ENG.20070924.0044 Design Calculation or Analysis Cover

ENG.20070924.0044

BSC Design Calculation or Analysis Cover Sheet

Complete only applicable items.

"I'-~----~ -1. QA: N/A

2. Page 1

3. System /4. Document Identifier

Emplacement Drift System - Invert 800-SSC-SSEO-00200-000-00C 5. Title

Steel Invert Structure - Emplacement Drifts 6. Group

Civil/Structural! Architectural 17. Document Status Designation

0 Preliminary I2?J Committed 0 Confirmed 0 Cancelled/Superseded

8. Notes/Comments

None.

Attachments

i Attachment A: General Arranl!ement

Attachment B: E-mail from Raul Rebak dated February 9,2004, Related to Atmospheric Corrosion of A588 Attachment C: Seismic Design Spectra for Emplacement Level (Point B) at 5xl0-4 Annual Exceedance Frequency

Attachment D: Seismic Design Spectra for Emplacement Level (Point B) at 10-3 Annual Exceedance Frequency

10. Reason For Revision

OOA Initial Issue

OOB Complete revision to incorporate updated information and references. Re-issued for committed design.

! 11. Total # of Pgs.

41

58

OOC Complete revision to incorporate Seismic 61 Design Spectra at 1 x 1 0-3 Annual Exceedance Frequency, updated information and references

RECORD OF REVISIONS

12. Last Pg.#

A-3.2

A-4.6

D3

c.c. Lu 1123/07

C.c. Lu 3/23/07

i Thomas K. McEwan i

. 1123/07 '

Thomas K. McEwan 3/23/07

1. T u tterrow 1123/07

J. Tutterrow

3/23/07

Total Number of Pages

3 i

2 i

3

3

i Approved/Accepted i

(PrinUSign/Date)

R. Rajagopal 1/23/07

R. Rajagopal 3/23/07

ENG.20070924.0044

BSC Design Calculation or Analysis Cover Sheet 1. QA: N/A

"r -~------- -

Complete only applicable items. 2. Page 1

3, System /4. Document Identifier

Emplacement Drift System - Invert 800-SSC-SSEO-00200-000-00C 5. Title

Steel Invert Structure - Emplacement Drifts 6. Group

Civil/Structural/Architectural 17. Document Status Designation

0 Preliminary I2?J Committed 0 Confirmed 0 Cancelled/Superseded

8. Notes/Comments

None.

Attachments

Attachment A: General Arrangement

Attachment B: E-mail from Raul Rebak dated February 9,2004, Related to Atmospheric Corrosion of A588

Attachment C: Seismic Design Spectra for Emplacement Level (Point B) at 5x [0"" Annual Exceedance Frequency

Attachment D: Seismic Design Spectra for Emplacement Level (Point B) at 10-3 Annual Exceedance Frequency

! 9.1 10. , No. . Reason For Revision

OOA Initial Issue

OOB Complete revision to incorporate updated information and references.

Re-issued for committed design.

OOC Complete revision to incorporate Seismic Design Spectra at I x I 0-3 Annual Exceedance Frequency, updated information and references

! 11. Total # of Pgs.

41

58

61

RECORD OF REVISIONS

12. 13. 14. 15. Last Originator Checker EGS Pg.# (Print/Sign/Date) (Print/Sign/Date) (Print/Sign/Date)

A-3.2 c.c. Lu i Thomas K. McEwan i 1. Tutten'ow

1123/07 1123/07 1123/07

A-4.6 C.c. Lu Thomas K. McEwan 1. Tutterrow

3/23/07 3/23/07 3/23/07

D3 c.c. Lu

t!. .. e.~ .K4;t< '1jJ~/t77 qf1V ()7

Total Number of Pages

3

2

3

3

16. i Approved/Accepted

(Print/Sign/Date)

R. Rajagopal

1/23/07

R. Rajagopal

3/23107

i

I

Steel Invert Structure - Emplacement Drifts 800-SSC-SSEO-00200-000-00C

DISCLAIMER

The calculations contained in this document were developed by Bechtel SAIC Company, LLC (BSC) and are intended solely for the use ofBSC in its work for the Yucca Mountain Project.

2 September 2007


DISCLAIMER

The calculations contained in this document were developed by Bechtel SAIC Company, LLC (BSC) and are intended solely for the use ofBSC in its work for the Yucca Mountain Project.

2 September 2007


CONTENTS

Page

ACRONYMS .................................................................................................. 6

1. P1JRPOSE ................................................................................................. 7

2. REFERENCES ............................................................................................ 8

2.1 PROJECT PROCEDURESIDIRECTNES ...................................................... 8

2.2 DESIGN INPUTS ................................................................................... 8

2.3 DESIGN CONSTRAINTS ....................................................................... 10

2.4 DESIGN OUTPUTS .............................................................................. 10

3. ASS1JMPTIONS ......................................................................................... 11

3.1 ASSUMPTIONS REQUIRING VERIFICATION ............................................ 11

3.2 ASSUMPTIONS NOT REQUIRING VERIFICATION .................................... 11

4. METHODOLOGy ...................................................................................... 13

4.1 QUALITY ASSURANCE ........................................................................ 13

4.2 USE OF SOFTWARE ............................................................................ 13

4.3 DESIGN INFORMATION ...................................................................... 13

4.3.1 Steel Arrangement. ........................................................................ 13

4.3.2 Loads ........................................................................................ 13

4.3.3 Load Combinations ........................................................................ 16

4.3.4 Spatial Design Constraints ................................................................ 17

4.3.5 Materia1s .................................................................................... 18

4.3.6 Corrosion .................................................................................... 18

5. LIST OF ATTACHMENTS ........................................................................... 18

6. BODY OF CALCULATION .......................................................................... 19

3 September 2007


CONTENTS

Page

ACRONYMS .................................................................................................. 6

1. P1.JRPOSE ................................................................................................. 7

2. REFERENCES ............................................................................................ 8

2.1 PROJECT PROCEDURESIDIRECTNES ...................................................... 8

2.2 DESIGN INPUTS ................................................................................... 8

2.3 DESIGN CONSTRAINTS ....................................................................... 10

2.4 DESIGN OUTPUTS .............................................................................. 10

3. ASS1JMPTIONS ......................................................................................... 11

3.1 ASSUMPTIONS REQ1JIRING VERIFICATION ........................................... .l1

3.2 ASSUMPTIONS NOT REQUIRING VERIFICATION .................................... ll

4. METHODOLOGy ...................................................................................... 13

4.1 QUALITY ASSURANCE. ....................................................................... 13

4.2 USE OF SOFTWARE ............................................................................ 13

4.3 DESIGN INFORMATION ...................................................................... 13

4.3.1 Steel Arrangement. ........................................................................ 13

4.3.2 Loads ........................................................................................ 13

4.3.3 Load Combinations .................................................. , ..................... 16

4.3.4 Spatial Design Constraints ................................................................ 17

4.3.5 Materials .................................................................................... 18

4.3.6 Corrosion .................................................................................... 18

5. LIST OF ATTACHMENTS ........................................................................... 18

6. BODY OF CALCULATION .......................................................................... 19

3 September 2007

Steel Invert Structure - E=m:.<:.pl=a=ce=m::,.:e::,.:n::..:,t D=.;r;:...:.if=ts"--_________ ---=8:..;:O::..:,O-=S=-SC=---=Sc;;;;;SE:::.O::..:.-..:...OO=2:..;:OO::..:.-..:...OOc:...;O:...--O;;.;:O,.;;;;:...C

6.1 STRUCTURALANALySIS .................................................................... 19

6.1.1 Design Model. ............................. , ............................................... 19

6.1.2 Expansion Joints ........................................................................... 19

6.1.3 Live Load (L and Lo) Computations .................................................... 21

6.1.4 Seismic Load (E) & Impact Load ........................................................ 21

6.1.5 Sliding ofTEV on Top of Rails .......................................................... 22

6.1.6 Design of Runway Beams ................................................................. 23

6.1.7 Design of Longitudinal Beams ............................. '" ........................... 30

6.1.8 Design of Transverse Beams ............................................................. 37

6.1.9 Design of Transverse Beam Side Plates & Rock Anchors .......................... .41

6.1.10 Design of Base Plate & Rock Anchors ................................................. .43

6.1.11 Design of Columns ........................................................................ 45

6.2 MATERIAL AND TAKE-OFF ................................................................. 47

6.2.1 Crane Rails .................................................................................. 47

6.2.2 Runway Beams ............................................................................. 47

6.2.3 Longitudinal Beams ........................................................................ 47

6.2.4 Transverse Beams with Angles .......................................................... .47

6.2.5 Stub Column Top Plates ........ , ........................................................ .47

6.2.6 Stub Columns ............................................................................... 47

6.2.7 Stub Column Base Plates .................................................................. 47

6.2.8 Side Plates ................................................................................... 48

6.2.9 Splice Plates ................................................................................. 48

6.2.10 Structural Bolts ............................................................................. 48

6.2.11 Rock Anchors .............................................................................. 48

6.2.12 Quantity ofBallast. ......................................... ,' ............................. 49

4 September 2007

Steel Invert Structure - Em=..:.pl=ac:::..:ce:.:.:m::.:e::.:nt::...:D::..:r;...:::if:..::ts=---_________ ---.:.8:..:°~O-~_::Sc::::.Sc::::.C-=:-S:::::S::=.E-=..O-..:;.O.:.:02:..:0..:;..0---=.O-=..00:....-.::;.;OO;:..:::..C

6.1 STRUCTURALANALySIS .................................................................... 19

6.1.1 Design Model .............................................................................. 19

6.1.2 Expansion Joints ........................................................................... 19

6.1.3 Live Load (L and Lo) Computations .................................................... 21

6.1.4 Seismic Load (E) & Impact Load ........................................................ 21

6.1.5 Sliding ofTEV on Top of Rails .......................................................... 22

6.1.6 Design of Runway Beams ................................................................. 23

6.1.7 Design of Longitudinal Beams ........................................................... 30

6.1.8 Design of Transverse Beams ............................................................. 37

6.1.9 Design of Transverse Beam Side Plates & Rock Anchors .......................... .41

6.1.10 Design of Base Plate & Rock Anchors ................................................. .43

6.1.11 Design of Columns ........................................................................ 45

6.2 MATERIAL AND TAKE-OFF ................................................................. 47

6.2.1 Crane Rails .................................................................................. 47

6.2.2 Runway Beams ............................................................................. 47

6.2.3 Longitudinal Beams ........................................................................ 47

6.2.4 Transverse Beams with Angles .......................................................... .47

6.2.5 Stub Column Top Plates ................................................................. .47

6.2.6 Stub Columns ............................................................................... 47

6.2.7 Stub Column Base Plates .................................................................. 47

6.2.8 Side Plates ................................................................................... 48

6.2.9 Splice Plates ................................................................................. 48

6.2.10 Structural Bolts ............................................................................. 48

6.2.11 Rock Anchors .............................................................................. 48

6.2.12 Quantity ofBallast. ......................................... ,' ............................. 49

4 September 2007


7. RESULTS AND CONCLUSIONS ................................................................... 50

J\TTJ\Cfl1vf~NT J\ (J~N~FlJ\L~(J~1vf~NT ......................................... ....... J\1

J\TTJ\C~NT B ~-1vfJ\IL FR01vf FlJ\UL REBAK DJ\T~D F~BRUJ\RY 9, 2004,

RELJ\T~D TO J\T1vfOSPH~RIC CORROSION OF J\588 ............... Bl

J\TTJ\CfI1vf~NT C SEIS1vfIC D~SI(JN SP~CTFlJ\ FOR ~1vfPLJ\C~1vf~NT L~V~L

(POINT B) J\T 5xlO·4 J\NNUJ\L ~XC~~DJ\NC~ FREQU~NCY ...... Cl

J\TTJ\Cfl1vf~NT D S~IS1vfIC D~SI(JN SP~CTFlJ\ FOR ~1vfPLJ\C~M~NT L~V~L

(POINT B) J\T 10'3 J\NNUJ\L ~XC~~DJ\NC~ FREQOONCY ......... Dl

5 September 2007


7. RESULTS AND CONCLUSIONS ................................................................... 50

i\TTi\Cfl1vf~NT i\ Ci~N~Fli\L~Ci~1vf~NT ......................................... ....... i\1

i\TTi\C~NT B ~-1vfi\IL FR01vf Fli\UL REBAK Di\T~D F~BRUi\RY 9, 2004,

RELi\T~D TO i\T1vfOSPHERIC CORROSION OF i\588 .......... ..... BI

i\TTi\CfI1vf~NT C SEIS1vfIC D~SICiN SP~CTFli\ FOR E1vfPLi\CE1vf~NT L~VEL

(POINT B) i\T 5xlO·4 l\NNUi\L ~XCEEDi\NC~ FREQUENCY ...... CI

i\TTi\Cfl1vfENT D SEIS1vfIC D~SICiN SP~CTFli\ FOR E1vfPLi\C~MENT LEVEL

(POINT B) i\T 10'3 .ANNUi\L EXCEEDi\NCE FREQOONCY ......... DI

5 September 2007


AISC ASCE ASTM

BSC

DBGMI DBGM2

mc ITS ITWI

NRC

PDC

SSC

TEV

ACRONYMS

American Institute of Steel Construction American Society of Civil Engineers American Society for Testing and Materials

Bechtel SAIC Company

design basis ground motion for lOOO-year return period earthquake design basis ground motion for 2000-year return period earthquake

International Building Code Important to Safety Important to Waste Isolation

U.S. Nuclear Regulatory Commission

Project Design Criteria Document

structures, systems, and components

Transport and Emplacement Vehic1e

6 September 2007


AISC ASCE ASTM

BSC

DBGMI DBGM2

mc ITS ITWI

NRC

PDC

SSC

TEV

ACRONYMS

American Institute of Steel Construction American Society of Civil Engineers American Society for Testing and Materials

Bechtel SAIC Company

design basis ground motion for lOOO-year return period earthquake design basis ground motion for 2000-year return period earthquake

International Building Code Important to Safety Important to Waste Isolation

U.S. Nuclear Regulatory Commission

Project Design Criteria Document

structures, systems, and components

Transport and Emplacement Vehic1e

6 September 2007


1. PURPOSE

The purpose of this calculation is to perfonn committed analysis and design of the steel support system ("Invert") required for the placement and long-tenn storage of waste packages in the emplacement drifts. This calculation does not consider invert(s) and rails that may be required during drift construction.

Invert subsystem consists of two parts, steel invert structure and ballast (crushed tuff) fill, placed to the bottom of emplacement pallet.

The steel invert structure will provide a platfonn that supports the emplacement pallets, waste packages and the drip shields. The steel invert structure will also provide for the rail system that facilitates the operation of the Transport and Emplacement Vehicle (TEV) for emplacement and retrieval of waste packages.

