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NMC Calculation (Doc) No: EA-EC7408-02, Revision 0, Re-evaluation of Slope Stability Under ISFSI Pad for Revised Load Due to 24PTH System
	ML063260204
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Site:	Palisades
Issue date:	10/19/2006
From:	; Nuclear Management Co
To:	; Office of Nuclear Reactor Regulation
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QF-0549 (FP-E-CAL-01), Rev. 1 Ný Calculation Signature Sheet Document Information NMC Calculation (Doc) No: EA-EC7408-02 Revision: 0

Title:

Re-evahuation of Slope Stability under ISFSI Pad for Revised load Due to 24PTH System Facility:E] MT [] PB E] PI Z PL [] HU/FT Unit: E 1 L-2 Safety Class:

Z SR

[- Aug Q 0l Non SR Special Codes: [-] Safeguards

[:] Proprietary Calc Type (PassPort DOC-DESC-CODE):

(if applicable, Palisades only)

[NOTE:

Print and sign name in signature blocks, as required.

Major Revisions EC Number: EC-740B Z: Vendor Calc Vendor Name or Code:S&L Vendor Doc No: Same Description of Revision: Initial issue Prepared by: V Date:

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Date: /o/,q/¢z, Type of Review: F1 Design Verification E-Tech Review [K Vendor Acceptance Method Used (For DV Only): [-] Review [] Alternate Calc "- Test jApproved by:

o Date: /0-q-.,oog Minor Revisions EO No:

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QF-0549 (FP-E-CAL-01). Rev. 1 NMC Calculation Signature Sheet EC No:

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QF-0549 (FP-E-CAL-01), Rev. 1 Calculation Signature Sheet This table is used for data entry into the PassPort Controlled Documents Module, reference tables. If the calculation references and inputs are all listed in the calculation-directly, then only the inputs and outputs need to be listed here. If the calculation invokes this form for the list of references and inputs, then list them all here. Only the input and output references need to be entered in PassPort.

Associated Document

References:

Control Doc Type (input, Document Name Document Number Doc Revision and Doc Type output, general (i.e. in Pass-Port):

ref):

1 ISFSI, Final Grading, Drainage, and Drawing No. C-3057, sh. 1 0

II Input Fencing Plan 2

"Report of Geotechnical Investigation, U-.

proposed ISFSI site, Palisades Nuclear Plant", Material Testing Consultants, Inc.,

Input October 15, 2001.

3 Soil Mechanics, Naval Facilities Engineering Command, DM 7.01, Gen Ref September 1986.

4 "Development of Criteria for Seismic Review of Selected Nuclear Power NUREG-CR-0098 Gen Ref Plants", May 1978 5

Soil-Structure Interaction Analysis Calculation EA-EAR-2000-0309-13 1

Input 6

Palisades Nuclear Plant Final Safety Gen Ref Analysis Report (FSAR) Update GenRef 7

Final Acceptance Evaluation of Soils Calculation EA-EAR-2000-309-15 1

Input Beneath the Palisades ISFSI CalculationIEA-EAR-2000-309-15 Input Page 3 of 5

QF-0549 (FP-E-CAL-01), Rev. 1 N

c X Calculation Signature Sheet 8

Reevaluation of ISFSI Foundation Pad for Calculation EA-EC7408-01 0

Input revised load due to 24PTH Sy CalculationEA-EC7408-01 Input 9[-

10

_E]

11

[-_

12 E-13 14 D

Add additional lines, if needed.

Associated Equipment or System

References:

Facility Unit System Equipment Type Equipment Number 1

2 3

4 5

6 7

8 9

10 Page 4 of 5

QF-0549 (FP-E-CAL-01'. Rev. I Calculation Signature Sheet Add additional lines if needed.

Superseded Calculations Facility Calc Document Number Title PL EA-EAR-2000-0309-2 Slope Stability Analysis Superceded sections pertaining to ISFSI pad stability - This calculation will be revised to show the superceded sections as part of EC-7408.

Add additional lines if needed.

Page 5 of 5

ISSUE

SUMMARY

Form SOP-0402-07, Revision 7A DESIGN CONTROL StMMARY' CLIENT:

Nuclear Management Company UNIT NO.:

Page No.: 1 PROJECT NAME:

Palisades Nuclear Plant - ISFSI Pad PROJECT NO.:

0 NUCLEAR SAFETY-RELATED CALC. NO.:

EA-EC7408-02

[] NOT NUCLEAR SAFETY-RELATED TITLE:

Reevaluation of Slope Stability under the ISFSI Pad for Revised Load due to 24PTH System EQUIPMENT NO.:

IDENTIFICATION OF PAGES ADDEDIREVISEDISUPERSEDEDNOIDED & REVIEW METHOD Started issue summary page No. 1. Attached calculation pages 2 through 56.

INPUTS/ ASSUMPTIONS 0 VERIFIED o UNVERIFIED REVIEW METHOD:

Detailed REV.

0 STATUS:

Appoved for use DATE FOR REV.:

10/1812006 PREPARR 5".j.. M,,AO) /r,17&6 1+,,.

DATE:

10/18/2006 REVIEWER A/, &OZ6.

R W/

DATE:

10/1812006 APPROVER

./

DATE:

1/18/2006 IDENTIFICATION OF PAGES ADDEDIREVISED/SUPERSEDEDNOIDED & REVIEW METHOD INPUTS/ ASSUMPTIONS

" VERIFIED O UNVERIFIED REVIEW METHOD:

REV.

STATUS:

DATE FOR REV.:

PREPARER DATE:

REVIEWER DATE:

APPROVER DATE:

IDENTIFICATION OF PAGES ADDEDIREVISED/SUPERSEDEDNOIDED & REVIEW METHOD INPUTS/ ASSUMPTIONS 0 VERIFIED o UNVERIFIED REVIEW METHOD:

REV.

STATUS:

DATE FOR REV.:

PREPARER DATE:

REVIEWER DATE:

APPROVER DATE:

NOTE: PRINT AND SIGN IN THE SIGNATURE AREAS SOP040207.DOC Rev. Date: 08-15-2006 Page 1 of 1

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 2 revised load due to 24PTH System TABLE OF CONTENTS Pagqe Form SOP-0402-07, Rev. 7A (S & L Issue Summary) 1 1.0 Purpose 3

2.0 Methodology 3

3.0 Acceptance Criteria 5

4.0 Inputs 5

5.0 References 6

6.0 Assumptions 7

7.0 Analysis 7

8.0 Summary and Conclusions 15 9.0 Attachments 16 Attachment A: GENERAL LAYOUT OF THE ISFSI 17 Attachment B: SLOPE STABILITY ANALYSES FOR ISFSI PAD (ANALYSES WITH ORIGINAL SOIL UNIT WEIGHTS) 19 Attachment C: SLOPE STABILITY ANALYSES FOR ISFSI PAD (ANALYSES WITH AS-BUILT SOIL UNIT WEIGHTS) 30

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 3 revised load due to 24PTH System 1.0 PURPOSE An Independent Spent Fuel Storage Installation (ISFSI) facility has been constructed at the Palisades Nuclear Plant site. The ISFSI will allow additional on-site spent fuel storage capability. The foundation slab for the outside storage casks are supported by two rectangular reinforced concrete pads, one on the north side of the access road and the other one is on the south side of the road.

The existing design calculation for these pads included loads from the following casks:

1.

BNFL FuelSolutions W150 storage casks;

2.

Transnuclear West (TN) Standardized NUHOMS 32PT DSC system Storage Casks;

3.

Sierra Nuclear VSC-24 storage casks.

Recently NMC has decided that they would like to use only NUHOMS 24PTH DSC system casks for all remaining casks that have not been installed yet. The new NUHOMS HSM-H casks for the 24 PTH DSC system are much heavier than the existing NUHOMS HSM modules.

The purpose of this calculation is to determine the stability of the soil/structure system that consists of the existing foundation pad and the densified soil beneath the pad for the revised loads due to the NUHOMS HSM modules and the thicker shield walls. This calculation supercedes portions of Reference 9 pertaining to the stability of the ISFSI pads.

2.0 METHODOLOGY Computer program SLOPEW Version 5.11 (Program No. 03.7.747-5.11) is used to perform the stability analysis. This program, accessed on the LAN via computer #ZD1511, has been validated per the S&L software verification and validation procedures for the program functions used in these calculations.

The basic approach to calculate the Factor of Safety of a soil mass in two-dimensional space consists of comparing the moments about a common center of rotation generated by the mobilizing and resisting forces along a potential slip surface through the soil layers involved. The resisting forces are due to the internal shear strength of the soil (cohesive, or frictional). Conventionally, the Factor of Safety (FS) is the ratio of the resisting moments to the mobilizing moments. However, the modern methods developed during the last 30 to 40 years take the approach of adjusting the soil shear strength parameters (cohesion, or the tangent of the internal friction angle) until the resisting and

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 4 revised load due to 24PTH System mobilizing moments are equal. The adjustment ratio applied to the strength parameters is the FS value.

The slip surfaces are generally considered to have the form of a circular arc unless there is a reason that a non-circular slip plane may yield a more critical stability condition. The soil mass within each slip surface is divided (discretized) into several slices to obtain better accuracy in the representation of different soil layers, the groundwater conditions, and irregularities in the geometry of the soil surface. Using this approach, several authors developed analytical methods that are generally similar. However, largely due to the differences in the manner these methods handle the internal equilibrium among slices, there may be some small differences in the FS values obtained from these methods. For circular slip planes, the modern methods of analysis yield very similar results. In this calculation, the Simplified Bishop method option of the software was used.

Discretization of the soil mass into slices is handled by the computer program.

To ensure that the minimum FS value is determined, a large number of centers of rotation are generated, and for each center, a number of potential slip circles with different radii are analyzed to cover different depths (See Figure 1 for critical circle search intervals used). The limits are input for the computer run. The centers of rotation are located at each node point of a rectangular mesh set up in space above the slope analyzed.

The minimum FS value is determined for each center, and contour lines of FS (lines of equal FS) are generated within the area of the rectangular mesh. The potential slip surface that is associated with the lowest of all the FS values determined using the FS contours on the mesh is the most critical stability surface.

The most critical potential slip surfaces in this analysis are those that are located immediately outside and inside the ISFSI pad area. The slip circle that corresponds to this condition was determined, for each grid point (See rectangle marked by Points 11, 12, and 13 on Figure 1), by checking the proximity of the slip circles to the pad. The factor of safety for the circle that intersects the top of soil grade closest to the pad is used. The slip circles that are farther out may have lower factors of safety (because they are located largely through natural soil) but they will not influence the stability of the pad due to the densified soil around the pad. The surfaces that intersect the pad further inward under the pad area are also not as critical as more of the potential slip surfaces are located within the densified soil with higher shear strength, resulting in higher FS values.

