ML18114A526

Responds to .Forwards Summary of Soil Structure Interaction Analyses,Summary of Subgrade Matl Properties & Damping Valves Which Were Calculated by Shake Program. Summary of Sample Pipe Stress Analyses

ML18114A526
Person / Time
Site:	Surry
Issue date:	05/02/1979
From:	Spencer W VIRGINIA POWER (VIRGINIA ELECTRIC & POWER CO.)
To:	Stello V Office of Nuclear Reactor Regulation
References
NUDOCS 7905070610
Download: ML18114A526 (51)

Text

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e VIRGINIA ELECTRIC AND POWER COMPANY RICHMOND, VIRGINIA 23209 Mr. Victor Stello, Jr. Director Division of Operating Reactors U.S. Nuclear Regula.tory Commission Washington, DC 20555

Dear Mr. Stello:

May 2, 1979 Serial No. 260/041379 PSE&C/CMRjr/jpj Docket Nos.:

50-280 50-281 License No.:

DPR-32 DPR-37 In your letter of April 13~ 1979, you informed the Virginia Electric and Power Company that the use of soil structure interaction (S.SI) techniques for development of amplified response spectra utilizing an elastic half-space model will be acceptable for reevaluation of piping a*t Surry Units 1 and.2.

You also requested, for review by the staff, a cOmparison of results of several sample calculations performed first with the original set of FSAR spectra and damping values and then with a set of input parameters based on single horizontal and uncoupled vertical response spectra in conformance-with Regulatory Guides.1.60 and 1.61. These comparisons have been made and are included in Attachment No.. 1.

In the meantime, SSI analyses have been conducted on the basis of ground response spectra and damping values contained in the FSAR.

These analyses are now complete and are being used in conjunction with the pipe stress analysis effort.

Attachment No. 1 to this letter provides a summary of a 11 analyses and comparison~ concerned with SSI which have been requested by the staff to date. Attachment No. 2 provides a summary of subgrade material properties and damping values which were calculated by the Shake Program for use in the SSI analyses.

We are also forwarding Attachment No. 3 rin the basis of discussions held with the staff in the offices of Stan~ & Webster on April 20, 1979.

Attachment No. 3 is a summary of the results of Sample Pipe Stress Analyses for three systems in the containment buildi_ng.

On the basis of analytical work done to date, as summarized above in Attachments 1, 2, and 3, final pipe stress analyses for those piping systems which are over allowable stresses on the basis of the ARS from the original analyses are being done on the basis of REFUND/FRIDAY SSI analysis iri accordance with the Surry ground response spectra and damping values as detailed in the FSAR and outlined below:

e VIRGINIA ELECTRrc AND PowER CoMPANY To Mr. Victor Ste 11 o, Jr.

OBE DBE Site Response Spectra

0. 0_7g 0.15G Structure Damping 2%

3%

Piping Damping.

.5%

1%

Peak Broadening

+ 15% as per R_eg.

If you should have any questions, please contact us.

Attachments W. C. Spencer Vice President - Power Station Engineering & Construction Page 2 Guide 1.122

ATTACHMENT 1 COMPARISONS OF AMPLIFIED RESPONSE SPECTRA OBTAINED.

BY FINITE ELEMENT AND.

e ELASTIC HALF SPACE SOIL-STRUCTURE*

INTERACTION ANALYSF.s SURRY NUCLEAR POWER STATION APRIL 1979

e e

A number of comparisons of ARS in the containment structure, as requested by the staff, are presented in this attachment in the form of figures as listed below:

DBE PLAXLY vs. REFUND/FRIDAY 1.1 Foundation Mat - 7% structure damping,3% piping damping 1.2 Operating Floor - 7% structure damping, 3% piping damping 1.3 Spring Line - 7% structure damping, 3% piping damping REFUND/FRIDAY DBE FSAR Requirements vs. Reg. Guide 1.60, 1.61 2.1 Foundation Mat 2o2 Operating Floor 2.3 Spring Line SHAKE The DBE first and last iteration values of Shear Modulus and Damping from the SHAKE computer program:

3.1 First Iteration shear modulus values 3.2 Last Iteration shear modulus values 3.3 First Iteration damping values 3.4 Last Iteration damping values

0.80 o:ro Q60

(!)

I Q.50 z

0

?ct a: 0.40 LL.I

..J LL.I u o0.30 0.20 0.10 0.0 I

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f/J- ~

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""V e

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y~ ~

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~.........

0.0 0.10 0.20 0.30 0.40 050. 0.60 0.70 0.80 Q.90 1.00 1.10 1.20 LEGEND

---

REFUND/FRIDAY

---

PLAXLY

~.

PERIOD-SECONDS SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT MAT SURRY POWER STATION-UNITS I AND 2.

Figure 1.1 I l i i ! I l

l.

/

0.80 0.70 0.60 C,

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o.40 w

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(.)

u 0.30

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0.0 0.10 0.20 0.30 0.40 Q.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 LEGEND

---

REFUND/FRIDAY

---

PLAXLY PERIOD-SECONDS SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT OPERATING FLOOR SURRY POWER STATION-UNITS 1 AND 2 Figure 1.2 I

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0.0 0.10 0.2.0 030 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.2.0 LEGEND

---

REFUND/FRIDAY

---~ PLAXLY PERIOD-SECONDS SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RESPONSE SPECTRUM AT SPRINGLINE SURRY POWER STATION-UNITS I AND 2 Figure 1 *~.3

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---

FSAR EARTHQUAKE 1% DAMPING

---

REGULATORY GUIDE 1.60 EARTHQUAKE 2°/oDAMPtNG

• .- REGULATORY GUIDE 1.60 EARTHQUAKE 3% DAMPING SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE..

