTS ENT T!vE MERIDIONAL TRANSVERSE SHEAR FORCES TIME CIRCUMFERENTIAL TIME CROSS TIME MERIDIONAL TIME CIRCUMFERENTIAL (SEC. ) (K-PT/FT) (SEC.) (K-FT/FT) (SEC.) (K-FT/FT) (SEC.) (K/FT) (SEC.) (K/FT) 1 .17+00 .9921+08 .20+00 .1817+01 .11+00 .13t8+01 .15+00 .3142+01 .15+00 .1090+01 2 .20+00 .3G47+01 .22+00 .1555 01 .11+00 .2423+01 .22+00 .1614+01 .16+00 .3104+00 3 .12+00 .2015+01 .,11+00 .4168 0: .11+00 .3021+01 .22+00 .8421+00 .11+00 .4138+00 4 .67-01 .1293+01 .11+00 .7139+01 .11+00 .3477+01 .75-08 .6754+00 .11+00 .9440+00 5 .61-01 .2377+01 .11+00 .1042 02 .12+00 .3804+0 .75-01 .1355+01 .11+00 .1610+01 6 .75-01 .6343+01 .11+00 .1436+02 .12+00 .374S+01 .76-01 .2150+01 .11+00 .2551+01 7 .76-01 .1400+02 .1t+00 .1875+02 .29+00 .1737+01 .st+00 .5153+01 .1t+00 .36G4+01 9 .49-01 .2835+01 48-01 .3992+00 .29+00 .718t+00 .1t+00 .1327+02 .12+00 .1240+01 10 .12+00 .5359+01 .11+00 .7654+00 .29+00 .1676+01 .11+00 .8642+01 .1t+00 .4120+00 13 .11+00 .8133+01 .1t+00 .2398+01 .12+00 .1033+01 .12+00 .2374+01 .61-01 .2C61+00 13 44+00 .2701+01 .29+00 .1002+02 11+00 .495t+01 49-01 .7310+00 .23+00 .10G5+01 15 .47-01 .6184+01 44+00 .6173+01 .16+00 .502t+01 46-01 .1240+01 .13+00 .2115+01 17 .17+00 .5G20+01 .33+00 .422?-02 .29+00 .9423-02 .13+00 .1771+02 .13+00 .2337-02 19 .13+00 .3865+02 .24+00 .2861401 .13+00 .6935+01 .54-01 .7947+01 .17+00 .1520+01 21 .55-01 .2990+02 .24+00 .5074+01 .13+00 .20to+02 45-01 .4102+00 .17+00 .160?*#1 23 43-01 .5370+01 .24+00 .2754+02 .13+00 m

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.16+00 .5977+00

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.2t+00 .8765+00

.63-01 .2618+00 .17+00 .8362+00 .16+00 .1482+01 65 .16+00 .2253+01 .16+00 .4261+01 .16+00 .7657+00 .13+00 .2276+00 67 .1885+01 .2980+01

.16+00 .1788+01

.27+00 .16+00 .16+00 .2245+01 .47+00 .1598+00 .15+00 .1745+01 69 .22+00 .2241+02 .13+00 .5657+01 .16+00 .2349+01 .22+00 .3093+02 .16+00 71 .4269+00 .1191+01 .1149+01

.t3+00 .25+00 .15+00 .3776+00 .15+00 .2169+00 .94-01 .1978*00 74 .27+00 .4768+00 .25+00 .4080+01 .15+00 .1201+01 .13+00 .8782+00 .94-01 .4220+00

• For element location see Exhibit 2.

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TABLE 9 MAXIMUM STRESSES IN PLATES

{

[

SHELL***

MERIDIONAL ** CIRCUMFERENTIAL** MEMBRANE

( SECTION* SHELL MEMBRANE SHELL MEMBRANE SHEAR NO. (ksi) (ksi) (ksi) l 12.73 18.00 5.37

{

2 12.62 16.18 8.67 3 7.51 6.20 1.80 4 7.24 5.35 6.55

[

(

• For Section Number see Exhibit 3.

