Canister Receipt and Facility Seismic Analysis - 060-SYC

ENG.20061220.0029

BSC Design Calculation or Analysis Cover Sheet

Complete only applicable items.

1. QA: QA

2. Page 1

3. System , 4. Document Identifier .

Canister Receipt and Closure Facility 060-SYC-CR00-00400-000-00A

5. Title .

Canister Receipt and Closure Facility (CRCF) Seismic Analysis

6. Group

Civil / Structural / Architectural 7. Document Status Designation

0 Preliminary I Committed • Confirmed • Cancelled / Superseded •

8. Notes/Comments .

Attachments Total Number of

Pages

See Calculation Section 5. 51

RECORD OF REVISIONS

11. 12. 13. 14. 15. 9. 10.

Total # Last Originator Checker Approved/Accepted No. Reason For Revision

of Pgs. Pg. # (Print/Sign/Date) (Print/Sign/Date) (Print/Sign/Date)

00A Initial Issue 109 B-29 Gopal Rao . A. Joshi R. Magopal

01 4I Ar—. Ory-ory> V

1 — 18 —o 6

Michael Denlinger • 2. 12, 11 I"

(Attachments K & L)

' ' —

r---. ,/,,/,,,

EG-PRO-3DP-GO4B-00037.2-rl

Canister Receipt and Closure Facility (CRCF) Seismic Analysis 060-SYC-CR00-00400-000-00A

DISCLAIMER

The calculations contained• in this document were developed by Bechtel SAIC Company,

LLC(BSC) and are intended solely for the use of BSC in its work for Yucca Mountain Project.

2 December 2006


CONTENTS

Page

FIGURES 5

TABLES 6

ACRONYMS AND ABBREVIATIONS 7

1. PURPOSE 8

2. REFERENCES 8 2.1 DESIGN INPUTS 8 2.2 DESIGN CONSTRAINTS 9 2.3 DESIGN OUTPUTS 9

3. ASSUMPTIONS 10 3.1 ASSUMPTIONS REQUIRING VERIFICATION 10 3.2 ASSUMPTIONS NOT REQUIRING VERIFICATION 10

4. METHODOLOGY 11 4.1 QUALITY ASSURANCE 11

4.2 USE OF SOFTWARE 11 4.3 ANALYSIS METHOD 11

5. LIST OF ATTACHMENTS 12

6. BODY OF CALCULATION 13 6.1 MEMBER PROPERTIES 13 6.2 CENTERS OF RIGIDITY 20 6.3 TORSION INCREASE FACTORS .29 6.4 SEISMIC MODELING AND ANALYSIS 33

7. RESULTS AND CONCLUSIONS 55

ATTACHMENT A A-1 ATTACHMENT B B-1 ATTACHMENT C CD ATTACHMENT D CD ATTACHMENT E CD ATTACHMENT F CD ATTACHMENT G CD ATTACHMENT H CD ATTACHMENT I CD ATTACHMENT J CD

3 December 2006


ATTACHMENT K CD

ATTACHMENT L CD

ATTACHMENT M CD

ATTACHMENT N CD

4 December 2006


FIGURES

Page

Figure 1 Global Coordinate System 14

Figure 2 Local Coordinate System for Wall Element 16

Figure 3 Equivalent Sticks for walls with large openings 21

Figure 4 Equivalent Sticks for walls with small openings 21

Figure 5 Horizontal Spectra DBGM-2, 35' Upper Bound 43 and 110' Upper Bound

Figure 6 Horizontal Spectra DBGM-2, 35' Median 44

Figure 7 Horizontal Spectra DBGM-2, 35' Lower Bound 45

Figure 8 Horizontal Spectra DBGM-2, 110' Median 46

Figure 9 Horizontal Spectra DBGM-2, 110' Lower Bound 47

Figure 10 Horizontal Spectra BDBGM, 35' Upper Bound 48

Figure 11 Vertical Spectra DBGM-2, 35' Upper Bound 49 and 110' Upper Bound

Figure 12 Vertical Spectra DBGM-2, 35' Median 50

Figure 13 Vertical Spectra DBGM-2, 35' Lower Bound 51

Figure 14 Vertical Spectra DBGM-2, 110' Median 52

Figure 15 Vertical Spectra DBGM-2, 110' Lower Bound 53

Figure 16 Vertical Spectra BDBGM, 35' Upper Bound 54

5 December 2006


TABLES

Page

Table 1

Table 2

Table 3

Table 4

Table 5

Table 6

Table 7

Table 8

Table 9

Table 10

Table 11

Table 12

Table 13

Table 14

Table 15

Table 16

Table 17

Member Properties

Relative Wall Rigidities

Center of Rigidity

Torsion Increase Factors

Results for Fixed Base Condition. DBGM-2

Results for 35' Lower Bound Condition. DBGM-2.

Results for 35' Median Condition. DBGM-2

Results for 35' Upper Bound Condition. DBGM-2

Results for 110' Lower Bound Condition. DBGM-2

Results for 110' Median Condition. DBGM-2

Results for 110' Upper Bound Condition. DBGM-2

Results for 35' Upper Bound Condition. BDBGM

Diaphragm Accelerations for DBGM-2, SRSS Combination

Diaphragm Accelerations for BDBGM, SRSS Combination 56

Story Drifts 57

Base Shears for DBGM-2, SRSS Combination .57

Base Shear for BDBGM, SRSS Combination 58

Modal Analysis

Modal Analysis

Modal Analysis

Modal Analysis

Modal Analysis

Modal Analysis

Modal Analysis

Modal Analysis

18

24

27

31

35

36

37

38

39

40

41

42

56

6 December 2006


ACRONYMS AND ABBREVIATIONS

3D three-dimensional

FEs finite elements

FEM finite element model

CRCF Canister Receipt and Closure Facility

c.g. Center of Gravity

DBGM Design Basis Ground Motion

BDBGM Beyond Design Basis Ground Motion

IBC International Building Code

SRSS Square Root of Sum of Squares

SSI Soil Structure Interaction

YMP Yucca Mountain Project

7 December 2006


1. PURPOSE

The purpose of this calculation is to develop a lumped mass "beam-stick" finite element model of the Canister Receipt and Closure Facility (CRCF) and perform a response spectra analysis. The basis of design for the CRCF is defined in 000-3DR-MGRO-00300-000-000, Basis of Design

for the TAD Canister—Based Repository Design Concept (Ref.2.1.6).

Results of the response spectra analysis will yield the shear wall seismic forces and the diaphragm accelerations, which will be used in the subsequent structural design of the CRCF.

This calculation also investigates the effects of accidental torsion on the seismic design forces. A torsional increase factor is computed which will be used in subsequent design calculations to increase the forces obtained from this response spectra analysis to account for accidental torsion.

2. REFERENCES

2.1 DESIGN INPUTS

2.1.1 ASCE 4-98. 2000. Seismic Analysis of Safety-Related Nuclear Structures and

Commentary. Reston, Virginia: American Society of Civil Engineers. TIC: 253158. [DIRS 159618]

2.1.2 BSC (Bechtel SAIC Company) 2006. Project Design Criteria Document. 000-3DR- MGR0-00100-000 REV 006. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20061201.0005.

2.1.3 Amrhein, J.E. 1998. Reinforced Masonry Engineering Handbook, Clay and Concrete

Masonry. 5th Edition Updated. Boca Raton, Florida: CRC Press. TIC: 255497. [DIRS 167017]

2.1.4 Not Used

2.1.5 Young, W.C. 1989. Roark's Formulas for Stress and Strain. 6th Edition. New York, New York: McGraw-Hill. TIC:10191. [DIRS 106720]

2.1.6 BSC (Bechtel SAIC Company) 2006. Basis of Design for the TAD Canister—Based

Repository Design Concept. 000-3DR-MGRO-00300-000-000. • Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG 20061023.0002.

2.1.7 BSC (Bechtel SAIC Company) 2006.Canister Receipt and Closure Facility (CRCF) Mass Properties. 060-SYC-CR00-00200-000-00A. Las Vegas, Nevada: Bechtel SAIC

. Company. ACC: ENG. 20061120.0019

8 December 2006


2.1.8 BSC (Bechtel SAIC Company) 2006.Canister Receipt and Closure Facility (CRCF) Soil Springs. 060-SYC-CR00-00300-000-00A. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG. 20061129.0019

2.1.9 M00411SDSTMHIS.006. Seismic Design Spectra and Time Histories for the Surface Facilities Area (Point DIE) at 5E-4 Annual Exceedance Frequency. Submittal date: 11/16/2004. [DIRS 172426]

2.1.10 M00411WHBDE104.003. Seismic Design Spectra and Time Histories for the Surface Facilities Area (Point DIE) at 1E-4 Annual Exceedance Frequency. Submittal date:

• 11/16/2004. [DIRS 172427]

2.1.11 DOE (U.S. Department of Energy) 2005. Software Validation Report for: SAP2000 version 9.1.4. Document ID: 11198-SVR-9.1.4-00-win 2000. Las Vegas, Nevada: U.S. Department of Energy, Office of Repository Development. ACC: MOL.20051012.0425. [DIRS 176790]

2.1.12 BSC (Bechtel SAIC Company) 2004, TED Surface Facility, 100-IED-WHS0-00101-000- 00B, Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG. 20041209.0002.

2.1.13 2.1.13 ICC (International Code Council) 2003. International Building Code 2000, with

Errata to the 2000 International Building Code. Falls Church, Virginia: International Code Council. TIC: 251054; 257198. [DIRS 173525]

2.2 DESIGN CONSTRAINTS

2.2.1 EG-PRO -3DP-GO4B -00037, Rev.006, ICNO. Calculations and Analyses. Las Vegas, Nevada: Bechtel SAIC Company. ACC:ENG.20061204.0001.

2.2.2 IT-PRO-0011 Rev.002, ICNO. Software Management. Las Vegas, Nevada, Bechtel SAIC Company. ACC: DOC.20061109.0011

2.2.3 BSC (Bechtel SAIC Company) 2006. Quality Management Directive. QA-DIR-10, Rev. 0. Las Vegas, Nevada: Bechtel SAIC Company. ACC: DOC.20060906.0001

[DIRS #177655]

2.2.4 ORD (Office of Repository Development) 2006. Repository Project Management

Automation Plan. 000-PLN-MGRO-00200-000, Rev. 00D. Las Vegas, Nevada: U.S. Department of Energy, Office of Repository Development. ACC: ENG.20060703.0001

2.3 DESIGN OUTPUTS

Results of this calculation will be used as input for the calculations for the design of shear walls, elevated slabs and basemat.

9 December 2006


3. ASSUMPTIONS

3.1 ASSUMPTIONS REQUIRING VERIFICATION

3.1.1 Building plan, elevations and dimensions

The plan, elevations and dimensions in Attachment A are used as the basis for the structural

configuration of the shear walls to be used in the lumped mass stick model. Attachment A

was developed by cutting sections from the plant design three-dimensional (3D) model.

Dimensions were also obtained from the 3D model. The wall length dimensions (including

openings) are assumed as shown in Attachment A.

Rationale— The rationale for this assumption is that further refinement of the general

arrangements in plant design 3D model (e.g., adding doors and corridors) will not greatly affect the dynamic response of the structure. The development of the general arrangements

continues to be refined, however the major rooms and wall locations are defined. Properties computed in this calculation are adequate for Tier-1 seismic analysis.

Where used: Assumption is used in entire calculation.

3.1.2 Wall Thicknesses

Wall thicknesses utilized in design calculation, Canister Receipt and Closure Facility (CRCF)

Mass Properties, 060-SYC-CR00-00200-000-00A (Ref. 2.1.7) are assumed to be the same

for an initial stiffness properties calculation.

Rationale— The rationale for this assumption is that these are preliminary wall thickness that

will be used as a starting point for performing a dynamic analysis. The determination of wall

thicknesses is an iterative process and the thicknesses will be verified and refined through a

subsequent shear wall design calculation, using the seismic forces from the dynamic analysis.

Where used: Assumption is used in entire calculation.

3.2 ASSUMPTIONS NOT REQUIRING VERIFICATION

3.2.1 Wall Openings

In the center of rigidity calculation (Section 6.2), wall rigidity is calculated assuming the

• entire wall as solid, neglecting the small wall openings.

Rationale—This is a reasonable assumption considering that overall lengths of openings are

small compared to the length and height of the walls. See Figure 4.

Where used: Section 6.2.

10 December 2006


4. METHODOLOGY

4.1 QUALITY ASSURANCE

This calculation was prepared in accordance with EG-PRO-3DP-GO4B-00037, Calculations

and Analyses (Ref. 2.2.1). Section 4.1.2 of the Basis of Design for the TAD Canister—Based

Repository Design Concept (Ref. 2.1.6) classifies the CRCF structure as ITS. Therefore, this

document is subject to the requirements of the BSC Quality Management Directive (Ref.

2.2.3, Section 2.1.C.1.1.a.i. and 17.E.) and the approved version is designated as QA:QA.

4.2 USE OF SOFTWARE

Excel 2000 and Word 2000, which are part of the Microsoft Office 2000 suite of programs, were used in this calculation. Microsoft Office 2000 as used in this calculation is classified as

Level 2 software usage as defined in IT-PRO-0011 (Ref. 2.2.2). Microsoft Office 2000 is

listed on the current Software Report (SW Tracking Number 607273), as well as the Repository Project Management Automation Plan (Ref. 2.2.4).

The software was executed on a PC system running Microsoft Windows 2000 operating

system. Results were confirmed by visual inspection and by performing hand calculations.

Excel 2000 was used to generate SAP2000 model input in this calculation. Word 2000 was used in the text preparation of this document, no calculations functions contained in word

were used in this document.

SAP2000, Version 9.1.4 as used in this calculation is classified as Level 1 software usage as defined in IT-PRO-0011 (Ref. 2.2.2). This software is a commercially available computer

program qualified to perform static and dynamic analysis of structural systems. This software

is listed in Nuclear Safety Software Report as qualified with Software Tracking Number

11198-9.1.4-00. The software is operated on a PC system running the Windows 2000

operating system. The SAP2000 Validation Report is contained in Ref. 2.1.11.

4.3 ANALYSIS METHOD

The process of developing the finite element model consists of the following steps.

• Prepare elevation views for each of the shear walls and locate the "beam-stick"

elements for each of the wall / wall piers. Wall elevations along with the beam stick elements are given in Attachment A.

• Compute the stiffness properties for each of the "beam-stick" elements. A spreadsheet

was developed where the starting point and ending point of a wall / wall pier and the

wall thickness is input. The spreadsheet in turn computes the centroid of the wall /

wall pier and 6 beam element properties, Ax, Ay, Az, Ix, Iy and Iz. For definition of

element properties, see section 6.1. The wall stiffness spreadsheet is shown in

Table 1.

11 December 2006

Number of Pages

22

29

CD

CD

CD


• Using the "beam-stick" elements defined in step 1 along with the element properties

computed in step 2 a SAP2000 model can be developed. The boundary conditions

applied to the basemat are frequency independent soil springs computed in

calculation 060-SYC-CR00-00300-000-00A (Ref. 2.1.8). Lumped masses used in the

SAP2000 are computed in calculation 060-SYC-CR00-00200-000-00A (Ref. 2.1.7).

• Perform a response spectrum analysis for the following cases:

- DBGM-2 Lower Bound Soil Condition 35', and 110', alluvium

- DBGM-2 Median Soil Condition 35', and 110', alluvium

-DBGM-2 Upper Bound Soil Condition 35', and 110', alluvium

- BDBGM Upper Bound Soil Condition 35' alluvium

• Perform a fixed base modal and response spectrum analysis

• Compute the individual wall rigidities and the center of rigidity at each diaphragm

elevation. A spreadsheet was developed using the wall stiffness properties discussed

above that computes the rigidity of each wall and then computes the center of rigidity for all the walls located at a given diaphragm elevation. The center of rigidity and

sum of rigidities spreadsheets are shown in Table 2 and Table 3.

• Compute the torsional increase factors. The torsional increase factor is a factor that is used to account for the code mandated 5% accidental eccentricity required when

performing seismic analysis of structures (Section 3.1.1e, Ref. 2.1.1). The torsional increase factor is a factor that relates the forces in a structural element with accidental

torsion effects to the same wall without accidental torsion effects. Forces obtained

from the response spectrum analysis are increased by this torsion increase factor to

obtain the required design forces used in designing the structural elements. The

torsional increase factors are computed in Table 4.

Attachment A

Attachment B

Attachment C

Attachment D

Attachment E

5. LIST OF ATTACHMENTS

Floor Plan and Wall Elevations

SAP2000 Stick Model Input

DBGM-2 Fixed Base Modal and Response Spectrum

Analysis

DBGM-2 Upper Bound 35' Alluvium Modal Analysis and

Response Spectrum Analysis

DBGM-2 Median 35' Alluvium Modal Analysis and


12 December 2006


Attachment

Attachment

Attachment

Attachment

Attachment

Attachment

Attachment

Attachment

Attachment

DBGM-2 Lower Bound 35' Alluvium Modal Analysis

and Response Spectrum Analysis

DBGM-2 Upper Bound 110' Alluvium Modal Analysis


DBGM-2 Median 110' Alluvium Modal Analysis and


DBGM-2 Lower Bound 110' Alluvium Modal Analysis


BDBGM Upper Bound 35' Alluvium Modal Analysis and


Base Shear Calculation for DBGM-2 and BDBGM Input

Ground Motions

L IBC Base Shear Calculation

M Excel and Word Files used in calculation preparation

N SAP2000 Database Files

CD

CD

CD

CD

CD

CD

CD

CD

CD

6. BODY OF CALCULATION

6.1 MEMBER PROPERTIES

In this section of the calculation, member properties are computed that will be assigned to

each of the beam elements used to develop the finite element model. Elevations of each of the structural shear walls are included and major wall penetrations are identified on the

sketches (Attachment A). After the major wall penetrations were identified, beam elements

were assigned to each of the wall—wall pier segments such that an accurate representation of the wall stiffness could be obtained. Starting and ending joint numbers were likewise

assigned to define each of the beam elements. Beam elements were assigned a unique

alphanumeric name. The naming convention used is in the form of "8A.1", or "A1.2" where

the first digit represents the wall name the second digit represents a vertical segment of that

wall and the third digit represents a unique identifier for the wall element. Nodes were

assigned a unique joint identifier using the following convention:

• Nodes 1-100: z = 0 ft —nodes located at bottom of walls/top of basemat.

• Nodes 101-199: 0< z < 32 ft - mid height wall nodes adjacent to penetrations

• Nodes 200-299: z =32 ft- nodes located on 32 ft- diaphragm

• Nodes 300-399: 32 <z <64 mid height wall nodes adjacent to penetrations

13 December 2006


• Nodes 400-499: z = 64 ft —nodes located on 64 ft diaphragm.

• Nodes 500-599: z = 72ft —nodes located on 72 ft diaphragm.

• Nodes 600-699: z = 100 ft —nodes located on 100 ft diaphragm.

Floor slabs are considered to be rigid diaphragms. To model diaphragms in the multiple

lumped mass stick model, body constraints (6 degree of freedom rigid links) are used to

constrain all points located on the diaphragm. A node is assigned at the center of mass of

each diaphragm where the lumped mass tributary to each diaphragm is applied.

The coordinate system defined in 060-SYC-CR00-00200-000-00A (Ref. 2.1.7) and 060-

SYC-CR00-00300-000-00A (Ref. 2.1.8) differs from the coordinate system used in this

calculation for the development of the tier-1 "beam-stick" model. The two coordinate systems and the coordinate system transformation are shown in Figure 1 below.

1 ORIGIN DEFINED IN CALCULATION

060—SYC—CR00-00200-000-00A X1

Figure 1 Global Coordinate System

14 December 2006


Coordinate Transformation between SAP2000 and 060-SYC-CR00-00200-000-00A (Ref. 2.1.7)

X(SAP2000) = X1 —1.00

Y(SAP2000) = 260.00 — Z1

Z(SAP2000) = Y1

Where Xl, Y1 AND Z1 represent the coordinate system defined in 060-SYC-CR00-00200-

000-00A. (Ref 2.1.7)

SAP2000 member stiffness properties are computed using the method discussed below.

An Excel spreadsheet (Table 1) was created to calculate member properties for the SAP2000

finite element model (FEM). The basic member properties calculated in Excel are Ax , Ay,

Az, Ix, and 1,, where:

= Cross-sectional area (ft 2)

Ay = Shear area with respect to the local y-axis (ft 2)

= Shear area with respect to the local z-axis (ft 2)

h = Torsional moment of inertia (ft 4)

Iy = Bending moment of inertia about the local y-axis (fe l)

= Bending moment of inertia about the local z-axis (ft 4)

The shear walls of the building are represented as finite elements (FEs) that extend between

the primary floor and roof elevations. The floor / roof elevations considered are 0 ft, 32 ft,

64 ft, 72 ft and 100 ft.

For an ideal wall with no openings a single stick element is used to model that wall.

However, the majority of walls in the CRCF structure have wall penetrations that require the

use of multiple beam elements to model that wall. Penetrations in a wall fall into two typical

categories - small penetrations, which create a discontinuity in the wall, and larger wall penetrations, which basically break the wall in to two distinct walls. For the first case beam

elements are assigned to each pier in the wall from the diaphragm level to the top of the

opening elevation, a single element is then used to model the remainder of the wall from the

top of the penetration elevation up to the next diaphragm elevation. The nodes located along

the elevation at the top of the opening are then constrained using the SAP2000 body

constraint. An example of this type of situation is shown along column line D, see

Attachment A, page A-16. The second situation occurs when the penetration is nearly the full

height of the wall, an example of this situation is shown along column line 2, see Attachment

A, page A-5.