HORIZONTAL RESPONSE SPECTRUM AT MAT SURRY POWER STATION-UNITS 1 AND 2 Figure 2.1

2.0 1.8 1.6

- - --* -- --1.;4 C)

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. 0.30 0.40

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-0.80 0.90 1.00 1.10 1.20 PERIOD - SECONDS LEGEND:

--- rSAR EARTHQUAKE 1°/o DAMPING

---

REGULATORY GUIDE 1.60 EARTHQUAKE 2% DAMPING

--*-*- REGULATORY GUIDE 1.60 EARTHQUAKE 3% DAMPING SEISMIC ANALYSIS OF CONTAINMENT HORI.ZONTAL SSE HORIZON RESPONSE SPECTRUM AT OPERATING FLOOR SURRY POWER STATION-, UNITS I AND 2 Figure 2.2 IJ

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---

. FSAR EARTHQUAKE 1%0AMPING

---

REGULATORY GUIDE 1.60 EARTHQUAKE-' 2°/o DAMPING

..;.__._ REGULATORY GUIDE 1.60 EARTHQUAKE_3°/o DAMPING

~

1.20 SEISMIC ANALYSIS OF CONTAINMENT HORIZONTAL SSE HORIZONTAL RES~ONSE SPECTRUM AT SPRINGLINE SURRY POWER STATION* UNITS 1 AND 2 Fifure 2 *.3

EL.

+26

+5

-20

-Lln

. - 65

-90

- -123

- 157

-190

-?~c:;

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-380 FIRST SURRY UNITS 1&2 SH.AA COMPUTER PROGRAM I T:ERATI<Y SHEAR MODULUS VALUES - K.

DBE= 0.. 15g FREE FIELD:

REACTOR CONTAINMENT Laver Taft ElCentro Ave.

I 1

797 796 797 2

2201 2144 2173 3

1307 1279 1293 I

Layer Taft ElCentro Ave.

.*. -4 1188 1176 1182 3

861 871 866 5

1124 1130 1127 4

840 873 857 6

1211 1241 1226 5

871 896 884 7

1258 1311 1285 6

862 869 866 8

1288 1276 1282 7

817 870 844 9

1307 1204 1256 8

782 845 814 10 1287 1219 1253 9

730 789 760 11 5630 5477 5554 10 3314 3605 3460 12 5527 5213 5370 1 1 321*9 3450 3335 Figure 3.1

(

- ~RRY UNITS 1 &2 S

OMPUTER PROGRAM LAST ITERATIOU SHEAR MODULUS VALUES - KSF DBE = 0.15g FREE FIELL>:

REACTOR CONTAINMENT EL.

+26 Laye+:"

Taft

- ElCentro Ave.

1 581 547 564 5

2 1859 1746 1802

-20

. --.... -*--*~- *----.. -

3 793 766 780

-Un Layer Taft ElCentro Ave.

4 760 797 778 3

720

• 12a 724

_i;.:;

5 881 895 888 4

728 861 795

_go 6

976 909 943 5

959 845 902

. -123 7

916 879 898 6

935 8 81 908 i

-157 8

908 890 899 7

900 878 889

. _, 90 9

871 843 857 8

853 799 826 i

I

-235 10 854 742 798 9

838 751 -

795

....-280 11 5497 4018 4758 10 5430 3937 4684

-330 12*

4696 3309 4003 11 4518 3225 3872

_-:u;rn Figure 3.2

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l

+5 2

-20 3

-40 4

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• -90 6

-123 7

.-157 8

-lQfl 9

• - *-235 10 i

-280 i

11 330 I

12

-380 I l

SU~ UNITS 1 & 2

.SHAKE COMPUTER PROGRAM FIRST ITERATION DAMPING VALUES DBE= 0.15g FREE FIELD Taft ElCentro Ave.

.053

.053

.053

.055

.058

.057

.051

.052

.052 Laver I.052 I.052

.052 3

.052

.052

.052 4

l

.049

.048

.049 5

.045

.044

.045 6

I I.042

.042

.042 7

' I t

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.041 8

I

.038

.040

• • 039 9

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CONTAINMENT

. Taft ElCentro Ave.

.066

.065

.066

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.062

.063

.061

.060

.061

.058

• 058

.058

.* 057

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• 056i

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• 0531

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i I

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Figure 3.3

JRY illUTS 1&2 S

OMPUTER PROGRAM LAST ITERATION DAMPING VALO]:$

DBE = 0.15g FREE FIELD:

REACTOR CONTAINMENT EL.

+26 Laver Taft ElCentro Ave.

I I

I I

1 I

.069

.072

.071 I

i 5

I 2

.071

.076

.074

-20 3

• 070

.071

.071

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-40 Layer :,**

Taft ElCentro Ave.

4

.068

.067

.068 3

.072

.071

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-65.