The invert ballast will provide an engineered barrier to diffuse the flow of the radionuclides released from the deterioration of the waste packages from the emplacement drifts into the host rock. The ballast material will be crushed tuff, produced from the tunnel boring and will be placed in and around the steel invert structure to an elevation just below the top of the longitudinal and transverse beams. The design of ballast is by others and hence is not in the scope of this calculation.

This calculation contains the following scope of work:

• Design of steel members: runway beams, waste pallet/package beams (longitudinal beams) and transverse support beams. Provide stiffeners and brackets, if necessary.

• Design connections between runway beams and transverse beams.

• Design connections between transverse beams and longitudinal beams.

• Design expansion joints.

• Select and verify rail size. Fonnal rail design and rail splices are by others.

• Provide a committed material and take-off table for the steel invert structure and ballast.

7 September 2007

Steel Invert Structure - Emplacem:.=-en=-t:..::D::...;r;..::.if:.;;.ts=--__________ ---=8;..::.0"'-0-...::;;S.;:;.S..;;;;.C-:;-S::...;S:..;;;E:.;;.0_-0:..::0-=2-=-00=----=-00-"-'0=---0-"-'0=-=-C

1. PURPOSE

The purpose of this calculation is to perform committed analysis and design of the steel support system ("Invert") required for the placement and long-term storage of waste packages in the emplacement drifts. This calculation does not consider invert(s) and rails that may be required during drift construction.

Invert subsystem consists of two parts, steel invert structure and ballast (crushed tuff) fill, placed to the bottom of emplacement pallet.

The steel invert structure will provide a platform that supports the emplacement pallets, waste packages and the drip shields. The steel invert structure will also provide for the rail system that facilitates the operation of the Transport and Emplacement Vehicle (TEV) for emplacement and retrieval of waste packages.

The invert ballast will provide an engineered barrier to diffuse the flow of the radionuclides released from the deterioration of the waste packages from the emplacement drifts into the host rock. The ballast material will be crushed tuff, produced from the tunnel boring and will be placed in and around the steel invert structure to an elevation just below the top of the longitudinal and transverse beams. The design of ballast is by others and hence is not in the scope of this calculation.

This calculation contains the following scope of work:

• Design of steel members: runway beams, waste pallet/package beams (longitudinal beams) and transverse support beams. Provide stiffeners and brackets, if necessary.

• Design connections between runway beams and transverse beams.

• Design connections between transverse beams and longitudinal beams.

• Design expansion joints.

• Select and verify rail size. Formal rail design and rail splices are by others.

• Provide a committed material and take-off table for the steel invert structure and ballast.

7 September 2007

Steel Invert Structure - Emplacement Drifts 800·SSC-SSEO-00200-000-00C

2. REFERENCES

2.1 PROJECT PROCEDURESlDlRECTIVES

2.1.1 ORD (Office of Repository Development) 2007. Repository Project Management Automation Plan. 000-PLN-MGRO-00200-000, Rev. OOE. Las Vegas, Nevada: U.S. Department of Energy, Office of Repository Development. ACC: ENG.20070326.0019.

2.1.2 EG-PRO-3DP·G04B-00037, Rev. 009. Calculations andAnalyses. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070717.0004.

2.1.3 IT-PRO-00l1, Rev. 007. Software Management. Las Vegas, Nevada: Bechtel SAlC Company. ACC: DOC.20070905.0007.

2.2 DESIGN INPUTS

2.2.1 BSC (Bechtel SAIC Company) 2006. Project Design Criteria Document. 000-3DRMGRO-00IOO-000-006. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.2006120 1.0005.

2.2.2 BSC (Bechtel SAIC Company) 2004. Estimation of Mechanical Properties of Crushed Tuff for Use as Ballast Material in Emplacement Drifts. 800-CYC-SSEO-00l OO-OOA. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20040309.0023; ENG.20050817.0009; ENG.20050829.0017.

2.2.3 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.

2.2.4 BSC (Bechtel SAlC Company) 2007: Interlocking Drip Shield Configuration. OOO-MOOSSEO-OO10 1-000-00C. Las Vegas, Nevada: Bechtel SAlC Company. ACC: ENG.20070409.000l.

2.2.5 BSC (Bechtel SAIC Company) 2007. Interlocking Drip Shield Configuration. OOO-MOOSSEO-00102-000-00C. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070409.0002.

2.2.6 BSC (Bechtel SAIC Company) 2007. Interlocking Drip Shield Configuration. OOO-MOOSSEO-00I03-000-00B. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070409.0003.

2.2.7 BSC (Bechtel SAIC Company) 2003. Design and Engineering, Emplacement Pallet Short Configuration. 000-MOO-SSEO-00202-000-00A. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20031029.0002.

8 September 2007


2. REFERENCES

2.1 PROJECT PROCEDURESIDIRECTIVES

2.1.1 ORD (Office of Repository Development) 2007. Repository Project Management Automation Plan. 000-PLN-MGRO-00200-000, Rev. OOE. Las Vegas, Nevada: U.S. Department of Energy, Office of Repository Development. ACC: ENG.20070326.0019.

2.1.2 EG-PRO-3DP-G04B-00037, Rev. 009. Calculations andAnalyses. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070717.0004.

2.1.3 IT-PRO-OOll, Rev. 007. Software Management. Las Vegas, Nevada: Bechtel SAlC Company. ACC: DOC.20070905.0007.

2.2 DESIGN INPUTS

2.2.1 BSC (Bechtel SAIC Company) 2006. Project Design Criteria Document. 000-3DRMGRO-00I00-000-006. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20061201.0005.

2.2.2 BSC (Bechtel SAIC Company) 2004. Estimation of Mechanical Properties of Crushed Tuff for Use as Ballast Material in Emplacement Drifts. 800-CYC-SSEO-00100-00A. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20040309.0023; ENG.20050817.0009; ENG.20050829.0017.

2.2.3 ICC (hlternational Code Council) 2003. International Building Code 2000, with Errata to the 2000 International Building Code. Falls Church, Virginia: International Code Council. TIC: 251054; 257198.

2.2.4 BSC (Bechtel SAlC Company) 2007. Interlocking Drip Shield Configuration. OOO-MOOSSEO-OO10 1-000-00C. Las Vegas, Nevada: Bechtel SAlC Company. ACe: ENG.20070409.000l.

2.2.5 BSC (Bechtel SAIC Company) 2007. Interlocking Drip Shield Configuration. OOO-MOOSSEO-00102-000-00C. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070409.0002.

2.2.6 BSC (Bechtel SAIC Company) 2007. Interlocking Drip Shield Configuration. OOO-MOOSSEO-00I03-000-00B. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070409.0003.

2.2.7 BSC (Bechtel SAIC Company) 2003. Design and Engineering, Emplacement Pallet -Short Configuration. 000-MOO-SSEO-00202-000-00A. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20031 029.0002.

8 September 2007

Steel Invert Structure - EmpL:l=ac=-=e=m=en=t,-=D:...:r-=if=ts,--~ _________ ~800-SSC-SSEO-00200-000-00C

2.2.8 BSC (Bechtel SAIC Company) 2007. Waste Package Envelope Dimensionsfor Facilities & Handling. 000-B20-MGRO-00101-000-00B. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070321.0011.

2.2.9- BSC (Bechtel SAIC Company) 2003. Design and Engineering, Emplacement Pallet Configuration. 000-MOO-TEPO-00I02-000-00A. Las Vegas, Nevada: - Bechtel SAIC Company. ACC: ENG.20031 006.0004. .

2.2.10 Weast, R.C., ed. 1978. CRC Handbook of Chemistry and Physics. 59th Edition. West Palm Beach, Florida: CRC Press. TIC: 246814. DIRS #128733

2.2.11 ASME NOG-I-2004. 2005. Rules for Construction of Overhead and Gantry Cranes (Top Running Bridge, Multiple Girder). New York, New York: American Society of Mechanical Engineers. TIC: 257672. DIRS #176239

2.2.12 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.

2.2.13 ASTM A 588/A 588M-05. 2005. Standard Specification for High-Strength Low-Alloy Structural Steel, up to 50 ksi [345MPaJ Minimum Yield Point, with Atmospheric Corrosion Resistance. West Conshohocken, Pennsylvania: American Society for Testing and Materials. TIC: 258058. DIRS #176255

2.2.14 ASTM A 759-00 (Reapproved 2005). 2005. Standard Specification for Carbon Steel Crane Rails. West Conshohocken, Pennsylvania: American Society for Testing and Materials. TIC: 258684. DIRS #176423

2.2.15 NRC (U.S. Nuclear Regulatory Commission) [1989]. "Seismic System Analysis." Revision 2 of Section 3.7.2 of Standard Review Plan [for the Review of Safety Analysis Reports for Nuclear Power Plants). NUREG-0800. Washington, D.C.: U.S. Nuclear Regulatory Commission. ACC: MOL.2003091O.0151. DIRS #165111

2.2.16 AISC (American Institute of Steel Construction) 1997. Manual of Steel Construction, Allowable Stress Design. 9th Edition. 2nd Revision, 2nd Impression. Chicago, Illinois: American Institute of Steel Construction. TIC: 240772. DIRS #107063

2.2.17 BSC (Bechtel SAIC Company) 2001. ANSYS Calculations in Support of Natural Ventilation Parametric Study for SR. CAL-SVS-HV-000003 REV 00 ICN 01. Las Vegas, Nevada: Bechtel SAIC Company. ACC: MOL.20010613.0250. DIRS #155246

2.2.18 ASCE 4-98. 2000. Seismic Analysis of Safety-Related Nuclear Structures and Commentary. Reston, Virginia: American Society of Civil Engineers. TIC: 253158. DIRS #159618

9 September 2007


2.2.8 BSC (Bechtel SAlC Company) 2007. Waste Package Envelope Dimensionsfor Facilities & Handling. 000-B20-MGRO-00101-000-00B. Las Vegas, Nevada: Bechtel SAlC Company. ACC: ENG.20070321.0011.

2.2.9· BSC (Bechtel SAlC Company) 2003. Design and Engineering, Emplacement Pallet Configuration. 000-MOO-TEPO-00I02-000-00A. Las Vegas, Nevada:' Bechtel SAlC Company. ACC: ENG.20031 006.0004. .

2.2.10 Weast, R.C., ed. 1978. CRC Handbook of Chemistry and Physics. 59th Edition. West Palm Beach, Florida: CRC Press. TIC: 246814. DIRS #128733

2.2.11 ASME NOG-I-2004. 2005. Rules for Construction of Overhead and Gantry Cranes (Top Running Bridge, Multiple Girder). New York, New York: American Society of Mechanical Engineers. TIC: 257672. DIRS #176239

2.2.12 BSC (Bechtel SAlC Company) 2006. Basis of Design for the TAD Canister-Based Repository Design Concept. 000-3DR-MGRO-00300-000-000. Las Vegas, Nevada: Bechtel SAlC Company. ACC: ENG.20061023.0002.

2.2.13 ASTM A 588/A 588M-05. 2005. Standard Specification for High-Strength Low-Alloy Structural Steel, up to 50 ksi [345MPaJ Minimum Yield Point, with Atmospheric Corrosion Resistance. West Conshohocken, Pennsylvania: American Society for Testing and Materials. TIC: 258058. DIRS #176255

2.2.14 ASTM A 759-00 (Reapproved 2005). 2005. Standard Specification for Carbon Steel Crane Rails. West Conshohocken, Pennsylvania: American Society for Testing and Materials. TIC: 258684. DIRS #176423

2.2.15 NRC (U.S. Nuclear Regulatory Commission) [1989]. "Seismic System Analysis." Revision 2 of Section 3.7.2 of Standard Review Plan [for the Review of Safety Analysis Reports for Nuclear Power Plants). NUREG-0800. Washington, D.C.: U.S. Nuclear Regulatory Commission. ACC: MOL,2003091O.0151. DIRS #165111

2.2.16 AlSC (American Institute of Steel Construction) 1997. Manual of Steel Construction, Allowable Stress Design. 9th Edition. 2nd Revision, 2nd Impression. Chicago, Illinois: American Institute of Steel Construction. TIC: 240772. DIRS #107063

2.2.17 BSC (Bechtel SAlC Company) 2001. ANSYS Calculations in Support of Natural Ventilation Parametric Study for SR. CAL-SVS-HV-000003 REV 00 lCN 01. Las Vegas, Nevada: Bechtel SAIC Company. ACC: MOL,20010613.0250. DIRS #155246

2.2.18 ASCE 4-98. 2000. Seismic Analysis of Safety-Related Nuclear Structures and Commentary. Reston, Virginia: American Society of Civil Engineers. TIC: 253158. DIRS #159618

9 September 2007


2.2.19 ASTM A 325-06. 2006. Standard Specification for Structural Bolts, Steel, Heat Treated, 1201105 ksi Minimum Tensile Strength. West Conshohocken, Pennsylvania: American Society for Testing and Materials. TIC: 258707. DIRS #177892

2.2.20 M00407SDARS104.001. Seismic Design Spectra (5% Damped) for the Emplacement Level (Point B) at 5X10-4 Annual Exceedance Frequency. Submittal date: 07/1312004. DIRS #170683

2.2.21 BSC (Bechtel SAIC Company) 2007. Ground Control for Emplacement Drifts for LA. 800-KOC-SSEO-00100-000-00B. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070425.0001.

2.2.22 Hilti. 2007. Products and Services. 2007 Edition. Tulsa, Oklahoma: Hilti. TIC: 259522. DIRS #181443

2.2.23 M00405SDSTPNTB.001. Seismic Design Spectra (5% Damped) and Time Histories for the Emplacement Level (Point B) at 10-3 Annual Exceedance Frequency. Submittal date: 0510312004. DIRS #169851

2.2.24 BSC (Bechtel SAIC Company) 2007. Emplacement and Retrieval Transport and Emplacement Vehicle Mechanical Equipment Envelope. 800-MJO-HEOO-00101-000-00A. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070312.0016.

2.2.25 M00707DSRB1E3A.000. 5%-damped Seismic Design Spectra for the Repository Block at 1E-3 APE. Submittal date: 0712312007. DIRS #183128

2.2.26 M00707DSRB5E4A.000. 5%-damped Seismic Design Spectra for the Repository Block at 5E-4 APE. Submittal date: 0712412007. DIRS #183130·

2.3 DESIGN CONSTRAINTS

None.