15 December 2006

AG A v =F Ph (Eq. 6.1.1)


The cross-sectional area, A„, is calculated as the actual shear length of the wall, multiplied by

the thickness of the wall. For input into the FEM, the cross-sectional area, A„, is used for

each finite element to represent the axial stiffness.

Plan

Figure 2 Local Coordinate System for Wall Element

The in-plane shear area is calculated with respect to the local axis system of the FE

representing the wall. The FEs local axis system is oriented such that the local y-axis

represents the direction of in-plane shear area, A y, and the local z-axis represents the direction of the out-of-plane or transverse shear area, A. The out-of-plane shear area, A„ is

taken as 0.001 ft 2 . This dictates that all of the inertial loads will be carried through an in-plane load path for a preliminary design of the shear walls. Bending about the local y-axis

represents out-of-plane flexure, while bending about the local z-axis represents in-plane

flexure. To account for the actual shear stiffness of the wall, the in-plane shear area, Ay, is

derived using the basic equation for shear deformation of a cantilevered wall, including the

use of a shape factor. The shear deformation, i , is computed as (Ref 2.1.5, Pp. 201 to 202):

Where

P = lateral shear load (kips)

h = total height of wall (ft)

A = in-plane shear area, A„ (ft 2)

G = shear modulus (kips/ft 2)

F = 1.2 (6/5 shape factor for rectangular section).

Therefore, Ay is simply 5/6 of the cross-sectional area A x: Ay = 5/6 Ax

The moment of inertia is calculated using the length (L) and thickness (t) dimensions of the

wall segments.

16 December 2006

Ay = –5

(43) = 36 ft 2 6

(Eq. 6.1.4)


I = -Lt3

, I, – = — - ,and and / tL3

( Table 21, case 6, Ref. 2.1.5) (Eq. 6.1.2) z 3 12 12

The spreadsheet Table 1, generates repetitive calculations using the following inputs:

• • Wall thickness (ft)

• Shear length of wall (ft)

• In-plane distance from origin to start of wall (ft)

The shear length of the wall is simply the true length of the finite element shown on the

elevations (Attachment A). The in-plane center of gravity (c.g.) (x-bar for east–west walls or y-bar for north–south walls) of each wall FE is calculated as the sum of half the shear length

of the FE, plus the in-plane distance from origin to the start of wall. The following is a

sample calculation for FE number "1A.1." (Attachment A, page A-4)

FE "1A.1" is composed of one wall segment. The segment has a starting elevation of 0 ft

and ending elevation of 32 ft. The shear length is taken from the wall elevation as 21.5 ft.

The wall thickness is 2.0 ft. The cross-sectional area, A x, is calculated as:

A„= 21.5(2.0) = 43 ft 2 (Eq. 6.1.3)

Using the cross-sectional area from above, the shear area, A y, can be calculated as:

The c.g. of the wall segment is calculated using the shear length and the in -plane distance

from origin to start of wall (156.5').

In-plane c.g. of wall FE = 156.5 + --- 167.25 ft. 2

The moment of inertias can be calculated using the profile of the wall:

LP 21.5(2.0) 3 / = – 57 ft4 (Eq. 6.1.5) x 3 3

LP 21.5(2.0) 3 Iy = =14 ft4 (Eq. 6.1.6)

12 12

tL3 2.0(21.5) 3 – 1656 ft4 (Eq. 6.1.7)

- 12 12

17 December 2006


Table 1 Member Properties

Note: Refer to Attachment A and section 6.1 for details. Wall Shear In-plane distance from In-plane CG of wall finite

Wall Finite Element Thickness length origin axis (X or Y) to Ax Ay element along origin axis I „ (ft) I y (ft4 ) I .(fti ) Number (ft) (ft) start of wall or wall pier (ft2) (ft 4 ) (X or Y) (ft)

(ft)

1 '1A.1' 2 21.50 156.50 43 36 167.25 57 14 1,656

1 '1A.2' 2 13.00 _ 122.50 26 22 129.00 35 9 366

1 '1A.3' 2 21.50 80.00 43 36 90.75 57 14 1,656

2 2A.5 4 76.17 183.83 _ 305 254 221.92 _ 1,625 406 147,309

2 2A.4' 4 21.50 156.50 86 72 167.25 459 115 3,313

2 2A.3' 4 13.00 122.50 52 43 129.00 277 69 732

2 2A.2' 4 21.50 80.00 86 72 90.75 459 115 3,313

2 2A.1' 4 76.17 -2.00 305 254 36.09 1,625 406 147,309

2 '2A.6' 4 103.50 -2.00 414 345 49.75 2,208 552 369,573

2 '2A.7' 4 103.50 156.50 414 345 208.25 2,208 552 369,573

2 2B.1' 4 76.17 -2.00 305 254 36.09 1,625 406 147,309

2 '2B.2' 4 98.00 80.00 392 327 129.00 2,091 523 313,731

2 2B.3' 4 76.17 183.83 305 254 221.92 1,625 406 147,309

2 '2B.4' 4 262.00 -2.00 1,048 873 129.00 5,589 1,397 5,994,909

3 '3A.1' 4 74.00 10.00 296 247 47.00 1,579 395 135,075

3 '3A.2' 4 74.00 174.00 296 247 211.00 1,579 395 135,075

'3A.3' 4 86.00 -2.00 344 287 41.00 1,835 459 212,019

3 '3A.4' 4 86.00 174.00 344 287 217.00 1,835 ' 459 212,019

3 3B.1' 4 74.00 10.00 296 247 47.00 1,579 395 135,075

3 3B.2' 4 74.00 174.00 296 247 211.00 1,579 395 135,075

3 3B.3' 4 86.00 -2.00 344 287 41.00 1,835 459 212,019

3 3B.4' 4 86.00 174.00 344 287 217.00 1,835 459 212,019

4 '4A.1' 4 19.00 80.00 76 63 89.50 405 101 2,286

4 '4A.2' 4 12.00 123.00 48 40 129.00 256 64 576

4 '4A.3' 4 19.00 159.00 76 63 168.50 405 101 2,286

4 '4B.1' 4 98.00 80.00 392 327 129.00 2,091 523 313,731

5 '5A.1' 4 48.00 10.00 192 160 34.00 1,024 256 36,864

5 '5A.2' 4 23.50 78.00 94 78 89.75 501 125 4,326

5 '5A.3' 4 23.50 156.50 94 78 168.25 501 125 4,326

5 '5A.4' 4 48.00 200.00 192 160 224.00 1,024 256 36,864

5 '5A.5' 4 103.50 -2.00 414 345 49.75 2,208 552 369,573

5 '5A.6' 4 103.50 156.50 414 345 208.25 2,208 552 369,573

5 '5B.1' 4 64.17 10.00 257 214 42.09 1,369 342 88,080 .

5 '5B.2' 4 98.00 80.00 392 327 129.00 2,091 523 313,731

5 '5B.3' 4 64.17 183.83 257 214 215.92 1,369 342 88,080

5 '5B.4' 4 262.00 -2.00 1,048 873 129.00 5,589 1,397 5,994,909

6 '6A.1' 4 62.00 10.00 248 207 41.00 1,323 331 79,443

6 6A.2' 4 15.00 , 80.00 60 50 87.50 320 80 1,125

6 '6A.3' 4 15.00 163.00 60 50 170.50 320 80 1,125

6 '6A.4' 4 62.00 186.00 248 207 217.00 1,323 331 79,443

6 '6A.5' 4 97.00 -2.00 388 323 46.50 2,069 517 304,224

6 '6A.6' 4 97.00 163.00 388 323 211.50 2,069 517 304,224

6 '6E1.1' 4 11.67 10.00 47 39 15.84 249 62 530

6 '6B.2' 4 46.67 27.5 187 156 50.84 996 249 33,884

6 '6B.3' 4 109.67 74.17 439 366 129.00 2,340 585 439,686

6 '6B.4' 4 46.67 183.83 187 156 207.17 996 249 33,884

6 6BS 4 11.67 236.33 47 39 242.17 249 62 530

6 '6B.6' 4 262.00 -2.00 1,048 873 129.00 5,589 1,397 5,994,909

6 '6C.1' 4 242.30 7.83 969 808 128.98 5,169 1,292 4,741,754

6 '6C.2' 4 262.00 -2.00 1,048 873 129.00 5,589 1,397 5,994,909

7 '7A.1' 4 19.00 80.00 76 63 89.50 405 101 2,286 -

7 7A.2' 4 19.00 159.00 76 63 168.50 405 101 2,286

8 '8A.1' 4 62.00 10.00 248 207 41.00 1,323 331 79,443

8 '8A.2' 4 19.00 80.00 76 63 89.50 405 101 2,286

8 '8A.3' 4 19.00 159.00 76 63 168.50 405 101 2,286

8 8A.4' 4 62.00 186.00 248 207 217.00 1,323 331 79,443

18 December 2006

• Canister Receipt and Closure Facility (CRCF) Seismic Analysis 060-SYC-CR00-00400-000-00A

Table 1 Member Properties (Continued).

Wall Shear In-plane distance from in-plane CG of wall finite

Wall Finite Element Thickness length origin axis (X or Y) to Ax Ay element along origin axis I y (ft 4) I y (ft4) I .(ft4) Number (ft) . (ft) start of wall or wall pier (ft) (ft`) (X or Y)

(ft) (ft) 8 '8A.5' 4 101.00 -2.00 404 337 48.50 2,155 539 343,434

8 '8A.6 4 101.00 159.00 404 337 209.5 2155 539 343,434

9 '9A.1' 4 49.00 10.00 196 163 34.50 1,045 261 39,216

9 '9A.2' 4 29.00 70.00 116 97 84.50 619 155 8,130

9 '9A.3' 4 29.0 159.0 116 97 173.5 619 155 8,130

9 '9A.4' 4 49.00 199.00 196 163 223.50 1,045 261 39,216

9 '9A.5' 4 101.00 -2.00 404 337 48.50 2,155 539 343,434

9 '9A.6' 4 101.00 159.00 404 337 209.50 2,155 539 343,434

9 '9B.1' 4 238.00 10.00 952 793 129.00 5,077 1,269 4,493,757

9 '9B.2' 4 262.00 -2.00 - 1,048 873 129.00 5,589 1,397 5,994,909

9 '9C.1' 4 242.33 7.83 969 808 129.00 5,170 1,292 4,743,515

9 '9C.2' 4 262.00 -2.00 1,048 873 129.00 5,589 1,397 5,994,909

11 '11A.1' 2 74.00 10.00 148 123 47.00 197 49 67,537 -

11 '11A.2' 2 67.50 174.00 135 113 207.75 180 45 51,258

11 '11A.3' 2 14.00 246.00 28 23 253.00 37 9 457

11 '11A.4' 2 86.00 -2.00 172 143 41.00 229 57 106,009

11 '11A.5' 2 86.00 174.00 172 143 217.00 229 57 106,009

12 '12A.1' 4 76.17 -2.00 305 254 36.09 1,625 406 147,309

12 '12A.2' 4 19.63 80.00 79 65 89.82 419 105 2,521

12 '12A.3' 4 19.63 158.38 79 65 168.20 419 105 2,521

12 '12A.4' 4 76.17 183.83 305 254 221.92 1,625 406 147,309

12 '12A.5' 4 101.63 -2.00 407 339 48.82 2,168 542 349,900

12 '12A.6' 4 101.63 158.38 407 339 209.20 2,168 542 349,900

12 '128.1' 4 76.17 -2.00 305 254 36.09 1,625 406 147,309

12 '128.2' 4 98 80 392 327 129 2.091 523 313,731

12 '128.3' 4 76.17 183.83 305 254 221.92 1,625 406 147,309

12 '12B.4' 4 262.00 -2.00 1,048 873 129.00 5,589 1,397 5,994,909

12 '12C.1' 4 98.00 80.00 392 327 129.00 2,091 523 313,731

13 '13A.1' 2 19.63 80.00 39 33 89.82 52 13 1,261

13 '13A.2' 2 19.63 158.38 39 33 168.20 52 13 1,261

D '01.1' 4 89.13 47.00 357 297 91.57 1,901 475 236,021

D 131.2* 4 13.00 142.00 52 43 148.50 277 69 732

D '01.3' 4 90.00 167.00 360 300 212.00 1,920 480 243,000

D '01.4' 4 20.00 269.00 80 67 279.00 427 107 2,667

D '131.5' 4 83.00 295.00 332 277 336.50 1,771 443 190,596

D '01.6' 4 331.00 47.00 1,324 1,103 212.50 7,061 1,765 12,088,230

D '02.1' 4 108.00 47.00 432 360 101.00 2,304 576 419,904

D 'D2.2' 4 122.00 167.00 488 407 228.00 2,603 651 605,283

0 'D2.3' 4 83.00 295.00 332 277 336.50 1,771 443 190,596

D 'D2.4' 4 331.00 47.00 1,324 1,103 212.50 7,061 1,765 12,088,230

D '03.1' 4 98.00 191.00 392 327 240.00 2,091 523 313,731

E *E1.1' 2 35.17 11.83 70 59 29.42 94 23 7,250

E 'E1.2' 4 97.00 47.00 388 323 95.50 2,069 517 304,224

E 'E1.3' 4 78.17 160.75 313 261 199.84 1,668 417 159,221

E 'E1.4' 4 36.00 253.00 144 120 271.00 768 192 15,552

E 'E1.5' 4 81.00 297.00 324 270 337.50 1,728 432 177,147

E 'E1.6' 2 31.00 378.00 62 52 393.50 83 21 4,965

E 'E2.1' 4 96.58 47.00 386 322 95.29 2,060 515 300,290

E 'E2.2' 4 29.83 165.16 119 99 180.08 636 159 8,848

E 'E2.3' 4 79.50 298.50 318 265 338.25 1,696 424 167,487

E 'E2.4' 4 148.00 47.00 592 493 121.00 3,157 789 1,080,597

E 'E2.5' 4 93.00 285.00 372 310 331.50 1,984 496 268,119

E 'E3.1' 4 93.00 285.00 372 310 331.50 1,984 496 268,119

E 'E3.2' 4 44.00 151.00 176 147 173.00 939 235 28,395

E 'E3.3' 4 44.00 285.00 176 147 307.00 939 235 28,395 _.

E.3 'E31.1' 4 88.00 151.00 352 293 195.00 1,877 469 227,157

E.3 'E31.2' 4 36.00 253.00 144 120 271.00 768 192 15,552

F 'F1.1' 4 88.00 151.00 352 293 195.00 1,877 469 227,157

F 'F1.2' 4 36.00 253.00 144 120 271.00 768 192 15,552

19 December 2006


Table 1 Member Properties (Continued).

Wall Shear In-plane distance from In-plane CG of wall finite

Wall Finite Element Thickness length origin axis (X or Y) to Ax Ay element along origin axis I „ (ft 4) I,, (ft) I 2(ft4 )

Number (ft) (ft) start of wall or wall pier (ft) (ft4) (X or Y)

(ft) (ft) F.7 'F7.1' 4 88.00 151.00 352 293 195.00 1,877 469 227,157

F.7 'F7.2' 4 36.00 253.00 144 120 271.00 768 192 15,552

G 'G1.1' 2 35.17 11.83 70 59 29.42 94 23 7,250

G 'G1.2' 4 97.00 47.00 388 323 95.50 2,069 517 304,224

G `G1.3' 4 78.17 160.63 313 261 199.92 1668 417 159,221

G 'G1.4' 4 36.00 253.00 144 120 271.00 768 192 15,552

G `G1.5 4 54 297.00 216 180 324 1152 288 52,488

G '61.7 2 40 369 80 67 389 107 37 10667

G 'G1.8 4 72.00 297.00 288 240 333.00 1,536 384 124,416

G *G2.1' 4 96.6 47 386.3 321.9 95.29 2060 515 300289.64

G 'G2.2' 4 29.92 165.17 120 100 180.13 638 160 8,928

G 'G2.3' 4 79.50 298.50 318 265 338.25 1,696 424 167,487

G '62.4' 4 148.00 47.00 592 493 121.00 3,157 789 1,080,597

G '62.5' 4 93.00 285.00 372 310 331.50 1,984 496 268,119

G .G3.1' 4 93.00 285.00 372 310 331.50 1,984 496 268,119

G '63.2' 4 44.00 285.00 176 147 307.00 939 235 28,395

G 'G3.3' 4 44.00 151.00 176 147 173.00 939 235 28,395

H 'H1.1' 4 108.00 47.00 432 360 101.00 2,304 576 419,904

H 'H1.2' 4 80.00 177.00 320 267 217.00 1,707. 427 170,667

H 'H1.3' 4 61.33 269.00 245 204 299.67 1,308 327 76,895

H 'H1.4' 4 14.75 336.16 59 49 343.54 315 79 1,070

H 'H1.5' 4 304.00 47.00 1,216 1,013 199.00 6,485 1,621 9,364,821

H 'H2.1' 4 108.00 47.00 432 360 101.00 2,304 576 419,904

H 'H2.2' 4 201.00 177.00 804 670 277.50 4,288 1,072 2,706,867

H 'H2.3' 4 331.00 47.00 1,324 1,103 212.50 7,061 1,765 12,088,230

H 'H3.1* 4 98.00 191.00 392 327 240.00 2,091 523 313,731

• Note: Numbers shown in table above have been rounded off in Excel. Computations performed within Excel are based on the actual numbers stored in Excel. Excel spreadsheet file is contained in attachment M (stiffness properties.xls - in the Calculate Member Properties worksheet).

6.2 CENTERS OF RIGIDITY

In this section, the center of rigidity is computed for each of the wall levels: 0' to 32' , 32' to

64', 64' to 72' and 64' to 100'. The shear areas and moments of inertia computed for the

beam stick elements in the section 6.1 are used to compute relative wall rigidities.

Some walls have openings that extend the entire height between floors, essentially separating

the wall into two or more individual wall piers. In this case, the rigidity of each wall pier is

calculated using the stiffness properties of each individual pier, and the sum of the rigidities is used for the rigidity of the wall. This condition is shown in Figure 3.

20 December 2006

Iv IN

;7?

i.- csi

s , s

CN CO

■1111111110.

CO

060-SYC-CR00-00400-000-00A Canister Receipt and Closure Facility (CRCF) Seismic Analysis

Figure 3 Equivalent Sticks for walls with large openings

Some walls have small openings that do not greatly influence the overall rigidity of the wall

.(Assumption 3.2.1). In this case, a series of stick elements are used to model the wall below

the opening and a single stick element is used to model the solid upper portion of the wall.

The rigidity is calculated as if the entire wall was solid, neglecting the small openings, which

results in using the member properties for the upper portion of the wall in computing the

relative rigidity of the wall. This condition is shown in Figure 4.

Figure 4 Equivalent Sticks for walls with small openings

The first step in this process is to compute the relative wall rigidities for each of the walls at

floor/roof level. The relative rigidity of an individual wall is computed considering the

bending stiffness and the shear stiffness as shown below. The bending deflection of a shear

wall panel is computed as (Ref. 2.1.5, p. 100, Table 3, Case lb):

Ab = Ph'

(ft) 12E1

where

(Eq. 6.2.1)

21 December 2006

1 Ab =

0h3

12/ (Eq. 6.2.2)

Ph As =

AsG (Eq. 6.2.3)

G =

25h As= —

As (Eq. 6.2.7)


P = lateral shear load (kips)

h = wall height (ft)

E = modulus of Elasticity of the concrete (k/ft 2)

1 = in-plane (strong axis) moment of inertia of the wall (ft 4).

Since the relative rigidity of each wall relative to other walls and not the actual wall rigidity

is of interest, a value of P and E can be assumed. In this case a value of PIE = 10 has been

used, and Equation 6.2.1 is rewritten as:

The shear deflection of a shear wall is computed as (Ref. 2.1.5, pp. 201 to 202):

where

h = height of the wall (ft)

As = shear area of wall (ft 2) (for rectangular walls, As = 5/6 of the cross sectional area of the wall)

G = shear modulus of the concrete wall (k/ft 2).

The shear modulus may be expressed in terms of the modulus of elasticity, E, as (Ref. 2.1.5,

, p. 86):

2(1+ v)

For concrete, Poisson's ratio, v, is 0.17 (Ref. 2.1.2, Section 4.2.11.6.6).

Substituting this value into Equation 6.2.4 yields:

G = 0.4E

Substituting Equation 6.2.5 into Equation 6.2.3 yields:

As = 2.5Ph

AsE

Again letting P/E = 10, the shear deflection may be computed as:

(Eq. 6.2.4)

(Eq. 6.2.5)

(Eq. 6.2.6)

22 December 2006

X = " ER;

= ER i y i

ERi

where


In the following spreadsheet, (Table 2), Equations 6.2.2 and 6.2.7 are used to determine the

relative bending and shear deflections of a wall and to compute the relative wall rigidity

using the computed deflections. The shear areas and moment of inertia are based on values

computed in Section 6.1 for each wall segment.

After the individual wall rigidities are calculated, the center of rigidity at each floor elevation

is computed by:

X and Y = are measured in feet from origin located on Ground Floor Plan in Attachment

A, page A-3.

R i = rigidity of an individual wall i.

Xi =center of rigidity of an individual wall i in x direction

Yi =center of rigidity of an individual wall i in y direction

The following spreadsheet, (Tables 2 and 3), is used to perform this calculation and

determine the center of rigidity at each floor elevation.

23 December 2006

1

3

4

5

7

8

9

1 1


Table 2 Relative Wall Rigidities

Note: Refer to section 6.2 for details.