5

• 06 o"

.060

.060 4

• 0.68

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.osa

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-123 i

7

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.ass

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-157 I i

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.05;3

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-280 11

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.043 10

.035

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-330 12

.041

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.oso 11

.043

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• 052

-*urn Figure 3.4

~~TTACHMENT 2 SUMMA.TlY OF SUBGRADE MATERIAL PROPERTIES AND DAMPING VALUES SURRY SITE APRIL 1979

Summary of Analysis e

SUMMARY

OF SUBGRADE MATERIAL PROPERTIES AND DAMPING VALUES

• e The computer program SHAKE (Ref. 1) was used to obtain values of shear modulus and damping at strain levels compatible with those induced during DBE and QBE conditions. The time histories from the El Centro 1940 (North-South component) and Kern County (Taft S69E) earthquakes were normalized to a peak acceleration of.15g and.07g for the *'DBE and OBE, respectively.

These motions were input at the ground.surface and deconvolved in the free field to elevation -406 ft, which was established as the base layer for.

SHAKE.

The deconvolved time history was then amplified up through the soil profile to the base of the structure *. Iterations of shear modulus and damping with strain were performed internally by SHAKE in both the free field and under the structures. The values obtained from the final iteration were tabulated for each layer in the soil profile and the average value from El Centro and 'Taft was used in soil-structure interaction calculations. Strain compatible shear modulus values for the DBE and OBE _are included in Figures 1 and 2, respectively, and strain-compatible damping values for the DBE and QBE are included in Figures 3 and 4, respectively.

Earthquake Time Histories Two strong motion time history accelergrams were used in the SHAKE anaJ.yses:

The 1940 El Centro earthquake (North-South component) and the 1952 Kern County earthquake (S69E component of the Taft record). These earthquake records were chosen because they were representative of the strongest motions available from deep soil sites. These records were scaled to the site DBE and OBE values.

Soil Profile A typical soil profile was established for the analyses based on data available from previous studies conducted for Units 1 and 2 and later for

_Units 3 and 4. A soil plan and profile under the Units 1 and 2 containment e

structures t:Ref. 2) is included as Figure 5 and 6, and a plan and profile under the containment structures for Units 3 and 4 (Ref. 3) is included as Figures 7 and 8. The site area is underlain by a uniform layer of Miocene clay located at approximately elevation -40 ft. Above this layer are alternating layers of sand and clay, varying in extent and thickness at each reactor location.

A comparison. of data from the investigations for the four units shows that the Miocene clay has uniform properties under Units 1 and 2 and Units 3 and 4.

The Miocene clay as reported in the Surry 3 and 4 Geotechnica.l Report (Ref. 3) has a Liquid Limit of about 70 percent. and Over Consolidation Ratio*

(OCR) of approximately 3.3 at the top of the layer. Values of OCR from tests on Miocene clay samples from Surry 1 and 2 and reported in Ref. 4 are plotted on Fig. 12. The close agreement between properties of the Miocene clay from Units 1 and 2 and Units 3 and 4 verifies the uniformity of the Miocene clay across the site. Figures 9 through 13 are plots describing various properties of the Miocene clay from the Surry 3 and 4 Geotechnica.l Report. Figure 9 is a plot of Total Unit Weight, Figure 10 is a plot of preconsolidation stresses, Figure 11 is a plot of Dry Unit Weight and Relative Density, Figure 12 is a plot of consolidation test data and Figure 13 is a plot of water contents and Atterberg Limits for the Miocene clay at varying elevations.

The soil strata above the Miocene clay were obtained from the soil profile shown in Figure 6. For the free field case,. shown in Figure 14, the Pleistocene deposits were represented by a 21 ft clay layer above the water table, a 25ftsand

- e layer and a 20 ft clay layer overlaying the Miocene clay.* The profile un4er the containment is sho.m in Figure 15. Layer 1 and 2 are "pseudo-soils" input to model. the weight and natural frequency of the structure. Layer 3, the top soil layer, represents the Miocene clay at elevation -40 ft.

The Miocene clay is taken to be 240 ft thick as described in the Surry 1 and 2 FS.AR.

Stratigraphic columns presented in the Surry 3 and 4 Geotechnica1 report show that Eocene_ and Paleocene Sands underlie the Miocene clay for approximately 100 ft. The presence of these sands underlying the Miocene Formation and the depth of the soil column ha-re been obtained from deep well information reported in the literature, andbave not been verified from deep drilling on site. The total depth of the soil column in the site area is in excess of 1200 ft. -

Low Strain Soil Properties Values of Shear Modulus and Damping at low strain levels are input into SHAKE.

These values are the basis for obtaining the strain corrected parameters iterated in SHAKE.

Low strain values of shear modulus were obtained fran.seismic cross-hole and uphole surveys conduct~d at the Surry 3 and 4 site. These values are plotted on Figure 16 down to elevation -140, the limits of the survey.

Below this elevation, Hardin and Black's equation (Ref. 5) was used to estimate shear modulus.

As a verification of the cross-hole data, shear moduli in the upper layers were also calculated using the Hardin and Black equation.

These values are plotted on Figure 16 and show good agreement with the cross~hole data.

The slightly higher seismic cross-hole obtained moduli were used because it is believed the seismic cross-hole data obtained in the field is more reliable than the empirical values obtained from the Hardin and Black fonnula, and that the slightly higher values would give more conservative results.

e e The low strain values of damping used in the analyses correspond to the values presented in Figures 21 and 22 for sands and clays, respectively. A low strain damping factor of.02 was used for clays and a value of.005 was used for sands.

These data were taken from the curves presented in the Shannon and Wilson Agabian Jacobson Report (Ref. 6).