2.4 DESIGN OUTPUTS

2.4.1 Title: Repository Subsurface Emplacement Drifts Steel Invert Structure Plan & Elevation Document ID: 800-SS0-SSEO-00201-000 Rev. OOC

2.4.2 Title: Repository Subsurface Emplacement Drifts Steel Invert Structure Sect. & Materials Document ID: 800-SS0-SSEO-00202-000 Rev. OOC

2.4.3 Title: Repository Subsurface Emplacement Drifts Steel Invert Structure Sections & Details Document ID: 800-SS0-SSEO-00203-000 Rev. OOC

10 September 2007


2.2.19 ASTM A 325-06. 2006. Standard Specification for Structural Bolts, Steel, Heat Treated, 1201105 ksi Minimum Tensile Strength. West Conshohocken, Pennsylvania: American Society for Testing and Materials. TIC: 258707. DIRS #177892

2.2.20 M00407SDARS104.001. Seismic Design Spectra (5% Damped) for the Emplacement Level (Point B) at 5X10-4 Annual Exceedance Frequency. Submittal date: 07/1312004. DIRS #170683

2.2.21 BSC (Bechtel SAIC Company) 2007. Ground Control for Emplacement Drifts for LA. 800-KOC-SSEO-00100-000-00B. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070425.0001.

2.2.22 Hilti. 2007. Products and Services. 2007 Edition. Tulsa, Oklahoma: Hilti. TIC: 259522. DIRS #181443

2.2.23 M00405SDSTPNTB.001. Seismic Design Spectra (5% Damped) and Time Histories for the Emplacement Level (Point B) at 10-3 Annual Exceedance Frequency. Submittal date: 0510312004. DIRS #169851

2.2.24 BSC (Bechtel SAIC Company) 2007. Emplacement and Retrieval Transport and Emplacement Vehicle Mechanical Equipment Envelope. 800-MJO-HEOO-00101-000-00A. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20070312.0016.

2.2.25 M00707DSRB1E3A.000. 5%-damped Seismic Design Spectra for the Repository Block at 1E-3 APE. Submittal date: 0712312007. DIRS #183128

2.2.26 M00707DSRB5E4A.000. 5%-damped Seismic Design Spectra for the Repository Block at 5E-4 APE. Submittal date: 0712412007. DIRS #183130·

2.3 DESIGN CONSTRAINTS

None.

2.4 DESIGN OUTPUTS

2.4.1 Title: Repository Subsurface Emplacement Drifts Steel Invert Structure Plan & Elevation Document ID: 800-SS0-SSEO-00201-000 Rev. OOC

2.4.2 Title: Repository Subsurface Emplacement Drifts Steel Invert Structure Sect. & Materials Document ID: 800-SS0-SSEO-00202-000 Rev. OOC

2.4.3 Title: Repository Subsurface Emplacement Drifts Steel Invert Structure Sections & Details Document ID: 800-SS0-SSEO-00203-000 Rev. OOC

10 September 2007


3. ASSUMPTIONS

3.1 ASSUMPTIONS REQUIRING VERIFICATION

3.1.1 Impact Loads are not included in Seismic Loads.

Rationale: The TEV equipment specifications will need to add a requirement for mechanism/devise to stop TEV operation at the instant of seismic activity. This is being tracked in CalcTrac.

3.2 , ASSUMPTIONS NOT REQUIRING VERIFICATION

3.2.1 The distance between center to center ofTEV inside wheels equal to 9 feet and the wheel spacing each truck (along the rail) equal to 4 feet are approximate. The center of gravity of TEV is located 4 feet above the top of rails.

Rationale: This assumption is considered bounding and no verification required. However, TEV supplier's information will be used in the detail design.

11 September 2007


3. ASSUMPTIONS

3.1 ASSUMPTIONS REQUIRING VERIFICATION

3.1.1 Impact Loads are not included in Seismic Loads.

Rationale: The TEV equipment specifications will need to add a requirement for mechanism/devise to stop TEV operation at the instant of seismic activity. This is being tracked in CalcTrac.

3.2 , ASSUMPTIONS NOT REQUIRING VERIFICATION

3.2.1 The distance between center to center ofTEV inside wheels equal to 9 feet and the wheel spacing each truck (along the rail) equal to 4 feet are approximate. The center of gravity of TEV is located 4 feet above the top of rails.

Rationale: This assumption is considered bounding and no verification required. However, TEV supplier's information will be used in the detail design.

11 September 2007


3.2.2 Pressure loads are not applicable for the design of steel inverts.

Rationale: This is appropriate since the Section 4.2.13.5.6 of Project Design Criteria Document (PDC) (Ref. 2.2.1) indicates the pressure loads are applicable to only isolation barriers, steel bulkheads, and ventilation doors. This assumption does not requiring verification.

3.2.3 The non-Important to Safety (non-ITS) and non-Important to Waste Isolation (non-ITWI) subsurface emplacement drifts steel invert structure is designed for the same seismic design input motion as ITS subsurface structures, systems, and components (SSCs).

Rationale: Per PDC (Ref. 2.2.1, Sec. 4.2.13.2.2), the non-ITS subsurface SSCs shall be designed to the International Building Code 2000, with Errata to the 2000 International Building Code (rnC) (Ref. 2.2.3, Chapter 16). However, the steel invert structure should provide for the rail system that facilitates the operation of the TEV for emplacement and retrieval of waste packages within 100 years period and based on NRC NUREG-0800 (Ref. 2.2.15), the failure of non-ITS SSCs may affect the ITS SSCs, therefore, the emplacement drifts steel invert structure is designed for the same seismic design input motion as nearby ITS subsurface SSCs. This assumption is considered bounding and no verification required.

3.2.4 Longitudinal beams and transverse support beams of the steel invert structure are designed with DBGM2 or 2000-year return period (5x10-4 annual exceedancy frequency) seismic loads. The TEV rail and runway beams are designed with DBGM1 or 1000-year return period (10-3 annual exceedancy frequency) seismic loads.

Rationale: The event that causes failure of the invert runway beam is when the TEV in the drift performing an emplacement and a seismic event above the 1000-year criteria occurs. The probability of this event is very rare. Because of low probability and the fact that if an event did occur, it would happen up stream of the waste packages. The TEV will be retrieved and temporary shielding will be placed and the rail will be restored to support future retrieval and drip shield placement. Therefore the DBGM1 seismic load is adequate. This assumption is considered bounding and no verification required.

12 September 2007


3.2.2 Pressure loads are not applicable for the design of steel inverts.

Rationale: This is appropriate since the Section 4.2.13.5.6 of Project Design Criteria Document (PDC) (Ref. 2.2.1) indicates the pressure loads are applicable to only isolation barriers, steel bulkheads, and ventilation doors. This assumption does not requiring verification.

3.2.3 The non-Important to Safety (non-ITS) and non-Important to Waste Isolation (non-ITWI) subsurface emplacement drifts steel invert structure is designed for the same seismic design input motion as ITS subsurface structures, systems, and components (SSCs).

Rationale: Per PDC (Ref. 2.2.1, Sec. 4.2.13.2.2), the non-ITS subsurface SSCs shall be designed to the International Building Code 2000, with Errata to the 2000 International Building Code (rnC) (Ref. 2.2.3, Chapter 16). However, the steel invert structure should provide for the rail system that facilitates the operation of the TEV for emplacement and retrieval of waste packages within 100 years period and based on NRC NUREG-0800 (Ref. 2.2.15), the failure of non-ITS SSCs may affect the ITS SSCs, therefore, the emplacement drifts steel invert structure is designed for the same seismic design input motion as nearby ITS subsurface SSCs. This assumption is considered bounding and no verification required.

3.2.4 Longitudinal beams and transverse support beams of the steel invert structure are designed with DBGM2 or 2000-year return period (5x10-4 annual exceedancy frequency) seismic loads. The TEV rail and runway beams are designed with DBGM1 or 1000-year return period (10-3 annual exceedancy frequency) seismic loads.

Rationale: The event that causes failure of the invert runway beam is when the TEV in the drift performing an emplacement and a seismic event above the 1000-year criteria occurs. The probability of this event is very rare. Because of low probability and the fact that if an event did occur, it would happen up stream of the waste packages. The TEV will be retrieved and temporary shielding will be placed and the rail will be restored to support future retrieval and drip shield placement. Therefore the DBGM1 seismic load is adequate. This assumption is considered bounding and no verification required.

12 September 2007

Steel Invert Structure -::~mplacement Drifts 800-SSC-SSEO-00200-000-00C

4. METHODOLOGY

4.1 QUALITY ASSURANCE

This calculation is prepared in accordance with engineering procedure EG-PRO-3DP-G04B-00037 Calculations and Analyses (Ref.2.l.2). The drift invert consists of steel structure and the ballast material. The scope of this calculation is the analysis of the steel invert structure. According to the Basis of Design for the TAD Canister-Based Repository Design Concept (Ref. 2.2.12), steel invert structure is not ITS nor ITWI, and classified as Non-Safety Category (NonSC). Therefore, the approved version is designated as QA:NI A.

4.2 USE OF SOFTWARE

Word 2000, which is part of the Microsoft Office 2000 suite of programs, was used in this calculation. Microsoft Office 2000 as used in this calculation is classified as Level 2 software usage as defined in IT -PRO-OOlI (Ref. 2.1.3). Microsoft Office 2000 is listed on the current Software Report (SW Tracking Number 607273), as well as the Repository Project Management Automation Plan (Ref. 2.1.1). 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. Word 2000 was used in the text preparation of this document. No calculation functions contained in Word were used in this document.

4.3 DESIGN INFORMATION

4.3.1 Steel Arrangement

The general arrangement of primary and secondary steel members, as well as TEV rail location and elevation, is as shown in the Attachment A.

4.3.2 Loads

Design loads are identified in the PDC (Ref. 2.2.1), and are outlined below. Ventilation pressure loads (P) apply to isolation barriers, steel bulkheads and doors are not applicable to the steel invert (see Section 3.2.2).

13 September 2007

Steel Invert Structure -::~mplacement Drifts 800-SSC-SSEO-00200-000-00C

4. METHODOLOGY

4.1 QUALITY ASSURANCE

This calculation is prepared in accordance with engineering procedure EG-PRO-3DP-G04B-00037 Calculations and Analyses (Ref.2.l.2). The drift invert consists of steel structure and the ballast material. The scope of this calculation is the analysis of the steel invert structure. According to the Basis of Design for the TAD Canister-Based Repository Design Concept (Ref. 2.2.12), steel invert structure is not ITS nor ITWI, and classified as Non-Safety Category (NonSC). Therefore, the approved version is designated as QA:NI A.

4.2 USE OF SOFTWARE

Word 2000, which is part of the Microsoft Office 2000 suite of programs, was used in this calculation. Microsoft Office 2000 as used in this calculation is classified as Level 2 software usage as defined in IT -PRO-OOlI (Ref. 2.1.3). Microsoft Office 2000 is listed on the current Software Report (SW Tracking Number 607273), as well as the Repository Project Management Automation Plan (Ref. 2.1.1). 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. Word 2000 was used in the text preparation of this document. No calculation functions contained in Word were used in this document.

4.3 DESIGN INFORMATION

4.3.1 Steel Arrangement

The general arrangement of primary and secondary steel members, as well as TEV rail location and elevation, is as shown in the Attachment A.

4.3.2 Loads

Design loads are identified in the PDC (Ref. 2.2.1), and are outlined below. Ventilation pressure loads (P) apply to isolation barriers, steel bulkheads and doors are not applicable to the steel invert (see Section 3.2.2).

13 September 2007


Dead Loads (D):

Dead loads shall be those loads that remain permanently in place.

Steel unit weight for dead load calculations 490 1b/r( (Ref. 2.2.16, page 6-8)

Live Loads (L and Lo):

Construction Loads for the steel invert structure is conservatively taken as live load for design purpose (L):

(Ref. 2.2.1, Sec. 4.2.13.5.2)

Live Load (Lo): The live load expected to be present during an earthquake event. Lo is taken equal to 25 percent of the design live loads as shown above. (Ref. 2.2.1, Sec. 4.2.13.5.2)

Seismic Loads (E):

PerPDC (Ref. 2.2.1, Sec. 4.2.13.2.2), The non-ITS subsurface SSCs shall be designed to the IBC code (Ref. 2.2.3, Chapter 16). However, based on assumption 3.2.3, the non-ITS subsurface emplacement drifts steel invert structure is designed for the same seismic design input motion as subsurface ITS SSCs.

In accordance with NUREG-0800 (Ref. 2.2.15) seismic loading is computed using the Equivalent Static Method as presented in ASCE 4-98 (Ref. 2.2.18, Sec. 3.2.5). Since the lumped mass of TEV is acting on the top of the crane rails as a single degree of freedom model, therefore the multi-mode factor is considered as 1.0 (Ref. 2.2.18, Sec. 3.2.5) and the design acceleration is conservatively taken as the calculated peak spectral acceleration developed for the Yucca Mountain Site at the repository elevation of the emplacement drifts.

The calculated peak spectral accelerations are listed as following:

(A) For 10.3 Annual Exceedance Frequency with 5% damping

DTN DIRS Submittal Reference Number Number Date Number

M00405SDSTPNTB.001 169851 05/03/2004 2.2.23

M00707DSRB 1 E3A.000 183128 07/23/2007 2.2.25

14

Vertical Horizontal Acceleration Acceleration

(g) (g)

0.2387 0.2615

0.1432 0.2639

September 2007


Dead Loads (D):

Dead loads shall be those loads that remain permanently in place.

Steel unit weight for dead load calculations 490 1b/r( (Ref. 2.2.16, page 6-8)

Live Loads (L and Lo):

Construction Loads for the steel invert structure is conservatively taken as live load for design purpose (L):

(Ref. 2.2.1, Sec. 4.2.13.5.2)

Live Load (Lo): The live load expected to be present during an earthquake event. Lo is taken equal to 25 percent of the design live loads as shown above. (Ref. 2.2.1, Sec. 4.2.13.5.2)

Seismic Loads (E):

PerPDC (Ref. 2.2.1, Sec. 4.2.13.2.2), The non-ITS subsurface SSCs shall be designed to the IBC code (Ref. 2.2.3, Chapter 16). However, based on assumption 3.2.3, the non-ITS subsurface emplacement drifts steel invert structure is designed for the same seismic design input motion as subsurface ITS SSCs.

In accordance with NUREG-0800 (Ref. 2.2.15) seismic loading is computed using the Equivalent Static Method as presented in ASCE 4-98 (Ref. 2.2.18, Sec. 3.2.5). Since the lumped mass of TEV is acting on the top of the crane rails as a single degree of freedom model, therefore the multi-mode factor is considered as 1.0 (Ref. 2.2.18, Sec. 3.2.5) and the design acceleration is conservatively taken as the calculated peak spectral acceleration developed for the Yucca Mountain Site at the repository elevation of the emplacement drifts.