Two different soil conditions are evaluated. These two soil conditions encompass the predicted unit weight of the densified soil and the actual average unit weight that was determined based on the verification tests. This variation in

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 5 revised load due to 24PTH System unit weights also takes into account some variance in the soil unit weight within the soil mass.

The concrete pad was represented by a mass having a unit weight of 150 pcf.

The shear strength of the pad concrete was ignored during the analyses.

The earthquake (pseudo-static) analyses are performed similarly. In addition to the weight of the soil mass (vertical downward), the moment equilibrium includes horizontal and vertical force components due to the accelerations that arise from the earthquake. These components are determined for each slice by multiplying the weight by the lateral or vertical earthquake accelerations (ah, av) assigned for the location of the site. The critical direction for the horizontal loading is when it is directed outward from the slope. The critical direction for the vertical loading is usually when it is directed upward, although both upward and downward directions are generally considered in the analysis.

In this calculation, only the seismic loading of the ISFSI storage pad when fully loaded was considered. Due to the flat geometry of the slope analyzed, the static factor of safety is very large. Reference 7 addresses the effect of densification on the allowable bearing capacity of the soil. Since the slopes adjacent to the ISFSI pad are nearly level, there is no detrimental effect from the slope on the bearing capacity. Thus, the static slope stability analysis is encompassed by the bearing capacity calculation.

3.0 ACCEPTANCE CRITERIA The minimum acceptable factor of safety against failure of the in-situ soil along a slip circle that is located immediately outside the pad, or along a circle that intersects the pad, is 1.15 for the earthquake loading condition (Ref. 3, p. 7.1-329).

4.0 INPUTS

1.

General layout of the ISFSI configuration is shown on Reference 1 (Drawing No.

C-3057, See also Attachment A).

2.

Soil properties are taken from References 2 and 7.

3.

Reference 2 indicated groundwater at an elevation between 605' and 608.5'.

Because of a survey adjustment in elevations to the plant system, these elevations were adjusted by adding 1.55' to the original surveyed elevations.

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 6 revised load due to 24PTH System Thus groundwater is considered at Elevation 611' for this analysis, one foot above the measured water level.

4.

The maximum intensity uniform dead load for the casks is 1.608 KSF per Reference 8. A uniform load of 1.62 KSF was used in the analyses per Reference 8.

5.

Based on the results of the soil-structure interaction analysis (Reference 5), the SSE peak horizontal acceleration of the densified soil varies from 0.13g at 55 feet below grade level to 0.25g at the surface. For the evaluation of the slope stability of the soil beneath and adjacent to the pads, an average value (See Section 7.2) has been used.

5.0 REFERENCES

1. Consumers Energy Drawing No. C-3057, Sheet 1, Revision 0, Titled," ISFSI, Final Grading, Drainage, and Fencing Plan".

2. "Report of Geotechnical Investigation, proposed ISFSI site, Palisades Nuclear Plant", Material Testing Consultants, Inc., October 15, 2001.

3. Soil Mechanics, Naval Facilities Engineering Command, DM 7.01, September 1986.

4. NUREG-CR-0098, "Development of Criteria for Seismic Review of Selected Nuclear Power Plants", May 1978.

5. Calculation EA-EAR-2000-0309-13, Rev. 1, "Soil-Structure Interaction Analysis".

6. Palisades Nuclear Plant Final Safety Analysis Report (FSAR) Update.

7. Calculation EA-EAR-2000-309-15, Rev. 1, "Final Acceptance Evaluation of Soils Beneath the Palisades ISFSr".

8. Calculation EA-EC7408-01, Rev. 0, "Reevaluation of ISFSI Foundation Pad for revised load due to 24PTH System".

9. Calculation EA-EAR-2000-0309-2, Rev. 5, "Slope Stability Analysis" (Superceded sections pertaining to ISFSI pad stability).

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 7 revised load due to 24PTH System 6.0 ASSUMPTIONS None. Soil parameters used in the analyses for the revised load condition are based on as-built information. There are no assumptions that require verification.

7.0 ANALYSIS 7.1 Condition Analyzed:

The soil beneath the storage pads and for a distance of approximately 55 feet beyond the ISFSI pad limits was densified using the vibro-compaction technique.

This is modeled by a near-vertical line 55 feet from the edge of the pad. The soil on the pad side of this line is considered densified. The soil beneath the pad was considered to be compacted to an average of 80% relative density. The soil density obtained in the laboratory at this level of compaction was used in the analyses. Verification of the in-situ compaction after densification (Reference 7) showed that the soils beneath the pad have been densified to approximately 88% relative density. Beyond the limit of densification, the natural in situ soils are present.

Only the seismic loading condition is considered for the ISFSI pad. Because the slopes around the perimeter of the ISFSI pad are generally less than 3%, they are considered nearly flat. Therefore, a static slope stability analysis is not warranted since the surrounding natural hills are at a much steeper angle than the area around the ISFSI pad, and are still stable as discussed in 7.3.2.

7.2 Seismic Loading:

As noted in Reference 5, the SSE peak horizontal acceleration of the densified soil varies from 0.13g at a depth of 55 feet to 0.25g at the ground surface. The same values were also used for the natural soil adjacent to the densified soil mass. Figure 2 shows a plot of the peak horizontal acceleration versus depth.

From the curve in Figure 2, the average horizontal acceleration is calculated as 0.209g for the entire soil profile (See Figure 2). The vertical acceleration of 0.1 7g was used to account for the inertial effect of the vertical component of the earthquake motions on the apparent weight of the in-situ soil and the ISFSI pad (and the loads) during an earthquake (Reference 5). This analysis takes into account the presence of the pad through a soil-structure interaction analysis shown in Reference 5.

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 8 revised load due to 24PTH System Per Section 5.7.1.1 of Reference 6, the design basis Safe Shutdown Earthquake (SSE) accelerations for the free-field condition (no consideration for the weight of the pad and interaction between the site soils and the pad) are as follows:

SSE - Horizontal = 0.2g SSE - Vertical = 0.133g (two-thirds of horizontal)

In reality, the free-field accelerations affect the potential slip circles located largely through the undensified, natural, in-situ soils. Therefore, the horizontal and vertical accelerations used in the stability analyses are higher and thus more conservative than the free-field accelerations calculated in Reference 6.

The acceleration values for combined effects of horizontal and vertical excitation are calculated using the 100% - 40% -40% rule as recommended in NUREG-CR-0098 (Reference 4). As stated in Reference 4, "It is conservative, simpler and much readily defined and calculated to take the combined effects as 100 percent of the effects due to motion in one particular direction and 40 percent of the effects corresponding to the two directions of motion at right angles to the principal motion direction".

A. Resultant of two horizontal accelerations with one horizontal 100% and other horizontal 40%, arH: (Case 1 in Table 1 of Section 7.4.1) arH - [(0.209)2 + (0.209 x 0.4)2 ]112 = 0.225g (Vector sum in any horizontal direction.

This gives the maximum horizontal acceleration)

Corresponding vertical acceleration, av = 0.40 x 0.17 = 0.068g B. Vertical 100 % and two horizontal 40% each: (Case 2 in Table I of Section 7.4.1) av = 0.17g arH= [(0.209 x 0.4)2 + (0.209 x 0.4)2 ]112 = 0.1 18g (Vector sum in any horizontal direction - resultant of two horizontal accelerations)

The stability analyses were performed using the av and the resultant arH values from both cases.

7.3 Soil Parameters:

Data from Reference 2 (pages 3 and 4) and Reference 7 (pages 30 through 33) is used (See also a typical stability input file included on pages 40 through 43).

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 9 revised load due to 24PTH System 7.3.1 Densified Soil:

From tests performed on samples recompacted to 80% relative density, the corresponding dry density is approximately 106 PCF. Considering a moisture content of 6% for a moist condition, Ymot = 106 x 1.06 = 112.36 use y moist = 112 PCF Tests indicate a moisture content of 15% to 20% for saturated conditions. Use 15%.

Ysaturated = 106 x 1.15 = 121.9 use 120 PCF for densified soil below the groundwater level.

Since the moisture content will vary due to precipitation and elevation of the groundwater, there will be some variability in these values.

Reference 7 summarizes the results of field evaluation of the in-situ soil density.

Based on the results shown in Reference 7, the average total unit weights of the in-situ undensified soils are 111 pcf above the water table, and 127 pcf below the water table.

The as-built soil input parameter file is shown in Attachment C.

Based on these values, two conditions are investigated to evaluate the effect of the variations in the soil density.

Condition 1: Original Unit Weights of Densified soil (Attachment B)

Above Water Table: 112 pcf Below Water Table: 120 pcf Condition 2: As-built Unit Weights of Densified Soil (Attachment C)

Above Water Table: 111 pcf Below Water Table: 127 pcf The average angle of internal friction of representative samples densified to 85% relative density is (Reference 2):

Average Friction Angle = (36.60 + 36.30 + 36.10)/3 = 36.330 (Use 360)

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 10 revised load due to 24PTH System Since the in-situ material is a dune sand with a fairly consistent gradation, the triaxial test results were also consistent. Since the as-built average relative density is approximately 88 percent, the use of 36 degrees for the densified soil is considered appropriate for both analyses.

7.3.2 Natural Soil:

For the initial evaluation, considering the tests performed on samples compacted to 75% relative density, the dry density ranged from 103.4 PCF to 105.5 PCF.

Use Ydry = 100 PCF Considering a moisture content of 6%

Ymoist = 100 x 1.06 = 106 PCF For saturated soil, use a moisture content of 20%, since the saturated moisture content for tests performed on 75% relative density tests ranged from 21.6% to 22%.

Ytoti = 100 x 1.2 = 120 PCF. Use this value for the soil beneath the groundwater level.

Angle of Internal Friction:

No tests were performed on undisturbed samples. However, to estimate the friction angle for the natural soil, consider that the existing slope has a factor of safety of 1.0. Thus, the angle of the existing slope would then be considered as the internal angle of friction of the material.

The existing slope adjacent to the ISFSI is approximately 15 feet vertical to 30 feet horizontal.

Thus, TAN 1(15/30) = 26.570, Use 26.50 This is not the steepest slope, thus value is conservative. Note, the location and degree of this slope will have no effect on the ISFSI facility.

The natural sand at a depth of approximately 55' is very dense and is considered to be equivalent to the densified sand. This is represented by the standard penetration test (SPT) N-value greater than 25. Thus, y total = 120 PCF, 0 =

360, the same values as used for the original densified soil condition.

The above-listed values were thus used during the initial analyses for the various soil layers shown on Figure 1. The soil parameters used for each layer are shown in Attachments B and C for Cases 1 and 2, respectively.

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 11 revised load due to 24PTH System

7.3.3 Loads

The normal dead load for the casks is 1.62 KSF (Reference 8). For the computer analysis, the load of the casks and pad was considered as a uniform load distributed in a 3-foot thick ISFSI pad. Thus, for the static condition, the equivalent density of the pad material is (1.62 + 3x0.15)/3ft = 0.69 KCF. This is the input density value for the pad.

