ML20132B643

Soil Backfill Conditions,Summary of Design of Grade Beams for Auxiliary Feedwater Pump Foundation

ML20132B643
Person / Time
Site:	San Onofre
Issue date:	06/30/1985
From:	SOUTHERN CALIFORNIA EDISON CO.
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ML13323A468	List: ML13323A466 ML13323A469 ML13323A470 ML13323A471 ML20132B643
References
NUDOCS 8509260262
Download: ML20132B643 (29)

Text

,

s ENCLOSURE 1 l

SAN ONOFRE NUCLEAR GENERATING STATION UNIT I SOIL BACKFILL CONDITIONS d

Summary of the Design of the Grade Beans for the Auxiliary Feedwater Pump Foundations a

June 1985 0509260262 850924 PDR ADOCK 05000206 p

PM

i l

1.0 INTRODUCTION

This is in response to the NRC staff request of 2/14/85 to provide a summary report on the grade beams installed for the surt11ary feedwater

~

pusps to eliminate the effects of soil backfill conditions.

The effects of the soil backfill behavior during and following the 0.67g modified Housner earthquake event on the safety-related equipment and i

components at the San Onofre Nuclear Generating Station Unit I were reported in Reference 1.

The existing backfill condition at the Aur111ary Feedwater Pumps C-10 and C-10S was shown in Figures 5-2 and 5-3 respectively in Reference 1.

These figures are included as Figures 1 and 2 for reference. The evaluation of the effects of the seismically induced settlements on Auxiliary Feedwater Pump foundations and the pipe supports adjacent to the pump foundations (Section 5.2.2 and 5.15.2 in Reference 1) had concluded that these foundations will have to be modified using a set of grade beams. A conceptual modification using grade beams to support the pump and pipe support foundation was shown in Figures 5-3A and 5-38 of Reference 1.

The grade beam assembly referenced above was designed and constructed in June, 1984. This report is a brief suasary describing the physical modificatiods, assumptions and analysis methodology, loading combinations and the construction details for the grade beam assemblies.

I

, {

1 I

l 1

2.0 DESCRIPTION

OF THE MODIFICATION With reference to Figure 3 and 4, following is the description of the grade beams modification that supports the existing pump foundations and the~ pipe support foundation.

1)

The existing pump foundations labeled G-10 and G-10S are supported by concrete grade beams BMI and BM2, Each grade beam is 2'-6" x 2'-1 1/2" in cross section.

l The two grade beams BM1 and BM2 are supported on newly built concrete piers at the north and south ends. The north pier A is built above the existing column foundation F-12 of the Turbine Building. The existing column foundation F-12 is founded on native soil, therefore, the north end of the grade beams BH1 and BM2 will-be supported on the native sofi. The south end of the grade beams is supported on pier B built above the existing anchor block #2.

The existing anchor block is a massive concrete block founded on the native soil, therefore, the both ends of the grade beams will be supported on the native soil.

2)

The existing jet impingement barrier steel framing is founded on a U-shaped strip footing shown as F1/11.2 - F/12.5 - C/12.5 - C/12.2 in Figure 3.

The safety-related pipe supports are attached to the steel framing of this barrier. This strip footing is now supported l.

by the newly constructed grade beams BMI and BM2 and the Turbine Building combined foundation on colusn line 13.

The Turbine Building footing on line 13 is founded on native soil or structures that are founded on native soil.

3)

The new grade beams and the supporting piers are buried. The top of the grade beams is flush with the top of the floor slab concrete at elevation 14 feet-0 inches.

3.0 ASSUMPTIONS AND METHOD OF ANALYSIS 1)

The grade beams BM1 and BM2 were designed to span between the piers founded on native soils and carry all the superimposed loads without relying on any support from the backfill underneath the i

beams. Hence, the magnitude of the postulated settlement in'the backfill has no effect on the performance of the equipment or pipe supports supported by the beams.

2)

The grade beam pier assembly is completely buried and is composed

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of massive concrete members with short spans or heights, therefore, it is rigid. The seismic forces were calculated using the equivalent static method of analysis for horizontal ground acceleration of 0.673 in the north-south and east-west directions and 0.44, in the vertical direction.

3

3)

The design of the members was based on taking into account the three-dimensional nature of forces induced due to the geometry of the structure.

4 )-

The design of the concrete members was based on ACI code 318-1977 and the project design criteria, Reference 2.

5)

The effect of additional loads due to pier A and grade beam reaction on the existing column footing F-12 were evaluated and found to be acceptable.

6)

The effects of pier B and the grade beam reactions on the supporting anchor block are negligible.

4.0 I4ADING COMBINATIONS AND ACCEPTANCE CR.ITERIA 1)

For the design of the grade beams and supporting-piers the occurrence of a 0.67g modified Housner earthquake with the normal plant operating loads was considered. The specific loading combination used was!

U = D + Ro + E + Yj where D = Dead loads due to weight of the structure and equipment plus any permanent loads l

E = Loads generated by the 0.673 modified Housner earthquake.

Ro = Pipe reactions during normal operating or

~

shutdown conditions based on the most critical transient or steady state condition.

Yj = Jet impingement equivalent static load on tne structures.

5.0

SUMMARY

OF RESULTS The design of the grade beams was performed based on the methods described in Section 3.0.

The design details as constructed are shown.

in Figures 3 and 4 As an example, a summary of the design loads for grade besa B2 is given in Table 1.

Table 2 shows the beas capacities.

A copy of the design calculations for the bean B2 is given in Appendix A.

Table 3 shows the effect of the grade beams on the existing footing F-12.

l l

TABLE 1.