Wall Pier Height Shear Moment of Flexural Shear Total R pier R wall

(ft) Area Inertia Deformation Deformation Deformation (HD)

(As) (I) (ft) (ft) (ft)

(ft^2) (ft^4) (I0*h^3/121) (25h/As) D

' North South walls From 0'-32'

I A.3 32 36 1,656 16.4856 22.3256 38.8112 0.0258 0.06

1A.2 32 22 366 74.5744 36.9231 111.4975 0.0090 IA.1 32 36 1,656 16.4856 22.3256 38.8112 0.0258

2A.6 32 345 369,573 0.0739 2.3188 2.3927 0.4179 0.85

2A.3 32 43 732 37.2872 18.4615 55.7487 0.0179

2A.7 32 345 369,573 0.0739 2.3188 2.3927 0.4179

3A.3 32 287 212,019 0.1288 2.7907 2.9195 0.3425 0.69

3A.4 32 287 212,019 0.1288 2.7907 2.9195 0.3425

4A.1 32 63 2,286 11.9434 12.6316 24.5750 0.0407 0.10

4A.2 , 32 40 576 47.4074 20.0000 67.4074 0.0148

4A.3 32 63 2,286 11.9434 12.6316 24.5750 0.0407

5A.5 32 345 369,573 0.0739 2.3188 2.3927 0.4179 0.84

5A.6 32 345 369,573 0.0739 2.3188 2.3927 0.4179

6A.5 32 323 304,224 0.0898 2.4742 2.5640 0.3900 0.78

6A.6 32 323 304,224 0.0898 2.4742 2.5640 0.3900

7A.1 32 63 2,286 11.9434 12.6316 24.5750 0.0407 0.08

7A.2 32 63 2,286 11.9434 12.6316 24.5750 0.0407

8A.5 32 337 343,434 0.0795 2.3762 2.4557 0.4072 0.81

8A.6 32 337 343,434 0.0795 2.3762 2.4557 0.4072

9A.5 32 337 343,434 0.0795 2.3762 2.4557 0.4072 • 0.81

9A.6 32 337 343,434 0.0795 2.3762 2.4557 0.4072

1 I A.4 32 143 106,009 0.2576 5.5814 5.8390 0.1713 0.34

11A.5 32 143 106,009 0.2576 5.5814 5.8390 0.1713

12 1 2A .5 32 339 349,900 0.0780 2.3615 2.4395 0.4099 0.82

12A.6 32 339 349,900 0.0780 2.3615 2.4395 0.4099

13 13A.1 32 33 1,261 21.6600 24.4524 46.1124 0.0217 0.04

13A.2 32 33 1,261 21.6600 24.4524 46.1124 0.0217

North South walls from 32 to 64

2 ' 2B.4 32 873 5,994,909 0.0046 0.9160 0.9206 1.0863 1.09

3 3B.3 32 287 212,019 0.1288 2.7907 2.9195 0.3425 0.69

3B.4 32 287 212,019 0.1288 2.7907 2.9195 0.3425

4 4B.1 32 • 327 313,731 0.0870 2.4490 2.5360 0.3943 0.39

5 5B.4 32 873 5,994,909 0.0046 0.9160 0.9206 1.0863 1.09

6 6B.6 32 873 5,994,909 0.0046 0.9160 0.9206 1.0863 1.09

9 98.2 32 873 5,994,909 0.0046 0.9160 0.9206 1.0863 1.09

12 12114 32 873 5,994,909 0.0046 0.9160 0.9206 1.0863 1.09

12 12C.1 8 327 313,731 0.0014 0.6122 0.6136 1.6297 1.63

24 December 2006

Wall

9

6

9


Table 2 Relative Wall Rigidities (Continued).

Pier Height Shear Moment of Flexural Shear Total R pier R wall

(ft) Area Inertia Deformation Deformation Deformation (I/D)

(As) (1) (ft) (ft) (ft)

(ft^2) (ft^4) (10*h^3/121) (25h/As) D

9C.1 8 808 4,743,5 I 5 0.0001 .2476 .2477 4.0374 4.04

12 12C.1 8 327 313,731 0.0014 .6122 .6136 1.6297 1.63

North-South walls from 64 to 100

6C.2 36 873 5,994,909 0.0065 1.0305 1.0370 0.9643 0.96

9C.2 36 873 5,994,909 0.0065 1.0305 1.0370 0.9643 0.96

East-West Walls from 0 to 32

D1.6 32 1103 12,088,230 0.0023 0.7251 0.7273 1.3749 1.37

E1.1 32 59 7,250 3.7662 13.6480 17.4142 0.0574 1.24

E1.2 32 323 304,224 0.0898 2.4742 2.5640 0.3900

E1.3 32 261 159,221 0.1715 3.0702 3.2417 0.3085

E1.4 32 120 15,552 1.7558 6.6667 8.4225 0.1187

E1.5 32 270 177,147 0.1541 2.9630 3.1171 0.3208

E1.6 32 - 52 4,965 5.4996 15.4839 20.9835 0.0477

E.3 E31.I 32 293 227,157 0.1202 2.7273 2.8475 0.3512 0.47

E31.2 32 120 15,552 1.7558 , 6.6667 8.4225 0.1187

FI.1 32 293 227,157 0.1202 2.7273 2.8475 0.3512 0.47

F1.2 32 120 15,552 1.7558 6.6667 8.4225 0.1187

F.7 F7.1 32 293 227,157 0.1202 2.7273 2.8475 0.3512 0.47

F7.2 32 120 15,552 1.7558 6.6667 8.4225 0.1187

G G1.1 32 59 • 7,250 3.7662 13.6480 17.4142 0.0574 1.14

GI.2 32 323 304,224 0.0898 2.4742 2.5640 0.3900

G1.3 32 261 159,221 0.1715 3.0702 3.2417 0.3085

01.4 32 120 15,552 1.7558 6.6667 8.4225 0.1187

01.5 32 180 . 52,488 0.5202 4.4444 4.9647 0.2014

G1.7 32 67 10,667 2.5600 12.0000 14.5600 0.0687

H H1.5 32 1013 9,364,821 0.0029 0.7895 0.7924 1.2620 1.26

East-West walls 32 to 64

D D2.4 32 1103 12,088,230 0.0023 0.7251 0.7273 1.3749 1.37

E E2.4 32 493 1,080,597 0.0253 1.6216 1.6469 0.6072 0.98

E2.5 32 310 268,119 0.1018 2.5806 2.6825 0.3728

G G2.4 • 32 493 1,080,597 0.0253 1.6216 1.6469 0.6072 0.98

02.5 32 310 268,119 0.1018 2.5806 2.6825 0.3728

H H2.3 32 1103 12,088,230 0.0023 0.7251 0.7273 1.3749 1.37

East-West walls from 64 to 72

E3.1 8 310 268,119 0.0016 0.6452 0.6468 1.5462 1.55

03.1 8 310 268,119 0.0016 0.6452 0.6468 1.5462 1.55

East-West walls from 64 to 100

D D3.1 36 327 313,731 0.1239 2.7551 2.8790 0.3473 0.35

E E3.2 36 147 28,395 1.3693 6.1364 7.5056 0.1332 0.27 E3.3 36 147 28,395 1.3693 6.1364 7.5056 0.1332

25 December 2006


Table 2 Relative Wall Rigidities (Continued)

Pier Height Shear Moment of Flexural Shear Total R pier R wall (ft) Area Inertia Deformation Deformation Deformation (l/D)

(As) (I) (ft) (ft) (ft)

(ft^2) (ft^4) (I0*h^3/121) (25h/As) D

G G3.3 36 147 28,395 1.3693 6.1364 7.5056 0.1332 0.27

M.2 36 147 28,395 1.3693 6.1364 7.5056 0.1332

H H3.1 36 327 313,731 0.1239 2.7551 2.8790 0.3473 0.35

Note: Numbers shown in table above have been rounded off in Excel. Computations performed within Excel are based on the actual numbers stored in Excel. Excel spreadsheet file is contained in attachment M (stiffness properties.xls — Wall Rigidity worksheet).

Wall

26 December 2006


Table 3 Center of Rigidity

Note: Refer to section 6.2 for details. NORTH - SOUTH WALLS

0' - 32'

xbar Wall Wall Rigidity Xi Ri*Xi E (Ri*Xi) E (Ri*Xi)IE (Ri) Ri /E (Ri)

(Ri) (ft) (ft)

1 0.06 0.00 0.00 0.01

2 0.85 49.00 41.84 0.14

3 0.69 111.00 76.04 0.11

4 0.10 137.00 13.18 0.02

5 0.84 153.00 127.89 0.13

6 0.78 193.00 150.55 0.13

7 0.08 237.00 19.29 0.01

8 0.81 255.00 207.68 0.13

9 0.81 287.00 233.74 0.13

11 0.34 340.00 116.46 0.06

12 0.82 376.00 308.25 0.13

13 0.04 419.00 18.17 0.01

E 6.23 1313.08 210.85 1.00

32' -64 xbar

Wall Wall Rigidity Xi Ri*Xi E (Ri*Xi) E (Ri*Xi)/E (Ri) Ri /E (Ri) (Ri) (ft) (ft)

2 1.09 49.00 53.23 0.17

3 0.69 111.00 76.04 0.11

4 0.39 137.00 54.02 0.06

5 1.09 153.00 166.20 0.17 6 1.09 193.00 209.65 0.17

9 1.09 287.00 311.76 0.17

12 1.09 376.00 408.44 0.17

E 6.51 1279.33 196.50 1.00

64' - 72'

xbar Wall Wall Rigidity Xi Ri*Xi E (Ri*Xi) E (Ri*Xi)/E (Ri) Ri /E (Ri)

(Ri) (ft) (ft)

9 4.04 287.00 1158.72 0.71

12 1.63 376.00 612.77 0.29

E 5.67 1771.50 312.59 1.00

64' - 100'

xbar Wall Wall Rigidity Xi Ri*Xi E (Ri*Xi) E (Ri*XI)/E (Ri) Ri /E (Ri)

(Ri) (ft) (ft) 6 0.96 193.00 186.11 0.50

9 0.96 287.00 276.75 0.50

E 1.93 462.86 240.00 1.00

27 December 2006


Table 3 Center of Rigidity (Continued)

EAST - WEST WALLS

0' - 32'

ybar Wall Wall Rigidity Yi Ri*Yi E (Ri*Yi) E (Ri*Yi)/E (RI) Ri /E (Ri)

(Ri) (ft) (ft)

D 1.37 258.00 354.72 0.21 1.24 176.00 218.79 0.19

E.3 0.47 161.00 75.66 0.07 F 0.47 129.00 60.62 0.07

F.7 0.47 97.00 45.58 0.07 G 1.14 82.00 93.87 0.18 H 1.26 0.00 0.00 0.20

E 6.43 849.24 131.98 1.00

32' - 64' ybar

Wall Wall Rigidity Vi Ri*Yi E (Ri*Yi) E (Ri*Yi)/E (Ri) Ri /E (Ri) (Ri) (ft) (ft)

D 1.37 258.00 354.72 0.29 E 0.98 176.00 172.48 0.21

G 0.98 82.00 80.36 0.21 H 1.37 0.00 0.00 0.29

E 4.71 607.56 129.00 1.00

_ 64' - 72'

ybar Wall Wall Rigidity Yi Ri*Yi E (Ri*Yi) E (Ri*YO/E (Ri) Ri /E (Ri)

(Ri) (ft) (ft)

E 1.55 176.00 272.13 0.50 G 1.55 82.00 126.79 0.50 E 3.09 398.92 129.00 1.00

64' -100' ybar

Wall Wall Rigidity Vi Ri*Yi E (Ri*Yi) E (Ri*Yi)IE (Ri) Ri /E (Ri) (Ri) (ft) (ft)

D 0.35 258.00 89.61 0.28 E 0.27 176.00 46.90 - 0.22

G 0.27 82.00 21.85 0.22 H 0.35 0.00 0.00 0.28

E 1.23 158.36 129.00 1.00

28 December 2006


Note: Numbers shown in table above have been rounded off in Excel. Computations performed

within Excel are based on the actual number stored in Excel. The Excel spreadsheet file is

contained in attachment M (Stiffness properties.xls in the Shear Center Worksheet).

6.3 TORSION INCREASE FACTORS

ASCE 4-98 (Ref. 2.1.1, Section 3.1.1e) requires accounting for torsional moments due to

accidental eccentricity with respect to the center of rigidity and the effects of non-vertically

incident or incoherent seismic waves. An acceptable method of accounting for the accidental

torsion is to include an additional torsional moment in the structural analysis. The additional

moment is taken as the story shear at the elevation and in the direction of interest times a

moment arm equal to 5% of the building plan dimension perpendicular to the direction of motion. •

In this analysis, accidental torsion is addressed by computing a "torsion increase factor" for

each wall. This torsion increase factor considers the additional force in a wall resulting from

an eccentricity equal to 5% of the building plan dimension as required by ASCE 4-98 (Ref. 2.1.1).

The torsion increase factor is computed as described in the following paragraph.

Apply an arbitrary force to a story through the center of rigidity and compute the resulting shear forces in each of the shear walls. In this case, an arbitrary force of 10,000 kips is

applied in both X and Y directions. Only the shear walls parallel to the applied load will

resist the applied load. For this case the shear force in an individual wall is computed as (Ref. 2.1.3, p. 78):

R. vi(direct) =

V *

ER,

where

v; (direct) = shear in wall i

V= story shear (in this case V= 10,000 kips) Ri = the rigidity of wall i

ER, = the total rigidity of all walls in the direction of the applied load

(Eq. 6.3.1)

Next, a torsional moment, equal to the 10,000 kip story shear times 5% of the building plan

dimension in the x direction, is applied to a story, and the resulting shear forces in the walls

are computed. In this case, walls in the x and y directions resist the applied torsional

moment.

The shear force in an individual wall resulting from the applied torsional moment is

computed as: (Ref. 2.1.3, p. 78)

*(R * d i ) v i (torsion,)=

E(R i * +E(Ri * (Eq. 6.3.2)

29 December 2006

Vi (torsion)= Vvi (torsion,) 2 (torsion y) 2 (Eq. 6.3.4)

V, (torsion)torsion increase factor =

v, (direct) (Eq. 6.3.5)


where

I); (torsion)) is the shear in wall i resulting from the applied torsional moment due to an eccentricity in the x ( east /west) direction.

= applied torsional moment equal to 10,000 kips * .05 * Building east—west dimension

R. rigidity of wall i

d. distance from wall i to the center of rigidity.

Likewise, a torsional moment equal to the 10,000 kip story shear times 5% of the building

plan dimension in the y direction is applied to a story, and the resulting shear forces in the

walls are computed. In this case, the resulting shear in an individual wall is computed as (Ref. 2.1.3, p. 78):

Ty * (R * d i ) v i (torsion y) =

E(R i * +E(Ri * 4)y

where

(Eq. 6.3.3)

v. (torsion) = shear in wall i resulting from applied torsional moment due to an eccentricity

in the y (north—south building dimension) direction.

Having computed the shears resulting from an accidental eccentricity in the x and

y directions, the total shear in a wall is computed by combining the shears using the square root of the sum of the squares method:

where

V1 (torsion) = shear in wall i due to an accidental eccentricity of 5% in the x and y directions.

The torsion increase factor is then computed by dividing the shear due to the accidental eccentricity by the direct shear:

The following spreadsheets, (Table 4), are used to perform this calculation for each of the diaphragm elevations.

30 December 2006

Xbar =

Thar =

Table 4 Torsion Increase Factors 210.85 ft

131.98 ft

CENTER OF RIGIDITY 0-32:

Note 1: Refer to section 6.3 for details.

Note 2: Xbar and Ybar are from Table 3.

NORTH - SOUTH WALLS

Wall Wail Rigidity (RI) XI d = Xbar-XI Rrd Rrd2

1 0.06 0.00 210.85 12.76 2689.83

2 0.85 49.00 161.85 138.19 22367.09

3 0.69 111.00 99.85 68.41 6830.64

4 0.10 137.00 73.85 7.11 524.83

5 . 0.84 153.00 57.85 48.36 2797.80

6 • 0.78 193.00 17.85 13.93 248.67

7 0.08 , 237.00 -26.15 -2.13 55.63 .

8 0.81 255.00 -44.15 -35.95 1587.13

9 0.81 287.00 -76.15 -62.01 4722.05

11 0.34 340.00 -129.15 -44.24 5712.80

12 0.82 376.00 -165.15 -135.39 22358.99

13 0.04 419.00 -208.15 -9.03 1879.08

z 6.23 71774.53

EAST - WEST WALLS

Wall Wall Rigidity (RI) YI d =Ybar-YI Ri'd RI'd2

D 1.37 258.00 -126.02 -17326 21834.07

E 1.24 176.00 -44.02 -54.72 2408.70

E.3 0.47 161.00 -29.02 -13.64 395.71

F 0.47 129.00 2.98 1.40 4.18

F.7 0.47 97.00 34.98 16.44 575.04

G 1.14 82.00 49.98 57.22 2659.76

H 1.26 0.00 131.98 166.56 21983.01

1 6.43 50060.46 0.0 0.0 10000.00

NORTH - SOUTH WALLS

Wall Wall Rigidity (RI) Xi d i= Xbar-XI Ri'd R1'd2

2 1.09 49.00 147.50 160.2 23632.0

3 0.69 111.00 85.50 58.6 5007.5

4 0.39 137.00 59.50 23.5 1395.8

5 1.09 153.00 43.50 47.2 2055.2

6 1.09 193.00 3.50 3.8 13.3

9 1.09 287.00 -90.50 -98.3 8897.4

12 . 1.09 376.00 -179.50 -195.0 35001.0

E 6.51 76002.2

EAST - WEST WALLS

Wall Wail Rigidity (RI) Yi d = Ybar-YI RI'd R1ci2

D 1.37 258.00 -129.00 -177.4 22879.4

E 0.98 176.00 -47.00 -46.1 2164.8

G 0.98 82.00 47.00 46.1 2164.8

H 1.37 0.00 129.00 177.4 22879.4

i 4.71 50088.5 0.0 10000 0.0

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID: 060-SYC-CR00-00400-000-00A

ACCIDENTAL TORSION 5% ACCIDENTAL TORSION 5%

BUILDING DIMENSION IN X BUILDING DIMENSION IN Y

DIR ex = .05'331 = 16.55 DIR ey = .05262 = 13.1

V = 10000 kips V = 10000 klps

T = Wax = 165500 ft-klps T = Way = 131000 ft-kips

Vdirect Vtorslon(x) Vdirect Vtorsion(y) Vtorsion Torsion

(kips) (kips) (klps) (kips) (SRSS) incroase

(kips) Factor

97.2 17.3 13.7 22.1 22.7%

1371.0 187.7 148.6 239.4 17.5%

1100.1 92.9 73.6 118.5 10.8%

154.5 9.7 7.6 12.3 8.0%

1342.2 65.7 52.0 83.8 6.2%

1252.6 18.9 15.0 24.1 1.9%

130.7 -2.9 -2.3 3.7 2.8%

1307.8 -48.8 -38.7 62.3 4.8%

1307.8 -84.2 -66.7 107.4 8.2%

550.0 -60.1 -47.6 76.6 13.9%

1316.5 -183.9 - 145.6 234.6 17.8%

69.6 -12.3 -9.7 15.6 22.5%

10000.0 0.0 0.0

VdIrect Vtorsion(x) Vdlrect Vtorslon(y) Vtorsion Torsion

(kips) (MX) (kips) (kips) (SRSS) Increaso

(kips) Factor

-235.4 2136.73 -186.3 300.2 14.0%

-74.3 1931.95 -58.8 94.8 4.9%

-18.5 730.31 -14.7 23.6 3.2%

1.9 730.31 1.5 2.4 0.3%

22.3 730.31 17.7 28.5 3.9%

77.7 1779.08 61.5 99.1 5.6%

226.3 _ 1961.31 179.1 288.6 14.7%

CENTER OF RIGIDITY 32-64: Mar = 196.50

'(bar = 129.00


BUILDING DIMENSION IN X BUILDING DIMENSION IN V

DIR ex = .osnsi = 16.55 DIR ay = .05262 = 13.1

V = 10000 klps V = 10000 kips

T = %rex a 165500 • ft-kips T = %re), = 131000 ft-kips

Vdirect Vtorsion(x) VdIrect Vtorslon(z) Vtorslon Torsion

(kips) (kips) (kips) (kips) (SRSS) Increase

(kips) Factor

1668.4 210.3 166.5 268.2 18.1%

1052.2 76.9 60.9 98.0 9.3%

605.6 30.8 24.4 39.3 6.5%

1668.4 62.0 49.1 79.1 4.7%

1668.4 5.0 3.9 6.4 0.4%

1668.4 -129.0 -102.1 164.6 9.9%

1668.4 -255.9 -202.6 326.4 19.6%

10000.0 0.0 . 0.0 .