The calculated peak spectral accelerations are listed as following:

(A) For 10.3 Annual Exceedance Frequency with 5% damping

DTN DIRS Submittal Reference Number Number Date Number

M00405SDSTPNTB.001 169851 05/03/2004 2.2.23

M00707DSRB 1 E3A.000 183128 07/23/2007 2.2.25

14

Vertical Horizontal Acceleration Acceleration

(g) (g)

0.2387 0.2615

0.1432 0.2639

September 2007


(B) For 5xlO-4 Annual Exceedance Frequency with 5% damping

DTN DIRS Submittal Reference Vertical Horizontal I Number Number Date Number Acceleration Acceleration •

(9) (9)

M00407SDARS104.001 170683 07/13/2004 2.2.20 0.4208 0.3789

M00707DSRB5E4A.000 183130 07/24/2007 2.226 0.2239 0.3896

I

Compare above peak spectral accelerations, the data from 2004 submittals are almost same or higher than 2007 submittals, and hence the 2004 data will be used for this calculation.

Total seismic response will be computed using the Component Factor Method (± 1.0, ± 0.4, ± 0.4), as presented in ASCE 4-98 (Ref. 2.2.18, Sec. 3.2.7.1.2).

TEV Load (CL):

Maximum Weight ofTEV: 300 tons (Ref.2.2.24)

The moving TEV load requires determining the position of the Maximum Wheel Loads (MWLs), which produce the highest stress in structural members and components.

Waste Package & Waste Pallet Loads (WP):

The following is summary of the waste package loads from Reference 2.2.8:

TYPE

NAVAL SHORT NAVAL LONG

TAD 5-DHLW WIDOE SNF - SHORT 5-DHLW WIDOE SNF - LONG

2-MCO/2 - DHL W

15

LOADED MASS (kips)

172.7 . 178.2 178.2

99 140.6 123.8

September 2007


(B) For 5xlO-4 Annual Exceedance Frequency with 5% damping

DTN DIRS Submittal Reference Vertical Horizontal Number Number Date Number Acceleration Acceleration

(9) (9)

M00407SDARS104.001 170683 07/13/2004 2.2.20 0.4208 0.3789

M00707DSRB5E4A.000 183130 07/24/2007 2.2:26 0.2239 0.3896 ! I

I

Compare above peak spectral accelerations, the data from 2004 submittals are almost same or higher than 2007 submittals, and hence the 2004 data will be used for this calculation.

Total seismic response will be computed using the Component Factor Method (± 1.0, ± 0.4, ± 0.4), as presented in ASCE 4-98 (Ref. 2.2.18, Sec. 3.2.7.1.2).

TEV Load (CL):

Maximum Weight ofTEV: 300 tons (Ref.2.2.24)

The moving TEV load requires detennining the position of the Maximum Wheel Loads (MWLs), which produce the highest stress in structural members and components.

Waste Package & Waste Pallet Loads (WP):

The following is summary of the waste package loads from Reference 2.2.8:

TYPE



2-MCO/2 - DHL W

15

LOADED MASS (kips)

172.7 . 178.2 178.2

99 140.6 123.8

September 2007

Steel Invert Structure - Emplacement Drifts

Waste Pallet Loads:

"Emplacement Pallet" "Short Pallet"

Drip Shield Load (DS):

Weight of Drip Shield:

Temperature Load (T):

Drift Peak Temperature: Ambient temperature:

4.3.3 Load Combinations

5.5 kips 4.4 kips

11.0 kips

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.9) (Ref. 2.2.7)

(Ref. 2.2.4)

(Ref. 2.2.12, Sec. 22.2.1.3) (Ref: 2.2.17)

The following load combinations are provided in the Project Design Criteria Document (Ref. 2.2.1 Sec. 4.2.13.6.1). Pressure loading (P) does not apply (Ref. 2.2.1, Sec. 4.2.13.5.6).

S =D+CL+L S =D+CL+ L+ T S =D + WP+DS + L S D+WP+DS+L+T

S = [D + CL + (L + Lo) + E] / 1.33 S = [D + CL + (L + Lo) + T + E] / 1.33 S = [D + WP + DS + (L + Lo) + E] / 1.33 S = [D + WP + DS + (L + Lo) + T + E] / 1.33

Where S Allowable stress per Ref. 2.2.1 Sec. 4.2.13.6.1, may be increased by 33 percent when seismic load (E) is present in the above load combinations.

WP = waste package load + emplacement pallet load, E = seismic loads in the three orthogonal directions.

16 September 2007


Waste Pallet Loads:

"Emplacement Pallet" "Short Pallet"

Drip Shield Load (DS):

Weight of Drip Shield:

Temperature Load (T):

Drift Peak Temperature: Ambient temperature:

4.3.3 Load Combinations

5.5 kips 4.4 kips

11.0 kips

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.9) (Ref. 2.2.7)

(Ref. 2.2.4)

(Ref. 2.2.12, Sec. 22.2.1.3) (Ref: 2.2.17)

The following load combinations are provided in the Project Design Criteria Document (Ref. 2.2.1 Sec. 4.2.13.6.1). Pressure loading (P) does not apply (Ref. 2.2.1, Sec. 4.2.13.5.6).

S =D+CL+L S=D+CL+L+T S = D + WP + DS + L S D+WP+DS+L+T

S = [D + CL + (L + Lo) + E] / 1.33 S = [D + CL + (L + Lo) + T + E] / 1.33 S = [D + WP + DS + (L + Lo) + E] /1.33 S = [D + WP + DS + (L + Lo) + T + E] / 1.33

Where S Allowable stress per Ref. 2.2.1 Sec. 4.2.13.6.1, may be increased by 33 percent when seismic load (E) is present in the above load combinations.

WP = waste package load + emplacement pallet load, E = seismic loads in the three orthogonal directions.

16 September 2007


4.3.4 Spatial Design Constraints

4.3.4.1 Transport and Emplacement Vehicle

Center lines of rails: 11.0 feet gage

Wheel spacing each truck: (along the rail)

4 ft = 48 inches

Between trucks: 9 ft = 108 inches (center to center of inside wheels)

4.3.4.2 Waste Packages

From Ref. 2.2.8: TYPE



2-MC0I2 - DHL W

4.3.4.3 Waste Pallets

Spatial Arrangement:

"Emplacement Pallet:"

"Short Pallet:"

Footprint: length = 163.3 inches Bearing width 72.6 inches

O.A. width = 84.65 inches

Footprint: length = 98.5 inches Bearing width = 72.6 inches

O.A. width 84.6 inches

LENGTH (inches)

208.32 233.32 233.32 148.57 211.82 210.82

800-SSC-SSEO-00200-000-00C

(See Attachment A) (Ref. 2.2.12, Sec. 9.9.2.2.4)

(See Sec. 3.2.1)

(See Sec. 3.2.1)

(Ref. 2.2.9)

(Ref. 2.2.7)

Loading area: (Ref. 2.2.7 & 2.2.9) For both long and short pallets, the bearing surface for load transfer is at the ends of the pallet. The bearing area is:

length 21.4 inches width 72.6 inches

17

(Ref. 2.2.9)

September 2007


4.3.4 Spatial Design Constraints

4.3.4.1 Transport and Emplacement Vehicle

Center lines of rails: 11.0 feet gage

Wheel spacing each truck: (along the rail)

4 ft = 48 inches

Between trucks: 9 ft = 108 inches (center to center of inside wheels)

4.3.4.2 Waste Packages

From Ref. 2.2.8: TYPE



2-MC0I2 - DHLW

4.3.4.3 Waste Pallets

Spatial Arrangement:

"Emplacement Pallet:"

"Short Pallet:"

Footprint: length = 163.3 inches Bearing width 72.6 inches

O.A. width = 84.65 inches

Footprint: length = 98.5 inches Bearing width = 72.6 inches

O.A. width 84.6 inches

LENGTH (inches)

208.32 233.32 233.32 148.57 211.82 210.82

800-SSC-SSEO-00200-000-00C

(See Attachment A) (Ref. 2.2.12, Sec. 9.9.2.2.4)

(See Sec. 3.2.1)

(See Sec. 3.2.1)

(Ref. 2.2.9)

(Ref. 2.2.7)

Loading area: (Ref. 2.2.7 & 2.2.9) For both long and short pallets, the bearing surface for load transfer is at the ends of the pallet. The bearing area is:

length = 21.4 inches width = 72.6 inches

17

(Ref. 2.2.9)

September 2007


4.3.4.4 Drip Shield

Loading area:

Footprint: length = 228.5 inches width = 99.8 inches

Bearing surface for load transfer is along either side of the shield: length 228.5 inches width = 3.0 inches

4.3.5 Materials

4.3.5.1 Steel

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.5) (Ref. 2.2.5)

(Ref. 2.2.5) (Ref. 2.2.6)

(Ref. 2.2.1, Sec. 4.2.13.3.1)

Primary & Secondary Members: ASTM A 588 (Ref. 2.2.13) Fy 50 ksi (minimum yield stress) (Ref. 2.2.16, pg. 1-7)

TEV Rails: ASTM A 759· (Ref. 2.2.14)

Structural Bolts: ASTM A 325 (Ref. 2.2.19) Fu 1201105 ksi (minimum tensile strength)

4.3.5.2 Drift Walls

Compressive Strength:

4.3.6 Corrosion

6 MPa to 57.71 MPa (870 psi to 8400 psi)

(Ref. 2.2.16, pg. 4-4)

(Ref. 2.2.21, Tables 6-4 & 6-5)

Based on information provided in Attachment B, since A-588 material has been proposed for the design of steel invert structures, there is no concern of corrosion.

5. LIST OF ATTACHMENTS

Number of Pages

Attachment A: General Arrangement 3

Attachment B: E-mail from Raul Rebak dated February 9,2004, Related to 2 Atmospheric Corrosion of A588

Attachment C: Seismic Design Spectra for Emplacement Level (Point B) at 3 5xl0-4 Annual Exceedance Frequency

Attachment D: Seismic Design Spectra for Emplacement Level (Point B) at 3 10-3 Annual Exceedance Frequency

18 September 2007


4.3.4.4 Drip Shield

Loading area:

Footprint: length = 228.5 inches width = 99.8 inches

Bearing surface for load transfer is along either side of the shield: length 228.5 inches width = 3.0 inches

4.3.5 Materials

4.3.5.1 Steel

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.5) (Ref. 2.2.5)

(Ref. 2.2.5) (Ref. 2.2.6)

(Ref. 2.2.1, Sec. 4.2.13.3.1)

Primary & Secondary Members: ASTM A 588 (Ref. 2.2.13) Fy 50 ksi (minimum yield stress) (Ref. 2.2.16, pg. 1-7)

TEV Rails: ASTM A 759· (Ref. 2.2.14)

Structural Bolts: ASTM A 325 (Ref. 2.2.19) Fu 1201105 ksi (minimum tensile strength)

4.3.5.2 Drift Walls

Compressive Strength:

4.3.6 Corrosion

6 MPa to 57.71 MPa (870 psi to 8400 psi)

(Ref. 2.2.16, pg. 4-4)

(Ref. 2.2.21, Tables 6-4 & 6-5)

Based on information provided in Attachment B, since A-588 material has been proposed for the design of steel invert structures, there is no concern of corrosion.

5. LIST OF ATTACHMENTS

Number of Pages

Attachment A: General Arrangement 3

Attachment B: E-mail from Raul Rebak dated February 9,2004, Related to 2 Atmospheric Corrosion of A588

Attachment C: Seismic Design Spectra for Emplacement Level (Point B) at 3 5xl0-4 Annual Exceedance Frequency

Attachment D: Seismic Design Spectra for Emplacement Level (Point B) at 3 10-3 Annual Exceedance Frequency

18 September 2007


6. BODY OF CALCULATION

6.1 STRUCTURAL ANALYSIS

6.1.1 Design Model

Attachment A shows a twenty (20) foot long panel connected by angles and bolts. A model of twenty (20) foot long invert segment is shown in the following page. TEV load is applied on rail and runway beams. Waste pallet rests on crushed tuff and this load has been applied to the longitudinal beams. Transverse beams, which transmit load to the drift wall through side plates and rock anchors, are spaced at five (5) foot intervals. Stub columns and supports are imposed wherever the steel invert transmits loads to the drifts walls. These supports are placed on the drift walls that are considered as rigid. In order to account for the expansion joints, the model is arranged in twenty feet long segments.

6.1.2 Expansion Joints

Drift Peak Temperature J\nnbienttemperature

Temperature change 3.92 - 55 337 OP

392 of 55 op

(See pg. 16) (See pg. 16)

Thermal growth of rails andrunwaybeams (20 ft long) and longitudinal beams (10 ft long):

Conservatively consider rail and beam sections free to move at both ends. Coefficient of expansion for steel g :::: 0.0000065 (Ref. 2.2.16, pg. 6-6)

Change of length for 20 ft long rail and runway beam: :::: g t I = 0.0000065 x 3370 F x 20 ft = 0.044 ft 0.52" At each end = 0.52 / 2 0.26"

Change oflength for 10 ft long longitudinal beam: = g t I 0.0000065 x 3370 F x 10 ft :::: 0.022 ft :::: 0.26" At each end 0.26/2 0.13"

The structural displacement is relatively smalL However, (d + 5/16) inch slotted holes at bolt connections, }'2" expansion joints between rail runway beams and 114" expansion joints between longitudinal beams are provided to accommodate this displacement.

19 September 2007


6. BODY OF CALCULATION

6.1 STRUCTURAL ANALYSIS

6.1.1 Design Model

Attachment A shows a twenty (20) foot long panel connected by angles and bolts. A model of twenty (20) foot long invert segment is shown in the following page. TEV load is applied on rail and runway beams. Waste pallet rests on crushed tuff and this load has been applied to the longitudinal beams. Transverse beams, which transmit load to the drift wall through side plates and rock anchors, are spaced at five (5) foot intervals. Stub columns and supports are imposed wherever the steel invert transmits loads to the drifts walls. These supports are placed on the drift walls that are considered as rigid. In order to account for the expansion joints, the model is arranged in twenty feet long segments.

6.1.2 Expansion Joints

Drift Peak Temperature J\nnbienttemperature

Temperature change 3.92 - 55 337 OP

392 of 55 op


Thermal growth of rails andrunwaybeams (20 ft long) and longitudinal beams (10 ft long):

Conservatively consider rail and beam sections free to move at both ends. Coefficient of expansion for steel = 8:::: 0.0000065 (Ref. 2.2.16, pg. 6-6)

Change of length for 20 ft long rail and runway beam: = 8 t I = 0.0000065 x 3370 F x 20 ft = 0.044 ft 0.52" At each end = 0.52/2 0.26"

Change oflength for 10 ft long longitudinal beam: = 8 t I 0.0000065 x 3370 F x 10 ft :::: 0.022 ft :::: 0.26" At each end = 0.26 / 2 0.13"

The structural displacement is relatively small. However, (d + 5/16) inch slotted holes at bolt connections, 12" expansion joints between rail runway beams and 114" expansion joints between longitudinal beams are provided to accommodate this displacement.