The apparent weight of the pad, casks, and the in-situ soil varies in response to the vertical acceleration during the earthquake. The values of the horizontal and vertical acceleration were input separately into the computer program used in the stability analyses. The analyses were performed for both upward and downward vertical acceleration values determined in Section 7.2 to obtain the critical stability condition during the earthquake.

7.4 Results and Discussion:

7.4.1 ISFSI Pad Area The area to be densified was based on obtaining a minimum factor of safety of 1.15.

To evaluate the stability of the pad on the densified soil, the north side is considered to be the most critical because there is the potential for the soil to move laterally away from the pad. Figure 1 shows the subsoil model for this analysis. Figure B-1 shows the point locations for the model. As previously stated, the densified soil extends approximately 55 feet away from the edge of the pad. Only the pseudo-static case is evaluated since the area north of the pad is relatively flat and there is no potential for loss of stability due to the weight of the pad under static conditions.

Table 1 summarizes the results of the stability analyses performed with the original and as-built soil density parameters, as well as vertical earthquake acceleration in the upward and downward directions. The factors of safety are also shown for a potential failure plane located immediately outside the pad footprint, and another plane that intersects the pad. The printout of the input file, as well as typical output files are included in Attachment C for one of the analyses as examples. Attachment B presents the graphical output of the computer analyses performed using the original soil parameters. Attachment C presents the graphical output of the analyses performed using the as-built soil parameters.

Palisades Nuclear Plant Analysis Continuation Sheet Calc.

Title:

Reevaluation of Slope Stability under the ISFSI Pad for revised load due to 24PTH System EA-EC7408-02, Rev. 0 Page 12 TABLE I Up.

0.68g(V omedl 0

a 0

.6 C

Ousd a 0.17g (V)

~

15 2

E.

Z

.18

(

2 3

.0 B-9 2.9E-0.17 o

0 g

_J 0

IUO.

co a' COA I 0.225g (H) 1 1.16 B-2 1.16 C-1 Up 0.068g M I

Immediately 0.1 18g (H) 2 1.71 B-6 1.69 C-5 Outside Pad 0.17g (V)

Footprint 0.225g (H) 1 1.45 B-4 1.44 C-3 Down 0.068g (V) 0.118g (H) 2 3.01 B-9 2.99 C-8 0.17g (V) 0.225g (H) 1 1.17 3 1.16 C-2 Up

[0.068g (V)________

0.1189 (H) 2 1.71 B-7 1.69 C-6 Through Pad 0.17g M y

0.225g (H) 1 1.46 8-5 1.45 C-4 Don 0.068g (V)

0. 118g (H) 12 2.94 13-8 2.91 C-7 0.17g MV I

As shown in Table 1, differences in the factors of safety obtained for the original and as-built soil parameter conditions are minimal. In frictional soils, the primary factor that determines the factor of safety is the friction angle. The unit weight of the soil is normally not a significant factor, as the unit weight affects both the mobilizing and resisting forces by the same ratio.

The minimum factor of safety for the densified soil is 1.16 for a plane that is located just inside the toe of the pad. This value corresponds to a combination of 0.225g horizontal and 0.068g vertical (upward) acceleration. The circular surface that yielded this value extends from immediately outside the base of the pad into the densified and undensified natural soils, and is deep-seated.

Therefore, all of the circular arcs beneath the pad have a factor of safety greater than 1. 16. Thus, the densifled soil immediately below the pad is stable.

Likewise, the minimum factor of safety just outside of the pad is 1. 15.

The vertical earthquake acceleration applied in the downward direction increases the factors of safety in each case analyzed as compared to the effect of the upward load direction.

1.20 1.15 1.10 1.05 1.00 0.95 0.90 FIGURE 1 0

0 x

NUMBERING OF SOIL TYPES 0.85 V-1 C-tiltWt.t C-1 fzcAc-13 0-tawI~k 0

04, 0.80 0.75 0.70

.Cm L 7-0.50 0

40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

Elevation (ft) 567.5 578.6 589 600 611 623 0.13 0.18 0.21 0.22 0.24 0.25 Area under Curve 1.7205 2.028 2.365 2.53 2.94 11.5835 0.209g 0.17g Total =

Average ah =

a, =

400/6-40%-100% Method:

Case 1:

Horizontal =

0.225g Vertical =

0.068g Case 2:

Horizontal ý 0.118g Vertical =

0.170g

.o 00 FIGURE 2 HORIZONTAL AND VERTICAL ACCELERATIONS USED IN STABILITY ANALYSES

Palisades Nuclear Plant Calc.

Title:

Reevaluation of Slope EA-EC7408-02, Rev. 0 Analysis Continuation Sheet Stability under the ISFSI Pad for Page 15 revised load due to 24PTH System 8.0

SUMMARY

AND CONCLUSIONS After densification to a distance of 55 feet beyond the edge of the ISFSI storage pads, the minimum factor of safety for the earthquake condition was found to be 1.15, which is equal to the minimum acceptable factor of safety. This point is very near the toe of the pad. All of the other failure arcs beneath the pad had factors of safety greater than 1.15. In the stability analysis, the pad was represented by a material with zero shear strength.

Variations in the unit weight of the soil had minimal effect on the calculated factors of safety. Thus, any minor change in the unit weight within the soil mass will have little effect on the stability of the ISFSI Pads. Therefore, the pads are considered to be stable for all loading conditions.

Palisades Nuclear Plant Analysis Continuation Sheet Calc.

Title:

Reevaluation of Slope Stability under the ISFSI Pad for revised load due to 24PTH System EA-EC7408-02, Rev. 0 Page 16 9.0 ATTACHMENTS

Palisades Nuclear Plant Analysis Continuation Sheet Calc.

Title:

Reevaluation of Slope Stability under the ISFSI Pad for revised load due to 24PTH System EA-EC7408-02, Rev. 0 Page 17 ATTACHMENT A GENERAL LAYOUT OF THE ISFSI

THIS PAGE INTENTIONALLY LEFT BLANK

Palisades Nuclear Plant Analysis Continuation Sheet Calc.

Title:

Reevaluation of Slope Stability under the ISFSI Pad for revised load due to 24PTH System EA-EC7408-02, Rev. 0 Page 19 ATTACHMENT B SLOPE STABILITY ANALYSES FOR ISFSI PAD (ANALYSES WITH ORIGINAL SOIL UNIT WEIGHTS)

1.20 1.15 1.10 1.05 1.00 0.95 0.90 0.85 0.80 0.75 0.70 0

x m -0 0.f o

m m

90 1,te*

t-I 0.50 0

40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

All Soils Soil 1 SOIL 2 Soil Model Mohr-Coulomb Unit Weight 690 Cohesion 0

Phi 0 1o -

P-ezometric Line #

1 Ru 0

Pore-Air Pressure 0

Soil 2 SOIL 2 Soil Model Mohr-Coulomb Unit Weight 112 Cohesion 0

Phi 36 Piezometric Line #

1 Ru 0

Pore-Air Pressure 0

Soil 3 SOIL 3 Soil Model Mohr-Coulomb Unit Weight 106 Cohesion 0

Phi 26.5 Piezometric Line #

1 Ru 0

Pore-Air Pressure 0

Soil 4 SOIL 4 Soil Model Mohr-Coulomb Unit Weight 120 Cohesion 0

Phi 36 Piezometric Line #

1 Ru 0

Pore-Air Pressure 0

Soil 5 SOIL 5 Soil Model Mohr-Coulomb Unit Weight 120 Cohesion 0

Phi 26.5 Piezometric Line #

1 Ru 0

Pore-Air Pressure 0

Soil 6 SOIL 6 Soil Model Mohr-Coulomb Unit Weight 120 Cohesion 0

Phi 36 Piezometric Line #

1 Ru 0

Pore-Air Pressure 0

Soil 7 SOIL 7 Soil Model Mohr-Coulomb Unit Weight 120 Cohesion 0

Phi 36 Piezometric Line #

1 Ru 0

Pore-Air Pressure 0

Calc. No.

EA-EC7408-02 Project No.

Revision:

0 Page:

V.

1.20 1.15 1.10 1.05 1.00 0.95 File Name:

K-1.158F 0

0 0

S 0

0 00 0

@0 00 0

x" 0.90 0.85 0.80 :-

0.75 0.70 0.6 0.60 0.55 10 m

0 Fi Horizontal Acceleration = 0.225g Vertical Acceleration = 0.068g (up) uv meF.

Internal Friction Angle = 26.5 degrees 0.50 0 I

I I

I 40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

0 1.20 1.15i-1.10 H 1.05 K 1.00K File Name: ISFSLPADNEWLOAD._ORIGSOILI Horizontal Acceleration = 0.225g Vertical Acceleration = 0.068g (up) 1.167 S

0 0.95 H 0.90 I-0 0

x utp 0.85 1-tJ tAO 0.80 [-

m C.)

-J 0.75 K-0.70 0.651 Internal Friction Angle = 26.5 degrees 0.60 0.55 0.50 L 0

I1 40 80 I

I I

120 160 200 240 280 320 360 400 440 480 520 560 I

I I 1 600 640 680 720 760 800

O 1.20 1.15 1.10 1.05 H-1.00 H-File Name: ISFSIPADNEWLOAD..ORIGSOIL_2.NOPADSTR4Iz*

S Horizontal Acceleration =0.225g Vertical Acceleration = 0.068g (down)

ý-

V, v

IS 1.454

~p 00 0

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0.95 --

0.90 --

00 0

x

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0 0.85 H-

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/

0.60 p 0.551 0.50L 0

1 1

40 80 I

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-1 680 720 760 800

0 1.20 1.15 F-1 1

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1.00 H-0 0

0 0

0

@0 000000 Horionta Accleraion

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=0.08g (own

ptc, U0 16-5 0.95 --

pi; 0.90 H-0 00 x

Tpo 0.85 --

m m

0,

-J 0.80 F-0.75 I-0.70 [-

Internal Friction Angle = 26.5 degrees I

0.60 -

0.55 0.501 I

I I -II I I

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40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

1.20 1.15 1.10 1.05 1.00 0.95 0.90 0.85 x

0.80 0.75 0.70 0.6 0.60 0.55 0.50 0

0 File 1.706 24.

'b..*0 Horizontal Acceleration = 0.118g Vertical Acceleration = 0.17g (up) p 4.

Internal Friction Angle = 26.5 degrees

/

1I I

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40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

0 1.20 1.15 1.10 1.05 1.00 0.95 0.90 L-0 0

0.85 x

0.80 H 0.75 -

0.70-0.6 0.60 0.55 0.50 0

0 File Name:

U:

I.*

p 0

Horizontal Acceleration = 0.118g Vertical Acceleration = 0.17g (up)

Internal Friction Angle = 26.5 degrees j4 I

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1 1

40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 880 720 760 800

0 1.20 1.15 1.10 -

1,05 F-1.00 [-

v 2.943 File Name: ISFSIPADNEWLOAD_ORIGSOIL_4_NOPADST (1)'.*

./

,/

0*. 0.%..