Vdirect Vtorsion(x) Vdirect Vtorslon(y) Vtorsion Torsion

(bps) (kips) (kips) (kips) (SRSS) Increase

(kips) Factor

-232.8 2919.227 • -184.3 296.9 10.2%

-60.5 2080.773 -47.9 77.1 3.7%

60.5 2080.773 47.9 77.1 3.7%

232.8 2919.227 184.3 296.9 10.2%

31 December 2006

NORTH - SOUTH WALLS

Wan Wall Rigidity (RI) XI d = Xbar-XI RPd RI•c12

9 4.04 287.00 25.59 103.33 2644.7

12 1.63 376.00 -63.41 -103.33 6551.9

E 537 9196.7

EAST - WEST WALLS

Wall Wall Rigidity (RI) VI d = Ybar-Y1 Rid Ried2

E 1.55 176.00 -47.00 -72.7 3415.5

G 1.55 82.00 47.00 72.7 3415.5

I 3.09 6831.1 0.0 10000.0 0.0

NORTH • SOUTH WALLS

Wall Wall Rigidity (RI) XI d = Xbar-XI IRP'd RIPd2

s 0.96 193.00 47.00 45.32 2130.1

9 0.96 287.00 -47.00 -45.32 2130.1

E 1.93 4260.3

EAST -WEST WALLS

Wall Wall Rigidity (RI) Y1 d = Ybar-YI Rd RPd2

D 0.35 258.00 429.00 -44.8 5780.1

E 0.27 176.00 -47.00 -12.5 588.6

G 0.27 82.00 47.00 12.5 588.6

H 0.35 0.00 129.00 44.8 5780.1

E 1.23 12737.4 0.0 10000.0 0.0

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID: 060-SYC-CR00-00400-000-00A

Table 4 Torsion Increase Factors (Continued)

CENTER OF RIGIDITY 84-72: )(bar 312.59

Ybar a 129.00



DIR ex = .0593 = 4.85 DIR oz * .0598 = • 4.9

V a 10000 kips V a 10000 klps

T = Weir = 46500 ft-klps T a Vey ix 49000 ft-klps

Vdirect Vtorslon(x) Vdlrect Vtorsion(y) Vtorslon Torsion

(kips) (hips) (hips) (kips) • (SRSS) Increase

(kips) Factor

7124.2 299.8 315.9 435.5 6.1%

2875.8 -299.8 -315.9 435.5 15.1%

. 10000.0 0.0 0.0

Vdlrect VtorsIon(x) VdIrect VtorsIon(y) Vtors Ion Torsion

(kips) (kips) (kips) (kips) (SRSS) Increase

Factor

-210.8 5000.0 -222.2 306.3 6.1%

210.8 5000.0 222.2 306.3 8.1%

CENTER OF RIGIDITY 64-100: Xbar = 240.00

Ybar a 129.00



DIR ex =..05.94 = 4.7 DIR ey = .05262 a 13.1

V = 10000 klps V a 10000 kips

T =1.Pex = 47000 ft-klps T a %Pay • 131000 ft-kips

Vdinnt Vtorslon(x) Vdlrect Vtorslon(y) Vtoralon Torsion

(kips) (kips) (klps) (kips) (SRSS) Increase

(kips) Factor

5000.0 125.3 349.3 371.1 7.4%

5000.0 -125.3 -349.3 371.1 7.4%

10000.0 0.0 0.0

VdIrect VtorsIon(x) VdIrect Vtorslon(y) Vtorslon Torsion

(kiln) (kips) (kips) (kips) (SRSS) Increase

(kips) ' Factor

-123.9 2829.4 -345.3 366.9 13.0%

-34.6 2170.6 -96.5 102.5 4.7%

34.6 2170.6 963 • 102.5 4.7%

123.9 2829.4 345.3 _ 388.9 13.0%

Note:

Numbers shown in above table have been rounded off In Excel. Computations performed within Excel are based on the actual numers stored

in Excel. The Excel spread sheets are included in Attachment M- tosion increase factor.xls.

32 ' December 2006


6.4 SEISMIC MODELING AND ANALYSIS

The values computed in Table 1 and the mass and center of mass properties calculated in Design

Calculation 060-SYC-CR00-00200-00A (Ref. 2.1.7) were utilized to generate the "beam stick'

finite element model in SAP2000. The mass for each floor was lumped at a dedicated node

located at the coordinates of the center of mass. Rigid body constraints are used to constrain all

nodes located on a diaphragm/slab. Attachment A, shows the wall elevations with the SAP2000

beam elements and joints labeled for the CRCF.

Soil structure interaction is considered using frequency independent soil springs with six degrees

of freedom. The springs were placed at the center of mass (SAP2000 node-98) of the basemat.

The spring properties calculated for 2,000 and 10,000-year return period seismic events were

used to analyze DBGM-2 and BDBGM basis ground motions. Six sets of springs were calculated to define lower bound, median and upper bound stiffness values for 35 ft depth of alluvium and

110ft depth of alluvium for each seismic event. These bounding calculations were computed in Design Calculation 060-SYC-CR00-00300-000-00A (Ref 2.1.8).

In this section the "beam-stick" model will be utilized to perform the following analyses:

• Fixed base modal and response spectrum analysis

• Modal analysis utilizing the upper bound, median and lower bound soil cases for 35' and 110' alluvium depths for the Design Basis Ground Motion (DBGM-2) case.

• Modal analysis utilizing the upper bound cases for 35' alluvium for the Beyond Design Basis

Ground Motion (BDBGM) case.

• Response Spectrum Analysis for the DBGM-2 cases utilizing results from the DBGM modal

analysis. Analysis will utilize the NRC 10 percent method for combining modal responses

and the square root of sum of the squares (SRSS) method for combining the North/South

(referred to as HY), East/West (referred to as HX) and Vertical (referred to as VZ) spectral

cases.

• Response Spectrum Analysis for the BDBGM case utilizing results from the BDBGM modal

analysis. Analysis will utilize the NRC 10 percent method for combining modal responses

and the square root sum of the squares (SRSS) method for combining the North/South

(referred to as HY), East/West (referred to as HX) and Vertical (referred to as VZ) spectral

cases.

• 1 g vertical case to determine the DL + 25%LL case.

From the modal analysis results for the various soil spring cases described above it is observed

that the first three modes are SSI dominated modes with greater than 95% of the mass

participating in each of these modes. Refer to the modal analysis results summarized in Tables

5-12. Based on these results, damping values of 20% will be utilized for the first three modes and

7% damping will be used for the remaining modes in the response spectrum analysis for DBGM-

33 December 2006


2. For the BDBGM response spectrum analysis, damping values of 20% will be utilized for first

three modes and 10% damping will be used for the remaining modes.

SAP2000 only allows the input of a single response spectra curve for a given response spectrum

analysis case. To consider the effect of different damping values for each mode the modal

damping over ride feature is utilized. Since only a single damped spectra is input, the SAP2000

program uses Newmark's method to scale the input spectra to other damping values. Since the

YMP spectra is defined at various damping values a 'hybrid' spectra is required for input into

SAP2000. This 'hybrid' spectra is developed by combining the 20% and 7% damped spectra

defined in Reference 2.1.9 for DBGM-2 analysis. Likewise the 20% and 10% damped spectra

defined in reference 2.1.10 is used in developing the 'hybrid' spectra for the BDBGM analysis.

Since the first three modes are soil deformation dominant, 20% damping value is applied to these

modes. The 'hybrid' spectra consists of the 20% spectral acceleration up to the frequency of the

third mode and the 7%/10% spectral acceleration at frequencies above the third mode. Since the

third mode frequency varies for each of the soil conditions, a series of 'hybrid' spectra are

developed to be used for the various soil conditions.

Drawing 100-IED-WHS0-00101-000-00B "TED Surface Facility", (Ref. 2.1.12) defines the

technical data files containing the DBGM-2 and BDBGM Response Spectra curves. The

following DTN's are cited on the Surface Facility TED:

DBGM-2 DTN: M00411SDSTMHIS.006, Seismic Design Spectra and Time Histories for

the Surface Facilities Area (Point DIE) at 5E -4 Annual Exceedance Frequency. Submittal

date: 11/16/2004. (Ref. 2.1.9)

BDBGM DTN: M00411WHBDE104.003, Seismic Design Spectra and Time Histories for

the Surface Facilities Area (Point DIE) at 1E-4 Annual Exceedance Frequency. Submittal date: 11/16/2004. (Ref. 2.1.10)

The 20%, 10% and 7% Response Spectra data used in the development of 'Hybrid' spectra were taken from Ref. 2.1.9 and Ref. 2.1.10 cited above.

The resulting 'Hybrid' spectra are shown in Figures 5-16.

34 December 2006

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID:060-SYC-CR00-00400-000-00A

Table 5 MODAL ANALYSIS RESULTS FOR FIXED BASE CONDITION. DBGM-2

Fixed Base

epNum 1-- Perii;c1 .L_Frequency I CIrcFreq Elienvalue I

Sec I -Cyc/sec 1 rad/sec rad2/sec2 0.091232 10.961 68.87 4743.1-

nitless

Modal Periods And Frequencies I

tputCase I StepTypel StepNum Perk-4

Text _Text 1 Unitless Sec

MODAL Mode 1

11.282

20.213

23.55

27.477

27.636

34.318

37.22

53.63

56.963

76.057

103.14

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

Mode 2

Mode

Mode

Mode

Mode

Mode

Mode

Mode

Mode

Mode

Mode

0.088639

0.049474

0.042463

0.036394

0.036185

0.029139

0.026867

0.018646

0.017555

0.013148

0.009696

70.885 5024.7

127 16129

147.97 21895

172.64 29805

173.64 30151

215.63 46494

233.86 54691

336.96 113540

357.91 128100

477.88 228370

648.03 419950

3

4

5

6

7

8

9

10 11

12

Modal Participating Mass Ratios

Outputcase;. StepType

Text , Unitless

MODAL Mode

MODAL Mode

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

MODAL

UX i UY 1 Uz SumUX _ !. SumUY Sumtg ...., Unitless I Unitless I Unitless Unitless 1 Unitless Unitless

0.84929 0.00061 0.00002188 0.84929 0.00061 0.00002188

0.00058 0.91698 3.528E-07 0.84987 0.91759 0.00002224

0.08615 0.000005616 0.00003968 0.93603 0.91759 0.00006191

0.00008385 0.06748 0.0000462 0.93611 0.98507 0.00011

0.03024 0.00001035 0.46315 0.96635 0.98508 0.46326

0.03204 0.00002468 0.41861 0.99839 0.98511 0.88187

0.000002034 0.01489 0.000002104 0.9984 0.99999 0.88187

0.00157 1.482E-08 0.0000877 0.99996 0.99999 0.88196

0.000004021 5.872E-09 0.089 0.99996 0.99999 0.97095

0.00001571 0.000006585 0.00000482 0.99998 - • 1 0.97096

0.000002064 6.994E-07 0.02902 0.99998 1 . 0.99998

0.00001775 0.000000109 0.0000241 1 1 1

Mode

Mode

Mode

Mode

Mode

Mode

Mode Mode

Mode

Mode

Period

Sec 0.091232

0.088639

0.049474

0.042463

0.036394

0.036185

0.029139

0.026867

0.018646 0.017555

0.013148

0.009696

Fixed Base

Source: Attachment C

35 December 2006


Table 6 MODAL ANALYSIS RESULTS FOR 35' LOWER BOUND CONDITION DBGM-2

Modal Periods And Frequencies 35' Lower Bound

OutputCase; StepType I__Steptlum F Period Frequency I CircFreq Iffigenvaluei

Text ' Text ; -Giftless Sec I Cyc/sec

I

I rad/sec t radVseci

MODAL Mode 1 0.218979 4.5667 28.693 823.29 MODAL Mode 2 0.216027 4.6291 29.085 845.95 MODAL Mode 3 0.183456 5.4509 34.249 1173 MODAL Mode 4 0.071585 13.969 87.772 7703.9 MODAL Mode 5 0.070571 14.17 89.034 7927 MODAL Mode 6 0.046272 21.611 135.79 18438 MODAL Mode 7 0.040387 24.76 155.57 24203 MODAL Mode 8 0.034357 29.106 182.88 33445 MODAL Mode 9 0.028931 34.565 217.18 47166 MODAL Mode 10 0.026842 37.255 234.08 54795 MODAL Mode 11 0.026624 37.56 235.99 55694 MODAL Mode 12 0.021859 45.747 287.44 82620

Modal Participating Mass Ratios 35' Lower Bound •

OutputCase : Step_Typel Period I UX I UY T. uz I sumux _T - iumuy _ -1--ii_ tu-TUi_71]

Text 1 Unitless I Sec I Unitless _i_ Unitless -r Unitless 1 Unitless I Unitiess -E-U-niiiiii -I MODAL Mode 0.218979 0.98545 0.00004038 0.00001832 0.98545 0.00004038 0.00001832 MODAL Mode 0.216027 0.00004114 0.98158 0.00002429 0.98549 0.98162 0.00004261 MODAL Mode 0.183456 0.00002092 0.00002626 0.99956 0.98551 0.98165 0.99961 MODAL Mode 0.071585 0.01325 0.00021 0.000005393 0.99877 0.98185 0.99961 MODAL Mode 0.070571 0.00014 ' 0.01746 0.000005344 0.99891 0.99931 0.99962 MODAL Mode 0.046272 0.00082 0.000001767 1.622E-07 0.99973 0.99931 0.99962 MODAL Mode 0.040387. 0.0000031 0.00064 1.449E-09 0.99973 0.99996 0.99962 MODAL Mode 0.034357 0.00026 7.277E-07 1.321E-07 0.99999 0.99996 0.99962 MODAL Mode 0.028931 2.49E-08 0.00004273 5.341E-08 0.99999 1 0.99962 MODAL Mode 0.026842 0.000002041 4.007E-09 0.00001509 1 1 0.99963 MODAL Mode 0.026624 0.000003112 1.233E-08 0.00031 1 1 0.99994 MODAL Mode 0.021859 4.278E-08 8.181E-10 3.989E-08 1 1 0.99994

Source: Attachment F

36 December 2006

CircFreq__ lEigenv_alue

rad/sec 1 rad2/sec2

39.974 1597.9

40.461 1637.1

50.302 2530.3

97.749 9554.8

103.82 10779

137.9 19017,

158.75 25200

184.67 34103

218.3 47654

234.17 54836

241.36 58256

319.12 101840


Table 7 MODAL ANALYSIS RESULTS FOR 35' MEDIAN CONDITION DBGM-2

Modal Periods And Frequencies: 35' Median

,r0 u t p u t C a s 4, Ste_p_Type' StepNum Period I Frequency

I Text I Text Unitless Sec 1 Cyc/sec

MODAL Mode 1 0.157182 6.3621

MODAL Mode 2 0.155291 6.4395

MODAL Mode 3 0.124909 8.0059

MODAL Mode 4 0.064279 15.557

MODAL Mode 5 0.060518 16.524

MODAL Mode 6 ' 0.045563 21.948

MODAL Mode 7 0.03958 25.265

MODAL Mode 8 0.034024 29.391

MODAL Mode 9 0.028783 34.743

MODAL Mode 10 0.026832 37.27

MODAL Mode 11 0.026032 38.414

MODAL Mode 12 0.019689 50.79

Modal Participating Mass Ratios 35' Median

Z5trii tputCasi Step num Period UX I_ UY _I UZ

1 Text 1 Text Sec Unitless 1 Unitless 1 Unitless Unitless Unitless

MODAL 1 0.157182 0.95037 0.0002 0.00002057 0.95037

MODAL 2 0.155291 0.0002 0.94613 0.00001477 0.95058 MODAL 3 0.124909 0.00002739 0.00001724 0.99809 0.95061

MODAL 4 0.064279 0.04254 0.00001694 0.00001275 0.99315

MODAL 5 0.060518 0.000007652 0.04958 0.00000513 0.99316

MODAL 6 0.045563 0.00522 0.000006816 4.522E-07 0.99838

MODAL 7 0.03958 0.000008466 0.00383 6.167E-09 0.99839 MODAL 8 0.034024 0.00159 0.000001659 . 3.041E-08 0.99998

MODAL 9 0.028783 5.231E-08- 0.00022 9.463E-08 0.99998 MODAL 10 0.026832 0.00001586 3.031E-09 0.00001186 1

MODAL 11 0.026032 0.000003078 2.558E-08 0.0016 1 MODAL 12 0.019689 5.828E-08 5.15E-09 7.015E-08 1

Source: Attachment E

SumUZ Unitless

0.0002 0.00002057

0.94633 0.00003533

0.94634 0.99813

0.94636 0.99814

0.99594 0.99814

0.99594 0.99815

0.99978 0.99815

0.99978 0.99815

1 0.99815

1 0.99816

1 0.99976

1 0.99976

37 December 2006

apNum_i____ _Period_ _Frequency_

Sec Cyc/sec

19.154

35' Upper Bound Modal Periods And Frequencies 35' Upper Bound

OutputCasej S pTypoj StepNum_

Text I -Text -Linitless

MODAL Mode

MODAL Mode MODAL Mode

MODAL Mode MODAL Mode • 5

MODAL Mode MODAL Mode MODAL Mode MODAL Mode

MODAL Mode MODAL Mode MODAL Mode

circFreq Elgenvalue 1 rid/sec -rad2 -/s-e-c2-

51.291 2630.8

51.903 2693.9

71.694 5140.1

108.85 11849

120.35 14484

143 20449

164.59 27090

188.46 35516

219.29 48087

234.26 54880

247.92 61462

337.95 114210

1 0.1225 8.1632

2 0.121056 8.2606

3 0.087638 11.411 4 0.057722 17.325

6 0.043939 22.759 7 0.038174 26.196

8 0.03334 29.994

9 0.028653 34.901 10 0.026821 37.284 11 0.025344 39.457 12 0.018592 53.786

0.1225

0.121056 0.087638 0.057722

0.052208

0.043939 0.038174

0.03334 0.028653 0.026821

0.025344 0.018592

OutputCase; StepNurni Period I

Text L Unitless I Sec Unitless

Modal Participating Mass Ratios 35'

MODAL MODAL MODAL MODAL MODAL

MODAL

MODAL MODAL MODAL MODAL MODAL MODAL

1 0.1225 2 0.121056

3 0.087638 4 0.057722

5 0.052208 6 0.043939

7 0.038174 8 0.03334 9 0.028653

10 0.026821 11 0.025344 12 . 0.018592

;atios 35' Upper Bound

SumUX -1--- SumUY ____I StinTtir--1

xi I UX 1_ UY 1 UZ

-I Unitless L Unitless t- Unitless Unitless I Unitless I Urirtress 1

0.8562 0.0006753 0.00002101 0.8562 0.0006753 0.650021-01

0.0006922 0.8599 0.000006993 0.8569 0.8606 0.00002801

0.00003949 0.00000973 0.9916 0.857 0.8606 0.9916

0.1008 0.000005142 0.00003167 0.9578 0.8606 0.9917

0.000000484 0.1123 0.00000601 0.9578 0.9729 0.9917

0.0316 0.00004786 0.00000247 0.9894 0.9729 0.9917

0.00002997 0.0257 6.396E-09 0.9895 0.9986 0.9917

0.0104 0.000005916 1.449E-08 0.9999 0.9986 0.9917

2.069E-07 0.0014 1.633E-07 0.9999 1 0.9917

0.0001052 6.126E-09 0.00002085 1 1 0.9917

0.000004242 2.953E-08 0.0072 1 1 0.9989

1.571E-07 2.916E-08 2.171E-07 1 1 0.9989


Table 8 MODAL ANALYSIS RESULTS FOR 35 UPPER BOUND CONDITION DBGM-2

Source: Attachment D

38 December 2006


Table 9 MODAL ANALYSIS RESULTS FOR 110 LOWER BOUND CONDITION DBGM-2

Modal Periods And Frequencies 110' Lower Bound_

[

Out t_p_it_case: StepTxpeTStepNum i Period I "F-resuency_ 1 CircFreq _illgenvaluel

Text i Text I_ Unitlessi_ Sec I Cyc/sec rad/sec f rad2/sec2

MODAL Mode 1 0.268245 3.7279 23.423 548.65

MODAL Mode 2 0.264385 3.7824 23.765 564.79

MODAL Mode 3 0.228572 - 4.375 27.489 755.64

MODAL - Mode 4 0.078063 12.81 80.488 6478.4

MODAL Mode 5 0.076857 13.011 81.752 6683.4

MODAL Mode 6 0.046529 21.492 135.04 18235

MODAL Mode 7 0.040943 24.424 153.46 23550

MODAL Mode 8 ' 0.034514 28.974 182.05 33141

MODAL Mode 9 0.02911 34.352 215.84 46587

MODAL Mode 10 0.027048 36.972 232.3 53964

MODAL Mode 11 0.026834 37.266 234.15 54827

MODAL Mode 12 0.023669 42.249 265.46 70469 •

Modal Participating Mass Ratios 110' Lower Bound

OutputCase; StepNum I Per-h7c-11 UX ----'--L______ UY ______T- UZ SumUX r SumUY

Text L Unitless I Sec_ I Unitless I Unitless I Unitless I Unitless I Unitless

MODAL 1 0.268245 0.99228 0.00001782 0.00001747 0.99228 0.00001782

MODAL 2 0.264385 0.00001805 0.98915 0.00002966 0.99229 0.98917 MODAL 3 0.228572 0.00001911 0.00003136 0.99979 0.99231 0.9892 MODAL 4 0.078063 0.00012 0.01037 0.000002851 0.99243 0.99957 MODAL 5 0.076857 0.00717 0.00015 0.000005918 0.9996 0.99973

MODAL 6 0.046529 0.0003 0.000001182 1.023E-07 0.9999 0.99973 MODAL 7 0.040943 0.000002208 0.00025 6.575E-10 0.9999 0.99998 MODAL 8, 0.034514 0.0000953 5.936E-07 1.604E-07 1 0.99998 MODAL 9 0.02911 2.72E-08 0.00001885 3.857E-08 1 1

MODAL 10 0.027048 0.000001689 9.102E-09 '0.00012 1 1

MODAL 11 0.026834 0.000001683 1.278E-09, 0.000001489 1 1

MODAL 12 0.023669 5.03E-08 8.134E-10 3.945E-08 1 1

Source: Attachment I

SUTI-15.1-171

Unitless-

0.00501747

0.00004713

0.99983

0.99984

0.99984

0.99984

0.99984

0.99984 0.99984

0.99997

0.99997

0.99997

39 December 2006


Table 10 MODAL ANALYSIS RESULTS FOR 110' MEDIAN CONDITION DBGM-2

Modal Periods And Frequencies 110 Median

I OutputCase; Step_Typi-31-StepNurr; 1 Period I Frequency [ CircFreq igenvaluel

Text . Text I Unitless L_ Sec : Cyc/sec rad/sec a rad2/seC-2

MODAL Mode 1 0.175808 5.688 35.739 1277.3

MODAL Mode 2 0.173651 5.7587 36.183 1309.2

MODAL Mode 3 ' 0.143327 6.977 43.838 1921.8

MODAL Mode 4 0.066737 14.984 94.149 8864.1

MODAL Mode 5 0.063841 15.664 98.42 9686.5

MODAL Mode 6 0.045876 21.798 136.96 18758

MODAL Mode 7 0.039883 25.074 157.54 24819

MODAL Mode 8 0.034162 29.273 183.92 33828

MODAL Mode 9 0.028826 34.691 217.97 47512

MODAL Mode . 10 0.026834 37.266 234.15 54825

MODAL Mode 11 0.026241 38.108 239.44 57332

MODAL Mode 12 0.020318 49.218 309.25 95633

Modal Participating Mass Ratios 110' Median

OutputCasei StepNum i Period UX t UY UZ i Sumux I . _ sumusif. _ . _I _ _ SumUZ .... i