Variation of Properties with Strain The variation. of Shear Modulus with strain is' input into SHAKE using the Shear Modulus factor K varying with strain. K is an empirical factor relating shear modulus to confining stress for sands and undrained shear strength for clays.

The shear modulus is calculated from the shear modulus factor K by the following equations:

For sands :

G=lOOOK

( CT0 )

s 1/2 F s where For clays:

where G=shear modulus K = shear modulus factor for sands s

Oo = effective octahedral stress F = scaling factor of low strain shear modulus value s

G= Kc Fe Fe= scaling factor for low strain shear modulus value Kc= shear modulus factor for clays The variation of shear modulus with strain is presented in terms of Kand F to conform with the input format required in the SHAKE program.

The relations developed by Seed and Wilson-Agabian Jacobson (Ref. 6) report were used to represent the variation of shear modulus and damping with strain.

Figure 17, from the SW-AJA data, is a plot of Ks for sands, Figure 18 is a plot of Kc for clays, Figure 19 is a normalized plot for sands, Figure 20 is a plot of normalized values for clays, each plotted versus strains. Figures 21 and 22 are plots of damping of sands and clays, respectively.

I I

I

1.

2.

3.

5.

6. REFERENCES Schnabel, P.B., Lysmer, J., and Seed, H.B., "SHAKE, A Computer Program for Earthquake Response.Analysis of Horizontally Layered Sites",

Earthquake Engineering Research Center, Report No. EERC72-12 December 1972 (as modified for SWEC Computer System in Program ST211 Version 2 Level O.

Virginia Electric Power Company, Final Safety Analysis Report, Surry Power Station, Units 1 and 2, Part B, Volume 1, December 1969.

Virginia Electric Power Company, Geotechnical Report, Surry Power Station, Units 3 and 4, June, 1973.

Dames & Moore, "Report Environmental Studies Proposed Nuclear Power Plant", Surry, Virginia, December 1966.

Hardin, B.O. and Black, W.L., "Closure to Vibration Modulus of Normally Consolidated Clays", Journal of Soil Mechanics and Foundations Division, ASCE Volume 95, SM 6, November 196~.

Shannon & Wilson - Agabian Jacobson - "Soil Behavior Under Earthquake Loading Conditions", Report prepared for U.S. Atomic Energy Commission, Contract No. W-705-eng-26; January 1972.

Elev.

+26 I

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-20

-40 I

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!-280

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1-380 f.

Laver l

2 3

4 5

6 7

8 9

10 11 12 STRAIN SHAKE FREE Taft 581 1859 793 I I 760 I

881 976 916 I

908 87,

..l 854

• 1 j 5497 I l i j

I 4696 l

I I I i

• - -- ---**- ~-----*---** ---*-* **-*- -.... ~------

S.Y UNITS 1 & 2 COMP BLE SHEAR MODULUS -

KSF RESULTS USED IN SSI ANALYSIS SSE= 0.15g e

FIELD REACTOR COi:~TAINMENT ElCentro Ave.

547 564

..5L

=

1746 1802 Total 766

?80 Unit I

Weight Layer Taft ElCentro Ave.

KCF J

11 797 778 3

720 728 724

.110 II 895 888 I 4

728 861 795

• .110 I 1 909 943

• 5 I 959 845 902

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879 898 6

935 881 908

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900 878 889 I I j

I 843 857 I

8 853 799 826

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838 751 795 l

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10 5430 3937 4684

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I Figure 1

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-380

--*-*---------~- ---.. -*

• 1 SRY UNITS 1 & 2

• STRAIN COM

. IBLE SHEAR MODULUS - KSF-SHAKE RESU TS USED IN SSI ANALYSIS OBE = 0.07g FREE FIELD

)

REACTOR CONTAINMENT Total Unit Weight Taft ElCentro Ave.

KCF 840 823 832

.120

.~

2468 2380 2424

.120 1255 1201 1228

.120 Layer Taft ElCentro 1149 1155 1152

.110 3

1175 1138*

1190 1261 1226

.no 4

1121 1196 1476 I 1405 1441

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1423 1405 1425 1323 1374

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1396 1299 I

1368 1304 1336

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1325' 1343 l I I

1349 1344 1347

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1318 1325 I

1298 1301 1300

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1284 1269 l

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5654 5880

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11.

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Figure 2

. ----------* -~-

... --1 i

II i

j Ave.

1157 1159 1414 1349 1334 1322 1277 6374 5919

FREE EL.

+26 Laver 1

+5 2

-20 3

-40 4

-65 5

-90 6

-123 7

-157 I 8 I I

• -190 I I I

I 9

I

- -235 10

• -280 11

-330 12

-380 SURRY UNITS 1&2 STRAIN~MPATIBLE DAMPING VALUES~

SHAKE R!!!iruLTS USED IN SSI ANALYSIS..

SSE = _0.15g FIELD:

REACTOR CONTAINMENT Taft ElCentro Ave.