/;

....0 00000....

0. 0 0 0/./

0

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000,,. 000-0-0:

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Horzonal cc0000ion000 18 Vertical Acceleration = 0.1 7g (down) 0.95 0.90 0.85 0

0 x

A 0

0.80 -

0.75 0.70 -

0.65&-

Internal Friction Angle = 26.5 degrees

/

14 0.60 0.55 F 0.501 0

I 80 I I

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40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 8J

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0 1.20 1.15 1.10 1.05 1.00 0.95 0.90-0 0.85 -

x 0.80-0.75 0.70 0.6 0.60 0.55 0.50 0

File Name: ISFSIPADNEYLOADORIGSOIL_

Horizontal Acceleration = 0.11 8g Vertical Acceleration = 0.17g (down)

.oz C°,*

0 m0*

-4I Internal Friction Angle = 26.5 degrees

/

ii I - - I I

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t 40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

Palisades Nuclear Plant Analysis Continuation Sheet Calc.

Title:

Reevaluation of Slope Stability under the ISFSI Pad for revised load due to 24PTH System EA-EC7408-02, Rev. 0 Page 30 ATTACHMENT C SLOPE STABILITY ANALYSES FOR ISFSI PAD (ANALYSES WITH AS-BUILT SOIL UNIT WEIGHTS)

All Soils Soil 1 SOIL 1 Soil Model Mo Unit Weight 69 Cohesion 0

Phi 0

Piezometric Line #

Ru 0

Pore-Air Pressure Soil 2 SOIL 2 Soil Model Mok Unit Weight 11 Cohesion 0

Phi 36 Piezometric Line #

Ru 0

Pore-Air Pressure Soil 3 SOIL 3 Soil Model Mot Unit Weight 104 Cohesion 0

Phi 26.5 Piezometric Line #

Ru 0

Pore-Air Pressure hr-Coulomb 0

1 0

0 ir-Coulomb 1

0 Caic. No.

EA-EC7408-02 Project. No.

Revision:

0 Page:

Sj1 Soil 4 SOIL 4 Soil Model Mol Unit Weight 12 Cohesion 0

Phi 36 Piezometric Line #

Ru 0

Pore-Air Pressure Soil.5 SOIL 5 Soil Model Moi Unit Weight 11 Cohesion 0

Phi 26.5 Piezometric Line #

Ru 0

Pore-Air Pressure hr 7

-Coulomb 1

0 ir-Coulomb 9

1 0

Soil 6 SOIL 6 Soil Model Mo]

Unit Weight 12 Cohesion 0

Phi 36 Piezometric Line #

Ru 0

Pore-Air Pressure Soil 7 SOIL 7 Soil Model Mol Unit Weight 12 Cohesion 0

Phi 36 Piezometric Line #

Ru 0

Pore-Air Pressure hr-Coulomb 0

1 0

hr-Coulomb 0

1 0

0 1.20 File Name: ISFSIPAD NEWLOAD.FINALSOIL '

1.15 I-1.10 1-1148 0

a 0

S S

004

\\ 0ee 005 0S 1.05 ý-

1.00 H 0.95 F-0.90K o-%

0 0

x 1-1

.Ulfu Z

0.85 }-

Horizontal Acceleration = 0.225g Vertical Acceleration = 0.0689 (up) 0.80 0.75 0.70 0.6 0

421

-J C-(

Op twPv-f OVrPVT tlbEl;;o 10 -ýAe, P-,KAC"C4--)T' fOY-T"1415 V-VW Internal Friction Angle = 26.5 degrees

/

0.60 0.55 0.50 I

I I

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1 I

1 1

J 0

40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

0 1.20 -

1.15 -

1.05 -

1.00-0.95 F-File Name: ISFSIPADNEWLOAD Horizontal Acceleration = 0.225g Vertical Acceleration = 0.068g (up)

C-z.

Se 0w O 1.158

~

S S

S 6

5 0.90 F-0 0

x 0.80 0.75 TP LtZ W~:

P 0

4.

0.70 0.6 0.50

0. 5 5 Internal Friction Angle = 26.5 degrees

/

0.50 0

I I

1 40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

0 1.20 1.15 0

0 1.10 --

1.05 F-1.00 F-0.95 I-File Name: ISFSIPADNEWLOADFI Horizontal Acceleration = 0.2259 Vertical Acceleration = 0.068g (down)

C-3 0e 1."4 U

a 6

a 0

0.90 1-00 0

x 0.85 F-

'Z v3 0.80 I-0.75 f-0.70 H-0.6v 0.60 0.55 0.50 0

Internal Fridctio Angle = 26.5 degrees

/

I I I

I I

I I I

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40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

0 1.20 1.15 1.10 1.05 1.00 0.95 0.90 0.85 x

0.80-0.75 -

0.70 -

0.6 0.60 0.55 0.501 0

0 File Name:

S S

S 0

0 p

6 0

Horizontal Acceleration = 0.225g Vertical Acceleration w 0.068g (down)

C-4 Internal Friction Angle = 26.5 degrees I

I I

I I I

I I

1 1

40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

1.20 1.15

-File Namne: ISFSIPAD NEWL-OADFINALSOIL_3..NOPADSTRi5t 1.10 0

1.0 5 000000 1.10t 00 0

009 000 0

00"0 1.05 -

0.0 0.

Ix Horizontal Acceleration

=0.

11 Sg O

00 VerticalA0celeration 00.17g (up) 0.70 0.6

,l/

Internal Friction Angle

=26.5 degrees

.60 0

0 D S

0.5590 0 40 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

0 1.20 1.15 H-1.10 F-0*

a File Name: ISFSIPADNEWLOADFH4ALSOIL_3NOPADSTF~sI~

0e

a S

0

@0 00 0

00 60 OS

9/

4,

- w

ltI 01.689 I?.:

0o 1.05 1.00 0.95 0

.u 0U fa Z

0.90 K-C) 0 x

(-o 0.85 F-Horizontal Acceleration = 0.118g Vertical Acceleration = 0.17g (up) 0 4

0.80 --

0.75 F-0.70 K-0.6 0.60D 0.55 050

.5 0

40 Internal Friction Angle = 26.5 degrees I

80 I

I I

120 160 200 240 280 320 360 400 440 480 520 560 600 640 I

I I

I 680 720 760 800

1.20 1.15 1.10 1.05 1.00 0

x 0.95 0.90 0.85 0.80 0.75 File Name: ISFSIPADNEWLOADFINALSOIL.

Horizontal Acceleration = 0.1 18g Vertical Acceleration = 0. 17g (down)

C-".?

011 0

0.70

0.

0.60 0.55 0.50 0

I Internal Friction Angle = 26.5 degrees j4 I

I I

40 80 120 160 200 240 280 320 360 400 440 480 520 580 600 640 680 720 760 800

0 1.20 1.15 1.10 1.05 0

0 x

1.0 0 -

0.95 L 0.90-0.85 -

0.80-0.75 0.70 0.6 0.60 0.55 0.50.

I 0

4(

File Name: ISFSIPADNEWLOAD-_

Horizontal Acceleration = 0.118g Vertical Acceleration = 0.17g (down) 0@0 v~. *

6 0

Zp 0

6 Internal Friction Angle = 26.5 degrees

/

I I_

I I

I_

I I 80 120 160 200 240 280 320 360 400 440 480 520 560 600 640 680 720 760 800

INP.UT 'tAMA tL ISFSI-PAD..NEWLOAD-FINALSOIL-1-NOPADSTR. Sip FILEINFO SLOPEW 5.11 TITLE DATESTAMP 9/11/2006 TIMESTAMP 11:14:35 Am ANALYSIS 3

2 1 +6.2400e+001 0

0 CONVERGE 30 +1.0000e-002 1000 +2.0000e+000 0 0 0 SIDE talc. No.

EA-EC7408-02 Project. No.

Revision:

0 Page:

0 0

LAMBDA 1

0 999 00 Q 00000 SOIL Ct ) 7 (cc 1 +6.9000e+002 +0.O000e+000

+0.0000e+000 +0.O000e+000

+0.0000e+000 +0.0000e+000 +0.0000e+000 +0.O000e+000

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+0.O000e+000 +0.0000e+O00 +0.0000e+000 +0.0000e+000

+0.0000e+000 +0.0000e+000 +0.0000e+000 +0.0000e+000

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+0.0000e+000 +0.0000e+000 +0.0000e+000 +0.O000e+000

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+0.0000e+000 +0.0000e+000 +0.0000e+000 +0.0000e+000

+0.0000e+000 +0.0000e+000 +0.0000e+000 +0.000e+O00

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AFUNCTION 0

POINT 24 1 +0.0000e+O00 +6.2550e+002 2 +1.5500e+002 +6.2550e+002 3 +2.5000e+002 +6.2550e+002 4 +3.0485e+002 +6.2300e+002 S +3.0490e+002 +6.2250e+002 6 +3.4500e+002 +6.2000e+002 7 +8.0000e+002 +6.1500e+002 8 +1.5510e+002 +6.2250e+002 9 +2.4990e+002 +6.2250e+002 10 +0.O000e+000 +6.1200e+002 11 +3.6000e+002 +1.2000e+003 12 +3.6000e+002 +9.3000e+002 13 +5.2000e+002 +9.3000e+002 14 +3.0480e+002 +6.11OOe+002 15 +8.0000e+002 +6.1100e+002 16 +0.O000e+000 +5.6700e+002 I

17 +3.0475e+002 +5.6700e+002 18 +8.0000e+002 +5.6700e+002 19 +0.O000e+000 +5.5000e+002 20 +8.0000e+002 +5.5000e+002 21 +2.0000e+002 +6.1200e+002 22 +8.0000e+002 +6.1200e+002 23 +2.0000e+002 +5.5000e+002 24 +8.0000e+002 +5.5000e+002 LINE7 z

OSPage 7

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+0.0000e+000 0

0

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0

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0

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0

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0

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0

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+0.O000e+000

+0.0000e+000

+0.0000e+000 10 10 10 10 1 0 10 S-0 I L

?AAMC-C-:

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2 3

.4 5

6 5

6 7

14 5

6 7

13 14 15 17 14 17 20 TENSION 0 +6.2400e+001 +i0O.O00e+000 ÷0.O000e.

GRID 12 13 11 10 20 0 -O.0.000e.