Text I Unitless r Sec Unitless I Unitless Unitless I Unitless I 'tininess I- rinitiesi -

MODAL 1 0.175808 0.96803 0.00012 0.0000201 0.96803 0.00012 0.0000201 MODAL 2 0.173651 0.00012 0.9635 0.00001853 0.96815 0.96361 0.00003863 MODAL 3 0.143327 0.00002488 0.00002084 0.9989 0.96018 0.96363 0.99894 MODAL 4 0.066737 0.02829 0.00002708 0.000009446 0.99646 0.96366 0.99894 MODAL 5 0.063841 0.00001534 0.03423 0.000004959 0.99648 0.99789 0.99895 MODAL 6 0.045876 0.00268 0.00000385 2.935E07 0.99916 0.99789 0.99895 MODAL 7 0.039883 0.000005621 0.00198 3.811E-09 0.99916 0.99988 0.99896

MODAL 8 0.034162 0.00082 0.00000116 6.773E-08 0.99999 . 0.99988 0.99895 MODAL 9 0.028826 3.65E-08 0.00012 7.679E-08 0.99999 1 0.99895

MODAL 10 0.026834 0.000008168 2.888E-09 0.00001009 1 1 0.99896 MODAL 11 0.026241 0.000002929 2.188E-08 0.0009 ' 1 1 0.99986

MODAL 12 0.020318 4.75E-08 2.986E-09 • 5.242E-08 1 1 0.99986 '

Source: Attachment H

40 December 2006


Table 11 MODAL ANALYSIS RESULTS FOR 110 UPPER BOUND CONDITION DBGM-2

Modal Periods And Frequencies 110' Upper Bound

i

OutputCase! StepTraelf StepNuml Period l Frequency I CircFre_q__Thgenvalue

Text -1-Text Unitless I Sec I Cyc/sec i rad/sec I rad2/sec2 j MODAL Mode 1 0.127812 7.824 49.16 2416.7

MODAL Mode 2 0.126323 7.9162 49.739 2474

MODAL Mode 3 0.09392 10.647 66.9 4475.6

MODAL Mode 4 0.059007 16.947 106.48 11339

MODAL Mode 5 0.0538 18.587 116.79 13640

MODAL Mode 6 0.044399 22.523 141.52 20027

MODAL Mode 7 0.038578 25.922 162.87 26527

MODAL Mode 8 0.033538 29.817 187.35 35099

MODAL Mode 9 0.028685 34.861 219.04 47978

MODAL Mode 10 0.026824 37.28 234.24 54868

MODAL Mode 11 0.025508 39.203 246.32 60674

MODAL Mode 12 0.018754 53.321 335.02 112240

Modal PartIcipatin9 Mass Ratios 110' Upper Bound

OutputCasej StepNum I Period_ I uX I UY UZ _I SumUX [ SumUY

Text 1 Unitless_i_ Sec I Unitless I Unitless , Unitless 1 Unitless I • Unitless MODAL 1 0.127812 0.88088 0.00056 0.0000212 0.88088 0.00056

MODAL 2 0.126323 0.00058 0.88177 0.000008313 0.88146 0.88233

MODAL 3 0.09392 0.00003632 0.00001101 0.99377 0.88149 0.88234

MODAL 4 0.059007 0.089 0.000007206 0.00002593 0.97049 0.88235

MODAL 5 0.0538 1.043E-07 0.09929 0.000005744 0.97049 0.98164 MODAL 6 0.044399 0.02236 0.0000316 0.000001648 0.99285 0.98167

MODAL 7 0.038578 0.00002331 0.01738 8.579E-09 0.99287 0.99905

MODAL 8 0.033538 0.00705 .0.000004453 4.28E-09 0.99992 0.99906

MODAL 9 0.028685 1.503E-07 0.00094 1.469E-07 0,99992 1 MODAL , 10 0.026824 0.00007037 4.917E-09 0.00001867 1 1

MODAL 11 0.025508 0.000003885 2.959E-08 0.00538 1 1 MODAL 12 0.018754 1.234E-07 2.027E-08 1.686E-07 1 1

Source: Attachment G

§.0 TY? Unitless

0.0000212

0.00002951

0.9938

0.99382

0.99383

0.99383

0.99383

0.99383

0.99383 0.99385

0.99922

0.99922

41 December 2006


Table 12 MODAL ANALYSIS RESULTS FOR 35' UPPER BOUND CONDITION

Document ID:060-SYC-CR00-00400-000:00A

BDBGM

Modal Periods And Frequencies BDBGM 35' Upper Bound

I

_OutputCaserStepTypelStepNurrir Period : Frequency CircFreq7ligenvid41

Text- 1 Text , Unitless L Sec 1 Cyc/sec rad/sec radtheci

-M71)15A-L Mode 1 0.124607 8.0252 50.424 2542.6 MODAL Mode 2 0.12314 8.1209 51.025 2603.5

MODAL Mode 3 0.090159 11.091 69.69 4856.7

MODAL Mode 4 0.058248 17.168 107.87 11636

MODAL Mode 5 0.052856 18.919 118.87 14131

MODAL Mode 6 0.044139 22.655 142.35 20263

MODAL Mode 7 0.038352 26.075 163.83 26841

MODAL Mode 8 0.033427 29.916 187.97 35331

MODAL Mode 9 0.028667 34.883 219.18 48040

MODAL Mode 10 0.026822 37.283 234.25 54875

MODAL Mode 11 0.025414 39.348 247.23 61125

MODAL Mode 12 0.018656 53.601 336.79 113420

Modal Participating Mass Ratios BDBGM 35' Upper Bound UX UY i F__)utpu.tCasel StepNuml . Period 1__

i -4-

UZ L $umUXM SumUY L SumUZ j Text I rinitiess I -Sec I Unitless I Unitless i Unitless I Unitless I Unitless I Unitiess-

MODAL 1 0.124607 0.86672 0.00062 0.00002112 0.86672 0.00062 0.00002112 MODAL 2 0.12314 0.00064 0.86914 0.000007511 0.86736 0.86976 0.00002863 MODAL 3 0.090159 0.00003813 0.00001023 0.99258 ' 0.8674 0.86977 0.99261 MODAL 4 0.058248 0.09616 0.00000598 0.00002916 0.96356 0.86978 0.99264 MODAL 5 0.052856 5.958E-08 0.10712 0.00000589 0.96356 0.97691 0.99264 MODAL 6 0.044139 0.02746 0.00004038 0.000002087 0.99101 0.97695 0.99264 MODAL 7 0.038352 0.00002706 0.02186 7.513E-09 0.99104 0.9988 0.99264 MODAL 8 0.033427 0.00886 0.000005257 9.622E-09 0.99991 0.99881 0.99264 MODAL 9 0.028667 1.808E-07 0.00119 1.564E-07 0.99991 1 0.99264 MODAL 10 0.026822 0.0000889 5.564E-09 0.00001994 0.99999 1 0.99266 MODAL 11 0.025414 0.00000409 2.958E-08 0.00641 1 1 0.99907 MODAL 12 0.018656 1.419E-07 2.508E-08 1.957E-07 1 1 0.99907

Source: Attachment J

42 December 2006

—40— 7% Damping

—0—"HYBRID"

20% Damping

Frequency (Hz)

43 December 2006

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID 060-SYC-CR00-00400-000 - 00A

Figure 5

Horizontal Spectra DBGM-2

35 Upper Bound and 110' Upper Bound

Ref. 2.1.9

1 0000

-0) 0 7500

a>

c.) 0.5000

0.2500

0.0000

0.1 1.0

7% Damping

•■•••'HYBRID"

20% Damping i

10.0 100.0

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID.060-SYC-CR00-00400-000 - 00A

Figure 6


35' Median

Ref. 2.1.9

1 2500

Frequency (Hz)

44 December 2006

1,2500

1.0000

0.7500 "o)

T.

co

u 0.5000 <

0.2500

•

1

• • •

r •

/ A •

.41

0.0000

0.1

7% Damping

"HYBRID

20% Damping

10 10.0 100.0


Figure 7


35' Lower Bound

Ref. 2.1.9

Frequency (Hz)

45 December 2006

1 2500

1. 0000

3

0.2500

0. 0000

0. 1

Ac

ce

lara

tio

n (

g's

)

0 7500

0.5000

1.0 100.0 10.0

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID:060-SYC-CR00-00400-000 - 00A

Figure 8


110 Median

Ref. 2.1.9

Frequency (Hz)

7% Damping

—0—"HYBRID"

20% Damping

46 December 2006

7% Damping

—0— "HYBRID"

20% Damping

1.0 10.0 100.0

1.0000

0.5000

0.0000

0.1

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID:060-SYC-CR00-00400-000 -00A

Figure 9


110' Lower Bound

Ref. 2.1.9

1 5000

Frequency (Hz)

47 December 2006

2, 0000

Ts') 1 5000

1.

( 1 0000

100

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document IDi060-SYC-CR00-00400-000-00A

Figure 10

Horizantal Spectra BDBGM

35' Upper Bound

Ref. 2.1.10

2,5000

Frequency (Hz)

—4-- 10% Damping

—41—"HYBRID"

20% Damping

48 December 2006

3

1 0 10.0 100.0

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID - 060-SYC-CR00-00400-000 - 00A

1.250

Figure 11

Vertical Spectra DBGM-2

35' Upper Bound and 110' Upper Bound

Ref. 2.1.9

1.000

J.7

0.750 co

re) 0.500

0.250

0.000

0.1

Frequency (Hz)

49 December 2006

—4-- 7% Damping

—41—"HYBRID"

20% Damping

10 10.0 100.0

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID.060-SYC-CR00-00400-000 - 00A

Figure 12


35' Median

Ref. 2.1.9

1.2500

1.0000

! 0.7500

2 0 0 0 o 0.5000

0.2500

0.0000

0.1

7% Damping

--o—"HYBRID"

20% Damping

Frequency (Hz)

50 December 2006

—4- 7% Damping

20% Damping

0.7500

C

.0)

0 5000

0,2500

0.0000

01

1.2500

1 0000

1.0 10.0 100.0


Figure 13


35 Lower Bound

Ref. 2.1.9

Frequency (Hz)

51 December 2006

1.0 10.0 100.0

Canister Receipt and Closure Facility (CRC F) Seismic Analysis Document ID - 060-SYC-CR00-00400-000 - 00A

Figure 14


110 Median

Ref. 2.1.9

1 2500

—*- 7% Damping , •■IIIF—"HYBRID"

L 20% Damping

1.0000

-0, 0.7500

0 0.5000

0.2500

0. 0000

0.1

Frequency (Hz)

52 December 2006

1.0 10.0 100.0

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID060-SYC-CR00-00400-000 -00A

Figure 15


110 Lower Bound

Ref. 2.1.9

1.4000

1.2000

1.0000

•o

•

0.8000

17)

u

•

0.6000

0.4000

0.2000

0.0000 1

0.1

--*-7% Damping 1

441/■•"HYBRID"

20% Damping

Frequency (Hz)

53 December 2006

—4-10% Damping

"HYBRID"

20% Damping

2.0000

-74 1 5000 a)

c.) 1.0000

0.5000

10 100

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID060-SYC-CR00-00400-000-00A

Figure 16

Vertical Spectra BDBGM

35 Upper Bound

Ref. 2.1.10

2.5000

0.0000

0 . 1

Frequency (Hz)

54 December 2006


7. RESULTS AND CONCLUSIONS

7.1 RESULTS

The results from this calculation are:

• Finite element member properties (Table 1) including A x, Ay, A„, I„, and Iz

• Centers of rigidity and sum of rigidities (Table 2 and 3) of each floor and roof level

• Torsion increase factors (Table 4) that will be used to account for torsional effects on the seismic inertial forces in a subsequent design calculation

• Member forces and diaphragm accelerations for DBGM-2 and BDBGM seismic events (Included in Attachments C thru J.)

• Building accelerations at Diaphragm Levels (Included in Attachments C thru J.)

• Base Shear Calculations (Included in Attachment K)

Output from the following runs and input files used in this calculation are contained in the

referenced attachments:

Attachment C DBGM-2 Fixed Base Modal and Response Spectrum Analysis

Attachment D DBGM-2 Upper Bound 35' Alluvium Modal Analysis and Response

Spectrum Analysis Attachment E

DBGM-2 Median 35' Alluvium Modal Analysis and Response Spectrum Analysis

Attachment F DBGM-2 Lower Bound 35' Alluvium Modal Analysis and Response Spectrum Analysis

Attachment G

DBGM-2 Upper Bound 110' Alluvium Modal Analysis and Response Spectrum Analysis

Attachment H

DBGM-2 Median 110' Alluvium Modal Analysis and Response Spectrum Analysis

Attachment I DBGM-2 Lower Bound 110' Alluvium Modal Analysis and Response Spectrum Analysis

Attachment J BDBGM Upper Bound 35' Alluvium Modal Analysis and Response Spectrum Analysis

Attachment K Base Shear Calculation for DBGM-2 and BDBGM Input Ground Motions

Attachment L IBC Base Shear Calculation

Attachment M Excel and Word Files used in calculation preparation

Attachment N SAP2000 Database Files

55 December 2006


Diaphragm accelerations at the center of gravity of each diaphragm for the 35' upper bound soil

case are summarized in the tables 13 and 14. Accelerations are from the DBGM-2, and BDBGM,

SRSS combination of the X, Y, and Z direction response spectrum analysis cases.

Table 13 Diaphragm Accelerations for DBGM-2, SRSS Combination

Diaphragm East- West North-South Vertical

Level X —Acceleration Y-Acceleration Z-Acceleration

ft/sec2 g's ft/sec 2 g's ft/sec2 g's

32' (Node 299) 21.42 0.67g 22.38 0.70g 22.73 0.71g

64' (Node 499) 29.18 0.91g 28.11 0.87g 24.43 0.76g

72'(Node 599) 30.81 0.96g 32.10 1.00g 25.76 0.80g

100'(Node 699) 45.43 1.41g 43.40 1.35g 26.36 0.82g

Source: Attachment D.

g32.2 ft /sec2

Table 14 Diaphragm Accelerations for BDBGM, SRSS Combination

Diaphragm East- West North-South Vertical

Level X —Acceleration Y-Acceleration Z-Acceleration

ft/sec 2 g's ft/sec2

g's ft/sec2 g's

32' (Node 299) 43.54 1.35g 45.44 1.41g 51.32 1.59g

64' (Node 499) 58.88 1.83g 57.04 1.77g 54.96 1.71g

72'(Node 599) 61.51 1.91g 64.43 2.00g 57.82 1.80g

100'(Node 699) 88.29 2.74g 84.22 2.62g 59.38 1.84g

Source: Attachment J.

g =32.2 ft /sec2

56 December 2006


Story drifts computed for the 35' upper bound soil spring cases for the DBGM-2 and BDBGM input ground motions are summarized in table 15. These values represent the relative displacement between diaphragms.

Table 15 Story Drifts

DBGM-2 BDBGM

Diaphragm Level Story Drift (Inches) Story Drift (Inches)

X Y X Y

100'-0"(A699— A499) 0.033 0.027 0.067 0.055

64'-0"( A499— A299) 0.035 0.026 0.071 0.054

32'-0" (A299— A99) . 0.042 0.047 0.086 0.097

Source: Attachment D and J. Note: 99, 299, 499 and 699 represent the joint numbers at the mass center of each diaphragm.

The base shears for each of the soil cases is computed in Attachment K and the results are summarized in Tables 16 and 17.

Table 16 Base Shears for DBGM-2, SRSS Combination

Soil Case North/South East/West (Global Y) (Global X)

Kips Kips

35' Lower Bound 120307 118435

35' Median 133300 131481

35' Upper Bound 139634 137275

110' Lower Bound 112475 110525

110' Median 128934 127130

110' Upper Bound 139134 ' 137045

Source: Attachment K

57 December 2006


Table 17 Base Shear for BDBGM, SRSS Combination

Soil Case North/South East/West

(Global Y) (Global X) Kips Kips

35'Upper Bound 285180 280804

Source: Attachment K

Attachment L computes the CRCF base shear using the equivalent static method defined in IBC

2000 (Ref. 2.1.13). Comparison of the base shears summarized in table 16 to the IBC base shear computed in attachment L indicate that the YMP shear wall design forces are on the order of four

(4) times greater than those obtained using the equivalent static method of the IBC.

The results from the SAP2000 seismic analysis are reasonable based on the defined inputs.

Results from this calculation will form the basis for the subsequent structural design calculations of the CRCF.

7.2 CONCLUSIONS

This calculation develops the required input for subsequent tier-1 design of the CRCF structure

system and components. As seen in Table 16 the upper bound 35' alluvium case bounds the

values from the other soil cases. Results from the upper bound 35' analysis case will govern the design of the CRCF structure.

The accuracy of the analysis results in this calculation is contingent upon confirming that the

assumed wall thicknesses are adequate for the computed design forces. Should the results of

subsequent design calculations show that the wall thicknesses are inadequate, revisions will be

made to this calculation and another analysis iteration will proceed.

These results are adequate for use in the tier-1 structural design calculations of the CRCF. A more refined seismic analysis using a three dimensional finite element model of the CRCF will

be developed to validate and refine the results obtained in this simplified "beam-stick" model analysis.

58 December 2006


ATTACHMENT A

Floor Plan and Wall Elevations

A-I December 2006


Attachment A : Floor Plan and Wall Elevations

Ground Floor Plan At EL 0'-0" A-3

Elevation Along Column Line 1 A-4







• Elevation Along Column Line 8 A-11


Elevation Along Column Line 11 A-13 .



Elevation Along Column Line D A-16

Elevation Along Column Line E A-17

Elevation Along Column Line E.3 A-18

Elevation Along Column Line F A-19

Elevation Along Column Line F.7 A-20

Elevation Along Column Line G A-21

Elevation Along Column Line H .A-22

A-2 December 2006

49'-o"

0 '

x

c'T 9' 91 40'-0" 44' -0" 118' -071 32'-O 115' -0; 38'-O .1 36'-O I 43'-O

1 1

419'

r- 1.1

'

A -

n 111

= 258

Y = 176

Y. = 161

2 9 _

7 . = 97'

r = 62'

GLOBAL ORIGIN (0.0.0)

`i) In

CANISTER RECEIPT AND CLOSURE FACILITY (CRCF) SEISMIC ANALYSIS

Document Identifier:060-SYC-CR00-00400-000-00A

Attachment A: Floor Plan and Wall Elevations

PAGE A - 3

\ L 62-0. 1 26-0-

1 I

GROUND FLOOR PLAN AT EL O'-O'

(All Dimensions +/- B . ) December 2006

82'-0" 0

94' -0" 82 -0" 0

2' -0"

22? 228 229

fA.3

29

1 A.1

31

CANISTER RECEIPT AND CLOSURE FACILITY (CRCF) SEISMIC ANALYSIS Document Identifier:060-SYC-CR00-00400-000-00A


PAGE A - 4

(4

• 30

1 A

r- 21 . -6" 21' 21 . -0" 21'-6

3' -0

ELEVATION ALONG COLUMN LINE 1 ( LOOKING WEST )

(NOTE: ALL DIMENSIONS +/- 6")

December 2006

2

0

2' -0"

258'-0"

413

28.4

318 . . 319

2E1.11 231 VI 28.2

230

26.6

. ' - KIMP205.1

. . 1

113 • 115

11r

2A.11 - ' - 114 -

3

32

76' -2"

3

3' -0

116 .

26.7

117

5'-10"

82'-0" 98' -0" 82' -0"



PAGE A - 5

33 I

21'-6"1_21'-0"

5'-10"

- 6-320

233 WA

011%; r

A'

35

21'-O 21'-6

321

234 128.3

235 T--- -

118

36

ELEVATION ALONG COLUMN LINE 2

(LOOKING WEST)


December 2006

0 84 . -0" 90' -0' 84 -0"

414

. I 2 -0" 38.3

323

322 38.1 236

415

17.4

324 _

325 38.21 2 9 \ V

OPEN 237

34.3 38.4

120 121

37

12'

38

74 -

12'




PAGE A- 6

119 34. 1 3A.2 122

90 . -0'


(LOOKING WEST)


December 2006



PAGE A - 7


(LOOKING WEST)


December 2006

5' -10 5'-10 12 . -0"

98 . -0"

58.4 327

513.21246

328

r p "1". 64'-2"

329

2471-;- 3

— . 11248

54.6

128

45 •

. 126

5A.3

44

12' -O a 48'-0" 20'-0" 23 . -6" 21' -0" 21 . -0" 23 . -6" 48 . -0"

127 54.4

326

;7112 -45

-0. 244

123

64 . -2"

5A.5

5A. 1 124

A.2

13 . -0" 12' -0"

125

42 43




PAGE A - 8

2

258 -0"

417


(LOOKING WEST)


December 2006

2 . -0" 2" -0"

0 9 . - 10"

29"-6'

335

2T . 253-

s'_io'jj 255.

64.6

134

64.4

613.4 4

133

64-5

129.