.069

.072

.071 5L

.071

.076

.074

.070 I.071

.071 Layer Taft ElCentro Ave *

.068

.067

.068 3

.072

.071

.07~

.060

.060

.060 4

.068

.062

.065

.056

.058

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.050

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.052 I

f

.034

.051

.043 10

.035

.053

.044 l '

I I

l

.041

.059

.05U 11

.043

.061

.052 t I

I l

I i

l Figure 3

SURRY UNITS 1 & 2

~

STRAI!-OMPATIBLE DAMPING VALL"'ES-

" t SHAKE RESULTS USED IU ssr A!~ALYSIS OBE = 0.07g FREE FIELD Total REACTOR Unit CONTAINMENT Weight

+26 Layer Taft ElCentrcj Ave KCF 1

• 051

.051

.051 0.120

+5 SI-2

.044

.048

.046 0.120

-20 3

.052

.054

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-LJ.n 4

.053

.053

.053 0.110 3

.054

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• 0 47

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I

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-90 6

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• 04*3

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.044

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.041

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.042

.045

• • 044

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.040

.042

• 041

• 0.120 7

.042

.041

• 042

-190 9

.039

.039

.039

0. 120*

8

.040

.040

.040

-235 10

.038

.038

• 038 0.120 9

• 039

• 039

.039

-280 11

.024

.027

.026 0.135 10

.024

.027

.026

--330 12

.026

.031

.029 0.135 11

.026-

.030

.039

-380 Figure 4

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• 1u.

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• J 11114 1110,.

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• • 141
• 11121 a110..

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• 1ze

,c CAI.LID HOIUM SITE PLOT PLAN SURRY PDW[II ITATION UNITS JAND4 FIG.I) FIG. 7

• HO

+10 0 -10 ~ -40 I g -10 I -10 -100 -110 -140 - 110 UPU.W.UJIJN* HPAINtffUIYI IOfl. llH,U, I 11DH... U*f. *lllitPRHll P1IOII INI.. I, I MrlD n -** lOIII roll........, u*u NIClllWtll*I IIAIU.l,!tl D

• 111**U,......,.... 11111,H

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• n*,

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,_,_;i(*{"/1.

llol!IU *** *n* --*NHIIC f*I..... fl&III OlNHION.. l,lNMINOI*. IW,IWOIIIP*IMI 10 t00 110 too I e I I I I 11oa110.. u KM.1-ntr:t r r +40 ILHJI' nM..... +10 0 -to -40 -10 -10 -IOO -110 -*~*: """:.:-: ~=~ -140 -1*0 SITE SUBSURFACE PROFILE C-C suq11v POWEii STATION UNITS S AND 4 FIO. I i a a FIG. 8

ti... IL I z 0 + 20

• +

t 10 0 WATER TABLE AVERAGE VALUE USED IN ANALYSIS SANDS i= - IO ~ ~ - zo +- + - 50 +__.

t

'i at g 0 ~-==-- A + + +_. 0 +__. 110 10 100 110 120 IJO DRY UNIT WEIGHT-LBS/FTll + IN IITU OIIY DINIITY 0 MINIIIUII DIIY DUIIITY IITONI: r. WHIUII DA1AJ UltllUII DIIY DINIITYIITONI r. Wl:IITlll DATAJ A MINIIIUII oiitY DINIITY IDAIIH IJ. MOOIII DATA J IIAIIIIUII MY DINIITT IDAIIII C. 1100111 DATAJ NOTE* SU APP'[NDIII@ FOIi IIAICIMUM AND MINIMUM DENSITY lllT PIIOCIDUIIU t-...... IL I z 2 t- ~ II.I -'... (FIG. 18) + 20 WATER TABLE I ---===-=--- + IO 0 UPPER SANDS LOWER SANDS -10 - 20 A -50 -40 -45 10 40 10 110 100 RELATIVE DENSITY - PERCENT STONE r. W[IST[II DATA A OAMU II:. IIOOIII DATA DENSITY VS ELEVATION FOR PLEISTOCENE SANOS SURRY POWER STATION UNITS 3 AND 4 FIG. I I

"11 0 - 70 t- - 80 l!J Ii. I W -90 u ~ 0:

, -100 U) a z 110 0 ar C!)

3: 0 _J w m J: I-Q. w 0 -120 -130 -140 -150 MEAN OCR .3 X ~

• r o&too

• I 01 xlm

I 4

I 0 *1 I I ool I - 160 1--..L--&..---L--L-..~-I CMEAN RR I 0.032 I o r en Q, t* o ol I o o 1 I I 100 I

• o I

I I 0 0 I 0 I 2 3 4 5 6 0

• .QI.02 :o:s.04.05.()6.07 OCR RR X

FROM REPORT1 11ENVIROMENTAL STUDIES UNIT 1&2" e. INCREMENTAL C_ONSOLIDATION TEST. 0 CONSTANT RATE OF STRAIN CONSOLIDATION TEST. NOTE* CME.AN CR Io.sos 0 I (J) I <IX) I I o o I I (1)1 I oe I I m I I 0 0 0 0.1 0.2 o.:s 0.4 0.5 0.6 CR (~fAN Cv '-.t.*,o-4cm1/11c 01 ol I 01 0 0 0 l I I I 00 I ol I I ml I -40 -50 -:-60 -70 E Ii. I z 0 i w -80 ..J IA.I -90 w t--t

E

)( 0 -100 f

• -110

..;.120 Q. 4 1--..a.....&._..;.1-.&...~---- -1'50 0 10 20 30 40 50 60 70 Cv10-*cm2/11c OCR OVER CONSOLIDATION RATIO - Uvm/d vo RR RECOMPRESSION RATIO - c.11t lo CR COMPRESSION RATIO -Cc/lteo Cv DAT A TAKEN AS AVERAGE VAl.UE ON RECOMPRESSION FROM (fvo TO (fv,n*