SUMMARY

OF LOADS FOR GRADE BEAM B2 01 d4 (n Ms, m Mj4 Pi

.P1 Ps 2 P+

Jix Mp2 MP3

~4e f

fv)

(~ N (D

T/4 U IJ/

Y

=y s,

= =;

?/

/

/

/\\

/'

l f/H Pee Wx psp P48 1

' gi 2 ; 3 /. 5 'I i

7 t. 7 n 3 '. q u l g/.gt N

I f

/ 9 '- 7 "

l 7

I<

l W = DL + E

[= DL + 2/3 (0.67 X 1.1) DL] = 1.2 k/ft (W is the uniform seismic force in the horizontal direction)

H P = REACTION HLOM B-5, INCLUDING y

[D + E + COL 12.5/G + COL 12.5/F + REACTION FROM B-3 + COL.12.2/F ] =

y 3

k 18.1 + 12.2/G = 27.9 P = PUMP G 10 LOAD + BASE + FTG. + ASSOCIATED PIPING + E = 12.9 2

P = PUMP G 10S LOAD + BASE + FTG + ASSOCIATED PIPING + E = 16.8 3

P = REACTION FROM B-6, INCLUDING COL. 12.2/G + E + D = 4.3 4

(P1H' '2H' 3H

• 4H are the horizontal components corresponding to the above vertical forces) e l

J = JET IMPINGEMENT LOAD, VERT.

= 41 y

J1H 02, HORIZ.

= II.I

=

M = JET IMPINGEMENT MOMENT

= 57 k-ft yy INCLUDING M = 22.2 k-ft FROM B-6 t

1 T = TORSION ROM M

= 16.2 k-ft yy yy J = JET IMPINGEMENT LOAD, VERT.

=.73 4

J = JET IMPINGEMENT LOAD, HORIZ.

.93

=

4H M = JET IMPINGEMENT MOMENT

= 6.67 k-ft y4 T = TORSION FROM M

= I.89 k-ft y4 y4 M = MOMENT FROM PUMP SEISMIC FORCE N-S

= 5.25 k-ft P2 M = MOMENT FROM PUMP SEISMIC FORCE N-S

= 4.30 k-ft p3 M

t s

TABLE 2.

SUMMARY

OF RESULTS FOR GRADE BEAM B2 Maximus Applied Moment (k-ft)

Ultimate Homent Capacity (k-ft) 182 300 Maximum Applied Shear (k)

Allowable Shear (k) 53.4 92,7 TABLE 3.

EFFECT OF GRADE BEAMS B1 AND B2 ON FOOTING F-12 Bearing Pressures (ksf) a Allowable Without Grade Beans With Grade Beams 30 10 25.5

6.0 REFERENCES

1.

Enclosure to letter from R. W. Krieger to D. M. Crutchfield, " Soil Backfill Conditions", San Onofre Nuclear Generating Station, Unit 1, Chapters 4 and 5, dated September 31, 1983 2.

" Return to Service Design Criteria, Modifications to Auxiliary Feedwater Pump Foundations and the 480V Room Slab Due to Onsite Soil Considerations, Rev. 1, dated October 22, 1984.

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El. +12.0 ft

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El. +12.0 ft q\\

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10 20 Feet M

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w e-Anchoe Sled 0

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10 Sectson A-A

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Figure 1.

Local Soil Conditions Under Pump G-10 l

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EI. +12.0 ft Anchoe Black (Top El. +B.5 ft)

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Q Bottom of Footing El. +12.0 f t t

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g fl. 4.0 ft l

El. +14.0 ft i

WT El. +5 f t Wh-0 10 20 Feet 1

Ftg. No. 2 (Auxil.ory Feed Water Pump) 20 0

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10 9

Anchoe Black Q0

.s 10 Section A-A Figure 2.

Local Soil Conditions Under Pump G-10S

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Figure 3.

Plan View of the Grade Beams l

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Figure 4.

A Section of the Grade Beams l

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APPENDIX A DESIGN CALCULATIONS FOR GRADE BEAM B2

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Mi DATE CHECKED DATE slGNATURE

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PROJECT JOB NO.

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CALCULATION CHEET cal.C. NO]Mf-(l #/ i SIGNATURE N'

DATE CHECKED

- DATE PROJECT JOB NO. '

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hf y - 33.5',2,,t4 - /,2 x p 5 8'l T 34 X

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CALCULATION CHEET cAtc. wolt u-u-c/a M

C2 NATURE _

DATE CHECKED DATE 6 @ 6U/

30,uo @ (9\\ M N A enoJECT buPPo#T FOR A#V IEEowAge Puur rT6. SHEET d

0 %

SHEETS SUBJECT c.N T,

G-lo $ G-lo %

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, 4.6 =19 sr _ fgy 22 N

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1. f M. r 24,3 32.17- 0.6 *217/2 ' 51.3 a

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=

M:14. Er G yi - 0.4 = 4,Ylft - f./ = 3.75 gr. /, #

3 31

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=

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L' CALCULATISN CHEET cat.c.No vm -a.,/. s

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SIGNATURE

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CALCULATION CHEET CALC. No. Et u -cc-A2' I*

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=

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CALC NO. m i-u.cn CCNATURE E'

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u.I CALCULATION CHEET CALC. NO.fi < < te -ct..

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CONATURE -

DATE CHECKED-nATE b

JO8 NO.-

PROJECT PPORT FOR 4ttr FEEDhtATER hup EI6' SHEET 30 or M m-s n

SUBJECT C N Y

• G ~lO & G *l0 $~

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a.

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