RADIUS 10 15 16 18 10 10 1

AXIS 0

LIMIT 0 +O.O000e+O00 +8.0000e+002 SLIP 0

BLOCK 0

0

.0 0

0 +l.3500e+0'

.0 0

0 0

0 +4.5000e+0' PORU 7

1 +0.0000e+O00 0 +0.O000e+.*

2 +O.O000e+000 0 +0.0

+t000 3 +0.OO00e+O00 0

. O000e+000 4 +0.00O0e+000

."+0.OO00e+000 5 +

4.O000e+0 0 +O.O000e+00 6 +0.O000

0 0 +O.O000e+O000 7 +0 e÷000 0 +0.O00De+000 PBBAR/

7 1 +0O.000e+000 0 +0.O000ej 2 +0.0OO0e+000 0 +0.

eJ9"+000 3 +O.O000e+O00 0

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0 +O.O00e+O000 0

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14 L

3

..NEWLOAD.FI.NALSOIL_1_NOPADSTR. sip Calc. N Project Revisic Page:

0.

No.

EA-EC7408-02 0

Sln'OIL T1 W5

-I 4

+-000 0

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0 14 151 14 15 431 14 15 14 15 PCON 0

POGH 0

POGP 0

POGR 0

PORA 7

1 +O.O000e+000 2 +0.0000e+000 3 +0.O000e+000 4 +0.0000e+000 5 +0.O000e+O00 6,+0.0000e+000 7 +0.0000e+000 LOAD 0

ANCHOR 0

PBOUNDARY 0

SEISMIC

+2.2500e-001 +0.0000e+000 INTEGRATION L

-1*

ISFSIPAD-NEWLOADFINALSOILi1NOPADSTR. Sip Calc. No.

Project. No.

Revision:

Page:

EA-EC7408-02 0

4`2

-6.8000e-002 +0.0000e+000 ve(I-l týA L e.,S I e_ bpr

-1 ENGINEERING FT MATLCOLOR 1

0 2

255 3

128 4

128 5

128 6

128 7

191 7

128 128 64 128 25S 64 128 128 0

64 255 255 64 255 Page 3

unti tl ed DATESTAMP 9/11/2006 TIMESTAMP 11:14:35 AM 3=METHOD 2541=NO. OF SLIP SURFACES 11=NO.

OF RADII 2=SIDE FUNCTION TYPE SLIP X-Y-

ITERATION FACTOR OF SAFETY NO.

COORD.

RADIUS NO.

LAMBDA CMOMENT)

(FORCE)

AAJ.mulL1

~

VW SO, 1

360.000 930.000 318.450 1

360.000 930.000 318.450 2

360.000 930.000 322.905 2

360.000 930.000 322.905 3

, 360.000 930.000 327.360 3

360.000 930.000 327.360 3

360.000 930.000 327.360 4

360.000 930.000 331.815 4

360.000 930.000 331.815 5

360.000 930.000 336.270 5

360.000 930.000 336.270 6

360.000 930.000 340.725 6

360.000 930.000 340.725 7

360.000 930.000 345.180 7

360.000 930.000 345.180 8

360.000 930.000 349.635 8

360.000 930.000 349.635 9

360.000 930.000 354.090 9

360.000 930.000 354.090 10 360.000 930.000 358.545 10 360.000 930.000 358.545 10 360.000 930.000 358.545 11 360.000 930.000 363.000 11 360.000 930.000 363.000 11 360.000 930.000 363.000 12 376.000 930.000 318.470 12 376.000 930.000 318.470 12 376.000 930.000 318.470 13 376.000 930.000 322.923 13 376.000 930.000 322.923 13 376.000 930.000 322.923 14 376.000 930.000 327.376 14 376.000 930.000 327.376 14 376.000 930.000 327.376 15 376.000 930.000 331.829 15 376.000 930.000 331.829 15 376.000 930.000 331.829 16 376,000 930.000 336.282 16 376.000 930.000 336.282 16 376.000 930.000 336.282 17 376.000 930.000 340.735 17 376.000 930.000 340.735 17 376.000 930.000 340.735 18 376.000 930.000 345.188 18 376.000 930.000 345.188 18 376.000 930.000 345.188 19 376.000 930.000 349.641 19 376.000 930.000 349.641 19 376.000 930.000 349.641 20 376.000 930.000 354.094 20 376.000 930.000 354.094 20 376.000 930.000 354.094 21 376.000 930.000 358.547 21 376.000 930.000 358.547 21 376.000 930.000 358.547 22 376.000 930.000 363.000 22 376.000 930.000 363.000 22 376.000 930.000 363.000 23 392.000 930.000 318.490 23 392.000 930.000 318.490 23 392.000 930.000 318.490 24 392.000 930.000 322.941 24 392.000 930.000 322.941 24 392.000 930.000 322.941 25 392.000 930.000 327.392 0.0000 1.9034889 1.8875011 0.0000 1.9269001 1.9068154 0.2911 1.9261607 1.9270583 0.0000 1.7845084 1.7597126 0.0000 1.8159198 1.7887951 0.3158 1.8147334 1.8164734 0.0000 1.5971506 1.5617270 0.0000 1.6313965 1.5987528 0.3059 1.6299442 1.6308687 0.0000 1.5496031 1.5083380 0.0000 1.5877160 1.5525028 0.2891 1.5864815 1.5848380 0.0000 1.4992653 1.4531991 0.0000 1.5447533 1.5058233 0.2801 1.5432500 1.5405139 0.0000 1.4538345 1.4035224 0.0000 1.5082494 1.4650404 0.2781 1.5063590 1.5036341 0.0000 1.4140217 1.3598294 0.0000 1.4783414 1.4305704 0.2801 1.4760510 1.4742563 0.0000 1.3802790 1.3223675 0.0000 1.4551216 1.4027343 0.2840 1.4524718 1.4524398 0.0000 1.3507491 1.2893799 0.0000 1.4363242 1.3791599 0.2900 1.4333503 1.4357053 0.0000 1.3248881 1.2602069 0.0000 1.4214128 1.3594384 0.2964 1.4181709 1.4234649 0.0000 1.3017506 1.2339167 0.0000 1.4093959 1.3425872 0.3027 1.4059472 1.4145691 0.0000 1.8893565 1.8742490 0.0000 1.9137145 1.8939152 0.2664 1.9147194 1.9159370 0.0000 1.7375394 1.7139192 0.0000 1.7707171 1.7446742 0.2876 1.7716993 1.7738674 0.0000 1.5910512 1.5603539 0.0000 1.6319795 1.6012181 0.2993 1.6333585 1.6364719 0.0000 1.4642747 1.4258554 0.0000 1.5126747 1.4765704 0.3024 1.5139891 1.5181213 0.0000 1.4125242 1.3681325 0.0000 1.4655695 1.4264301 0.2920 1.4667476 1.4696037 0.0000 1.3776039 1.3287354 0.0000 1.4380859 1.3954168 0.2864 1.4390540 1.4413717 0.0000 1.3456327 1.2927523 0.0000 1.4150941 1.3683938 0.2854 1.4158214 1.4186199 0.0000 1.3178622 1.2611931 0.0000 1.3972364 1.3463156 0.2871 1.3977522 1.4018929 0.0000 1.2927084 1.2325851 0.0000 1.3824230 1.3270220 0.2911 1.3827616 1.3888707 0.0000 1.2707693 1.2073101 0.0000 1.3710861 1.3111426 0.2957 1.3712980 1.3798629 0.0000 1.2511039 1.1844643 0.0000 1.3622295 1.2976872 0.2556 1.3623138 1.3604816 0.0000 1.937690S 1.9214032 0.0000 1.9605831 1.9406341 0.2737 1.9618955 1.9634644 0.0000 1.7210639 1.6979220 0.0000 1.7550374 1.7290133 0.2780 1.7571685 1.7598612 0.0000 1.5521210 1.5225271 Page 1 Cal¢. No.

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25 392.000 930.000 327.392 25 392.000 930.000 327.392 26 392.000 930.000 331.843 26 392.000 930.000 331.843 26 392.000 930.000 331.843 27 392.000 930.000 336,294 27 392.000 930.000 336.294 27 392.000 930.000 336.294 28 392.000 930.000 340.745 28 392.000 930.000 340.745 28 392.000 930.000 340.745 29 392.000 930.000 345.196 29 392.000 930.000 345.196 29

ý92.000 930.000 345.196 30 392.000 930.000 349.647 30 392.000 930.000 349.647 30 392.000 930.000 349.647 31 392.000 930.000 354.098 31 392.000 930.000 354.098 31 392.000 930.000 354.098 32 392.000 930.000 358.549 32 392.000 930.000 358.549 32 392-.000 930.000 358.549 33 392.000 930.000 363.000 33 392.000 930.000 363.000 33 392.000 930.000 363.000 34 408.000 930.000 318.510 34 408.000 930.000 318.510 34 408.000 930.000 318.510 35 408.000 930.000 322.959 35 408.000 930.000 322.959 35 408.000 930.000 322.S95 36 408.000 930.000 327.408 36 408.000 930.000 327.408 36 408.000 930.000 327.408 37 408.000 930.000 331.857 37 408.000 930.000 331.857 37 408.000 930.000 331.857

.38 408.000 930.000 336.306 38 408.000 930.000 336.306 38 408.000 930.000 336.306 39 408.000 930.000 340.755 39 408.000 930.000 340.755 39 408.000 930.000 340.755 40 408.000 930.000 345.204 40 408.000 930.000 345.204 4 0 408.000 930.000 345.204 41 408.000 930.000 349.653 41 408.000 930.000 349.653 41 408.000 930.000 349.653 42 408.000 930.000 354.102 42 408.000 930.000 354.102 42 408.000 930.000 354.102 43 408.000 930.000 358.551 43 408.000 930.000 358.551 43 408.000 930.000 358.551 44 408.000 930.000 363.000 44 408.000 930.000 363.000 44 408.000 930.000 363.000 45 424.000 930.000 318.530 45 424.000 930.000 318.530 45 424.000 930.000 318.530 46 424.000 930.000 322.977 46 424.000 930.000 322.977 46 424.000 930.000 322.977 47 424.000 930.000 327.424 47 424.000 930.000 327.424 47 424.000 930.000 327.424 48 424.000 930.000 331.871 48 424.000 930.000 331.871 48 424.000 930.000 331.871 49 424.000 930.000 336.318 49 424.000 930.000 336.318 49 424.000 930.000 336.318 50 424.000 930.000 340.765 50 424.000 930.000 340.765 50 424.000 930.000 340.765