19 September 2007


CRANE RUNWAY BEAMS (W12x65)

CRANE RAIL (171 lb.) ON TOP

LONGITUDINAL BEAMS (W12x40)

800-SSC-SSEO-00200-000-00C

TRANSVERSE BEAMS (W12x65) WITH

SIDE PLATES & ANCHORS

(W8x4 0) WITH

BASE PLATES & ROCK ANCHORS

20

EXPANSION JOINTS

1/2 n GAP BETWEEN RUNWAY BEAMS

1/4" GAP BETWEEN LONGITUDINAL BEAM.

September 2007


CRANE RUNWAY BEAMS (W12x65)

CRANE RAIL (171 lb.) ON TOP

LONGITUDINAL BEAMS (W12x40)

800-SSC-SSEO-00200-000-00C

TRANSVERSE BEAMS (W12x65) WITH

SIDE PLATES & ANCHORS

(W8x40) WITH

BASE PLATES & ROCK ANCHORS

20

EXPANSION JOINTS

1/2 n GAP BETWEEN RUNWAY BEAMS

1/4" GAP BETWEEN LONGITUDINAL BEAM,

September 2007


6.1.3 Live Load (L and Lo) Computations

(A) Construction Load for the steel invert structure is conservatively taken as live load for design purpose.

L= 500 psf

Total length oflongitudinal support beams: 2 x 20 ft 480" Total length of transverse support beams: 4 x (36" + 30" + 30" + 36") = 528" Total construction loads: 500 psfx (20 ft x 11 ft) 11000 lbs 110 kips

Loads on longitudinal and transverse beams: 110 kips 1 (480" + 528") 0.109 kip/in

(B) Seismic Live Loads (Lo):

(See pg. 14)

(See Attachment A)

(See Attachment A)

The live load expected to be present during an earthquake event. Lo is taken equal to 25 percent of the design live loads as shown above. (See pg. 14)

Lo= 0.109 kip/in x 25% = 0.027 kip/in

6.1.4 Seismic Load (E) & Impact Load

Vertical Seismic Forces: 0.2387g x D

Horizontal Seismic Forces: 0.2615g x D

(See pg. 14)

(See pg. 14)

Vertical Impact Forces: 0.15 x (178.2 kips + 5.5 kips) (Ref. 2.2.11, pg. 17) = 27.6 kips < 0.2387g x 600 kips = 143 kips (See pg. 15)

Horizontal Impact Forces: 0.05 x D < 0.2615g x D (Ref. 2.2.11, pg. 17)

Seismic load govern.

21 September 2007


6.1.3 Live Load (L and Lo) Computations

(A) Construction Load for the steel invert structure is conservatively taken as live load for design purpose.

L = 500 psf

Total length oflongitudinal support beams: 2 x 20 ft 480" Total length of transverse support beams: 4 x (36" + 30" + 30" + 36") = 528" Total construction loads: 500 psfx (20 ft x 11 ft) 11000 lbs = 110 kips

Loads on longitudinal and transverse beams: 110 kips 1 (480" + 528") 0.109 kip/in

(B) Seismic Live Loads (Lo):

(See pg. 14)

(See Attachment A)

(See Attachment A)

The live load expected to be present during an earthquake event. Lo is taken equal to 25 percent of the design live loads as shown above. (See pg. 14)

Lo= 0.109 kip/in x 25% = 0.027 kip/in

6.1.4 Seismic Load (E) & Impact Load

Vertical Seismic Forces: 0.2387g x D

Horizontal Seismic Forces: 0.2615g x D

(See pg. 14)

(See pg. 14)

Vertical Impact Forces: 0.15 x (178.2 kips + 5.5 kips) (Ref. 2.2.11, pg. 17) = 27.6 kips < 0.2387g x 600 kips = 143 kips (See pg. 15)

Horizontal Impact Forces: 0.05 x D < 0.2615g x D (Ref. 2.2.11, pg. 17)

Seismic load govern.

21 September 2007

•


6.1.5 Sliding of TEV on Top of Rails

Pr

Horizontal force on TEV due to seismic load:

Ph = 0.2615g x 300 tons 78.5 tons. (Ref 2.2.24)

. Horizontal resistance due to weight ofTEV:

Fraction coefficient = 0.3 (Ref. 2.2.10) Pr = O.3.x 300 tons = 90 tons> Ph

There is no sliding of TEV on top of rails.

22 September 2007

•


6.1.5 Sliding ofTEV on Top of Rails

Horizontal force on TEV due to seismic load:

Ph = 0.2615g x 300 tons 78.5 tons. (Ref 2.2.24)

Horizontal resistance due to weight ofTEV:

Fraction coefficient = 0.3 (Ref. 2.2.10) Pr = O.3,x 300 tons = 90 tons> Ph

There is no sliding of TEV on top of rails.

22 September 2007


6.1.6 Design of Runway Beams

6.1.6.1 Design with 100% Vertical & 40% Horizontal Seismic Loads

(A) Due to seismic loads:

72 tons

31tons T .... h=4.ft ...

i

31 tons T'" h=4ft .

72 tons

l

~~: ~======~~ ~-o.; .:~. ·~=======:~bJ __ '---~-11' ...()"~-~=-t 1-6.------11' ..()"---, .....

103 tons 125 tons 175 tons

Weight ofTEV = 300 tons

Vertical seismic load 0.2387g x 300 tons = 72 tons. Horizontal seismic load = 40% x 0.2615g x 300 tons 31 tons

Additional vertical forces on one rail due to horizontal seismic: (31 tons x 4 ft) / 11 ft = 11 tons

Total vertical forces on one rail when vertical seismic acting down: (300 tons +72 tons) / 2 rails + 11 tons = 197 tons

Total vertical forces on one rail when' vertical seismic acting up: (300 tons - 72 tons) / 2 rails + 11 tons = 125 tons

197 tons

(See pg. 15)

(Seepg.21) (See pg. 15)

The above calculations demonstrate that there is no overturning effect due to seismic loads.

23 September 2007

Pr .


6.1.6 Design of Runway Beams

6.1.6.1 Design with 1000/0 Vertical & 40% Horizontal Seismic Loads


72 tons

i

31tons T'" h=4.ft

~~ •. 8.::======~~

31 tons T'" h=4ft .. ~';.: ...•.

72 tons

l

"""--~-11' ...()tJ~_--l>t -~11 '..()"---, ....

103 tons 125 tons 175 tons


Vertical seismic load 0.2387g x 300 tons = 72 tons. Horizontal seismic load = 40% x 0.2615g x 300 tons 31 tons

Additional vertical forces on one rail due to horizontal seismic: (31 tons x 4 ft) / 11 ft = 11 tons

Total vertical forces on one rail when vertical seismic acting down: (300 tons +72 tons) / 2 rails + 11 tons = 197 tons

Total vertical forces on one rail when' vertical seismic acting up: (300 tons - 72 tons) / 2 rails + 11 tons = 125 tons

197 tons

(See pg. 15)

(Seepg.21) (See pg. 15)


23 September 2007


(B) Check design of runway beams (WI2x65):

Uniform loads: Dead load of runway beam: 0.065 kip/ft = 0.005 kip/in Live load: 0.109 kip/in + 0.027 kiplin = 0.136 kip/in Dead load + Live load w 0.005 + 0.136 = 0.141 kiplin

Concentrated loads:

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 1-29) (See pg. 21)

TEV with vertical seismic load = P = 197 tons / 4 wheels 99 kips Horizontal seismic load Ph 31 tons / 2 wheels = 31 kips

(See pg. 23)

Length between support columns: 1 = 5 ft = 60 inches

Section properties for W 12x65 beams: Sx == 87.9 in3

Sy =29.1in3

Ax = d x tw = 12.12 in x 0.390 in = 4.73 in2

Ay = 2 X bf X tf 2 x 12.00 in x 0.605 in 14.52 in2

Check maximum bending:

(See Attachment A)

(Ref. 2.2.16, pg. 1-28 & 1-29)

Mx (3 P 1116) + (w f / 8) = (3 x 99 x 60/ 16) + (0.141 x 602 /8) 1114 + 63 = 1177 kip-in (Ref. 2.2.16, pg. 2-299 & 2-300)

fbx =Mx / Sx = 1177/87.9 = 13 ksi Allowable stress along strong axis bending: Fbx 1.33 x 0.66 Fy = 1.33 x 0.66 x 50 ksi 44 ksi> 13 ksi

24

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30) .

September 2007


(B) Check design of runway beams (WI2x65):

Uniform loads: Dead load of runway beam: 0.065 kip/ft = 0.005 kip/in Live load: 0.109 kip/in + 0.027 kiplin = 0.136 kip/in Dead load + Live load w 0.005 + 0.136 = 0.141 kiplin

Concentrated loads:

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 1-29) (See pg. 21)

TEV with vertical seismic load = P = 197 tons / 4 wheels 99 kips Horizontal seismic load Ph 31 tons / 2 wheels = 31 kips

(See pg. 23)


Section properties for W 12x65 beams: Sx == 87.9 in3

Sy =29.1in3

Ax = d x tw = 12.12 in x 0.390 in = 4.73 in2

Ay = 2 X bf X tf 2 x 12.00 in x 0.605 in 14.52 in2


(See Attachment A)

(Ref. 2.2.16, pg. 1-28 & 1-29)

Mx (3 P 1116) + (w f / 8) = (3 x 99 x 60/ 16) + (0.141 x 602 /8) 1114 + 63 = 1177 kip-in (Ref. 2.2.16, pg. 2-299 & 2-300)

fbx =Mx / Sx = 1177/87.9 = 13 ksi Allowable stress along strong axis bending: Fbx 1.33 x 0.66 Fy = 1.33 x 0.66 x 50 ksi 44 ksi> 13 ksi

24

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30) .

September 2007


My= (3 Ph 1/16) = (3 X 31 x 60/16) = 349 kip-in (See pg. 24)

fby My I Sy = 349/29.1 = 12 ksi Allowable stress along weak axis bending: (Ref. 2.2.16, pg. 5-48) Fby == 1.33 x 0.75 Fy = 1.33 x 0.75 x 50 ksi 50 ksi > 12 ksi O.K.

(Ref. 2.2.l6,pg. 1-7 & 5-30)

Check combined stress interaction:

(fbx / Fbx) + (fby I Fby) = (13 144) + (12/50) 0.30 + 0.24 0.54 < 1.0

(Ref. 2.2.16, pg. 5-54)

O.K.

Check maximum shear:

!-FSft-; COL COL

Vx P + (3 w 1/8) 99 + (3 x 0.141 x 60/8) = 99 + 3 = 102 kips (See pg. 24) (Ref. 2.2.16, pg. 2-299 & 2-300)

fvx = Vx I Ax 102 I 4.73 22 ksi (See pg. 24)

fvy=Vy/Ay=31/14.52 2ksi

fv = (222 + 22)°.5 22 ksi

(See pg. 24)

(See pg. 24)

Allowable shear stress: (Ref. 2.2.16, pg. 5-30 & 5-48) Fv = 1.33 x 0.4 Fy ~ 1.33 x 0.4 x 50 ksi 27 ksi > 22 ksi O.K.

The load path for the torsion in the runway beam is taken and to be resisted by tension/compression couple along the transverse beams.

25 September 2007


My= (3 Ph 1/16) = (3 X 31 x 60/16) = 349 kip-in (See pg. 24)

fby My I Sy = 349/29.1 = 12 ksi Allowable stress along weak axis bending: (Ref. 2.2.16, pg. 5-48) Fby == 1.33 x 0.75 Fy = 1.33 x 0.75 x 50 ksi = 50 ksi > 12 ksi O.K.

(Ref. 2.2.l6,pg. 1-7 & 5-30)


(fbx / Fbx) + (fby I Fby) = (13 144) + (12/50) = 0.30 + 0.24 = 0.54 < 1.0

(Ref. 2.2.16, pg. 5-54)

O.K.


I-~-; COL COL

Vx P + (3 w 1/8) 99 + (3 x 0.141 x 60/8) = 99 + 3 = 102 kips (See pg. 24) (Ref. 2.2.16, pg. 2-299 & 2-300)

fyx = Vx I Ax 102 I 4.73 22 ksi (See pg. 24)

fvy=Vy/Ay=31/14.52 2ksi

fy = (222 + 22)°.5 22 ksi

(See pg. 24)

(See pg. 24)

Allowable shear stress: (Ref. 2.2.16, pg. 5-30 & 5-48) F y = 1.33 x 0.4 Fy . 1.33 x 0.4 x 50 ksi 27 ksi > 22 ksi O.K.

The load path for the torsion in the runway beam is taken and to be resisted by tension/compression couple along the transverse beams.

25 September 2007

Steel Invert Structure - Emplacement Drifts 800-SSC-SSEo..00200-000-00C



29 tons

78.5 tons T ..... h=4.ft " :

f

L!X!' ~ ~========~~.~ 'i'.,...-. .,--' Pr

29 tons

~.

........ --:-~-11·-O .. ~--.... 1----11'..0 .. .....,.-------.....

106 tons 165 tons


Vertical seismic load = 40% x 0.2387gx 300 tons = 29 tons Horizontal seismic load O.2615g x 300 tons 78.5 tons

135 tons

Additional vertical forces on one rail due to horizontal seismic: (78.5 tons x 4 ft) / 11 ft = 29 tons

Total vertical forces on one rail when vertical seismic acting down: (300 tons + 29 tons) / 2 rails + 29 tons = 194 tons

Total vertical forces on one rail when vertical seismic acting up: (300 tons - 29 tons) / 2 rails + 29 tons = 165 tons

194 tons

(See pg. 15)

(See pg. 15)


26 September 2007

Steel Invert Structure - Emplacement Drifts 800-SSC-SSEo..00200-000-00C



29 tons

78.5 tons T ..... h=4.ft " :

f

L!i!~ ~=======~er·_ 'it ,....-. ,---' Pr

106 tons 165 tons


Vertical seismic load = 40% x 0.2387gx 300 tons = 29 tons Horizontal seismic load O.2615g x 300 tons 78.5 tons

135 tons

Additional vertical forces on one rail due to horizontal seismic: (78.5 tons x 4 ft) / 11 ft = 29 tons

Total vertical forces on one rail when vertical seismic acting down: (300 tons + 29 tons) / 2 rails + 29 tons = 194 tons

Total vertical forces on one rail when vertical seismic acting up: (300 tons - 29 tons) / 2 rails + 29 tons = 165 tons

29 tons

~.