130 64.1

L---1 • . 1 1 5.-10

,Ai, kj

613

.2 f2 ,

-- IAIMIEWAIIAIAI 4irir

6B.3 252

24

a

'-6 ° 46'-8'

330 I 331

6B. 6

333

. 132

, ririr

31

Z. Ol d

1 ./ /

/ .7"/

k ." A 132

109-8"

332

46' -8'

334

46 47 48 49

12 . -0" 62' -0' 68' 62' -0'

8"-0" 15'-0' 15 . -0' 8 ' 12'

CANISTER RECEIPT AND CLOSURE FACILITY (CRCF) SEISMIC ANALYSIS PAGE A - 9



258'-O

9'-10'

606

6C.2

505 506

6C.1 419

418 1- -


(LOOKING WEST )


December 2006

Ammo 97

1 11r/

/ A AO■

50

9 •



PAGE A -10

51 60'-O 19 . -0"


(LOOKING WEST)


December 2006

258 259

52 53 54 55

12' -0 " 62'-O 19' -0" 60' -0" 62 . -0"

19' -0" 12 . -0"



PAGE A - 1 I

258' -0"

CV

1i:. 8A.5 Am Ag■

edA

8A.61 ID 135 137 0, Air Ile 138 140

___ ____ ___ ___

8A.1 1 36 :A.. 139 TET A.4 I■ A. zAo :A. A. .2.

ELEVATION ALONG COLUMN LINE 8 (LOOKING WEST)


December 2006

--T

X 11- i421

56

49'-0'

11.-0

12' -0 "

9' -10"

2' -0"

12' -0"

258.-0'

607

0

9C.2 242'

9 , -10'

re A

riA04 29' -0 " 60' -0'

57

9A.2

144

9A.3

58

143

261 98.1

336

337

12' -0

- 5671 8 -2;9 .C. -1

41 421

9B-2 238'-O

262

95.6 146

145 9A.4

59

49' -0'

11 '-0 12' -0"



PAGE A -12


( LOOKING WEST I


December 2006

(S1




PAGE A -13


( LOOKING WEST


December 2006

80 -0" 98' 80' -0"

CO

26

12A. 6

155 154

174 64 -

01

65

509

422120.1 --• -

423

128.4

339

128.2

i- z4 rr,r4 p 44

341

-268 1' 12-8.3 - ■■■

269

_IL 157

156 1 .12-A.4 -

66

338

1-213 • 1r266 •

265

12A. 5

152_41,

12A.1 153

63

76' -2" 58' -9 " 76' -2"



PAGE A -14

0 0

5' -10" 119'-71/21 5' -10"


( LOOKING WEST I


December 2006

82 . -0"

2 . -0"

67 6

9" -3" 9'




PAGE A -15

0 0 0 82 . -0" 94 . -0"

270 . 27

WWA VFM/FWAII

artel Lf.T.L4 24' -9" 24 . -9"


( LOOKING WEST )


December 2006

142' -0" 98'-0" 87' -0"

608

03.1 ..2' -0"

83' -0" 108' -0"

411 1J22

122'-0"

D2.4

(NI 316 316

02.2 226

314

275

111 108 158

a 22 1.14$ 1.4 01.4 01.1

317

r±02.3

277

112

01.51

109

61 276

01.6!

110 01.3

• 24 5'-10 26 27 28



PAGE A -16

1v-10W

90'-O

12' -0

20' -0 .

12' -0"

83' -0"

6' -0"

ELEVATION ALONG COLUMN LINE D

(LOOKING NORTH)

( NOTE: ALL DIMENSIONS +/- 6"

December 2006

370'-0"

I. 90'-0" 44' -0" - 49"-0" 104'-0" 44'-0"

604 605

E3.2 63.3

407

96' -7"

309

ETI 310

23 1r- 219-

E1.2

rovr, A. A WIF

• A

NZ

N

r

it I

504

503 409 E3.1

410 •

13'-6" EZ. 5 79 ' -6°

. _VI? _

3121

62.3 224

I - - 223 -

61.5 E1.3

E2.4

P'

Pr'

1',0 °

217

E1.1

061

225

61.6

62.2

220

222

E1.4

21'-7" 108

29'-10"

311 311

21 23 18

35' -2"

12' -10'

97"-0" 31' -0" 36'-0"

14' -0" 11'-0"

22

81" -0"

8'-0"

20

78'-2"

16'-10"

CANISTER RECEIPT AND CLOSURE FACILITY (CRCF) SEISMIC ANALYSIS Document Identifier:060-SYC-CR00-00400-000-00A Attachment A: Floor Plan and Wall Elevations

PAGE A -17

0 0 49'-0 °

ELEVATION ALONG COLUMN LINE E

(LOOKING NORTH )

( NOTE: ALL DIMENSIONS +/- 6" )

December 2006

216

j I

E31.2

36"

4,-.1

2 -0"




PAGE A-18

153'-Cr 0

215 •

E31 . 1

• 16

86' -D .

ELEVATION ALONG COLUMN LINE E.3

(LOOKING NORTH)


eq

December 2006

F1.1

14


Document Identifier:060-SYC-CR00-00400-000-00A Attachment A: Floor Plan and Wall Elevations

PAGE A -19

V-0 °

213 214

-21 15

36'-O

ELEVATION ALONG COLUMN LINE F

(LOOKING NORTH )


153'-O"

December 2006

0 0

(tl F7.2 F7.1

•

4. -01 12

86 . -0"




PAGE A-20

153 . -0'

211 212

•

• 13

36 . -0'

ELEVATION ALONG COLUMN LINE F.7

(LOOKING NORTH)


December 2006

49* —0"

44'-0" 104'-0" 49'-0" 44'-0"

1:zo

N z N

N

N 10

63.2

63.3

502

_ 501 405 I 03.1

. . 406

13' —67 62.51 79-6 -

403

404

21' -7". 29' - 10" 96' -7" 02.4

306 308

307 62.31— G2.2 202 210 • •

33;.• V

oilr4

205

VA f

209

, 06 208 61.8

07N

304 . .

305

1:7;04]— 204

N. A vf Og

ft/r4

01.2 01.1 A G1.4 'eso on

61.3 61.7

61.5

V \I 3

5 6 7 a 9

35' —2" 97' -0" 78'-2" 3C-0" 54'-0" 40'-0"

12' —10" 16'-10" 14'-0" 8' —0" 18' —0" 1C-0"



PAGE A -21

0 0 a 370'-0"

90'-0"

602 603 •

ELEVATION ALONG COLUMN LINE G

(LOOKING NORTH)


December 2006

0 0 49" -0" 87'-0"

2' -0" H3.1

22' -0"

142'-0"

[ 2

1013"-0"

98'-0"

601 •

401

402 201" -0 -

I 142.3 303

302

. . .

201 H2.2

301

H2.1 % A4%1

H1.5 . .102

.

I

H12 1--103

2

274

104 . .

H1.3 77. -. 3

ref__ vvr

273

101

H1.1

105

22'-0" 80' -0" 61'-4" --41•••1

12'-0" 5'-10"

108' -0" 27"-0"

14'-10"



PAGE A -22

• ELEVATION ALONG COLUMN LINE H

(LOOKING NORTH )

( NOTE: ALL DIMENSIONS +/— 6" )

December 2006


ATTACHMENT B

SAP2000 Stick Model Input

B. -1 December 2006

CRCF SAP2000

Stick Model

00A

G.Rao

A.Joshi

T.Frankert


Attachment B: SAP2000 Stick Model Input Document ID:060-SYC-CR00-00400-000-00A

Data I

Text. I

Bechtel SAIC Company

DOE

Yucca Mountain Project

Item

L 1- '6xt Company Name

Client Name

Project Name

Project Number

Model Name

Model Description

Revision Number

Frame Type

Engineer

Checker

Supervisor

Issue Code

Design Code

B-2 December 06



.TAEILIE:Lio..Ø.,0311APeag

ogramNan Version ProgLeveli CurrUnits

L Text-7r Text Text Text SAP2000 9.1.4 Advanced Kip, ft, F

B-3 December 06



EN WO:AU P operties Qalag Material Type I DesignType UnitMassgnitWeicitti_ . E

Text Text' I Text Kip-s2/ft41 IZIP7f-t37 RiP/ft2- Unitless 1/F J

5ksiconc Isotropic None 3.11E-11 1E-09 617302 0.17

E = Modulus of Elasticity

U = Poisons Ratio Section 4.2.11.6.6 Ref. 2.1.2

A = Coefficient of thermal expansion

(1) The Concrete weights are included in mass and weight calculations,(Ref. 2.1.7) therefore very small

value of unit weight and unit mass are asigned to 5ksiconc frame members.

Section 4.2.11.6.6 Ref. 2.1.2

B-4 December 06


Attachment B: SAP2000 Stick Model Input

Document ID:060-SYC-CR00-00400-000-00A

VABIMEA =arat itgalWio=4,1t Al , Joint CoordSys_CoordType XorR - _ . Y_ _ Ti . Z _ 1-, Global)c_f_GlobalY 1 GlobalZ j

r te-if t -Text I text r -ft- 7 -ft i -ii-: f ft- 1. ft i ft--___I

1 GLOBAL Cartesian 101 o o tot o T 2 GLOBAL Cartesian 217 o o 217 0 o 3 GLOBAL Cartesian • 299.67 o o 299.67 0 0

4 GLOBAL Cartesian 343.54 o o 343.54 o o 5 GLOBAL Cartesian 29.42 82 0 29.42 82 o 6 GLOBAL Cartesian 95.5 82 0 95.5 82 0

7 GLOBAL Cartesian 199.92 82 0 199.92 82 o 8 GLOBAL Cartesian 271 82 0 271 82 o 9 GLOBAL Cartesian 324 82 0 324 82 o

11 GLOBAL Cartesian 389 82 0 389 82 0

12 . GLOBAL Cartesian 195 97 o 195 97. o ' 13 GLOBAL Cartesian 271 97 0 271 97 0

14 GLOBAL Cartesian 195 129 o 195 129 0




18 GLOBAL Cartesian 29.42 176 0 29.42 176 0






24 GLOBAL Cartesian 91.57 . 258 0 91.57 258 0

25 GLOBAL Cartesian 148.5 258 0 148.5 258 o 26 GLOBAL Cartesian 212 258 o 212 258 0

27 GLOBAL Cartesian 276 258 0 279 258 o 28 GLOBAL Cartesian 336.5 258 0 336.5 258 o 29 GLOBAL Cartesian 0 90.75 0 o 90.75 o 30 GLOBAL Cartesian 0 129 o o 129 0

31 GLOBAL Cartesian 0 167.25 o o 167.25 o 32 GLOBAL Cartesian 49 36.09 0 49 36.09 0

33 GLOBAL Cartesian 49 90.75 o 49 90.75 o 34 GLOBAL Cartesian 49 129 o 49 129 0

35 GLOBAL Cartesian 49 167.25 0 49 167.25 0

36 GLOBAL Cartesian 49 221.92 0 49 221.92 o 37 GLOBAL Cartesian 111 47 o 111 47 o 38 GLOBAL Cartesian 111 211 o 111 211 o 39 GLOBAL Cartesian 137 89.5 0 137 89.5 . 0



42 GLOBAL Cartesian 153 34 0 153 34 . 0

43 GLOBAL Cartesian 153 89.75 0 153 . 89.75 o 44 GLOBAL Cartesian 153 168.25 o 153 168.25 o 45 GLOBAL Cartesian 153 224 o 153 224 o 46 GLOBAL Cartesian 193 41 o 193 41 o 47 GLOBAL Cartesian 193 87.5 0 193 87.5 o 48 GLOBAL Cartesian . 193 170.5 o 193 170.5 0



B-5 December 06

0

0




Joint_ CoordSys:poord.Ty0 XorRIY_ Z _GlobalX . GlobalY GlobalZ

I Text I Text Text I ft I ft I ft I ft I ft I ft . 237

255

255

255

255

287

287

287

287

340 340

340

376

376

376

376

419

419

212

211.53 101

217

199

299.67

343.54

324

333

91.57

212

212.5

279

336.5

49

49

49

49

49

49

111

111

111

111

153

153

153

153

153

153

193

• 51 GLOBAL Cartesian

52 GLOBAL Cartesian

53 GLOBAL Cartesian

54 GLOBAL Cartesian

55 GLOBAL Cartesian

56 GLOBAL Cartesian

57 GLOBAL Cartesian

58 GLOBAL Cartesian

59 GLOBAL Cartesian

60 GLOBAL Cartesian

61 GLOBAL Cartesian

62 GLOBAL Cartesian

63 GLOBAL Cartesian

64 GLOBAL Cartesian

65 GLOBAL Cartesian

66 GLOBAL Cartesian

67 GLOBAL Cartesian

68 GLOBAL Cartesian

98 GLOBAL Cartesian

99 GLOBAL Cartesian

101 GLOBAL Cartesian












113 GLOBAL Cartesian 114 GLOBAL Cartesian
















168.5 0 237 168.5 0

41 0 255 41

89.5 0 255 89.5

168.5 0 255 168.5 0

217 0 255 217 0

34.5 0 287 34.5 0

84.5 0 287 84.5 0

173.5 0 287 173.5 0

223.5 0 287 223.5 0

47 0 340 47 0

207.75 0 340 207.75 0

253 0 340 253 0

36.09 0 376 36.09 0

89.82 0 376 89.82 0

168.2 0 376 168.2 0

221.92 0 376 221.92 0

89.82 0 419 89.82 0

168.2 0 419 168.2 0

129 -3 212 129 -3

129 -3 211.53 129 -3 0 12 101 0 12

0 12 217 0 12

0 12 199 0 12

0 12 299.67 0 12

0 12 343.54 0 12

82 22 324 82 22

82 22 333 82 22

258 12 91.57 258 12

258 12 212 258 12

258 12 212.5 258 12

258 12 279 258 12

258 12 336.5 258 12

36.09 8 49 36.09 8

49.75 8 49 49.75 8

90.75 8 49 90.75 8

167.25 8 49 167.25 8

208.25 8 49 208.25 8

221.92 8 49 221.92 8

41 10 111 41 10

47 10 111 47 10

211 10 111 211 10

217 10 111 217 10

34 10 153 34 10

49.75 10 153 49.75 10

89.75 10 153 89.75 10

168.25 10 153 168.25 10

208.25 10 153 208.25 10

224 10 153 224 10

41 10 193 41 10

B-6 December 06

AILS.:6111 01,7-7314,..tnieritig

46.5

87.5

170.5

211.5

217

41

48.5

89.5

168.5

209.5

217

34.5

48.5

84.5

173.5

209.5

223.5

41

47

207.75

217

253

36.09

48.82

89.82

168.2

209.2

221.92

258

0

82

82

82

82

82

82

82

82

82

97

97

129

129

161

161

176

176

176

176

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10 10

10

10

10

10

10

8

8

8

8

8

8

12

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32




TABLE13

' Joint

L

Text

130

131

132

133

134

135

136

137

138

139

140

141

142

143

144

145

146

147

148

149

150

151

152

153

154

155

156

157

158

201

202

203

204

205

206

207

208

209

210

211

212

213

214

215

216

217

218

219

220

CoordSystoordTypi XorR

Text i• Text 1 ft

Cartesian 193

Cartesian 193

Cartesian 193

Cartesian 193

Cartesian 193

Cartesian 255

Cartesian 255

Cartesian 255

Cartesian 255

Cartesian 255

Cartesian 255

Cartesian 287

Cartesian 287

Cartesian 287

Cartesian 287

Cartesian 287

Cartesian 287

Cartesian 340

Cartesian 340

Cartesian 340

Cartesian 340

Cartesian 340

Cartesian 376

Cartesian 376

Cartesian 376

Cartesian 376

Cartesian 376

Cartesian 376

Cartesian 148.5

Cartesian 199

Cartesian 29.42

Cartesian 95.5

Cartesian 95.29

Cartesian 180.13

Cartesian 199.92

Cartesian 271

Cartesian 338.25

Cartesian 333

Cartesian 389

Cartesian 195

Cartesian 271

Cartesian 195

Cartesian 271

Cartesian 195

Cartesian 271

Cartesian 29.42

Cartesian 95.5

Cartesian 95.29

Cartesian 180.08

GlobalX

ft

193

193

193

193

193

255

255

255

255

255

255

287

287

287

287

287 287

340

340

340 340

340

376

376

376

376

376

376

148.5

199

29.42

95.5

95.29

180.13

199.92

271

338.25

333

389

195

271

195

271

195

271

29.42

95.5

95.29

180.08

GlobalY

ft

• 46.5

87.5

170.5

211.5

217

41

48.5

89.5

168.5

209.5

217

34.5

48.5

84.5

173.5

209.5

223.5

41

47

207.75

217

253

36.09

48.82

89.82

168.2

209.2

221.92

258

0

82

82

82

82

82

82

82

82

82

97

97

129

129

161

161

176

176

176

176

GlobalZ

ft

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

10

8

8

8

8

8

8

12

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

32

XorR

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

B-7 December 06



1 . _ Joint iCoordSys,CoordType Xorll i Y Z 1 Elobali'l Globairr -GlobalZ i

L text : Text 1 text . 1 ft 1, ft ft

. -

ft ... i f • ...._ J . j

221 GLOBAL Cartesian 199.84 176 32 i-t99.84 . -17 6 3-2-

222 GLOBAL Cartesian 271 176 32 . 271 176 32














236 • GLOBAL Cartesian 111 41 32 111 41 32





241 GLOBAL Cartesian 137 129 .32 137 129 32




245 GLOBAL Cartesian 153 49.75 . 32 153 49.75 32

246 GLOBAL Cartesian 153 129 32 153 . 129 32




250 GLOBAL Cartesian 193 50.84 32 193 , 50.84 32



. 253 GLOBAL Cartesian 193 207.17 32 193 207.17 32











264 GLOBAL Cartesian 340 217 32 340 • 217 32







B-8 December 06

DoCument ID:060-SYC-CR00-00400-000-00A Canister Receipt and Closure Facility (CRCF) Seismic Analysis

Attachment B; SAP2000 Stick Model Input

I .. _Joint :CoordSys,toorciType XorR

teif -ter Text 1-i177

270 GLOBAL Cartesian 419



274 GLOBAL Cartesian 277.5













































341. GLOBAL Cartesian 376

GlobalX ; GlobalY L GlobalZ ft I It I _ft

89.82 32 419 89.82 32

168.2 32 419 168.2 32

0 32 101 0 32

0. 32 277.5 0 32

258 32 101 258 32

258 32 228 . 258 32

258 32 336.5 258 32

129 32 211.3 129 32

0 44 101 0 44

0 44 212.5 0 44

0 44 277.5 0 44

82 44 95.29 82 44

82 44 121 82 44

82 44 180.13 82 44

82 44 331.5 82 44

82 44 538.25 82 44

176 44 95.29 176 44

176 44 121 176 44

176 44 180.08 176 44

176 44 331.5 176 44

176 44 338.25 176 44

258 44 101 258 44

258 44 212.5 258 44

258 44 228 258 44

258 44 336.5 258 44

36.09 40 49 36.09 40

129 40 49 129 40

129 40 49 129 40

221.92 40 49 221.92 40

41 42 111 41 42

47 42 111 47 42

211 42 111 211 42

217 42 111 217 42

42.09 42 153 42.09 42

129 42 153 129 42

129 42 153 129 42

215.92 42 153 215.92 42

15.84 42 193 15.84 42

50.84 42 193 50.84 42

129 42 193 129 42

129 42 193 129 42

207.17 42 193 207.17 42

242.17 42 193 242.17 42

129 42 287 129 42

129 42 287 129 42

36.09 40 376 36.09 40

129 40 376 129 40

129 40 376 129 40

221.92 40 376 221.92 40

B-9 December 06



L_ Joint 4_, CoordSysPoordTypi XorR ! ' Y - 1 Z LGlobalX ; GlobalY 1 GlobalZ ,

I "text 1 Te)--c-t 1— Text 1. ft. 1 ft . T ft I ft

401 GLOBAL Cartesian 212.5 0 64 212.5 -6– — –6-4—







• 408 • GLOBAL Cartesian 173 176 64 173 176 64












420 GLOBAL Cartesian 287 129 64 287 129 64'



423 GLOBAL Cartesian 376 129 64 376 ' 129 64

499 GLOBAL Cartesian 203.58 133.99 64 206.82 120.7 64








508 GLOBAL Cartesian 287 129 • 72 287 129 72






604 GLOBAL Cartesian 173 176 • 100 173 176 100





699 GLOBAL Cartesian 240 129 100 240.0 129 100

B-10 December 06



totetivit'r-SIF atis=ie (pee issn tachE-It /4 .....4406....6.4.. Frame 1 Jointl_ ! JointJ !_lsCuryed _Length . ; CentroidX1CentroidY _1 CentroidZ!