SUMMARY

OF. CONSOLIDATION TEST DATA IN MIOCENE CLAYS SURRY POWER STATION Cv COEFFICIENT Of CONSOLIDATION. UNITS 3 AND 4 cfvo EXISTING VERTICAL EFFECTIVE STRESS. iivm MAXIMUM PAST VERTICAL EFFECTIVE STRESS. e e G). (II l\\)L---------------------------------------------------------------------------------~--------------------------_,.-_.:t, ri, **

+40 +30 +20 +10 0 -10 -20 -30 I- -40 ~ I -50 z 0 ~ -60 ..J 1u - 70 -ao -90 ,-100 110 -120 -130 -140 I -- -150 0 e e (FIG. 26) PLEISTOCENE SILTS AND CLAYS TYPICAL SOUNOARY_z -//,'//%'///,~///,:,,),;//,~ ,_AVERAGE VALUE OF DATA USED MIOCENE CLAYS I I l I I I I I I I I I 10 20 30 40 50 60 70 ao 90 100 110 120 130 WATER CONTENT -PERCENT WATER CONTENTS ANO ATTERBERG LIMITS VS ELEVATION SURRY POWER STATION UNITS 3 ANO 4 FIG. 13

Layer Thickness No. 211 1 25 2 2 201 3 501 4 1001 5 90, 6 1001 7 oa 8 e . Soil 'l'vne Clay* Sand Clay Clay Clay Clay Sand Base INPUT - sort PROFILE FREE FIELD No. of Gs Sublavers (ksf) 1 1585 1

• .3.310 1

.3310 2 .3310 3 .3530 2 .3530 2 8225 e ~ Top of Layer (kcf) Elev. Unit 0.120 +26 Pleistocene. 0.120 +5 II 0.120. -20 n* a.no -40 II 0.120 -90 Miocene Clay 0.120 -190 II 0.135 -280 Eocene& I Paleocene 0.130. -380 assume Cs = 2000 fps Note: Groundwater table at Elev. +5 Gs= shear modulus, Gmax for low strain levels Cs = shear wve velocity '6. = urlt*weight Figure 14

--*--~----- SOIL PROFILE - COMPUTER INPUT REACTOR CONTAINMENT Layer Soil* No. of Gs* Cs ( fos) .. Thi... 1,,,,,,....... No- ~ Snn1.aver~ fksf) 211 1 1 451 2 1 501 3 Clay 2 .3.310 1001 4 Clay 3 3530 901 5 Clay 2 3530 1001. I 6

• sand 2

8225 00 I 7 Base Gs = shear modulus, Gmax for low strain levels Cs = shear wave velocity i - unit weight Note: Groundwater table at Elev. +5 1073 1073 2000 * .¥ Top of Layer (kcf) Elev-o.uo6 +26 O.ll06 +5 0.110 -40 0.120 -90 0.120 -190 0.135 -280 0.130 -380 Figure 15 Soil Unit Containment Containment Miocene Clay Miocene Clay Miocene Clay Eoecene Paleocene Sand

1000 +26 j ~ 0 PLEISTOCENE -20 -40 -90 I I I I MIOC_ENE, I I -280 I EOCENE E. PALEOCENE I -380 e e Small Strain Shear Modulus (ksf) G.max 2000 3000 4000 5000 6000 GROUND_ SURFACE~ ~ V.. . i it I 7000 8000 h O SHEAR MODULI FROM CROSSHOLE I I.. .. I** --. I. - I. I I i SHEAR MODULI DERIVED FROM e* I I OTHER SOIL PARAMETERS AND + EMPIRICAL FORMULA 4~ I I - I - I I I I e A T I I I I I I I I base layer; V8 = ~goQ fps Gs = 16770 ksf. SHEAR MODULI USED SHAKE RUN

SUMMARY

OF G. vs ** ELEVATION max FOR Fig. 16 '~

1-:,:j ()Q

• K
• a~

70 60 50 40 JO 20 10 0 111* -- -r,..i,,.. -~~ ~; " I'\\.. I\\. \\ ~ 0.0001 0.001 r-l

• 0 I

I I I I I I I II I I I I I I II ( - } 0.5 G = 1000 K Um .. Fs, Shear Moduii of Sand I (from Fi,~ 5.4, ref. 6, for I Dr~75% I I

r.

\\ .\\ \\ \\ (\\ \\ ' \\. ~ " \\_ \\ ~ ' 'i-- 0.* 01 0.1 1

10.

.Shear Strain%

K = G C -s u I-' 00 2500 (~

"" ~-

2000 1000 111* ~ I'. " ' II\\ \\ \\ ~ " \\. ' '\\ I II I I. I I I I I 11 I I I I I I G = K **Fo

• rhear'i4onulus of Glay from Fig~ 5.lf' ref. 6, for Kc max = 2.300
• i e

I ~~ "" ~ ~ "'~ ' '~ ~ I'-,.. f9.... r-. --,_ l4ll__ - ~ 10-2 1 ).0 Shear Strain%

K'°'E SEMI-LOGARITHMIC 5 CYCLES X 70 DIVISIONS KEUFFEL & ESSER CO. MADE IN U.S.A. "' CD f.Dj N w lo U1 N w ~ Ul m I I I I N 0)-...JOJlDr I I I I I I I I I I I I I i I ~ t P' I I I I I I I I I I I I I I I I

1.