194 tons

(See pg. 15)

(See pg. 15)


26 September 2007


(B) Check design of runway beams (W12x65):

Unifonn loads: Dead load of runway beam: 0.065 kip/ft 0.005 kip/in Live load: 0.109 kip/in + 0.027 kiplin 0.136 kiplin Dead load + Live load = w = 0.005 + 0.136 = 0.141 kip/in

Concentrated loads:

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 1-29) (Seepg.21)

TEV with vertical seismic load P = 194 tons / 4 wheels 97 kips Horizontal seismic load = Ph 78.5 tons / 2 wheels 78.5 kips

(See pg. 26)

Length between support columns: 15ft = 60 inches

Section properties for W12x65 beams: Sx 87.9 in3

Sy=29.1 in3

Ax = d x tw 12.12 in x 0.390 in = 4.73 in2

Ay = 2 X bfx tf= 2 x 12.00 in x 0.605 in = 14.52 in2


(See Attachment A)

(Ref. 2.2.16, pg. 1-28 & 1-29)

Mx = (3 P 1116) + (w 12 / 8) = (3 x 97 x 60 /16) + (0.141 x 602 /8) = 1091 + 63 = 1154 kip-in (Ref. 2.2.16, pg. 2-299 & 2-300)

fbx Mx / Sx 1154/87.9 13 ksi Allowable stress along strong axis bending: Fbx = 1.33 x 0.66 Fy = 1.33 x 0.66 x 50 ksi = 44 ksi> 13 ksi

My (3 Ph 1/16) (3 x 78.5 x 60/ 16) = 883 kip-in

fby My / Sy 883/29.1 = 30 ksi Allowable stress along weak axis bending: Fby = 1.33 x 0.75 Fy 1.33 x 0.75 x 50 ksi = 50 ksi > 30 ksi


(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(Ref. 2.2.16, pg. 2-300)

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(Ref. 2.2.16, pg. 5-54)

(fbx / Fbx) + (fby / Fby) = (13 /44) + (30 / 50) = 0.30 + 0.60 = 0.90 < 1.0 O.K.

27 September 2007


(B) Check design of runway beams (W12x65):

Unifonn loads: Dead load of runway beam: 0.065 kip/ft = 0.005 kip/in Live load: 0.109 kiplin + 0.027 kiplin = 0.136 kip/in Dead load + Live load = w = 0.005 + 0.136 = 0.141 kiplin

Concentrated loads:

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 1-29) (See pg. 21)

TEV with vertical seismic load P = 194 tons / 4 wheels 97 kips Horizontal seismic load = Ph = 78.5 tons / 2 wheels = 78.5 kips

(See pg. 26)

Length between support columns: 15ft = 60 inches


Sy=29.1in3

Ax = d x tw = 12.12 in x 0.390 in = 4.73 in2



(See Attachment A)

(Ref. 2.2.16, pg. 1-28 & 1-29)

Mx = (3 P 11 16) + (w 12 / 8) = (3 x 97 x 60 /16) + (0.141 x 602 /8) = 1091 + 63 = 1154 kip-in (Ref. 2.2.16, pg. 2-299 & 2-300)

fbx Mx / Sx = 1154/87.9 = 13 ksi Allowable stress along strong axis bending: Fbx = 1.33 x 0.66 Fy = 1.33 x 0.66 x 50 ksi = 44 ksi> 13 ksi

My (3 Ph 1/16) (3 x 78.5 x 60/ 16) = 883 kip-in

[by My / Sy = 883 /29.1 = 30 ksi Allowable stress along weak axis bending: Fby = 1.33 x 0.75 Fy 1.33 x 0.75 x 50 ksi = 50 ksi > 30 ksi


(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(Ref. 2.2.16, pg. 2-300)

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(Ref. 2.2.16, pg. 5-54)

(fbx / Fbx) + (fby / Fby) = (13 /44) + (30 / 50) = 0.30 + 0.60 = 0.90 < 1.0 O.K.

27 September 2007



Vx P+(3wl/8)=97+(3xO.141x60/8) 97+3= 100 kips (Seepg.27) (Ref. 2.2.16, pg. 2-299 & 2-300)

fvx = Vx / Ax 100/4.73 = 21 ksi (See pg. 27)

Vy Ph 78.5 kip

fvy = Vy / Ay 78.5 / 14.52 5.4 ksi

fv = (21 2 + 5.42)°.5 = 22 ksi

(See pg. 27)

(See pg. 27)

Allowable shear stress: (Ref. 2.2.16, pg. 5-30 & 5-48) Fv = 1.33 x 0.4 Fy = 1.33 x 0.4 x 50 ksi = 27 ksi > 22 ksi O.K.

Check splice plates: (1I2"x8"x 16.5")

fvx 100 kips / [2 plates x (112" x 8")] = 12.5 ksi

fvy = 78.5 kips / [2 plates x (112" x 16.5")] = 4.8 ksi

fv (12.52 + 4.82t·S = 13.4 ksi

Allowable stress stress: (Ref. 2.2.16, pg. 5-30 & 5-48) Fv = 1.33 x 0.4 x Fy = 1.33 x 0.4 x 50 ksi 27 ksi> 13.4 ksi O.K.

F or torsion, see note on page 25.

28 September 2007



Vx P+(3wl/8)=97+(3xO.141x60/8) 97+3= 100 kips (Seepg.27) (Ref. 2.2.16, pg. 2-299 & 2-300)

fvx = Vx / Ax = 100/4.73 = 21 ksi (See pg. 27)

Vy Ph 78.5 kip

fvy = Vy / Ay = 78.5 / 14.52 5.4 ksi

fv = (21 2 + 5.42)°.5 = 22 ksi

(See pg. 27)

(See pg. 27)


Check splice plates: (1I2"x8"x 16.5")

fvx 100 kips / [2 plates x (1/2" x 8")] = 12.5 ksi

fvy = 78.5 kips / [2 plates x (1/2" x 16.5")] = 4.8 ksi

fv (12.52 + 4.82t·S = 13.4 ksi

Allowable stress stress: (Ref. 2.2.16, pg. 5-30 & 5-48) Fv = 1.33 x 0.4 x Fy = 1.33 x 0.4 x 50 ksi = 27 ksi> 13.4 ksi O.K.

F or torsion, see note on page 25.

28 September 2007


Check connection bolts between runway beams: (six 1"$ A325 bolts on each side)

CRANE RAIL

WI2

STUB COL

11lPf[' I ?LI~!'. TVI' It 2D' -0'

Nominal area per bolt 0.7854 in2

Nwnber of bolts = 6

t WI2 AHD • "~II. SPI.ICE

S€EPlAH

I It SPLICE

I

SLOTTED HOLES .. BOTH SIO€S OF SPLICE (TYP I

(Ref. 2.2.16, pg. 4-3) (See Attachment A)

Tension per bolt Vy / number of bolts = 78.5/6 = 13 kips (See pg. 27) Allowable tension stress for A325 bolts Ft = 44 ksi x 1.33 (Ref. 2.2.16, pg. 4-3 & 5-30) Allowable tension per bolt = Ft x nominal area 44 x 1.33 x 0.7854

46.0 kips> 13 kips O.K.

Shear per bolt = Vx / nwnber of bolts = 100 kips / 6 16.7 kips (See pg. 28) Allowable shear stress for A325.bolts with short-slotted holes Fv = 1.33 x 15 ksi .

Pretension load for 1"$ bolts Tb = 51 kips Shear reduction factor = 1- (tension per bolt / pretension load)

=1 (13/51)=0.75

(Ref. 2.2.16, pg. 4-5 & 5-30)

(Ref. 2.2.16, pg. 5-77) (Ref. 2.2.16, pg. 5-74)

Allowable double shear per bolt = Fv x nominal area per bolt x shear reduction factor = 1.33 x 2 x 15 x 0.7854 x 0.75 23.5 kips> 16.7 kips O.K.

29 September 2007


Check connection bolts between runway beams: (six 1"$ A325 bolts on each side)

CIIAHE RAIL

W12

STUSCOI..

I !lOft· I 1il'L1~!'. TVI' It 2D' -0:


Nwnber of bolts = 6

t W12 ANI) • "~IL SPLICE

S€EPlAH

, <t SPLICE

I

SLOTTED HOLES .. BOTH SIO€S OF SPLICE (TYP,


Tension per bolt = Vy / number of bolts := 78.5 /6= 13 kips (See pg. 27) Allowable tension stress for A325 bolts Ft = 44 ksi x 1.33 (Ref. 2.2.16, pg. 4-3 & 5-30) Allowable tension per bolt = Ft x nominal area 44 x 1.33 x 0.7854

46.0 kips> 13 kips O.K.

Shear per bolt = Vx / nwnber of bolts = 100 kips / 6 = 16.7 kips (See pg. 28) Allowable shear stress for A325.bolts with short-slotted holes Fv = 1.33 x 15 ksi .

Pretension load for 1"$ bolts Tb = 51 kips Shear reduction factor = 1- (tension per bolt / pretension load)

=1-(13/51)=0,75

(Ref. 2.2.16, pg. 4-5 & 5-30)

(Ref. 2.2.16, pg. 5-77) (Ref. 2.2.16, pg. 5-74)

Allowable double shear per bolt = Fv x nominal area per bolt x shear reduction factor 1.33 x 2 x 15 x 0.7854 x 0.75 = 23.5 kips> 16.7 kips O.K.

29 September 2007


6.1.7 Design of Longitudinal Beams (W12x40)



82K

t

30K 30K

32K 81K

Weight of Waste Package, Waste Pallet and Drip Shield: (178.2 kips + 5.5 kips) + 11.0 kips 195 kips

Vertical seismic load = 0.4208g x 195 kips 82 kips Horizontal seismic load = 40% x 0.3789g x 195 kips 30 kips

Additional vertical forces on one beam due to horizontal seismic: (30 kips x 4 ft) 15ft = 24 kips

114K

Total vertical forces on one beam when vertical seismic acting down: (195 kips + 82 kips) 12 beams + 24 kips = 163 kips

Total vertical forces on one beam when vertical seismic acting up: (195 kips 82 kips) 1 2 beams + 24 kips 81 kips

82K

•

163K·

(Seepg.16)



30 September 2007


6.1.7 Design of Longitudinal Beams (W12x40)



82K

t

30K 30K

32K 81K

Weight of Waste Package, Waste Pallet and Drip Shield: (178.2 kips + 5.5 kips) + 11.0 kips 195 kips

Vertical seismic load = 0.4208g x 195 kips = 82 kips Horizontal seismic load = 40% x 0.3789g x 195 kips 30 kips

Additional vertical forces on one beam due to horizontal seismic: (30 kips x 4 ft) / 5 ft = 24 kips

114K

Total vertical forces on one beam when vertical seismic acting down: (195 kips + 82 kips) /2 beams + 24 kips = 163 kips

Total vertical forces on one beam when vertical seismic acting up: (195 kips ~ 82 kips) /2 beams + 24 kips = 81 kips

82K

•

163K·

(Seepg.16)



30 September 2007


(B) Check design oflongitudinal beams (W12x40):

Uniform loads: Dead load of longitudinal beam: 0.040 kip/ft 0.003 kip/in Live load: 0.109 kip/in + 0.027 kip/in = 0.136 kip/in Dead load + Live load = w = 0.003 + 0.136 0.139 kip/in

Concentrated loads:

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 1-29) (See pg. 21)

Waste Package, Waste Pallet and Drip Shield with vertical seismic load P = 163 kips / 2 load points 82 kips

(See pg. 30)

Horizontal seismic load = Ph = 30 kips / 4 load points = 8 kips



Sy = 11.0 in3

Ax d x tw 11.94 in x 0.295 in = 3.52 in2

Ay = 2 X brx tr= 2 x 8.005 in x 0.515 in 8.25 in2


(See Attachment A)

(Ref. 2.2.16, pg. 1-28 & 1-29)

Waste Package

~1=5ft-4

Mx = (3 P I / 16) + (w 12 / 8) (3 x 82 x 60/ 16) + (0.139 x 602 / 8) = 923 + 63 986 kip-in (Ref. 2.2.16, pg. 2-299 & 2-300)

fbx Mx / Sx = 986 /51.9 19 ksi Allowable stress along strong axis bending: Fbx = 1.33 x 0.66 Fy 1.33 x 0.66 x 50 ksi = 44 ksi > 19 ksi

My = (3 Ph 1/16) = (3 x 8 x 60 /16) 90 kip-in

fby = My / Sy = 90 / 11.0 8.2 ksi Allowable stress along weak axis bending: Fby = 1.33 x 0.75 Fy 1.33 x 0.75 x 50 ksi = 50 ksi > 8.2 ksi

31

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

September 2007


(B) Check design oflongitudinal beams (W12x40):

Uniform loads: Dead load of longitudinal beam: 0.040 kip/ft 0.003 kip/in Live load: 0.109 kip/in + 0.027 kip/in = 0.136 kip/in Dead load + Live load = w = 0.003 + 0.136 0.139 kip/in

Concentrated loads:

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 1-29) (See pg. 21)


(See pg. 30)




Sy = 11.0 in3

Ax d x tw 11.94 in x 0.295 in = 3.52 in2

Ay = 2 X brx tr= 2 x 8.005 in x 0.515 in 8.25 in2


(See Attachment A)

(Ref. 2.2.16, pg. 1-28 & 1-29)

Waste Package

~1=5ft-4

Mx = (3 P I / 16) + (w 12 / 8) (3 x 82 x 60/ 16) + (0.139 x 602 / 8) = 923 + 63 986 kip-in (Ref. 2.2.16, pg. 2-299 & 2-300)

fbx Mx / Sx = 986 /51.9 19 ksi Allowable stress along strong axis bending: Fbx = 1.33 x 0.66 Fy 1.33 x 0.66 x 50 ksi = 44 ksi > 19 ksi

My = (3 Ph 1/16) = (3 x 8 x 60 /16) 90 kip-in

fby = My / Sy = 90 / 11.0 8.2 ksi Allowable stress along weak axis bending: Fby = 1.33 x 0.75 Fy 1.33 x 0.75 x 50 ksi = 50 ksi > 8.2 ksi

31

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

September 2007


Check combined stress interaction: (Ref. 2.2.16, pg. 5-54) ....

(fbx / Fbx) + (fby / Fby) (19/ 44) + (8.2 / 50) = 0.43 + 0.16 = 0.59 < 1.0 O.K.


p Waste Package

t- 1::5ft -f

Vx = (P) + (3 w 1/8) = 82 + (3 x 0.139 x 60/ 8) = 82 + 3 85 kips (See pg. 31)

fvx = Vx / Ax 85/3.52 = 24 ksi

Vy=Ph 8 kip

fvy = Vy / Ay 8/8.25 = } ksi

fv = (242 + }2)0.5 24 ksi

(Ref. 2.2.16, pg. 2-299 & 2-300)

(See pg. 31)

(Seepg.31)

(See pg. 31)


32 September 2007


Check combined stress interaction: (Ref. 2.2.16, pg. 5-54) ....