Allowable Shell Membrane Force = 47.5 ksi

• • • Allowable Shell Membrane Shear = 27.42 ksi

[

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m rm rm rm i 1 rm rm rm rm rm rm rm. rm rm i 1 rm rm rm rm r-TABLE 10 MAXIMUM STRESSES IN WELDS ACTUAL VALUES ALLOWABLE VALUES ALLOWABLE ALLOWABLE ALLOWABLE SECTION* TENSION ' COMPRESSION SHEAR TENSION COMPRESSION SHEAR NUMBER (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) 1** 17.84 -27.00 8.06 33.6 -47.5 27.42 2 16.18 -8.77 8.67 47.5 -47.5 27.42 ,$

2E5 3 7.51 -6.62 1.80 47.5 -47.5 27.42 k5>

Ej 4** 10.86 -1.86 9.83 33.6 -41.5 27.42 g

• For Section Number See Exhibit 3.

• • Partial Penetration Welds

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TABLE 11 MAXIMUM STRESSES IN COLUMNS

{

[ MAXIMUM SECTION STRESS **

(ksi)

NUMBER *

- 1 18.61 2 9.83 3 1.97

{

4 2.06 l

[

• For Section Number See Exhibit 3.

• Allowable Combined Axial and Bending Stress = 47.5 ksi

[

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SARGENT & LUNDY ENGINEEas TAELE 12 CHICAGO g(_3g47 5- 26-78

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_ TABLE 12 MAXIMUM SHEAR STRESSES IN CONCRETE FILL IN SACRIFICIAL SHIELD

[ MAXIMUM SECTION SHEAR STRESS **

NUMBER * (PSI)

[

1 135.29 2 104.24

[

3 34.20

[

~ *For Section Number See Exhibit 3.

• • Allowable Shear Stress = 154.9 psi

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, rm m m m e rm m i 1 m rm m rm rm m m rm Fm m r TABLE 15

SUMMARY

OF MAXIMUM FORCES IN ANCHOR BOLTS ACTUAL VALUES ALLOWABLE VALUES COMBINED COMBINED TENSION TENSION & SHEAR TENSION TENSION & SHEAR (ksi) SHEAR (ksi) (ksi) (ksi) SHEAR (ksi) (ksi)

RPV 16.10 16.10 27.56 60.72 40.50 40.48 5

SA CIAL 34.5 34.5 24.97 60.72 44.16 40.48 9 }

l 52 "

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k II) Maximum Value Occurs in 2-3/4" p Bolt.

II These values are based on the RPV skirt loads given in the FSAR Section 3.9.1.5 (Ref. 5) .

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Strip 1 637.0' Strip 2 633.44' Strip 3 624.44' Strip 4 617.87' Strip 5 609.87' Strip 6 602.29 Top of Pedestal Strip 7-597.88' , , , j , , , , , i 0 10 20 30 40 50 60 70 80 90 100 Pressure (psid)

SECTION A-A (See Exhibit 8)

VERTICAL DISTRIBUTION OF PRESSURE 30*

[

APPENDIX A

[

[

[

[

[

[

[

[

[

[

[ -

[

[

[

[

[

mummmm. . .

L CARGENT O LUNDY APPENDIX A EN N ERD g(_3g47

,o 5 78 COMPUTER PROGRAMS

[ DYNAX DYNAX (Dynamic Analysis of Axisymmetric Structures) is a finite element program capable of performing both static and dynamic analyses of axisymmetric structures.

Its formulation is based on a small displacement theory.

[ Three types of finite elements are available: quadrilateral, triangular, and shell. The geometry of the structure can be general as long as it is axisymmetric. Both the isotropic and orthotropic elastic material properties can be modeled. Discrete and distributed springs are available for modeling elastic foundations, etc.

For static analysis, input loads can be structure weight, nodal forces, nodal displace-ments, distributed loads, or temperatures. Loads can be axisymmetric or nonaxisym-metric. For the solids of revolution, the program outputs nodal displacements and element nodal point stresses in the global system (radial, circumferential, and axial).

In the case of shells of revolution, the output consists of nodal displacements and element and nodal point shcIl forces in a shell coordinate system (meridional, cir-

[ cumferential, and normal).