.6 .2 h-:J I-'* !4 ,o 10 (%) 11 t* m -., IIDIOI I I I I I I I I I I I I I I I 46 6210 N w lo Ul m...... Ol f.Dr I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Normalized Shear Modulus for Sand N w lo Ul en...,. m'-'>.... I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I e 10

K~E SEMI-LOGARITHMIC 5 CYCLES X 70 DIVISIONS KEUFFEL ll< ESSER CO. MAD£ IN U.S.A. N Ul :" ;-' f":Ol N 01 f11 ~ F~I I I I I I" P' f" Ul I I I I I I I I I I I I I I I I f'l ~ fXl~I I I I I I I I I I I I I I I I I I J--*.

• 8 * +4-++!H+l+H+HtlttttHttttt J _

-~ 8' 'I* cj,. ) Shear 46 6210 N ui1 en -, oi <DI I I I I **1 I I I I I I I I I I I I I I I I I I I t I I I I I I I I I I I Normalized Shear Modulus Curve for Clay N I I I I I Ul Ol ...... COtD.,.. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10

'aj I-" (IQ

• 35 30 25

'l!R. 20 0

• rl

~ bO s:l

• rl i 15 A

10 5 ~ O 0.0001 I I I I I 1111 . I. I Damping Ratio for. Sand * (from F'ig. 5.9, ref. 6) I ,.) V V / /~ ,,~ / v"' y V v Jl---'

• 0.001 0.01 Shear Strain%

~. \\ e

• ~

V / ) / ) / I ~ I / I 0.1 1 ~o

~ OQ. I\\) I\\) 35 I I 30 25 20 15 10 5 0 . I I I 111111 -. I I I I II 111 Damping Ratio for Clay (from Fig 5.14, ref. 6} 7 // (. ~ // / / ~ / _...i..- ~ ~ - l--- ~ i..-- i-- ~ 10-2 Shear Strain ~ (%) ~--------------___ / ~ l/ V V / V / /' 1 ..,..i..- y / / '~ .,. ~ . 10 e: l I 1

ATTACHMENT 3 STRF.SS SUMMARIES OF THREE SAMPLE PIPE STRESS PROBLEMS IN CONTAINMENT STRUCTURE SURRY NUCLEAR FOWER STATION APRIL* 1979 e

e e On the basis of discussions with the NRC Staff on 20 April 1979, three pipe stress analyses were done for three systems in the Containment Building. These are analyses for the DBE condition in accordance with the code equation: Where Sp= Pressure Stress Snt = Dead Weight Stress SDBE = DBE earthquake stress including restraint. displacement and inertia effects. Sh= Allowable stress@ operating temperature These analyses were done using the NUPIPE code for (a) the.original ARS; and ARS using soil structure interaction by REFUND/FRIDAY, for (b) Reg. Guide 1.60 spectra and 1.61 damping values, and (c) for FSAR, spectra and FSAR

• damping values. Plots of the DBE horizontal and vertical spectra (h) and (c) above are included in this attachment.

It is noted that for the purposes of these stress analysis comparisons the ARS f~r conditions (b) and. (c) :outlined above were not peak broadened.

SAMPLE PROBLEM 706 PIPE STRESS

SUMMARY

, PSI STRESS* PER STRESS* PER SSI ORIGINAL ARS REG. GUIDES 1.60 & 1.61 ARS LOCATION 1/.2% DAMPING 2% DAMPING POINTS INERTIA ~ INERTIA TOTAL 10** 4631 11174 3480 99.3.3 10 3869 9944 291.3 8951 32 2223 8047

• 1646 7549 40**

3223 10140 2.390 9161 40 2425 8974 1799 8241 15** 5665 12693

• 4259 11152 15 3269 9687 2460 8789.

75 2122 9364 1617

• 8828 JOO 690 8995 528 8642 0..lo 115 980 7851 874 7697 130**

1W9 10.376 919 9807 130 891 9.327 691 8901 155** 486 7605 473 7493 155 363 7253 354 7169

• Computed using NUPIPE computer Program for DBE
  • Elbow I

IJ I* STRESS* PER SSI FSAR ARS 1/.2~ DAMPING 1% DAMPING INERTIA TOTAL INERTIA 2508 85.35 2.300 210.3 7854 1965 948 6867 87.3 1.394 772.3 1282 1060 7167 975 308.3 9479 2828 1800 7811 1651 1378 8298 1261 398 7764 .364 627 722.3 569 685 86.32 628 513 8021 470 272 7055 24.3 204 684.3 182 Allowable Stress= 1o8Sh =.30,769 psi Fundamental Frequency= 4.864 OPS TOTAL 8350 7706 6822 761.3 7084 9226 7665 8199 7741 7169 8577 7979 7034 6827 I

i.