(fbx / Fbx) + (fby / Fby) (19/ 44) + (8.2 / 50) = 0.43 + 0.16 = 0.59 < 1.0 O.K.


p Waste Package

t- 1::5ft -f

Vx = (P) + (3 w 1/8) = 82 + (3 x 0.139 x 60/ 8) = 82 + 3 85 kips (See pg. 31)

fvx = Vx / Ax 85/3.52 = 24 ksi

Vy=Ph 8 kip

fvy = Vy / Ay 8/8.25 = } ksi

fv = (242 + }2)0.5 24 ksi

(Ref. 2.2.16, pg. 2-299 & 2-300)

(See pg. 31)

(Seepg.31)

(See pg. 31)


32 September 2007


6.1.7.2 Design with 40% Vertical & 1000/0 Horizontal Seismic Loads


33K

t

74K

22K 140K

Weight of Waste Package, Waste Pallet and Drip' Shield: (178.2 kips + 5.5 kips) + 11.0 kips = 195 kips

Vertical seismic load 40% x 0.4208g x 195 kips 33 kips Horizontal seismic load = 0.3789g x 195 kips = 74 kips

Additional vertical forces on one beam due to horizontal seismic: (74 kips x 4 ft) /5 ft = 59 kips

55K

Total vertical forces on one beam when vertical seismic acting down: (195 kips + 33 kips) / 2 beams + 59 kips 173 kips

Total vertical forces on one beam when vertical seismic acting up: (195 kips 33 kips) /2 beams + 59 kips = 140 kips

33K

~

173K

(See pg. 15)

(See pg. 15)


33 September 2007


6.1.7.2 Design with 40% Vertical & 1000/0 Horizontal Seismic Loads


33K

t

74K

22K 140K

Weight of Waste Package, Waste Pallet and Drip' Shield: (178.2 kips + 5.5 kips) + 11.0 kips = 195 kips

Vertical seismic load 40% x 0.4208g x 195 kips 33 kips Horizontal seismic load = 0.3789g x 195 kips = 74 kips

Additional vertical forces on one beam due to horizontal seismic: (74 kips x 4 ft) /5 ft = 59 kips

55K

Total vertical forces on one beam when vertical seismic acting down: (195 kips + 33 kips) / 2 beams + 59 kips 173 kips

Total vertical forces on one beam when vertical seismic acting up: (195 kips 33 kips) /2 beams + 59 kips = 140 kips

33K

~

173K

(See pg. 15)

(See pg. 15)


33 September 2007


(B) Check design oflongitudinal beams (WI2x40):

Unifonn loads: Dead load of longitudinal beam: 0.040 kip/ft = 0.003 kiplin Live load: 0.109 kip/in + 0.027 kip/in 0.136 kip/in Dead load + Live load = w = 0.003 + 0.136 = 0.139 kip/in

Concentrated loads:

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 1-29) (See pg. 21)


(See pg. 33)

Horizontal seismic load = Ph = 74 kips / 4 load points 19 kips

Length between support columns: I = 5 ft = 60 inches


Sy 11.0 in3

Ax = d x tw 11.94 in x 0.295 in 3.52 in2

Ay = 2 X brx tr= 2 x 8.005 in x 0.515 in = 8.25 in2


(See Attachment A)

(Ref. 2.2.16, pg. 1-28 & 1-29)

(See pg. 31)

Mx = (3 P 1/ 16) + (w f / 8) (3 x 87 x 60/ 16) + (0.139 x 602 /8) 979 + 63 = 1042 kip-in (Ref. 2.2.16, pg. 2-299 & 2-300)

fbx Mx / Sx = 1042/51.9 = 20 ksi Allowable stress along strong axis bending: Fbx = 1.33 x 0.66 Fy = 1.33 x 0.66 x 50 ksi = 44 ksi > 20 ksi

My (3 Ph 1/16) = (3 x 19 x 60/ 16) 214 kip-in

fby = My / Sy 214/11.0 = 19.5 ksi Allowab Ie stress along weak axis bending: Fby = 1.33 x 0.75 Fy = 1.33 x 0.75 x 50 ksi = 50 ksi > 19.5 ksi


(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(Ref. 2.2.16, pg. 2-300)

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(Ref. 2.2.16, pg. 5-54)

(fbx / Fbx) + (fby / Fby) = (20 / 44) + (19.5/50) 0.45 + 0.39 0.84 < 1.0 O.K.

34 September 2007


(B) Check design oflongitudinal beams (WI2x40):

Unifonn loads: Dead load of longitudinal beam: 0.040 kip/ft = 0.003 kiplin Live load: 0.109 kip/in + 0.027 kip/in = 0.136 kip/in Dead load + Live load = w = 0.003 + 0.136 = 0.139 kiplin

Concentrated loads:

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 1-29) (See pg. 21)


(See pg. 33)


Length between support columns: I = 5 ft = 60 inches


Sy 11.0 in3

Ax = d x tw = 11.94 in x 0.295 in 3.52 in2

Ay = 2 X brx tr= 2 x 8.005 in x 0.515 in = 8.25 in2


(See Attachment A)

(Ref. 2.2.16, pg. 1-28 & 1-29)

(See pg. 31)

Mx = (3 P 1/ 16) + (w f / 8) (3 x 87 x 60/ 16) + (0.139 x 602 /8) 979 + 63 = 1042 kip-in (Ref. 2.2.16, pg. 2-299 & 2-300)

fbx = Mx / Sx = 1042/51.9 = 20 ksi Allowable stress along strong axis bending: Fbx = 1.33 x 0.66 Fy = 1.33 x 0.66 x 50 ksi = 44 ksi > 20 ksi

My (3 Ph 1/ 16) = (3 x 19 x 60/ 16) = 214 kip-in

fby = My / Sy = 214 /11.0 = 19.5 ksi Allowab Ie stress along weak axis bending: Fby = 1.33 x 0.75 Fy = 1.33 x 0.75 x 50 ksi = 50 ksi > 19.5 ksi


(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(Ref. 2.2.16, pg. 2-300)

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(Ref. 2.2.16, pg. 5-54)

(fbx / Fbx) + (fby / Fby) = (20 / 44) + (19.5/ 50) 0.45 + 0.39 0.84 < 1.0 O.K.

34 September 2007


Check maximum shear: (See pg.32)

Vx (P) + (3 wi /8) = 87 + (3 x 0.139 x 60 / 8) = 87 + 3 = 90 kips

fvx = Vx / Ax 90/3.52 = 25.6 ksi

Vy Ph = 19 kip

fvy = Vy / Ay 19/8.25 = 2.3 ksi

fv = (25.62 + 2.32)°.5 = 25.7 ksi

Allowable shear stress: Fv = 1.33 x 0.4 Fy = 1.33 x 0.4 x 50 ksi = 27 ksi > 25.7 ksi

Check L8x8x 112 angles: (8" long)

fvx = 90 kips / [2 angles x (112" x 8")] = 11.3 ksi

fvy = 19 kips / [2 angles x (1/2" x 8")] 2.4 ksi

fv (11.32 + 2.42)°.5 11.6 ksi

Allowable stress stress: Fv = 1.33 x 0.4 x Fy = 1.33 x 0.4 x 50 ksi = 27 ksi > 11.6 ksi

35

(Ref. 2.2.16, pg. 2-299 & 2-300)

(See pg. 34)

(See pg. 34)

(See pg. 34)

(Ref. 2.2.16, pg. 5-30 & 5-48) O.K.

(Ref. 2.2.16, pg. 5-30 & 5-48) O.K.

September 2007


Check maximum shear: (See pg.32)

Vx (P) + (3 wI /8) = 87 + (3 x 0.139 x 60/8) = 87 + 3 = 90 kips

fvx = Vx / Ax = 90 / 3.52 = 25.6 ksi

Vy Ph = 19 kip

fvy = Vy I Ay = 19/ 8.25 = 2.3 ksi

fv = (25.62 + 2.32)°.5 = 25.7 ksi

Allowable shear stress: Fv = 1.33 x 0.4 Fy = 1.33 x 0.4 x 50 ksi = 27 ksi > 25.7 ksi

Check L8x8x 112 angles: (8" long)

fvx = 90 kips / [2 angles x (112" x 8")] = 11.3 ksi

fvy = 19 kips / [2 angles x (1/2" x 8")] = 2.4 ksi

fv (11.32 + 2.42)°.5 11.6 ksi

Allowable stress stress: Fv = 1.33 x 0.4 x Fy = 1.33 x 0.4 x 50 ksi = 27 ksi > 11.6 ksi

35

(Ref. 2.2.16, pg. 2-299 & 2-300)

(See pg. 34)

(See pg. 34)

(See pg. 34)

(Ref. 2.2.16, pg. 5-30 & 5-48) O.K.

(Ref. 2.2.16, pg. 5-30 & 5-48) O.K.

September 2007


Check connection bolts between longitudinal beam and transverse beam: (four I"</> A325 bolts)

~" W12x65 TRANSVERSE BEAM

L8x8x1/z W/4-1~ DIA BOLTS

W12x40

Nominal area per bolt = 0.7854 in2

Number of bolts 4

. (TYP NS & FS)

r--SHORT SLOTTED HOlES .. ONE ENO OF LONGlTUOIHAL . BE"U ONlY ITYPI


Tension per bolt Vy / number of bolts = 19/ 4 = 4.8 kips (See pg. 35) Allowable tension stress for A325 bolts Ft = 44 ksi x 1.33 (Ref. 2.2.16, pg. 4-3 & 5-30) Allowable tension per bolt = Ft x nominal area = 1.33 x 44 x 0.7854

= 46.0 kips> 4.8 kips O.K.

Shear per bolt = [90 kips + (40% x 19 kips)] /4 = 24.4 kips (See pg. 15 & 35) Allowable shear stress for A325 bolts with short-slotted holes Fv = 15 ksi x 1.33

Pretension load for I"</> bolts T b = 51 kips Shear reduction factor = 1- (tension per bolt / pretension load)

1 ~ (4.8 / 51) = 0.91

(Ref. 2.2.16, pg. 4-5 & 5-30)

(Ref. 2.2.16, pg. 5-77) (Ref. 2.2.16, pg. 5-74)

Allowable double shear per bolt = 2 x Fv x nominal area per bolt x shear reduction factor = 1.33 x 2 x 15 x 0.7854 x 0.91 = 28.5 kips> 24.4 kips O.K.

36 September 2007


Check connection bolts between longitudinal beam and transverse beam: (four I"</> A325 bolts)

~" W12x65 TRANSVERSE BEAM

L8x8x1/z W/4-1~ DIA BOLTS

W12x40

Nominal area per bolt = 0.7854 in2

Number of bolts 4

. (TYP NS & FS)

r--SHORT SLOTTED HOlES .. ONE ENO OF LONGlTUOIHAL . BE"U ONlY ITYPI


Tension per bolt Vy / number of bolts = 19/ 4 = 4.8 kips (See pg. 35) Allowable tension stress for A325 bolts Ft = 44 ksi x 1.33 (Ref. 2.2.16, pg. 4-3 & 5-30) Allowable tension per bolt = Ft x nominal area = 1.33 x 44 x 0.7854

= 46.0 kips> 4.8 kips O.K.

Shear per bolt = [90 kips + (40% x 19 kips)] /4 = 24.4 kips (See pg. 15 & 35) Allowable shear stress for A325 bolts with short-slotted holes Fv = 15 ksi x 1.33

Pretension load for I"</> bolts T b = 51 kips Shear reduction factor = 1- (tension per bolt / pretension load)

1 ~ (4.8 / 51) = 0.91

(Ref. 2.2.16, pg. 4-5 & 5-30)

(Ref. 2.2.16, pg. 5-77) (Ref. 2.2.16, pg. 5-74)

Allowable double shear per bolt = 2 x Fv x nominal area per bolt x shear reduction factor = 1.33 x 2 x 15 x 0.7854 x 0.91 = 28.5 kips> 24.4 kips O.K.

36 September 2007


6.1.8 Design of Transverse Beams (W12x65)


Uniform loads: Dead load of transverse beam: 0.065 kip/ft = 0.005 kip/in Live load: 0.109 kiplin + 0.027 kip/in = 0.136 kiplin Dead load + Live load w 0.005 + 0.136 0.141 kip/in

Concentrated loads: Waste Package, Waste Pallet and Drip Shield with vertical seismic load

Pz 163 kips / 2 load points 82 kips PI = 114 kips / 2 load points = 57 kips

Horizontal seismic load Ph = 30 kips / 4 load points = 8 kips

Length between support columns: I 11 ft = 132 inches

(Ref. 2.2.16, pg. 1-29) (See pg. 21)

(See pg. 30)

(See Attachment A)

Section properties for W12x65 beams: Sx = 87.9 in3

Sy = 29.1 in3

(Ref. 2.2.16, pg. 1-28 & 1-29)

Ax d x tw = 12.12 in x 0.390 in = 4.73 inz

Ay 2 x bfx tf 2 x 12.00 in x 0.605 in = 14.52 inz


M2 [PI a2 (b + 60") / 12] + [pz (a + 60"i b / 12] . (Ref. 2.2.16, pg. 2-301) [57 kips x (36"i x 96" / (132"i] + [82 kips x (96"i x 36" / (132'')z] 407 kip-in + 1561 kip-in 1968 kip-in

Ma (at P2) 2 Pz (a + 60"i b2 / 13

2 x 82 kips x (96"l x (36"i / (132,,)3 = 852 kip-in (Ref. 2.2.16, pg. 2-301)

W 12/ 12 = 0.141 kip/in x (132"l / 12 205 kip-in (Ref. 2.2.16, pg. 2-301)

(Mx)max = 1968 kip-in + 205 kip-in = 2173 kip-in

37 September 2007


6.1.8 Design of Transverse Beams (W12x65)

6.1.8.1 Design with 100% Vertical & 40%) Horizontal Seismic Loads

Uniform loads: Dead load of transverse beam: 0.065 kip/ft = 0.005 kip/in Live load: 0.109 kiplin + 0.027 kip/in = 0.136 kiplin Dead load + Live load w = 0.005 + 0.136 0.141 kip/in


Pz 163 kips / 2 load points 82 kips PI = 114 kips / 2 load points = 57 kips

Horizontal seismic load Ph = 30 kips / 4 load points = 8 kips


(Ref. 2.2.16, pg. 1-29) (See pg. 21)

(See pg. 30)

(See Attachment A)

Section properties for W12x65 beams: Sx = 87.9 in3

Sy = 29.1 in3

(Ref. 2.2.16, pg. 1-28 & 1-29)

Ax d x tw = 12.12 in x 0.390 in = 4.73 inz

Ay 2 x bfx tf 2 x 12.00 in x 0.605 in = 14.52 inz


M2 = [PI; (b + 60") / e] + [Pz (a + 60"i b / }z] . (Ref. 2.2.16, pg. 2-301) [57 kips x (36"i x 96" / (132"iJ + [82 kips x (96"i x 36" / (132'')z] 407 kip-in + 1561 kip-in 1968 kip-in

Ma (at P2) 2 Pz (a + 60")2 b2 / 13

= 2 x 82 kips x (96")2 x (36")2 / (132"i = 852 kip-in (Ref. 2.2.16, pg. 2-301)

W 12/ 12 = 0.141 kip/in x (132"i / 12 205 kip-in (Ref. 2.2.16, pg. 2-301)

(Mx)max = 1968 kip-in + 205 kip-in = 2173 kip-in

37 September 2007


fbx (MX)max / Sx = 2173 / 87.9 = 25 ksi Allowable stress along strong axis bending: Fbx = 1.33 x 0.66 Fy = 1.33 x 0.66 x 50 ksi = 44 ksi > 25 ksi

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(My)max [Ph a2 (b + 60") / 12] + [Ph (a + 60"i b / t2] (Ref. 2.2.16, pg. 2-301) = [8 kips x (36"i x 96" / (132")2] + [8 kips x (96,,)2 x 36" / (132")2] (See pg. 37)

57 kip-in + 152 kip-in 209 kip-in

fby (MY)max / Sy = 209 / 29.1 7 ksi Allowable stress along weak axis bending: Fby = 1.33 x 0.75 Fy = 1.33 x 0.75 x 50 ksi = 50 ksi > 7 ksi


(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7& 5-30)

(Ref. 2.2.16, pg. 5-54)

(fbx / Fbx) + (fby / Fby) = (25/44) + (7/50) = 0.57 + 0.14 = 0.71 < 1.0 O.K.