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51 424.000 930.000 345.212 52 424.000 930.000 349.659 52 424.000 930.000 349.659 52 424.000 930.000 349.659 53 424.000 930.000 354.106 53 424.000 930.000 354.106 53 424.000 930.000 354.106 54 424.000 930.000 358.553 54 424.000 930.000 358.553 54 424.000 930.000 358.553 55 424.000 930.000 363.000 55 424.000 930.000 363.000 55 424.000 930.000 363.000 56 440.000 930.000 318.550 56 440.000 930.000 318.550 56 440.000 930.000 318.550 57 440.000 930.000 322.995 57 440.000 930.000 322.995 57 440.000 930.000 322.995 58 440.000 930.000 327.440 58 440.000 930.000 327.440 58 440.000 930.000 327.440 59 440.000 930.000 331.885 59 440.000 930.000 331.885 59 440.000 930.000 331.885 60 440.000 930.000 336.330 60 440.000 930.000 336.330 60 440.000 930.000 336.330 61 440.000 930.000 340.775 61 440.000 930.000 340.775 61 440.000 930.000 340.775 62 440.000 930.000 345.220 62 440.000 930.000 345.220 62 440.000 930.000 345.220 63 440.000 930.000 349.665 63 440.000 930.000 349.665 63 440.000 930.000 349.665 64 440.000 930.000 354.110 64 440.000 930.000 354.110 64 440.000 930.000 354.110 65 440.000 930.000 358.555 65 440.000 930.000 358.555 65 440.000 930.000 358.555 66 440.000 930.000 363.000 66 440.000 930.000 363.000 66 440.000 930.000 363.000 67 456.000 930.000 318.570 67 456.000 930.000 318.570 67 456.000 930.000 318.570 68 456.000 930.000 323.013 68 456.000 930.000 323.013 68 456.000 930.000 323.013 69 456.000 930.000 327.456 69 456.000 930.000 327.456 69 456.000 930.000 327.456 70 456.000 930.000 331.899 70 456.000 930.000 331.899 70 456.000 930.000 331.899 71 456.000 930.000 336.342 71 456.000 930.000 336.342 71 456.000 930.000 336.342 72 456,000 930.000 340.785 72 456.000 930.000 340.785 72 456.000 930.000 340.785 73 456.000 930.000 345.228 73 456.000 930.000 345.228 73 456.000 930.000 345.228 74 456.000 930.000 349.671 74 456.000 930.000 349.671 74 456.000 930.000 349.671 75 456.000 930.000 354.114 75 456.000 930.000 354.114 75 456.000 930.000 354.114 76 456.000 930.000 358.557 76 456.000 930.000 358.557 76 456.000 930.000 358.557 77 456.000 930.000 363.000 77 456.000 930.000 363.000 77 456.000 930.000 363.000 untitled 0.2343

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78 472.000 930.000 318.590 78 472.000 930.000 318.590 78 472.000 930.000 318.590 79 472.000 930.000 323.031 79 472.000 930.000 323.031 79 472.000 930.000 323.031 80 472.000 930.000 327.472 80 472.000 930.000 327.472 80 472.000 930.000 327.472 81 472.000 930.000 331.913 81 472.000 930.000 331.913 81 472.000 930.000 331.913 82 472.000 930.000 336.354 82 472.000 930.000 336.354 82 472.000 930.000 336.354 83 472.000 930.000 340.795 83 472.000 930.000 340.795 83 472.000 930.000 340.795 84 472.000 930.000 345.236 84 472.000 930.000 345.236 84 472.000 930.000 345.236 85 472.000 930.000 349.677 85 472.000 930.000 349.677 85 472.000 930.000 349.677 86 472.000 930.000 354.118 86 472.000 930.000 354.118 86 472.000 930.000 354.118 87 472.000 930.000 358.559 87 472.000 930.000 358.559 87 472.000 930.000 358.559 88 472.000 930.000 363.000 88 472.000 930.000 363.000 88 472.000 930.000 363.000 89 488.000 930.000 318.610 89 488.000 930.000 318.610 89 488.000 930.000 318.610 90 488.000 930.000 323.049 90 488.000 930.000 323.049 90 488.000 930.000 323.049 91 488.000 930.000 327.488 91 488.000 930.000 327.488 91 488.000 930.000 327.488 92 488.000 930.000 331.927 92 488.000 930.000 331.927 92 488.000 930.000 331.927 93 488.000 930.000 336.366 93 488.000 930.000 336.366 93 488.000 930.000 336.366 94 488.000 930.000 340.805 94 488.000 930.000 340.805 94 488.000 930.000 340.805 95 488.000 930.000 345.244 95 488.000 930.000 345.244 95 488.000 930.000 345.244 96 488.000 930.000 349.683 96 488.000 930.000 349.683 96 488.000 930.000 349.683 97 488.000 930.000 354.122 97 488.000 930.000 354.122 97 488.000 930.000 354.122 98 488.000 930.000 358.561 98 488.000 930.000 358.561 98 488.000 930.000 358.561 99 488.000 930.000 363.000 99 488.000 930.000 363.000 99 488.000 930.000 363.000 100 504.000 930.000 318.630 100 504.000 930.000 318.630 100 504.000 930.000 318.630 101 504.000 930.000 323.067 101 504.000 930.000 323.067 101 504.000 930.000 323.067 102 504.000 930.000 327.504 102 504.000 930.000 327.504 102 504.000 930.000 327.504 103 504.000 930.000 331.941 103 504.000 930.000 331.941 103 504.000 930.000 331.941 104 504.000 930.000 336.378 untitled 0.0000.1.9882227 1.9717281 0.0000 2.0075095 1.9892715 0.2943 2.0087275 2.0106428 0.0000 1.7430220 1.7185692 0.0000 1.7731216 1.7485621 0.3023 1.7754883 1.7798517 0.0000 1.5356491 1.5054752 0.0000 1.5767871 1.5477343 0.3092 1.5806583 1.5880668 0.0000 1.4042399 1.3692317 0.0000 1.4567517 1.4232582 0.2390 1.4608764 1.4597915 0.0000 1.3154414 1.2760289 0.0000 1.3794685 1.3415406 0.2336 1.3847149 1.3832663 0.0000 1.2500959 1.2068158 0.0000 1.3256611 1.2833100 0.2307 1.3320658 1.3304336 0.0000 1.1999135 1.1531179 0.0000 1.2871567 1.2404840 0.2278 1.2947184 1.2929089 0.0000 993.0000000 993.0000000 0.0000 993.0000000 993.0000000 0.0000 993.0000000 993.0000000 0.0000 1.1284289 1.0752992 0.0000 1.2382965 1.1830095 0.2253 1.2481785 1.2461699 0.0000 1.1053951 1.0488282 0.0000 1.2260364 1.1665949 0.2244 1.2369810 1.2348832 0.0000 1.0872556 1.0272536 0.0000 1.2185808 1.1549662 0.2239 1.2305222 1.2284011 0.0000 1.9878240 1.9716924 0.0000 2.0066874 1.9888509 0.2940 2.0078771 2.0097217 0.0000 1.7360458 1.7119942 0.0000 1.7657162 1.7416218 0.3017 1.7680559 1.7723078 0.0000 1.5273543 1.4976314 0.0000 1.5680942 1.5395200 0.3084 1.5719397 1.5791937 0.0000 1.3962306 1.3616971 0.0000 1.4482849 1.4152523 0.2390 1.4523980 1.4513296 0.0000 1.3082481 1.2692971 0.0000 1.3717991 1.3343263 0.2332 1.3770285 1.3755070 0.0000 1.2447884 1.2017765 0.0000 1.3198516 1.2779054 0.2290 1.3262096 1.3242198 0.0000 1.1969382 1.1500810 0.0000 1.2836097 1.2372812 0.2265 1.2911262 1.2890001 0.0000 1.1583579 1.1080766 0.0000 1.2564628 1.2057245 0.2252 1.2651570 1.2629322 0.0000 1.1268184 1.0733493 0.0000 1.2362747 1.1811694 0.2243

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0 Paae:

4

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2527 504.000 1200.000 2527 504.000 1200.000 2527 504.000 1200.000 2528 504.000 1200.000 2528 504.000 1200.000 2528 504.000 1200.000 2529 504.000 1200.000 2529 504.000 1200.000 2529 504.000 1200.000 2530 504.000 1200.000 2530 504.000 1200.000 2530 504.000 1200.000 2531 520.000 1200.000 2531 520.000 1200.000 2531 520.000 1200.000 2532 520.000 1200.000 2532 520.000 1200.000 2532 520.000 1200.000 2533 520.000 1200.000 2533 520.000 1200.000 2533 520.000 1200.000 2534 520.000 1200.000 2534 520.000, 1200.000 2534 520.000 1200.000 2535 520.000 1200.000 2535 520.000 1200.000 2535 520.000 1200.000 2536 520.000 1200.000 2536 520.000 1200.000 2536 520.000 1200.000 2537 520.000 1200.000 2537 520.000 1200.000 2537 520.000 1200.000 2538 520.000 1200.000 2538 520.000 1200.000 2538 520.000 1200.000 2539 520.000 1200.000 2539 520.000 1200.000 2539 520.000 1200.000 2540 520.000 1200.000 2540 520.000 1200.000 2540 520.000 1200.000 2541 520.000 1200.000 2541 520.000 1200.000 2541 520.000 1200.000 619.689 619.689 619.689 624.126 624.126 624.126 628.563 628.563 628.563 633.000 633.000 633.000 588.650 588.650 588.650 593.085 593.085 593.085 597.520 597.520 597.520 601.955 601.955 601.955 606.390 606.390 606.390 610.825 610.825 610.825 615.260 615.260 615.260 619.695 619.695 619.695 624.130 624.130 624.130 628.565 628.565 628.565 633.000 633.000 633.000 Untitled 0.0000

1.1495053 1.1218960 0.0000 1.2002137 1.1730984 0.2931 1.2062771 1.2124006 0.0000 1.1270223 1.0969626 0.0000 1.1829360 1.1534975 0.2933 1.1897388 1.1965037 0.0000 1.1083492 1.0759407 0.0000 1.1699120 1.1380919 0.2946 1.1773894 1.1849780 0.0000 1.0919810 1.0565848 0.0000 1.1576248 1.1235793 0.3030 1.1658923 1.1754498 0.0000 1.9792190 1.9709162 0.0000 1.9889389 1.9797595 0.0073 1.9889520 1.9800074 0.0000 1.7119362 1.6993768 0.0000 1.7270949 1.7145865 0.2957 1.7282730 1.7296778 0.0000 1.5013891 1.4857282 0.0000 1.5221848 1.5072304 0.2993 1.5241090 1.5264555 0.0000 1.3716163 1.3532632 0.0000 1.3983593 1.3809618 0.3023 1.4011316 1.4045950 0.0000 1.2850385 1.2642060 0.0000 1.3178775 1.2980074 0.3050 1.3215657 1.3262262 0.0000 1.2227118 1.1996054 0.0000 1.2618393 1.2395372 0.3012 1.2663893 1.2717537 0.0000 1.1751524 1.1499679 0.0000 1.2205412 1.1958015 0.2992 1.2259816 1.2321093 0.0000 1.1390642 1.1118492 0.0000 1.1905390 1.1634246 0.2962 1.1968173 1.2034955 0.0000 1.1136670 1.0842150 0.0000 1.1707556 1.1413228 0.2958 1.1778666 1.1852918 0.0000 1.0949581 1.0631951 0.0000 1.1574581 1.1257023 0.2953 1.1653473 1.1734513 0.0000 1.0799121 1.0458603 0.0000 1.1480530 1.1139511 0.2950 1.1566326 1.1653952 I

SUMMARY

OF MINIMUM FACTORS OF SAFETY I MOMENT EQUILIBRIUM:

FELLENIUS OR ORDINARY METHOD 520.0000=X-COOR 1024.5000Y-OO.A 47.500=RADIUS 1.0689407=F.S.