'L i I I et I

I SAMPLE PROBLEM 1020 PIPE STRESS

SUMMARY

, PSI 'L STRESS* PER STRESS* PER SSI STRESS* PER SSI ORIGINALARS REG. GUIDES 1.60 & 1.61 ARS FSAR ARS LOCATION 1L2~ DAMPING 2% DAMPING 1 {zl, DAMPING 1~ DAMPING POINT INERTIA TOTAL INERTIA TOTAL INERTIA TOTAL INERTIA TOTAL 2 2058 8812 2378 8622 1558 6582 1352. 6379 12** 703 7645 752 7237 539 5673 47.1 5607 12 542 6612 580 6285 415 5050 36.3 4999 e 24 1032 5624 1040 5480 812 4862 707 4759 34 2215 16311 2286 14937 2014 10783 1727 10545 34** 2868 20206 2959 18437 2608 13091 2236 1278.3 38

• 4780 21991 5024 20407 3778 14322

.3275 13824 38** 6165 27211 6483 25225 4870 17500 4220 16857 50 1343 10072 1488 9823 1077 8695 917 8560 55 869 8706 . 911 8482 623 7645 543 7578 62 386 9696 459 9397 498 8477 406 8396 80** 404 10629 416 10209 441 8974

• 364 8897 80 308 95.30 317 9212 3.32 8280 274 8223 86 1170 13110 1282 12418 926 10189 791 10058 e
• Computed using NUPIPE computer Program for DBE Allowable Stress= 1.B5ii = 33,750 psi
  • Elbow Fundamental Frequency= 5.231 CPS

"\\i . SAMPLE PROBLEM 1555 I. " I PIPE STRESS

SUMMARY

, FSI STRESS* PER STRESS* PER SSI STRESS* PER SSI ORIGINAL *ARS REG. GUIDES 1.60 & 1.61 ARS FSAR ARS LOCATION 1L2~ DAMPING 2% DAMPING 1L2~ DAMPING 1~ DAMPING POINT INERTIA TOTAL INERTIA TOTAL INERTIA TOTAL INERTIA TOTAL 1 2863 5.309 844 3108 106.3 .3080 860 2880 5 2441 4744 756 2894 938. 2845 759 2668 e 5** 3055 5604 941' .3280 1172 .3219 947 2997. 15 1198 .3.310 526 2540 599 2425 484 2316 37 6174 7974 1538 327.3 2071 .3695 167.3 .3304 45** 9691 11926 2.379. 4441 .3225 5069 2605 4450 i i

• 45 7724 9781 1900

.3819 257.3 4.317 2079 .382.3 57 3246 4976 878 26.35 112.3 2794 913 2596 57** 3895 5765 1053 29.33 1344 31.30 1093 2888 65 4687 1114 2616 3080

• 912 2548 908 2424 l

i 105 5181 7328 1317 3397 17.35 .35.32 1408 3209 105** 6402 8756 1623 388? 2144 4059 1739 3657 e.*

• Computed using NUPIPE computer Program for DBE.

Allowable Stress= 1.8SJi =.30,882 psi

• • Elbow Fundamental Frequency= 4.070 CPS I

111*

• --* *** -* J

-* ** 'I l". *----.. -. .. -........ - *--*---------*--**---------------*--*----- -------*- --------~----*-----** ---..

1-1 i I / . *. -~ --- - ., 1 1 i I i l i I I l f ' l i - * -- 1., I,, I i I ' ! .j / ---....,__ -.... r-f -------*- -* -__,__ -- --. _,_,_,_ ---~ - i. I :.. -1*,_ -* -. -- *- ---1-- *- ----. -__ ll.. ---t-,- ---- ---1-- . -~.. -,. --.I_ - --- -- *--- --. r -

• 1. -

- - - _._. ~ :_ ~ - ~-. -_ -. :: ~ :_ -

1' , -j / I -. l ~-t

=-:* -~--

-*~--~:.~..-_-__ *-* --- r r4 -:*=-~~:---~~: __ -_ - ~-------~----- -:~*-:-- I ~ ' -.---~- -

---

~---:_---~~~-~rmrr_;ir I --

I --- - -,-~-- JJ,I.C --- '1 1 1 l --d --*. -1 . - - - : *= = * , I I I i ; r I r : 1

• - **
• i-* -* : -~- - - * --.- :t ~ --.
• 1 -

r 1

1 i. 1 1 1 i!tTi1 r,- --j 1T,_~'. -~ 11rr :,::,::: ;:- 11r, -*r,r~- -* -:r - 1--1 1-f~-~ 1 111-1 t1- -11 u: : : 1 111 1 _1 J.,_, , 114_~i;ri'. _ _Jl(_ ___ wH 1 ! ! 1 !, ! ! *: piLw 1 --11 ++

n,, ! I -

• 1' Tf I Seis~ic Analysis of Surr:y- *:containment i. 1-,, I~

D~llf O q~or I I ! 11 i ', l : '.; i--H-1 , 11 \\ Vertical Response Spec~ruJJl (SSI) for DBE @EL. 17 ft. ' I '-1--1-/- _!_/_!_! I I: I i I 1' I I I I I ! I 11 i ' i : '

I '. I '

I i I I 1- ,-1 'I t 1

• 1-1-1 1-.,.
• 1

! I I I, I ' I 1 * - I ; I I I 11 I I I I ' ' I I - I -' *. - I I ' I I I '

• ! 1 !, : 1 i L !

i 1 :,, . :,,. ; I t*. i , 1-1 ;- 1 1 ~u, i ; 1 ! I 1 1 1*1 1 I 1* '1' - T"1' r TJ-+1'1 I 11- --!ir-r*,r;- ~ i ~ r fTT7*m-* 1* 1-1 -r h *t- - - - /-- f TI I.,-rl ! --11"7' *rm 'i I. . I I I I I I I ' I I I r * ' I

• r 1.
• I r. T - - - -

. -- -. ** 1-I.. I . I . I I I . I ! : ! 1 I I I I., , ! ! 1 1 I i i 1 ! * : ! : : : i : : * (, I -ur r. -r ~ -_ ----* t r * -/ i i

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