For dynamic analysis, three methods are available: direct integration method, modal superposition method, and response spectrum method. In the case of dynamic analysis by direct integration method or modal superposition method, a forcing function can b be input as: 1) nodal force components versus time for any number of nodes, or

2) vertical or horizontal ground acceleration versus time. For nonaxisymmetric loads

[ the equivalent Fourier expansion is used. In the case of dynamic analysis by response spectrum method, spectral velocity versus natural frequency for up to four damping constants is input. The output of dynamic analysis is in terms of nodal displacements,

{

element strestes, and resultant forces and moments :t specified time steps. When '

the modal superposition method is used, and in the case of earthquake response analysis, the requested number of frequencies and mode shapes is computed and printed together with the cumulative response of all the specified modes, as

( computed by the root sum square (RSS) method and the absolute sum method.

E A-1

CARGENT O LUNDY APPENDIX A

( " Q fns SL-3647 5 78

[

DYNAX was originally developed under the acronym ASHAD by S. Ghosh and

{ E. L. Wilson of the University of California, Berkeley in 1969. It was acquired by Sargent & Lundy in 1972 and is operating under EXEC 8 on a UNIVAC 1106.

( TEMCO TEMCO (Reinforced Concrete Sections Under Eccentric Loads and Thermal Gradi-( ents) analyzes reinforced concrete sections subject to separate or combined action of eccentric loads and thermal gradients. The effect of temperature is induced in the

[ section by reactions created by the curvature restraint.

The analysis may be done assuming either a cracked or an uncracked section. Mate-

[ rial properties can be assumed to be either linear or nonlinear. The program is capable of handling rectangular as well as nonrectangular sections.

The program input consists of section dimensions, areas and location of each layer of reinforcing steel, loads, load combinations and material properties.

The curvature and axial strain corresponding to the given eccentric loads (axialload

( and bending moments) are determined by an iterative procedure. Thermal gradient is applied on the section by inducing reactions created by the curvature restraints, i.e.,

{ there is no curvature change due to a thermal gradient on the section. The axial expansion is assumed to be free after thermal gradient is applied. An iterative procedure is completed again for finding the final strain distribution such that equilibrium of internal and external loads is satisfied.

{ The program output consists of the echo of input, combined loads, final location of neutral axis, final stresses in s. al and concrete and final internal forces. Similar intermediate results (before thermal gradient is applied) can also be output if desired.

{

The program has applications to a wide variety of reinforced concrete beams and

( columns, slabs, and containment structures, subject to various combinations of ex-ternal loads and thermal gradients.

[ The program was developed and is maintained by Sargent & Lundy. Since February 1972, the program has been used extensively at Sargent & Lundy on UNIVAC 1106

[ hardware operating under EXEC 8.

[

A-2 I.. . . .

CARGENT O LUNDY APPENDIX A

[ EN01NEER9 g(_3g47 5 78 FORANL h FORANL (Fourier Analysis Postprocessor) provides methods of performing an approximate Fourier Analysis along each strip of spatial arrangement of the nodal

[ pressure values.

The Fourier Analysis is performed by the histogram numerical method or by a linear interpolation of the pressure values between node centers.

{ The output consists of a data file for each strip analyzed as well as printer output which echoes the data and lists the computed values stored in the generated data files. Maximum and minimum Fourier coefficients and the time they occur are also listed.

[ The FORANL program was originally developed by Sargent & Lundy in 1976. The program is currently maintained on a UNIVAC 1106 operating under EXEC 8.

~

[

{

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[

[

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A-3 Final

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APPENDIX B E

[

W

[

[

[

[

[

E E

C CARGENT O LUNDY APPENDIX D E N GIN E E RQ g(_3647 5 78 DEFINITIONS OF LOAD COMBINATION CATEGORIES Abnormal / Severe Environmental Category ,

[ This category includes combinations that result from the postulated combined occurrence of abnormal and severe environmental effects when the occurrence of a specified Severe Environmental Category load condition at the plant site imposes

{ effects that significantly increase the probability of the occurrence of Abnormal Category load conditions or when the specified Abnormal or Severe Environmental Category load condition is of such extended duration that a significant probability exists that loads in these two aforementioned categories will occur simultaneously.

Abnormal / Extreme Environmental Category

[ This category includes combinations that result from the postulated combined occurrence of abnormal and extreme environmental effects when the occurrence of a specific Extreme Environmental Category load condition at the plant site imposes

{ effects that significantly increase the probability of the occurrence of Abnormal Category load conditions or when the specified Abnormal or Extreme Environmental

[ Category load condition is of such extended duration that a significant probability exists that loaas in these two aforementioned categories will occur simultaneously.

[

[

[

[

[

[

B-1 Final

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