968=SLXP#

MOMENT EQUILIBRIUM:

BISHOP SIMPLIFIED METH 520. 0000=X-COOR.

OO.

.. -V-33.0000=RADIUS 2541=SLIP#

FORCE EQUILIBRIUM:

JANBU SIMPLIFIED METHOD (NO fo FACTOR)

____j 520.0000=X-COOR.

1146.0000=Y-COOR.

579.0000=RADIUS 1.1133587=F.S.

2057=SLIP#

MOMENT AND FORCE EQUILIBRIUM:

MORGENSTERN-PRICE METHOD S20.0000=X-COOR.

1200.0000=Y-COOR.

633.0000=RADIUS 1.1566326=F.S.

2541=SLIP#

NORMAL TERMINATION OF SLOPE Cabc. No.

EA-EC7408-02 Project. No.

Revision:

0 Page:

Page 4

ISFSI.YAD-.NEWLOAD-FINALS0IL-1-N0PADSTR frc DATESTAmP 9/11/2006 TIMESTAMP 11:14:35 AM PCITAL 1jFOVAXWAJ

"~q-AMf P--D~TC---n AL 4L J$

(Mtu Center,_X centerY Radius Slip-surface Method S.200000e+002 1.200000e+003 6.330000e+,002 2541 3

Y-R-Tap SL#

XLeft Y-LTop YLBottom XRight 1

2 3

4 5

6 7

8 9

10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 2.546823e+002 2.713314e+002 2.879806e+002 3.047928e+002 3.248964e+002 3.450000e+002 3.625000e+002 3.800000e+002 3.975000e+002 4.SOOOOe+002 4.325000e+002 4.500000e+002 4.675000e+002 4.BSOOOOe+002 5.025000e+002 5.200000e+002 5.365628e÷002 5.531256e+002 5.696884e+002 5.862512e+002 6.028140e+002 6.193768e+002 6.359396e+002 6.525024e+002 6.690653e÷002 6.856281e+002 7.021909e+002 7.187537e+002 7.353165e+002 7.518793e+002 6.252866e+002 6.245277e+002 6.237689e+002 6.230026e+002 6.212533e+002 6.200000e+002 6.198077e+002 6.196154e+002 6.194231e+002 6.192308e+002 6.190385e+002 6.188462e+002 6.186538e+002 6.184615e+002 6.182692e+002 6.180769e+002 6.178949e+002 6.177129e+002 6.175309e+002 6.173489e+002 6.171669e+002 6.169849e+002 6.168029e+002 6.166209e+002 6.164388e+002 6.162568e+002 6.160748e+002 6.158928e+002 6.157108e+002 6.155288e+002 6.252866e+002 6.178892e+002 6.110552e+002 6.047061e+002 5.978176e+002 5.916711e+002 5.869072e+002 5.826759e+002 5.789664e+002 5.757693e+002 5.730768e÷002 5.708824e+002 S.691809e+002 5.+679684e+002 5.672419e+002 5.670000e+002 5.672167e+002 5.678673e+002 5.689532e+002 5.704765e+002 5.724406e+002 5.748494e+002 5.777083e+002 5.810233e+002 5.848020e+002 5.890529e+002 5.937859e+002 5.990125e+002 6.047456e+002 6.110000e+002 2.713314e+002 2.879806e+002 3.047928e+002 3.248964e+002 3.450000e+002 3.625000e+002 3.800000e+002 3.975000e+002 4.150000e+002 4.325000e+002 4.500000e+002 4.675000e+002 4.850000e+002 5.025000e+002 5.200000e+002 5.365628e+002 5.531256e+002 5.696884e+002 5.862512e+002 6.028140e+002 6.193768e+002 6.359396e+002 6.525024e+002 6.690653e+002 6.856281e+002 7.021909e+002 7.187537e+002 7.353165e+002 7.518793e+002 7.627805e+002 6.245277e+002 6.237689e+002 6.230026e+002 6.212533e+002 6.200000e+002 6.198077e+002 6.196154e+002 6.194231e+002 6.19230Be+002 6.190385e+002 6.188462e+002 6.186538e+002 6.184615e+002 6.182692e+002 6.180769e+002 6.178949e+002 6.177129e+002 6.175309e+002 6.173489e+002 6.171669e+002 6.169849e+002 6.168029e+002 6.166209e+002 6.164388e+002 6.162568e+002 6.160748e+002 6.158928e+002 6.157108e+002 6.155288e+002 6.154090e+002 YRBottom Mid-Height 6.178892e+002 3.390979e+000 6.110552e+002 9.745249e+000 6.047061e+002 1.557330e+001 5;978176e+002 2.071244e+001 5.916711e+002 2.597354e+001 5.869072e+002 3.068199e+001 5.826759e+002 3.498582e+001 5.789664e+002 3.876267e+001 5.757693e+002 4.202263e+001 5.730768e+002 4.477424e+001 5.708824e+002 4.702466e+001 5.691809e+002 4.877971e+001 5.679684e+002 5.004398e+001 5.672419e+002 5.082087e+001 5.670000e+002 5.111260e+001 5.672167e+002 5.093174e+001 5.678673e+002 5.031617e+001 5.689532e+002 4.926615e+001 5.704765e+002 4.777988e+001 5.724406e+002 4.585464e+001 5.748494e+002 4.348678e+001 5.777083e+002 4.067163e+001 5.810233e+002 3.740351e+001 5.848020e+002 3.367562e+001 5.890529e+002 2.947999e+001 5.937859e+002 2.480735e+001 5.990125e+002 1.964707e+001 6.047456e+002 1.398697e+001 6.110000e+002 7.813176e+000 6.154090e+002 2.293855e+000 SL#

LLoadX L-.Load..N A-.LOad..x A-.Load-Y P.Load-y P-LoaL-Y A-mlodi fi er AS..LOad&x AS..Load_.Y 1

2 3

4 5

6 7

8 9

10 11 12 13 14 15 16 0.0000e+000 0.0000~e+000 0.0000~e+000 0.0000e+000 0.0000~e+000 0.0000~e+000 0.0000e+000 0.0000e+000 0.0000e+i000 0.0000ei.000 0.0000ei-000 0.0000e+000 0.0000e+-000 0.0000~e+000 0.0000~e+000 0.0000~e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+O000 0.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.o0000e+000 0.0O00e+0O0 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e÷000 0.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0O00e+000 0.0000e+000 0.0000e+000 0.00O0e+000 0.O000e+000 0.O000e+000 0.O00Oe+O00 0.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.OOOe+000 0.O000e+000 0.O000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.O000e+O000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 1.0000e+000 1.0000e+000 1.0000e+000 1.OOOOe+000 1.0000e+000 1.0000e+000 1.0000e+000 1.0000e+000 1.0000e+000 1.0000e+000 1.0000e+000 1.0000e+000 1.0000e+000 1.0000e+000 1.O000e+000 1.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 O.OOOe+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 W.

0 M CO 6.

Page 1

0 0

17 18 19 20 21 22 23 24 25 26 27 28 29 30 SL#

1 2

3 4

5 6

7 8

9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 0.O000e+000 0.OOOOe+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.0000e+000 0.O000e+O00 weight 5.8406e+003 1.6785e+004 2.7892e+004 4.3124e+004 5.5206e+004 5.7372e+004 6.5772e+004 7.3150e+004 7.9524e+004 8.4912e+004 8.9327e+004 9.2780e+004 9.5281e+004 9.6836e+004 9.7449e+004 9.1941e+004 9.0853e+004 8.8966e+004 8.6278e+004 8.2784e+004 7.8476e+004 7.3347e+004 6.7386e+004 6.0580e+004 5.2915e+004 4.4374e+004 3.4937e+004 2.4581e+004 1.3283e+004 2.4238e+003 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.0000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.0000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.0000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 Pore-Water Alpha ISFSIPADNEWLOADFINALSOILINOPADSTR.frc 0.0000e+000 0.O000e÷000 0.0000e+000 1.0000e+000 0.0000e+000 0.O000e+000 0.O000e+000 1.0000e+000 0.O000e+000 0.O000e+000 0.0000e+000 1.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 1.0000e+000 0.0000e+000 0.O000e+000 0.O000e+000 1.0000e+000 0.O000e+000 0.O000e÷000 0.O000e+000 1.OOOOe+000 0.O000e+000 0.O000e+000 0.O000e+000 1.0000e+000 0.O000e+000 0.O000e+000 0.O000e+000 1.0000e+000 0.O000e+000 0.O000e+000 0.O000e+000 1.0000e+000 0.O000e+000 0.O000e+000 0.O000e+000 1.0000e+000 0.O000e+000 0.0000e÷000 0.O000e+000 1.0000e+000 0.O000e+000 0.O000e+000 0.O000e+000 1.0000e+000 0.O000e+000 0.O000e+000 0.O000e+000 1.0000e+000 0.O000e+000 0.O000e+000 0.O000e+000 1.0000e+000 Force Fn.

seismicF SeismicY Pore-Air 0.O000e+000 0.O000e+000 3.6056e+003 1.3039e+004 2.1445e+004 2.4648e+004 2.9519e+004 3.3761e+004 3.7406e+004 4.0483e+004 4.3014e+004 4.5017e+004 4.6508e+004 4.7496e+004 4.7988e+004 4.5424e+004 4.5007e+004 4.4170e+004 4.2907e+004 4.1212e+004 3.9073e+004 3.6476e+004 3.3405e+004 2.9838e+004 2.5750e+004 2.1113e+004 1.5892e+004 1.0046e+004 3.5280e+003 0.O000e+000 2.3956e+001 2.2317e+001 2.0689e+001 1.8914e+001 1.7001e+001 1.5228e+001 1.3593e+001 1.1968e+001 1.0353e+001 8.7468e+000 7.1472e+000 5.5532e+000 3.9636e+000 2.3769e+000 7.9210e-001