1 Text ! Text i Text I Yes/No , ft . i ft 1 ft 1 ft ____I '

1A.1 31 229 No 32 0 167.25 16

1A.2 30 228 No 32 0 129 16

1A.3 29 227 No 32 0 90.75 16

2A.1 32 113 No 8 49 36.09 4

2A.2 33 115 No 8 49 90.75 4

2A.3 34 233 No 32 49 129 16

2A.4 35 116 No 8 49 167.25 4

2A.5 36 118 No 8 49 221.92 4

2A.6 114 231 No 24 49 49.75 20

2A.7 117 234 No 24 49 208.25 20

2B.1 230 318 No 8 49 36.09 36

2B.2 232 319 No 8 49 129 36

2B.3 235 321 No 8 49 221.92 36

2B.4 320 413 No 24 49 129 52

3A.1 37 120 No 10 111 47 5

3A.2 38 121 No 10 111 211 5

3A.3 119 236 No 22 111 41 21

3A.4 122 239 No 22 111 217 21

3B.1 237 323 No 10 111 47 37

3B.2 238 324 No 10 111 211 37

3B.3 322 414 No 22 111 41 53

3B.4 325 415 No 22 111 217 53

• 4A.1 39 240 No 32 137 89.5 16

4A.2 40 242 No 32 137 129 16

4A.3 41 243 No 32 137 • 168.5 16

4B.1 241 416 No 32 137 129 48

5A.1 42 • 123 No 10 153 34 5

5A.2 43 125 No 10 153 89.75 5

5A.3 44 126 No 10 153 168.25 5

5A.4 45 128 No 10 153 224 5

5A.5 124 245 No 22 153 49.75 21

5A.6 127 - 247 No 22 153 208.25 21

5B.1 • 244 326 No 10 153 42.09 37

5B.2 246 327 No 10 153 129 37

5B.3 248 329 No 10 153 215.92 37

5B.4 328 417 No 22 153 129 53

6A.1 46 129 No 10 193 41 5

6A.2 47 131 No 10 193 87.5 5

6A.3 48 132 No 10 193 170.5 5

6A.4 49 134 No 10 193 217 5

6A.5 130 251 No 22 193 46.5 21

6A.6 133 254 No 22 193 211.5 21

6B.1 249 330 No 10 193 15.84 37

6B.2 250 331 No 10 193 50.84 37

6B.3 252 332 No 10 193 129 37

6B.4 253 334 No 10 193 207.17 37

6B.5 255 335 No 10 193 242.17 37

6B.6 333 419 No 22 193 129 53

6C.1 418 505 No 8 193 128.98 68

B-11 December 06




SIBEIV.plaustiviti linFrm Se MEM.. actiMI. M111111111111111111111111 Frame , Joint! 1JointJ I IsCurvedl Length I. CentroidX 1 CentroidY I CentroidZ 1 Text T Text r Text I Yes/No , ft ft I ft -1 - ---ft- ;

6C.2 506 606 No 28 193 129 86

7A.1 50 256 No 32 237 89.5 16

7A.2 51 257 No 32 237 168.5 16

8A.1 52 135 No 10 255 41 5

8A.2 53 137 No 10 255 89.5 5

8A.3 54 138 No 10 255 168.5 5

8A.4 55 140 No 10 255 217 5

8A.5 136 258 No 22 255 48.5 21

8A.6 139 259 No 22 255 209.5 21

9A.1 56 141 No 10 287 34.5 5

9A.2 57 143 No 10 287 84.5 5

9A.3 58 144 No 10 287 173.5 5

9A.4 59 146 No 10 287 223.5 5

9A.5 142 260 No 22 287 48.5 21

9A.6 145 262 No 22 287 209.5 21

9B.1 261 337 No 10 287 129 37

9B.2 336 420 No 22 287 129 53

9C.1 421 508 No 8 287 129 68

9C.2 507 607 No 28 287 129 . 86

D1.1 24 108 No 12 91.57 258 6

D1.2 25 158 No 12 148.5 258 6

D1.3 26 109 No 12 212 258 6

D1.4 27 111 No 12 279 258 6

D1.5 28 " 112 No 12 336.5 258 6

D1.6 110 226 No 20 212.5 258 22

D2.1 275 314 No 12 101 258 38

D2.2 276 316 No 12 228 258 38

D2.3 277 317 No 12 336.5 258 38

D2.4 315 411 No 20 212.5 258 54

D3.1 412 608 No 36 240 258 82

E1.1 18 217 No 32 29.42 176 16

E1.2 19 218 No 32 95.5 176 16

E1.3 20 221 No 32 199.84 176 16

E1.4 21 222 No 32 271 176 16

E1.5 22 224 No 32 337.5 176 16

E1.6 23 225 No 32 393.5 176 16

E2.1 219 309 No 12 95.29 176 38

E2.2 220 311 No 12 180.08 176 38

E2.3 223 313 No 12 338.25 176 38

E2.4 310 407 No 20 121 176 54

E2.5 312 409 No 20 331.5 176 54

E3.1 410 504 No 8 331.5 176 68

E3.2 408 604 No 36 173 176 82

E3.3 503 605 No 28 307 176 86

F1.1 14 213 No 32 195 129 16

F1.2 15 214 No 32 271 129 16

F7.1 12 211 No 32 195 97 16

F7.2 13 212 No 32 271 97 16

G1.1 5 202 No 32 29.42 82 16

B-12 December 06

G1.2 6

G1.3 7

G1.4 8

G1.5 9

G1.7 11

G1.8 107

G2.1 204

G2.2 205

G2.3 208

G2.4 305

G2.5 307

G3.1 406

G3.2 501

G3.3 404

H1.1 1

H1.2 2

H1.3 3

H1.4 4

H1.5 103

H2.1 273 H2.2 274

H2.3 302

H3.1 402

11A.1 60

11A.2 61

11A.3 62

11A.4 147

11A.5 150

12A.1 63

12A.2 64

12A.3 65

12A.4 66

12A.5 153

12A.6 156

12B.1 265

12B.2 267

12B.3 269

12B.4 339

12C.1 423

13A.1 67

13A.2 68

E31.1 16

E31.2 17

203

206

207

106

210

209

304

306

308

403

405

502

603

602

101

102

104

105

201

301 303

401

601

148

149

151

263

264

152

154

155

157 266

268

338

340

341

422

509

270

271

215

216

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No



"AMEN co7ffléctllty", rAtTatiT-Teit ! Frame 1 Jointl I Joint! IsCurved

[ Text

1 j Text I Text Yes/No

Length LCentroidX

ft I ft

32 95.5

32 199.92

32 271

22 324

32 389

10 333

12 95.29

12 180.13

12 338.25

20 121

20 331.5 8 331.5

28 307

36 173

12 101

12 217

12 299.67

12 343.54

20 199

12 101 12 277.5

20 212.5

36 240

10 340

10 340

10 340

22 340

22 340

8 376

8 376

8 376

8 376

24 376

24 376

8 376

8 376

8 376

24 376

8 376

32 419

32 419

32 195

32 271

CentroidY ' CentroidZ I

ft ft

82 16

82 16

82 16

82 11

82 16

82 27

82 38

82 38

82 38

82 54

82 54 82 68

82 86

82 82 0 6

0 6 0 6

0 6

0 22

0 38 0 38

0 54 0 82

47 5

207.75 5

253 5

41 21 217 21

36.09 4

89.82 4

168.2 4

221.92 4

48.82 20

209.2 20 36.09 36 129 36

221.92 36

129 52

129 68

89.82 16

168.2 16

161 16

161 16

B-13 December 06




MT:al sigr=ienallaliranD Frame 1 Angie i MirrorAbt21 MirrorAbt3

; -

Text --r Degrees i Yes/No -1 . Yes/No.

1A.1 90 No

1A.2 90 No

1A.3 90 No

2A.1 90 No

2A.2 90 No

2A.3 90 No

• 2A.4 90 No

2A.5 90 No

2A.6 90 No

2A.7 90 No

2B.1 90 No

2B.2 90 No

2B.3 90 No

2B.4 90 No

3A.1 90 No

3A.2 90 No

3A.3 90 No

3A.4 90 No

3B.1 90 No

3B.2 90 No

3B.3 90 . No

3B.4 90 No

4A.1 90 No

4A.2 90 • No

4A.3 90 No

46.1 90 No

5A.1 90 No

5A.2 90 No

5A.3 90 No

5A.4 90 No

5A.5 90 No

5A.6 90 No

5B.1 90 No

5B.2 90 No

5B.3 90 No

5B.4 90 No

6A.1 90 No

6A.2 90 No

6A.3 90 No

6A.4 90 No

6A.5 90 No

6A.6 90 No

6B.1 90 No

6B.2 90 No

6B.3 90 No

6B.4 90 No

6B.5 90 No

6B.6 90 No

6C.1 90 No

AdvanceAxes

Yes/No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

No

B-14 December 06


Attachment B: SAP2000 Stick Model Input . Document ID:060-SYC-CR00-00400-000-00A

raliTiWrit;s1daTairell Frame I Angle 1 MirrorAbt2 MirrorAbt31 AdvanceAxes I _4

I Text I Degrees I Yes/No Yes/No I Yes/No - I

6C.2 90 No No No

7A.1 90 s No No No

7A.2 ' 90 No No No

8A.1 90 No No No

8A.2 90 No No No

8A.3 90 No No No

8A.4 90 No No No

8A.5 90 No . No No

8A.6 90 No No No

9A.1 90 No No No

9A.2 90 No No No

9A.3 90 No No No

9A.4 90 No No No

9A.5 90 No No No

9A.6 90 No No . No

9B.1 90 No No No

9B.2 90 No No No

9C.1 90 No No No

9C.2 90 No No No

11A.1 90 No No No -

11A.2 90 No No No

11A.3 90 No No No

11A.4 90 . No No No

11A.5 90 No No No

12A.1 90 No No No

12A.2 90 No No No

12A.3 90 No No No

12A.4 90 No No No

12A.5 90 No No No

12A.6 90 No No No

12B.1 90 No No No

12B.2 90 No No No

12B.3 90 No No No

12B.4 90 No No No

12C.1 90 No No No

13A.1 90 No No No

13A.2 90 No No No

B-15 December 06

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

N.A.

N.A.

N .A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N .A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N .A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N .A.

N.A.

N.A.

N.A.

N .A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N .A.

N.A.

N.A.

N.A.

1A.1

1A.2

1A.3

2A.1

2A.2

2A.3

2A.4

2A.5

2A.6

2A.7

2B.1

2B.2

2B.3

2B.4

3A.1

3A.2

3A.3

3A.4

3B.1

3B.2

3B.3

3B.4

4A.1

4A.2

4A.3

4B.1

5A.1

5A.2

5A.3

5A.4

5A.5

5A.6 5B.1

5B.2

5B.3

5B.4

6A.1

6A.2

6A.3

6A.4

6A.5

6A.6

6B.1

6B.2

6B.3

6B .4

6B.5

6B.6

6C.1



SectionType I AutoSelatAnalSecti DesignSect AslatPeop Text TeXt. ; Twit I Text Mid

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N .A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N .A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. ' Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N.A. Default

N .A. Default

N.A. Default

N.A. Default

N.A. Default

TeXt-

1A.1

1A.2

1A.3

2A.1

2A.2

2A.3

2A.4

2A.5

2A.6

2A.7

2B.1

2B.2

2B.3

2B.4

3A.1

3A.2

3A.3

3A.4

3B.1

3B.2

3B.3 3B.4

4A.1

4A.2

4A.3

4B.1

5A.1

5A.2

5A.3

5A.4

5A.5

5A.6 5B.1

5B .2

5B.3

5B.4

6A.1

6A.2

6A.3

6A.4

6A.5

6A.6

6B.1

6B.2

6B.3

6B.4

6B.5

6B.6

6C.1

B-16 December 06




Text

6C.2

7A.1

7A.2

8A.1

8A.2

8A.3

8A.4

8A.5

8A.6

9A.1

9A.2

9A.3

9A.4

9A.5

9A.6

9B.1

9B.2

9C.1

9C.2

D1 .1

D1.2

D1 .3

D1.4

D1.5

D1.6'

D2.1

D2.2

D2.3

D2.4

D3.1

E1.1

E1.2

E1.3

E1.4

E1.5

E1.6

E2.1

E2.2

E2.3

E2.4

E2.5

E3.1

E3.2

E3.3

F1.1

F1.2

F7.1

F7.2

G1.1

LE413 mitifteV

Frame

Text

6C.2

7A.1

7A.2

8A.1

8A.2

8A.3

8A.4

8A.5

8A.6

9A.1

9A.2

9A.3

9A.4

9A.5

9A.6

9B.1

9B.2

9C.1

9C.2

D1.1

D1.2

D1.3

D1.4

D1.5

D1.6

D2.1

D2.2

D2.3

D2.4

D3.1

E1.1

E1.2

E1.3

E1.4

E1.5

E1.6

E2.1

E2.2

E2.3

E2.4

E2.5

E3.1

E3.2

E3.3

F1.1

F1.2

F7.1

F7.2

G1 .1

_lame Section 14ssi r1.2.67 91,71

SectionType AutOSelect

Text _ Text

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

DesignSect

Text_

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A,

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

MatProp

Text

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

NA.

N.A.

N.A.

N.A.

N.A.

NA.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

NA.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

NA.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

B-17 December 06

Canister Receipt and Closure Facility (CRCF) Seismic Analysis 'Document ID:060-SYC-CR00-00400-000-00A Attachment B: SAP2000 Stick Model Input

raVcitioTri Florj,„„illtSere:

Text- I Text I Text Text

AutoSeltetiAnalSect DesignSecil MatProp

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A. N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

N.A.

Frame

Text

G1.2

G1.3

G1.4

G1.5

G1.7

G1.8

G2.1

G2.2

G2.3

G2.4

G2.5

G3.1

G3.2

G3.3

H1.1

H1.2

H1.3 H1.4

H1.5

H2.1

H2.2

H2.3

H3.1

11A.1

11A.2

11A.3

11A.4

11A.5

12A.1

12A.2

12A.3

12A.4

12A.5

12A.6

12B.1

12B.2

12B.3

12B.4

12C.1

13A.1

13A.2

E31.1

E31.2

SectionType

Text

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

General

AnalSect

G1.2

G1.3

G1.4

G1.5

G1.7

G1.8

G2.1

G2.2

G2.3

G2.4

G2.5

G3.1

G3.2

G3.3

H1.1

H1.2

H1.3

H1.4

H1.5

H2.1

H2.2

H2.3

H3.1

11A.1

11A.2

11A.3

11A.4

11A.5

12A.1

12A.2

12A.3

12A.4

12A.5

12A.6

12B.1

12B.2

12B.3

128.4

12C.1

13A.1

13A.2

E31.1

E31.2

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

Default

B-18 December 06



.CeJavud ( I.Fa b e

1101#.0#,I. 1 Area To rsCiifis

Texti -To -I ft2 ft4

11A.1 5ksiconc 148 197.33

11A.2 5ksiconc 135 180

11A.3 5ksiconc 28 37.33

11A.4 5ksiconc 172 229.33

11A.5 5ksiconc 172 229.33

12A.1 5ksiconc 304.68 1624.96

12A.2 5ksiconc 78.52 418.77

12A.3 5ksiconc 78.52 418.77

12A.4 5ksiconc 304.68 1624.96

12A.5 5ksiconc 406.52 2168.11

12A.6 5ksiconc 406.52 2168.11

12B.1 5ksiconc 304.68 1624.96

12B.2 5ksiconc 392 2090.67

12B.3 5ksiconc 304.68 1624.96

12B.4 5ksiconc 1048 5589.33

12C.1 5ksiconc • 392 2090.67

13A.1 5ksiconc 39.26 52.35

13A.2 5ksiconc 39.26 52.35

1A.1 5ksiconc 43 57.33

1A.2 5ksiconc 26 34.67

1A.3 5ksiconc 43 57.33

2A.1 5ksiconc 304.68 1624.96

2A.2 5ksiconc 86 458.67

2A.3 5ksiconc 52 277.33

2A.4 5ksiconc 86 458.67

2A.5 5ksiconc 304.68 1624.96

2A.6 5ksiconc 414 2208

2A.7 5ksiconc 414 2208

2B.1 5ksiconc 304.68 1624.96

2B.2 5ksiconc 392 2090.67

2B.3 5ksiconc 304.68 1624.96

2B.4 5ksiconc 1048 5589.33

3A.1 5ksiconc 296 1578.67

3A.2 5ksiconc 296 1578.67

3A.3 5ksiconc 344 1834.67

3A.4 5ksiconc . 344 1834.67

3B.1 5ksiconc 296 1578.67

3B.2 5ksiconc 296 1578.67

3B.3 5ksiconc 344 1834.67

3B.4 5ksiconc 344 1834.67

4A.1 5ksiconc 76 405.33

4A.2 5ksiconc 48 256

4A.3 5ksiconc 76 405.33

4B.1 5ksiconc 392 2090.67

5A.1 5ksiconc 192 1024

5A.2 5ksiconc 94 501.33

5A.3 5ksiconc 94 501.33

5A.4 5ksiconc 192 1024

5A.5 5ksiconc 414 2208

•ft4

67537.33

51257.81

457.33

106009.33

106009.33

147309.45

2521.39

2521.39

147309.45

349900.47

349900.47

147309.45

313730.67

147309.45

5994909.33

313730.67

1260.69

1260.69

1656.4

366.17

1656.4 147309.45

3312.79

732.33

3312.79 147309.45

369572.63

369572.63

147309.45

313730.67

147309.45

5994909.33

135074.67

135074.67

212018.67

212018.67

135074.67

135074.67

212018.67

212018.67

2286.33

576

2286.33

313730.67

36864

4325.96

4325.96

36864

369572.63

49.33

45

9.33

57.33

57.33

406.24

104.69

104.69

406.24

542.03

542.03

406.24

522.67

406.24

1397.33

522.67

13.09

13.09

14.33

8.67

14.33

406.24

114.67

69.33

114.67

406.24

552

552

406.24

522.67

406.24

1397.33

394.67

394.67

458.67

458.67

394.67

394.67

458.67

458.67

101.33

64

101.33

522.67

256

125.33

125.33

256

552

AS2

123.33

112.5

23.33

143.33

143.33

253.9

65.43

65.43

253.9

338.77

338.77

253.9

326.67

253.9

873.33

326.67

32.72

32.72

35.83

21.67

35.83 253.9

71.67

43.33

71.67

253.9 345

345

253.9

326.67

253.9

873.33

246.67

246.67

286.67

286.67

246.67

246.67

286.67

286.67

63.33

40

63.33

326.67

160

78.33

78.33

160

345

AS3

ft2

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001 0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

B-19 December 06



ITAtittst8otkos,0 kopotigf a ppoo:si 9 ,-A.: tatogi

L 1 _ 1 L , 'ft4 1 ft4 ft2 ' ft2-

1 Secti

Text

onName 1 Material 1 Area Text ft2

j ft4TorsConst 1 133_ j 122 ' AS2 AS3 1 _____ .......-

5A.6 5ksiconc 414 2208 369572.63

..... -

5B.1 5ksiconc 256.68 1368.96 88079.5

5B.2 5ksiconc 392 2090.67 313730.67

5B.3 5ksiconc 256.68 1368.96 88079.5

5B.4 5ksiconc 1048 5589.33 5994909.33

6A.1 5ksiconc 248 1322.67 79442.67

6A.2 5ksiconc 60 320 1125

6A.3 5ksiconc • 60 320 1125

6A.4 5ksiconc 248 1322.67 79442.67

6A.5 5ksiconc 388 2069.33 304224.33

6A.6 5ksiconc 388 2069.33 304224.33

6B.1 5ksiconc 46.68 248.96 529.77

6B.2 5ksiconc 186.68 995.63 33883.8

6B.3 5ksiconc 438.7 2339.6 439685.6

6B.4 5ksiconc 186.68 995.63 33883.8

6B.5 5ksiconc 46.68 248.96 529.77

6B.6 5ksiconc 1048 5589.33 5994909.33

6C.1 5ksiconc 969.2 5169.07 4741753.66

6C.2 5ksiconc 1048 5589.33 5994909.33

7A.1 5ksiconc 76 405.33 2286.33

7A.2 5ksiconc 76 405.33 2286.33

8A.1 5ksiconc 248 1322.67 79442.67

8A.2 5ksiconc 76 405.33 2286.33

8A.3 5ksiconc 76 405.33 2286.33

8A.4 5ksiconc 248 1322.67 79442.67

8A.5 5ksiconc 404 2154.67 343433.67

8A.6 5ksiconc 404 2154.67 343433.67

9A.1 5ksiconc 196 1045.33 39216.33

9A.2 5ksiconc 116 618.67 8129.67

9A.3 5ksiconc 116 618.67 8129.67

9A.4 5ksiconc 196 1045.33 39216.33

9A.5 5ksiconc 404 2154.67 343433.67

9A.6 5ksiconc 404 2154.67 343433.67

9B.1 5ksiconc 952 5077.33 4493757.33

9B.2 5ksiconc 1048 5589.33 5994909.33

9C.1 5ksiconc 969.32 5169.71 4743515.15

9C.2 5ksiconc 1048 5589.33 5994909.33

D1.1 5ksiconc 356.52 1901.44 236020.9

D1.2 5ksiconc 52 277.33 732.33

D1.3 5ksiconc 360 1920 243000

D1.4 5ksiconc 80 426.67 2666.67

D1.5 5ksiconc 332 1770.67 190595.67

D1.6 5ksiconc 1324 7061.33 12088230.33

D2.1 5ksiconc 432 2304 419904

D2.2 5ksiconc 488 2602.67 605282.67

D2.3 5ksiconc 332 1770.67 190595.67

D2.4 5ksiconc 1324 7061.33 12088230.33

D3.1 5ksiconc 392 2090.67 313730.67

E1.1 5ksiconc 70.34 93.79 7250.46

552 345 0.001

342.24 213.9 0.001

522.67 326.67 0.001

342.24 213.9 0.001

1397.33 873.33 0.001

330.67 206.67 0.001

80 50 0.001

80 50 0.001

330.67 206.67 0.001

517.33 323.33 0.001

517.33 323.33 0.001

62.24 38.9 0.001

248.91 155.57 0.001

584.9 365.6 0.001

248.91 155.57 0.001

62.24 38.9 0.001

1397.33 873.33 0.001

1292.27 807.67 0.001

1397.33 873.33 0.001

101.33 63.33 0.001

101.33 63.33 0.001

330.67 206.67 0.001

101.33 63.33 0.001

101.33 63.33 0.001

330.67 206.67 0.001

538.67 336.67 0.001

538.67 336.67 0.001

261.33 163.33 0.001

154.67 96.67 0.001

154.67 96.67 0.001

261.33 163.33 0.001

538.67 336.67 0.001

538.67 336.67 0.001

1269.33 793.33 0.001

1397.33 873.33 0.001

1292.43 807.77 0.001

1397.33 873.33 0.001

475.36 297.1 0.001

69.33 43.33 0.001

480 300 0.001

106.67 66.67 0.001

442.67 276.67 0.001

1765.33 1103.33 0.001

576 360 0.001

650.67 406.67 0.001

442.67 276.67 0.001

1765.33 1103.33 0.001

522.67 326.67 0.001

23.45 58.62 0.001

B-20 December 06

2069.33

1667.63

768

1728

82.67

2060.37

636.37

1696

3157.33

1984

1984

938.67

938.67

1877.33

768

1877.33

768

1877.33

768

93.79

2069.33

1667.63

768

1152

106.67

1536

2060.37

638.29

1696

3157.33

1984 1984

938.67

938.67

2304

1706.67

1308.37

314.67

6485.33

2304

304224.33

159220.54

15552

177147

4965.17

300289.64

8847.87

167486.63

1080597.33

268119

268119

28394.67

28394.67

227157.33

15552

227157.33

15552

227157.33

15552

7250.46

304224.33

159220.54

15552

52488

10666.67

124416

300289.64

8928.19

167486.63

1080597.33

268119 268119

28394:67

28394.67

419904

170666.67

76894.92

1069.68

9364821.33

419904



TABLE438 / rains Sectici

SectionName I Material 11.111111.1111MO

122 j AS2 _AS3 ft4 nft2 ft2 Text

E1.2

E1.3

E1.4

E1.5

E1.6

E2.1

E2.2

E2.3

E2.4

E2.5

E3.1

E3.2

E3.3

E31.1

E31.2

F1.1

F1.2

F7.1

F7.2

G1.1

G1.2

G1.3

G1.4

G1.5

G1.7

G1.8

G2.1

G2.2

G2.3

G2.4

G2.5

G3.1

G3.2

G3.3

H1.1

H1.2

H1.3

H1.4

H1.5

H2.1

H2.2

H2.3

H3.1

Text

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksioonc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

