ML13323A466
| ML13323A466 | |
| Person / Time | |
|---|---|
| Site: | San Onofre  |
| Issue date: | 09/24/1985 |
| From: | Medford M SOUTHERN CALIFORNIA EDISON CO. |
| To: | Zwolinski J Office of Nuclear Reactor Regulation |
| Shared Package | |
| ML13323A468 | List: |
| References | |
| TASK-02-04.F, TASK-03-06, TASK-2-4.F, TASK-3-6, TASK-RR NUDOCS 8509260258 | |
| Download: ML13323A466 (29) | |
Text
ENCLOSURE 1 SAN ONOFRE NUCLEAR GENERATING STATION UNIT 1 SOIL BACKFILL CONDITIONS Summary of the Design of the Grade Beams for the Auxiliary Feedwater Pump Foundations June 1985
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 auxiliary feedwater pumps 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 components at the San Onofre Nuclear Generating Station Unit 1 were reported in Reference 1. The existing backfill condition at the Auxiliary Feedwater Pumps G-10 and G-lOS 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 5-3B of Reference 1.
The grade beam assembly referenced above was designed and constructed in June, 1984. This report is a brief summary describing the physical modifications, assumptions and analysis methodology, loading combinations and the construction details for the grade beam assemblies.
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'-l 1/2" in cross section.
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 BM1 and BM2 will be supported on the native soil.
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 Fl/11.2 -
F/12.5 -
G/12.5 -
G/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 by the newly constructed grade beams BMI and BM2 and the Turbine Building combined foundation on column 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 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 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 0.67g in the north-south and east-west directions and 0.44g, in the vertical direction.
- 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 LOADING COMBINATIONS AND ACCEPTANCE CRITERIA
- 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:
1 U
D + Ro + E + Yj where D - Dead loads due to weight of the structure and equipment plus any permanent loads g1 E = Loads generated by the 0.67g 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 loadon the 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 beam B2 is given in Table 1. Table 2 shows the beam capacities.
A copy of the design calculations for the beam B2 is given in Appendix A. Table 3 shows the effect of the grade beams on the existing footing F-12.
TABLE 1.
SUMMARY
OF LOADS FOR GRADE BEAM B2 V7 7
W DL + E
[= DL + 2/3 (0.67 X 1.1) DL]
- 1.2 k/ft (WH is the uniform seismic force in the horizontal direction)
P 1 REACTION FROM B-5, INCLUDING I
[D + E + COL 12.5/G + COL 12.5/F1 + REACTION FROM B-3 + COL. 12.2/F1 18.1 k+ 12.2/G -
2 7.9k 2 - PUMP G 10 LOAD + BASE + FTG. + ASSOCIATED PIPING + E 1 12.9k P3 -PUMP G 10S LOAD + BASE + FTG + ASSOCIATED PIPING + E 1 16.8k S4= REACTION FROM B-6, INCLUDING COL. 12.2/G + E + D -
4.3k (P
(lH 2H' 3H and P4H are the horizontal components corresponding to the above vertical forces)
J1 JET IMPINGEMENT LOAD, VERT.
4 1 k J 1H JET IMPINGEMENT LOAD, HORIZ.
M -
JET IMPINGEMENT MOMENT 57 k-ft INCLUDING Mtm 22.2 k-ft FROM B-6 T J TORSION FROM M 16.2 k-ft
. 1k J
JET IMPINGEMENT LOAD, VERT.
J 4H JET IMPINGEMENT LOAD, HORIZ.
M = JET IMPINGEMENT MOMENT 6.67 k-ft T J TORSION FROM M 1.89 k-ft J4 J4 MP2= MOMENT FROM PUMP SEISMIC FORCE N-S
.25 k-ft S MP3 MOMENT FROM PUMP SEISMIC FORCE N-S40 3
TABLE 2.
SUMMARY
OF RESULTS FOR GRADE BEAM B2 Maximum Applied Moment (k-ft)
Ultimate Moment Capacity (k-ft) 182 300 Maximum Applied Shear (k)
Allowable Shear (k) 53.4 91.7 TABLE 3. EFFECT OF GRADE BEAMS Bl AND B2 ON FOOTING F-12 Bearing Pressures (ksf)
Allowable Without Grade Beams 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.
sonim of footing Efu
- 12.0 ti tt 0
10 20 fel 20 Ft& IWO. I (AuxzlaSry Feed Watet Pump)
Afho 10ac Section A-A Figure 1. Local Soil Conditions Under Pump G-10
El. +12.0 ft Anchor Block (Top El. +8.5 ft)
A Bottom of Footing El. +12.0 ft I
. 4.0 ft El. +14.0 ft I
WT El. +5 ft N
0 10 20 Feet Ftg. No. 2 (Auxiliary Feed Water Pump) 20 w
w o
-10 z
I w
Section A-A Figure 2. Local Soil Conditions Under Pump G-lOS
A I I
v I
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SK Tr&E BI alDG C. FoOOT/WG Figure 3. Plan View of the Grade Beams
EX/5Tr
- 0. C 4rX(157c. 4A/CA'C4' BLO/CK Figure 4. A Section of the Grade Beams
APPENDIX A DESIGN CALCULATIONS FOR GRADE BEAM B2 CALCULATION SHEET el7 a CALC.W NO
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