-7.4967e-001

-2.2495e+000

-3.7509e+000

-5.2549e+000

-6.7626e+000

-8.2749e+000

-9.7931e+000

-1.1318e+001

-1.2852e+001

-1.4394e+001

-1.5948e+001

-1.7514e+001

-1.9093e+001

-2.0687e+001

-2.2021e+001 1.0276e-001 2.0443e-001 3.0490e-001 4.2063e-001 5.2986e-001 6.1835e-001 6.9961e-001 7.7268e-001 8.3671e-001 8.9096e-001 9.3479e-001 9.6768e-001 9.8925e-001 9.9926e-001 9.9757e-001 9.8523e-001 9.6256e-001 9.2981e-001 8.8731e-001 8.3552e-001 7.7497e-001 7.0630e-001 6.3023e-001 5.4756e-001 4.5915e-001 3.6593e-001 2.6887e-001 1.6900e-001 6.7352e-002 2.6698e-008 1.4100e+003 4.0522e+003 6.7336e+003 1.0411e+004 1.3328e+004 1.3851e+004 1.5879e+004 1.7660e+004 1.9198e+004 2.0499e+004 2.1565e+004 2.2399e+004 2.3002e+004 2.3378e+004 2.3526e+004 2.2196e+004 2.1933e+004 2.1478e+004 2.0829e+004 1.9985e+004 1.8945e+004 1.7707e+004 1.6268e+004 1.4625e+004 1.2775e+004 1.0713e+004 8.4343e+003 5.9344e+003 3.2067e+003 5.8514e+002 6.2321e+002 6.1928e+002 6.1560e+002 6.1152e+002 6.0764e+002 6.0456e+002 6.0222e+002 6.0014e+002 5.9832e+002 5.9675e+002 5.9543e+002 5.9436e+002 5.9354e+002 5.9295e+002 5.9262e+002 5.9252e+002 5.9265e+002 5.9299e+002 5.9355e+002 5.9433e+002 5.9533e+002 5.9656e+002 5.9801e+002 5.9969e+002 6.0161e+002 6.0376e+002 6.0616e+002 6.0881e+002 6.1171e+002 6.1432e+002 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O00Oe+000 0.O000e+000 0.0000e000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+O000 0.O000e+O00 0.O000e+O00 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.OOOOe+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.OO00e+000 0.O000e+000 0.O00Oe+000 0.0000e+000 0.0000e+000 0.O000e+000 0.O000e+000 0.0000e+000 0.O000e+000 0.O000e+000 0.O000e÷000 0.O000e+000 0.OOOOe+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 PhiB 0.O000e+000 0.O000e+000 0.O000e÷000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000

-0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e÷000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.ooooe+000 0.ooooe+000 0.ooooe+000 0.ooooe+000 0.ooooe+000 0.ooooe+000 0.ooooe+000 0.ooooe+000 0.ooooe+000 0.ooooe+000 0.ooooe+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.OOOOe+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 Liquified 0

0 0

0 m 90

.2.

z m

m ro ordinarymethodFm=

1.0799121 AppiedLambda=

0.0000 SL#

Normal-m ShearMob PhiAngl e cohesion 1 4.7650e+003 -3.2058e+003 2

1.3989e+004 -9.4116e+003 3

2.3714e+004 -1.3529e+004 4

3.7421e+004 -1.1257e+004 5 4.8897e+004 -1.2674e+004 6

5.1719e+004 -1.2499e+004 7

6.0198e+004 -1.4164e+004 8

6.7898e+004 -1.5761e+004 9

7.4779e+004 -1.7255e+004 10 8.0807e+004 -1.8617e+004 3.6000e+001 3.6000e+001 3.6000e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.O000e+000 0.0000e+000 0.O000e+000 0.O000e+000 Page 2

0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 8.5949e+004 -1.9823e+004 9.0177e+004 -2.0850e+004 9.3463e+004 -2.1679e+004 9.5783e+004 -2.2294e+004 9.7114e+004 -2.2681e+004 9.2224e+004 -2.1607e+004 9.1644e+004 -2.1532e+004 9.0181e+004 -2.1243e+004 8.7823e+004 -2.0737e+004 8.4S61e+004 -2.0014e+004 8.0386e+004 -1.9074e+004 7.5290e+004 -1.7920e+004 6.9268e+004 -1.6558e+004 6.2315e+004 -1.4995e+004 5.4429e+004 -1.3241e+004 4.5609e+004 -1.1310e+004 3.5855e+004 -9.2169e+003 2.5170e+004 -6.9827e+003 1.3559e+004 -4.6312e+003 2.4663e+003 -1.1387e+003 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e÷001 ISFSI-PAOJ4EWLOAD-FINALSOILL1NOPADSTR.frc

0. O000e+000 0.0000~e+000 0.0000e+000 0.0000~e+000 0.0000e+000 0.0000~e+i000 0.0000~e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000~e+000 0.OOOe+000 0.0000~e,000 0.0000~e+000 0.0000~e+000 0.0000~e+000 0.0000~e+000 0.0000~e+000 0.0000e+000 0.0000~e-000 BishopMethodFM=

1.1480530 SL#

NormalM shearMob AppliedLambda=

0.0000 Phi-Angle cohesion SideLeft shearLeft sideRight Shear-Right

-=

1 4.9887e+003 -3.1571e+003 2

1.4403e+004 -9.1152e+003 3

2.4760e+004 -1.3388e+004 4

4.1370e+004 -1.2304e+004 5

5.3477e+004 -1.3911e+004 6

5.5780e+004 -1.3520e+004 7

6.4043e+004 -1.4993e+004 8

7.1319e+004 -1.6311e+004 9

7.7648e+004 -1.7477e+004 10 8.3066e+004 -1.8493e+004 11 8.7599e+004 -1.9363e+004 12 9.1265e+004 -2.0085e+004 13 9.4078e+004 -2.0659e+004 14 9.6044e+004 -2.1084e+004 15 9.7163e+004 -2.1356e+004 16 9.2215e+004 -2.0321e+004 17 9.1720e+004 -2.0287e+004 18 9.0475e+004 -2.0110e+004 19 8.8461e+004 -1.9783e+O04 20 8.5652e+004 -1.9299e+004 21 8.2013e+004 -1.8648e+004 22 7.7507e+004 -1.7819e+004 23 7.2084e+004 -1.6798e+004 24 6.5688e+004 -1.5569e+004 25 5.8252e+004 -1.4115e+004 26 4.9696e+004 -1.2413e+004 27 3.9928e+004 -1.0439e+004 28 2.8836e+004 -8.1604e+003 29 1.6291e+004 -5.5426e+003 30 3.1714e+003 -1.3773e+003 JanbumethodFf=

1.1139511 SL#

NormalF shearMob 3.6000e+001 3.6000e+001 3.6000e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 2.6500e+001 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+O000 0.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 4.4392e+002 1.2191e+003 3.7071e+003 1.5480e+004 3.0670e+004 4.5663e+004 6.1499e+004 7.7422e+004 9.2771e+004 1.0697e+005 1.1955e+005 1.3008e+005 1.3826e+005 1.4384e+005 1.4663e+005 1.4662e+005 1.4402e+005 1.3887e+005 1.3128e+005 1.2143e+005 1.0958e+005 9.6042e+004 8.1244e+004 6.5686e+004 4.9973e+004 3.4823e+004 2.1077e+004 9.7208e+003 1.8997e+003 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0O00e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.OOOOe+000 0.O000e+000 0.O000e+000

-4.4392e+002

-1.2191e+003

-3.7071e+003

-1.5480e+004

-3.0670e+004

-4.5663e+004

-6.1499e+004

-7.7422e+004

-9.2771e+004

-1.0697e+005

-1.1955e+005

-1.3008e+00S

-1.3826e+005

-1.4384e+005

-1.4663e+005

-1.4662e+005

-1.4402e+005

-1.3887e+005

-1.3128e+005

-1.2143e+005

-1.0958e+005

-9.6042e+004

-8.1244e+004

-6.5686e+004

-4.9973e+004

-3.4823e+004

-2.1077e+004

-9.7208e+003

-1.8997e+003 3.00O0e-005 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.0000e+000 0.0000e+000 0.0000e+000 O.OOOe+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0.O000e+O000 0.OOOOe+000 0.0000e+000 0.0000e+000 0.0000e+000 0.O000e+000 0

'IS) 4.N0 0

AppliedLambda=

0.0000 Phi-Angie cohesion sideLeft ShearLeft sideRight ShearRight 1 4.9520e+003 -3.2298e+003 3.6000e+001 0.0000e+000 0.0000e+000 2

1.4304e+004 -9.3291e+003 3.6000e+001 0.0000e+000 4.4392e+002 3

2.4623e+004 -1.3708e+004 3.6000e+001 0.0000e+000 1.2191e+003 0.0000e+000 -4.4392e+002 0.0000e+000 -1.2191e+003 0.0000e+000 -3.7071e+003 0.0000e+000 0.0000e+000 0.0000e+000 Page 3

Caic. No.

EA-EC7408-02 Project. No.

Revision:

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ISFSIPADNEWLOADFINALSOILI-NOPADSTR.frc Sl i pSurfaceSummary Analysis volume weight Res_Moment ACt_Moment ReSForce ACtO rce FOS ordinary Method 1.7327e+004 2.0111e+006 3.1164e+008 2.8858e+008 1.0799121 Bishop Method 1.7327e+004 2.0111e+006 3.3131e+008 2.8858e+008 1.1480530 3anbu Method 1.7327e+004 2.0111e+006 5.1313e+005 4.6064e+005 1.1139511 M-P Method 1.7327e+004 2.0111e+006 3.3378e+008 2.8858e+008 5.1693e+005 4.4357e+005 1.1566326 Jzz 0

0 m

90 Page 5

QF-0547 (FP-E-MOD-1 1) Rev. 0 NM__ _

External Design Document Suitability Committed to Nuclear Excell, 4 F Fleet Modification Process Review Checklist External Design Document Being Reviewed:

Re-evaluation of Slope Stability under ISFSI Pad for Revised load Due to 24PTH System Number:

EA-EC7408-02 Rev:

0 Date:

10/19/06 This design document was received from:

Organization Name:

Sargent & Lundy PO or DIA.

Reference:

Contract 985, Rel 28 The purpose of the suitability review is to ensure that a calculation, analysis or other design document provided by an External Design Organization complies with the conditions of the purchase order and/or Design Interface Agreement (DIA) and is appropriate for its intended use. The suitability review does not serve as an independent verification. Independent verification of the design document supplied by the External Design Organization should be evident in the document, if required.

The reviewer should use the criteria below as a guide to assess the overall quality, completeness and usefulness of the design document. The reviewer is not required to check calculations in detail.

REVIEW Check

1.

Design inputs correspond to those that were transmitted to the External Design Organization.

2.

Assumptions are described and reasonable.

3.

Applicable codes, standards and regulations are identified and met.

Z

4.

Applicable construction and operating experience is considered.

Z

5.

Applicable structure(s), system(s), and component(s) are listed.

Z

6.

Formulae and equations are documented. Unusual symbols are defined.

[

7.

Acceptance criteria are identified, adequate and satisfied.

8.

Results are reasonable compared to inputs.

9.

Source documents are referenced.

Z

10. The document is appropriate for its intended use.

11.

The document complies with the terms of the Purchase Order and/or DIA.

[

12.

Inputs, assumptions, outputs, etc. which could affect plant operation are enforced by adequate procedural controls. List any affected procedures.

13.

Plant impact has been identified and either implemented or controlled. (e.g., For piping analyses, the piping and support database is updated or a tracking item has been initiated,.)

Completed by:

Date:

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