5ksiconc

*JO

Area TorsConst 1 133

ft2: ...ft4 "f14-

388

312.68

144

324

62

386.32

119.32

318

592

372

372

176

176

352

144

352

144

352

144

70.34

388

312.68

144

216

80

288

386.32

119.68

318

592

372 372

176

176

432

320

245.32

59

1216

432

804 4288 2706867

1324 7061.33 12088230.33

392 2090.67 313730.67

517.33

416.91

192

432

20.67

515.09

159.09

424

789.33

496

496

234.67

234.67

469.33

192

469.33

192

469.33

192

23.45

517.33

416.91

192

288

26.67

384

515.09

159.57

424

789.33

496

496

234.67

234.67

576

426.67

327.09

78.67

1621.33

576

1072

1765.33

522.67

323:33

260.57

120

270

51.67

321.93

99.43

265

493.33

310

310

146.67

146.67

293.33

120

293.33

120

293.33

120

58.62

323.33

260.57

120

180

66.67

240

321.93

99.73

265

493.33

310

310

146.67

146.67

360

266.67

204.43

49.17

1013.33

360

670

1103.33

326.67

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

0.001

B-21 December 06

Canister Receipt and Closure Facility (CRCF) Seismic Analysis Document ID:060-SYC-CR00-00400-000-00A Attachment B: SAP2000 Stick Model Input

Joint J_Constraint I Type

Text I Text ! Text

1 1000 Body

2 1000 Body

3 1000 Body

4 1000 Body

5 1000 Body

6 1000 Body

7 1000 Body

8 1000 Body

9 1000 Body

11 1000 Body

12 1000 Body

13 1000 Body

14 1000 Body

15 1000 Body

16 1000 Body

17 1000 Body

18 1000 Body

19 1000 Body

20 1000 Body

21 1000 Body

22 1000 Body

23 1000 Body

24 1000 Body

25 1000 Body

26 1000 Body

27 1000 Body

28 1000 Body

29 1000 Body

30 1000 Body

31 1000 Body

32 1000 , Body

33 1000 Body

34 1000 Body

35 1000 Body

36 1000 Body

37 1000 Body

38 1000 Body

39 1000 Body

40 1000 Body

41 1000 Body

42 1000 Body

43 1000 Body

44 1000 Body

45 1000 Body

46 1000 . Body

47 1000 Body

48 1000 Body

49 1000 Body

50 1000 Body

6-22 December 06


onstraint Type

Text 1 Text

51 1000 Body

52 1000 Body

53 1000 Body

54 1000 Body

55 1000 Body

56 1000 Body

57 1000 Body

58 1000 Body

59 1000 Body

60 1000 Body

61 1000 Body

62 '1000 . Body

63 1000 Body

64 1000 Body

65 1000 Body

66 1000 Body

67 1000 Body

68 1000 Body

101 1 Body

102 1 Body

103 1 Body

104 1 . Body

105 1 Body

106 5 Body

107 5 Body

108 8 Body

109 8 ' Body

110 8 Body

111 8 Body

112 8 Body

113 32 Body

114 32 Body

115 32 Body

116 33 Body

117 33 Body

118 33 Body

119 28 Body

120 28 Body

121 29 Body

122 29 Body

123 25 Body

124 25 Body

125 25 Body

126 26 Body

127 26 Body

128 26 Body

129 21 Body

130 21 Body

131 21 Body

B-23 December 06

BLE1119 Ward. Bro Joint LConstrainti_ Type

Text i Text 1 Text



132 22

133 22

134 22

135 19

136 19

137 19

138 20

139 20

140 20

141 15

142 15

143 15

144 16

145 - 16

146 16

147 13

148 13

149 14

150 14

151 14

152 10

153 10

154 10

155 11

156 11

157 11

158 8

201 2000

202 2000

203 2000

204 2000

205 2000

206 2000

207 2000

208 2000

209 2000

210 2000

211 2000

212 2000

213 2000

214 2000

215 2000

216 2000

217 2000

218 2000

219 2000

220 2000

221 2000

222 2000

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

' Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

B-24 December 06



I:j_I.oint I Constraint! Type

Text I , Text I Text

223 2000 Body

224 2000 Body

225 2000 Body

226 2000 •Body

227 2000 Body

228 2000 Body

229 2000 Body

230 2000 Body

231 2000 Body

232 2000 Body

233 2000 Body

234 2000 Body

235 2000 Body

236 2000 Body

237 2000 Body

238 2000 Body

239 2000 Body

240 2000 Body

241 2000 Body

242 2000 Body .

243 2000 Body

244 2000 Body

245 2000 Body

246 2000 Body •

247 2000 Body

248 2000 Body

249 2000 Body

250 2000 Body

251 2000 Body

252 2000 Body

253 2000 Body

254 2000 Body

255 2000 Body

256 2000 Body

257 2000 Body

258 2000 Body

259 2000 Body

260 2000 Body

261 2000 Body .

262 2000 Body

263 2000 Body

264 2000 Body

265 2000 Body

266 2000 Body

267 2000 Body

268 2000 Body

269 2000 Body

270 2000 Body

271 2000 Body

B-25 December 06



K-Mkgig L Joint L Text

273

274

275

276

277

301

302

303

304

305

306

307

308

309

310

311

312

313

314

315

316

317

318

319

320

321

322

323

324

325

326

327

328

329

330

331

332

333

334

335

336

337

338

339

340

341

401

402

403

Constraint!

Text

2000

2000

2000

2000

2000

2

2

2

3

3

3

4

4

6

6

6

7

7

9 9

9

9

34

34

34

34

30

30

31

31 27

27

27

27

23

23

23

23

23

23

17

17

12

12

12

12

3000

3000

3000

Type Text

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

Body

B-26 December 06



4.41:),LEIB,9:*), in.,ter*Saint:ASigiu_oeati

:... Joint :.! Constrainti type

Text 1 Text i Text

404 3000 Body

405 35 Body

406 35 Body

407 3000 Body

408 3000 Body

409 36 Body

410 36 Body

411 3000 Body

412 3000 Body

413 3000 Body

414 3000 Body

415 3000 Body

416 3000 Body.

417 3000 Body

418 3000 Body

419 3000 Body

420 3000 Body

421 3000 Body

422 3000 Body

423 3000 Body

501 4000 Body

502 4000 Body

503 4000 Body

504 4000 Body

505 24 Body

506 24 Body

507 4000 Body

509 4000 Body

601 5000 Body

602 5000 Body

603 5000 Body

604 5000 Body

605 5000 Body

606 5000 Body

607 5000 Body

608 5000 Body

99 1000 Body

299 2000 Body

499 3000 Body

599 4000 Body

699 5000 Body

98 1000 Body

508 4000 Body


,CSMALtigerhaeLitrtA

B-27 December 06

98 Local


9fABLEiI310 Joint SiringAs7gi

((@20 ,12:1149c0)" 35' Alluvium, BDGM-2 Median

Joint CoordSys U1•U2 113 R1 R2 R3 1

L___ Text i Text _ Kip/ft Kip/ft . Kip/ft Kip-ft/rad Kip-ft/rad Kip-ft/rad 2.03E+07 2.14E+07 2.58E+07 4.65E+11 7.63E+11 8.12E+1

35' Alluvium, DBGM-2

Joint CoordSys

Text Text

98 Local

35' Alluvium, DBGM-2

Joint CoordSys

Text Text

• 98 Local

110' Alluvium,DBGM-2

Joint CoordSys

Text Text

98 Local

110' Alluvium,DBGM-2

Joint CoordSys

Text Text

98 Local

Upper Bound

U1 U2

Kip/ft Kip/ft

4.37E+07 4.60E+07

Lower Bound

U1 U2

Kip/ft Kip/ft

9.17E+06 9.65E+06

Median

U1 U2

Kip/ft Kip/ft

1.53E+07 1.61E+07

Upper Bound

U1 U2

Kip/ft Kip/ft

3.75E+07 3.95E+07

U3 R1 R2 R3 Kip/ft Kip-ft/rad Kip-ft/rad Kip-ft/rad

5.60E+07 9.99E+11 1.64E+12 1.75E+12


1.17E+07 2.10E+11 3.44E+11 3.66E+11


1.94E+07 3.49E+11 5.74E+11 6.11E+11


4.77E+07 8.57E+11 1.41E+12 1.50E+12

110' Alluvium,DBGM-2 Lower Bound

Joint CoordSys U1 U2 U3 R1 R2 R3

Text Text Kip/ft Kip/ft Kip/ft Kip-ft/rad Kip-ft/rad Kip-ft/rad

98 Local 5.88E+06 6.19E+06 7.48E+06 1.35E+11 2.21E+11 2.35E+11

35' Alluvium,BDBGM Upper Bound

Joint CoordSys U1 U2 U3 R1 R2 R3

Text Text Kip/ft Kip/ft Kip/ft Kip-ft/rad Kip-ft/rad Kip-ft/rad

98 Local 4.10E+07 4.32E+07 5.22E+07 9.38E+11 1.54E+12 1.64E+12

B-28 December 06

nig Joint ILoadCasej CoordSys

Text 1 , Text I Text




GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

GLOBAL

Ref. 2.1.7

99 1

99 2

99 3

299 1

299 2

299 3

499 1

499 2

499 3

599 1

599 2

599 3

699 1

699 2

699 3

Fl F2.1 ,F3

KipI Kip I _Kip

0 134214 0

-134214 0 0

0 0 -134214

0 96852.0 0

-96852.01 0 0

0 0 -96852.01

0 60758 0

-60758 0 0

0 0 -60758

0 3780 0

-3780 0 0

0 0 -3780

0 18626 0

-18626 0 0

0 0 -18626

Kip-ft I

Kip-ft . j KipTt i _

M1 .7L_LFit:- LI: -1---

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

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B-29 December 06

OFFICE OF CIVILIAN RADIOACTIVE WASTE MANAGEMENT 1. QA: QA

SPECIAL INSTRUCTION SHEET Page 1 of 1

This is a placeholder page for records that cannot be scanned.

2. Record Date 3. Accession Number

12/19/06 ATT. TO: ENG.20061220.0029

4. Author Name(s) 5. Authorization Organization

GOPAL RAO BSC/NUCLEAR FACILITIES C/S/A

6. Title/Description

CANISTER RECEIPT AND CLOSURE FACILITY (CRCF) SEISMIC ANALYSIS ATTACHMENT C THRU N

(CD CONTENTS)

7. Document Number(s) 8. Version Designator

060-SYC -CR00 -00400-000 00A

9. Document Type 10. Medium

MEDIA 2 CD'S

11. Access , Co trol Code

eL6 .

12. Traceability Designator

060-SYC-CR00-00400-000-00A

13. Comments

1 ORIGINAL

1 COPY

VALIDATION OF COMPLETE FILE TRANSFER. ALL FILES COPIED. SOFTWARE USED IS EXCEL, WORD, AND

SAP2000.

THIS IS AN

- ELECTRONIC DOCUMENT

. .

-

MOL.20061215. 0039

-- -- --- - — ----

JM 03 KJ

MD 5 Vo,HOia.» ---,

FORM NO. A171-1 (Rev. 11/23/2005) AP-17.1Q

dir.txt volume in drive D is 061220_1259 Volume Serial Number is 3105-CAF1

Directory of D:\

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Directory of D:\

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Directory of D:\

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12/20/2006 12:03p <DIR>

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12/20/2006 12:03p <DIR> 0 File(s)

Directory of D:\ATTACHMENT N

<DIR> <DIR> <DIR> <DIR> <DIR> <DIR> <DIR> <DIR> <DIR> <DIR> <DIR> <DIR>

ATTACHMENT N ATTACHMENT C ATTACHMENT G ATTACHMENT H ATTACHMENT I

ATTACHMENT K

ATTACHMENT L

ATTACHMENT M ATTACHMENT ATTACHMENT D ATTACHMENT E ATTACHMENT F


ATTACHMENT K

ATTACHMENT L

ATTACHMENT M ATTACHMENT J ATTACHMENT D

ATTACHMENT E ATTACHMENT F


ATTACHMENT K

ATTACHMENT L ATTACHMENT M ATTACHMENT ATTACHMENT D ATTACHMENT E ATTACHMENT F 0 bytes

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<DIR> <DIR>

635,107 sapmode1110 UPPER.SDB 639,406 sapmode135 Lower.SDB 635,191 sapmodelBDBGM 35 Upper.SDB 633,121 sapmode1110 median.sm 632,124 sapmodel.FixedsDB.sbk 634,967 sapmode135 UPPER.SDB 632,753 sapmode135MEDIAN.SDB 632,124 sapmodel.FixedsDB.SDB 632,589 sapmode1110 Lower.SDB

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dir.txt Directory of D:\ATTACHmENT N

<DIR> 12/20/2006 12:03p 12/20/2006 12:03p 12/18/2006 01:33p 12/18/2006 01:34p 12/18/2006 01:35p 12/18/2006 01:31p 12/18/2006 01:30p 12/18/2006 01:34p 12/18/2006 01:35p 12/18/2006 01:30p 12/18/2006 01:31p

635,107 sapmode1110 UPPER.SDB 639,406 sapmode135 Lower.SDB 635,191 sapmodelBDBGM 35 Upper.SDB 633,121 sapmode1110 Median.SDB 632,124 sapmodel.FixedSDB.sbk 634,967 sapmode135 UPPER.SDB 632,753 sapmode135MEDIAN.SDB 632,124 sapmodel.FixedSDB.SDB 632,589 sapmode1110 Lower.SDB

Directory of D:\ATTACHMENT N

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27 File(s)

<DIR> <DIR> •

635,107 sapmode1110 uPPER.sDB 639,406 sapmode135 Lower.SDB 635,191 sapmodelBDBGm 35 upper.sDB 633,121 sapmode1110 median.SDB 632,124 sapmodel.FixedSDB.sbk 634,967 sapmode135 UPPER.SDB 632,753 sapmode135MEDIAN.SDB 632,124 sapmodel.FixedSDB.SDB 632,589 sapmode1110 Lower.SDB

17,122,146 bytes

Directory of D:\ATTAcHmENT c

12/20/2006 12:03p <DIR> .

12/20/2006 12:03p <DIR> ..

12/19/2006 08:04a 967,680 Results Fixed BASE'.xls

Directory of D:\ATTACHMENT C

12/20/2006 12:03p <DIR>

12/20/2006 12:03p <DIR>

12/19/2006 08:04a 967,680 Results Fixed BASE'.xls

Directory of D:\ATTACHMENT C

12/20/2006 12:03p <DIR>

12/20/2006 12:03p <DIR>

12/19/2006 08:04a 967,680 Results Fixed BASE'.xls 3 File(s) 2,903,040 bytes

Directory of D:\ATTACHMENT G

12/20/2006 12:03p <DIR>

12/20/2006 12:03p <DIR>

12/18/2006 02:04p 1,024,512 Results 110 upper Bound.xls

• Directory of D:\ATTACHMENT G

12/20/2006 12:03p <DIR>

12/20/2006 12:03p <DIR>

12/18/2006 02:04p 1,024,512 Results 110 Upper Bound.xls

Directory of D:\ATTACHMENT G

12/20/2006 12:03p <DIR>

Page 2

dir.txt

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12/18/2006 02:04p 1,024,512 Results 110 upper Bound.xls 3 File(s) 3,073,536 bytes

Directory of D:\ATTACHMENT H

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12/18/2006 02:06p 1,019,392 Results 110' median'.xls


12/20/2006 12:03p <DIR>

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12/18/2006 02:06p 1,019,392 Results 110' median'.xls


12/20/2006 12:03p <DIR>

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12/18/2006 02:06p 1,019,392 Results 110' median'.xls 3 File(s) 3,058,176 bytes

Directory of DAATTACHMENT I

12/20/2006 12:03p <DIR> .

12/20/2006 12:03p <DIR> ..

12/18/2006 02:07p 1,019,904 Results 110' Lower Bound' .xls

Directory of DAATTACHMENT I

12/20/2006 12:03p <DIR> . .

12/20/2006 12:03p <DIR>

12/18/2006 02:07p 1,019,904 Results 110' Lower Bound' .xls

Directory of D:\ATTACHMENT I

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12/18/2006 02:07p 1,019,904 Results 110' Lower Bound' .xls 3 File(s) 3,059,712 bytes

Directory of D:\ATTACHMENT K

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12/19/2006 08:01a 60,928 Baseshear.xls


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12/19/2006 08:01a 60,928 B'aseshear.xls


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12/19/2006 08:01a 60,928 Baseshear.xls 3 File(s) 182,784 bytes

Directory of D:\ATTACHMENT L

Page 3

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<DIR> <DIR>

1,020,928 Results BDBGM 35 upper.x

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dir.txt <DIR> <DIR>

118,784 Attachment L.doc


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12/18/2006 01:39p 118,784 Attachment L.doc


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12/18/2006 01:39p 118,784 Attachment L.doc 3 File(s) 356,352 bytes

Directory of D:\ATTACHMENT M

12/20/2006 12:58p 12/20/2006 12:58p 12/19/2006 07:58a 12/18/2006 02:08p

<DIR> <DIR>

430,592 stiffness properties.xls 49,152 torsion increase factor.xls


12/20/2006 12:58p 12/20/2006 12:58p 12/19/2006 07:58a 12/18/2006 02:08p

<DIR> <DIR>

430,592 stiffness properties.xls 49,152 torsion increase factor.xls


12/20/2006 12:58p <DIR> .

12/20/2006 12:58p <Dill> ..

12/19/2006 07:58a 430,592 stiffness properties.xls

12/18/2006 02:08p 49,152 torsion increase factor.xls 6 File(s) 1,439,232 bytes

Directory of D:\ATTACHMENT J


12/20/2006 12:03p <DIR> .

12/20/2006 12:03p <DIR> ..

12/18/2006 02:07p 1,020,928 Results BDBGM 35 upper.xls


12/20/2006 12:03p <DIR> .

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12/18/2006 02:07p 1,020,928 Results BDBGM 35 upper.xls 3 File(s) 3,062,784 bytes

Directory of D:\ATTACHMENTD

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dir.txt

Directory of D:\ATTACHMENT D

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12/18/2006 01:53p 1,018,880 Results 35 Upper Bound .xls

Directory of D:\ATTACHMENT D

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12/20/2006 12:03p <DIR> 12/18/2006 01:53p 1,018,880 Results 35 Upper Bound .xls

3 File(s) 3,056,640 bytes

Directory of D:\ATTACHMENT E

12/20/2006 12:03p <DIR>

12/20/2006 12:03p <DIR>

12/18/2006 01:53p 1,020,416 Results 35 Median.xls

Directory of D:\ATTACHMENT E

12/20/2006 12:03p <DIR>

12/20/2006 12:03p <DIR>

12/18/2006 01:53p 1,020,416 Results 35 Median.xls

.Directory of D:\ATTACHMENT E

12/20/2006 12:03p <DIR>

12/20/2006 12:03p <DIR>

12/18/2006 01:53p 1,020,416 Results 35 Median.xls 3 File(s) 3,061,248 bytes

Directory of D:\ATTACHMENT F

12/20/2006 12:03p <DIR>

12/20/2006 12:03p <DIR>

12/18/2006 01:53p 1,027,072 Results 35' Lower Bound.xls

Directory of D:\ATTACHMENT F

12/20/2006 12:03p <DIR>

12/20/2006 12:03p <DIR>

12/18/2006 01:53p 1,027,072 Results 35' Lower Bound.xls

Directory of DAATTACHMENT F

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12/20/2006 12:03p <DIR>

12/18/2006 01:53p 1,027,072 Results 35' Lower Bound.xls 3 File(s) 3,081,216 bytes

Total Files Listed: 63 File(s)

108 Dir(s) 43,456,866 bytes

0 bytes free

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Documents

Canister Receipt and Facility Seismic Analysis - 060-SYC