Vx (P)+(w1l2)=82 +(0.141 x 132/2)=82+9=91 kips

fyx Vx / Ax = 91/4.73 19.2 ksi

Vy Ph = 8 kip

fvy = Vy / Ay = 8/14.52 = 0.6 ksi

fv = (19.22 +0.62)°.5 = 19.2 ksi

Allowable shear stress: Fy = 1.33 x 0.4 Fy = 1.33 x 0.4 x 50 ksi = 27 ksi> 19.2 ksi

38

(Ref. 2.2.16, pg. 2-301)

(See pg. 37)

(See pg. 37)

(See pg. 37)

(Ref. 2.2.16, pg. 5-30 & 5-48) O.K.

September 2007


fbx (MX)max / Sx = 2173 / 87.9 = 25 ksi Allowable stress along strong axis bending: Fbx = 1.33 x 0.66 Fy = 1.33 x 0.66 x 50 ksi = 44 ksi > 25 ksi

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7 & 5-30)

(My)max [Ph a2 (b + 60") / 12] + [Ph (a + 60"i b / t2] (Ref. 2.2.16, pg. 2-301) = [8 kips x (36"i x 96" / (132")2] + [8 kips x (96,,)2 x 36" / (132")2] (See pg. 37)

57 kip-in + 152 kip-in 209 kip-in

fby (MY)max / Sy = 209 / 29.1 7 ksi Allowable stress along weak axis bending: Fby = 1.33 x 0.75 Fy = 1.33 x 0.75 x 50 ksi = 50 ksi > 7 ksi


(Ref. 2.2.16, pg. 5-48) O.K.

(Ref. 2.2.16, pg. 1-7& 5-30)

(Ref. 2.2.16, pg. 5-54)

(fbx / Fbx) + (fby / Fby) = (25/44) + (7/50) = 0.57 + 0.14 = 0.71 < 1.0 O.K.


Vx (P)+(w1l2)=82 +(0.141 x 132/2)=82+9=91 kips

fyx Vx / Ax = 91/4.73 19.2 ksi

Vy Ph = 8 kip

fvy = Vy / Ay = 8/14.52 = 0.6 ksi

fv = (19.22 +0.62)°.5 = 19.2 ksi

Allowable shear stress: Fy = 1.33 x 0.4 Fy = 1.33 x 0.4 x 50 ksi = 27 ksi> 19.2 ksi

38

(Ref. 2.2.16, pg. 2-301)

(See pg. 37)

(See pg. 37)

(See pg. 37)

(Ref. 2.2.16, pg. 5-30 & 5-48) O.K.

September 2007



Unifonn loads: Dead load oftransverse beam: 0.065 kip/ft 0.005 kip/in Live load: 0.109 kip/in + 0.027 kip/in 0.136 kip/in Dead load + Live load = w = 0.005 + 0.136 0.141 kip/in


P2 173 kips I 2 load points 87 kips PI 55 kips I 2 load points 28 kips

Horizontal seismic load Ph = 74 kips I 4 load points = 19 kips


(Ref 2.2.16, pg. 1-29) (See pg. 21)

(See pg. 33)

(See Attachment A)

Section properties for W12x65 beams: (Ref. 2.2.16, pg. 1-28 & 1-29) Sx 87.9 in3

Sy = 29.1 in3

Ax d x tw = 12.12 in x 0.390 in 4.73 in2


: P1

M, t= ~ a=36". + I.. "" " "


P2

"" ! ~ M2

60" ------r- b=36" =.J 1=132" _." ." - .,

M2 = [PI a2 (b + 60") 112] + [P2 (a + 60")2 b I e] (Ref 2.2.16, pg. 2-301) = [28 kips x (36"i x 96" I (132")2] + [87 kips x (96"i x 36" I (132"il = 200 kip-in + 1657 kip-in 1857 kip':in

Ma (at P2) = 2 P2 (a + 60"i b2 I e = 2 x 87 kips x (96"i x (36"i I (132"i = 904 kip-in

(Ref 2.2.16, pg. 2-301)

w 12/12 = 0.141 kip/in x (132"i 112 205 kip-in (Ref 2.2.16, pg. 2-301)

(Mx)max = 1857 kip-in + 205 kip-in 2062 kip-in

39 September 2007



Unifonn loads: Dead load oftransverse beam: 0.065 kip/ft 0.005 kip/in Live load: 0.109 kip/in + 0.027 kip/in 0.136 kip/in Dead load + Live load = w = 0.005 + 0.136 0.141 kip/in


P2 173 kips I 2 load points 87 kips PI 55 kips I 2 load points 28 kips

Horizontal seismic load Ph = 74 kips I 4 load points = 19 kips


(Ref 2.2.16, pg. 1-29) (See pg. 21)

(See pg. 33)

(See Attachment A)

Section properties for W12x65 beams: (Ref. 2.2.16, pg. 1-28 & 1-29) Sx 87.9 in3

Sy = 29.1 in3

Ax d x tw = 12.12 in x 0.390 in 4.73 in2


: P1

M1 ta=36 ... _: ...... t-. I.. .' ..


P2

'. ! ~ M2

60" ------r- b=36" =.J 1=132" -'. '. - .,

M2 = [PI a2 (b + 60") 112] + [P2 (a + 60")2 b I e] (Ref 2.2.16, pg. 2-301) = [28 kips x (36"i x 96" I (132")2] + [87 kips x (96"i x 36" I (132"il = 200 kip-in + 1657 kip-in 1857 kip':in

Ma (at P2) = 2 P2 (a + 60"i b2 I e = 2 x 87 kips x (96"i x (36"i I (132"i = 904 kip-in

(Ref 2.2.16, pg. 2-301)

w 12/12 = 0.141 kip/in x (132"i 112 205 kip-in (Ref 2.2.16, pg. 2-301)

(Mx)max = 1857 kip-in + 205 kip-in 2062 kip-in

39 September 2007


fbx = (Mx)max 1 Sx = 2062/87.9 == 23.5 ksi Allowable stress along strong axis bending: Fbx = 1.33 x 0.66 Fy = 1.33 x 0.66 x 50 ksi = 44 ksi > 23.5 ksi

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 5-48) O.K

(Ref. 2.2.16, pg. 1-7 & 5-30)

(MY)max [Ph a2 (b + 60") 1 t2] + [Ph (a + 60")2 b 1 12] (Ref. 2.2.16, pg. 2-301) [19 kips x (36")2 x 96" 1 (132"i] + [19 kips x (96")2 x 36" 1 (132"i] (See pg. 39) 136 kip-in + 362 kip-in = 498 kip-in

fby (My)max 1 Sy 498/29.1 = 17 ksi Allowable stress along weak axis bending: Fby = 1.33 x 0.75 Fy = 1.33 x 0.75 x 50 ksi = 50 ksi > 17 ksi


(Ref. 2.2.16, pg. 5-48) O.K.

(Ref 2.2.16, pg.1-7 & 5-30)

(Ref 2.2.16, pg. 5-54)

(fbx 1 Fbx) + (fby 1 Fby) = (23.5 144) + (17 1 50) 0.53 + 0.34 0.87 < 1.0 O.K


Vx· (P)+(w1l2)=87+(0.141 x 132/2)=87+9 96 kips

fvx = Vx 1 Ax 96/4.73 = 20.3 ksi

Vy Ph 19 kips

fvy Vy 1 Ay 19114.52 = 1.3 ksi

fv (20.32 + 1.32)°.5 = 20.3 ksi

Allowable shear stress: Fv 1.33 x 0.4 Fy = 1.33 x 0.4 x 50 ksi = 27 ksi > 20.3 ksi

Check L8x8x1/2 angles: (8" long)

fvx 96 kips 1 [2 angles x (112" x 8")] = 12 ksi

fvy 19 kips 1 [2 angles x (112" x 8")] = 2.4 ksi

fv (122 + 2.42)°.5 12.2 ksi

(Ref 2.2.16, pg. 2-301)

(See pg. 39)

(Seepg.39)

(See pg. 39)

(Ref. 2.2.16, pg. 5-30 & 5-48) O.K.

Allowable shear stress: (Ref 2.2.16, pg. 5-30 & 5-48) Fv 1.33 x 0.4 x Fy = 1.33 x 0.4 x 50 ksi 27 ksi > 12.2 ksi O.K.

40 September 2007


fbx = (Mx)max 1 Sx = 2062/87.9 == 23.5 ksi Allowable stress along strong axis bending: Fbx = 1.33 x 0.66 Fy = 1.33 x 0.66 x 50 ksi = 44 ksi > 23.5 ksi

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 5-48) O.K

(Ref. 2.2.16, pg. 1-7 & 5-30)

(MY)max [Ph a2 (b + 60") 1 t2] + [Ph (a + 60")2 b 1 12] (Ref. 2.2.16, pg. 2-301) [19 kips x (36")2 x 96" 1 (132"i] + [19 kips x (96")2 x 36" 1 (132"i] (See pg. 39) 136 kip-in + 362 kip-in = 498 kip-in

fby (My)max 1 Sy 498/29.1 = 17 ksi Allowable stress along weak axis bending: Fby = 1.33 x 0.75 Fy = 1.33 x 0.75 x 50 ksi = 50 ksi > 17 ksi


(Ref. 2.2.16, pg. 5-48) O.K.

(Ref 2.2.16, pg.1-7 & 5-30)

(Ref 2.2.16, pg. 5-54)

(fbx 1 Fbx) + (fby 1 Fby) = (23.5 144) + (17 1 50) 0.53 + 0.34 0.87 < 1.0 O.K


Vx· (P)+(w1l2)=87+(0.141 x 132/2)=87+9 96 kips

fvx = Vx 1 Ax 96/4.73 = 20.3 ksi

Vy Ph 19 kips

fvy Vy 1 Ay 19114.52 = 1.3 ksi

fv (20.32 + 1.32)°.5 = 20.3 ksi

Allowable shear stress: Fv 1.33 x 0.4 Fy = 1.33 x 0.4 x 50 ksi = 27 ksi > 20.3 ksi

Check L8x8x1/2 angles: (8" long)

fvx 96 kips 1 [2 angles x (112" x 8")] = 12 ksi

fvy 19 kips 1 [2 angles x (112" x 8")] = 2.4 ksi

fv (122 + 2.42)°.5 12.2 ksi

(Ref 2.2.16, pg. 2-301)

(See pg. 39)

(Seepg.39)

(See pg. 39)

(Ref. 2.2.16, pg. 5-30 & 5-48) O.K.

Allowable shear stress: (Ref 2.2.16, pg. 5-30 & 5-48) Fv 1.33 x 0.4 x Fy = 1.33 x 0.4 x 50 ksi 27 ksi > 12.2 ksi O.K.

40 September 2007


6.1.9 Design of Transverse Beam Side Plates & Rock Anchors

For 112" x 18" x 18" A-50 plate which spaced at 5 ft intervals.

Total maximum horizontal load from TEV due to horizontal seismic = 78.5 kips (20 ft apart)

Load on side plate Wpl = (78.5 x 1000) x (5ft 120ft) I [18" x (18" x sin 54°)] = 75 psi < 870 psi (minimum) D.K.

L8X8x112 WI SHORT SLOTTED HOLES IN TRANSVERSE BEAM I ANGLE (TYP NS & FS)

, W12x65

? ?

~ W12xSS RUNWAY BEAM WI 171# RAil & W8x40 . I STUB COL (TYP)

ROCK ANCHORS (TYP)

HI' -il" DIA CRDUNO SUPPORT ! REF I

(See pg. 27)

(Attachment A) (See pg. 18)

TOP VIEW

78.5 KIPS COMP. -:----,

41 September 2007


6.1.9 Design of Transverse Beam Side Plates & Rock Anchors

For 112" x 18" x 18" A-50 plate which spaced at 5 ft intervals.

Total maximum horizontal load from TEV due to horizontal seismic = 78.5 kips (20 ft apart)

Load on side plate Wpl = (78.5 x 1000) x (5ft 120ft) I [18" x (18" x sin 54°)] = 75 psi < 870 psi (minimum) O.K.

L8X8x1l2 WI SHORT SLOTTED HOLES IN TRANSVERSE BEAM I ANGLE (TYP NS & FS)

W12x65

;)

"I

"I

,'" ? ?

C TYP}

C

~ W12xSS RUNWAY BEAM WI 171# RAIL & W8x40

. I STUB COL (TYP)

ROCK ANCHORS (lYP)

HI' -il" Dr ... CROUNO SUPPORT ! REF I

(See pg. 27)

(Attachment A) (See pg. 18)

TOP VIEW

78.5 KIPS COMPo

41 September 2007


Shear Demand per Rock Anchor: 78.5 kips x cos 54° / (4 x 4 bolts)

78.5 x 0.588 /16 46 / 16 2.88 kips

For Hilti Kwik Bolt 3 Anchor: For 1"<j) with 9" embedment: Load adjustment factor for spacing = 0.95

800-SSC-SSEO-00200-000-00C

(See pg. 27 & 41)

(Ref.2.2.22)

Shear strength = 0.95 x 7.470 = 7.10 kips> 2.88 kips O.K. (Ref. 2.2.22) (Ref. 2.2.22)

Note: The specification for the appropriate rock anchors will be determined during the detail design phase.

Check minimum thickness of side plate: For W12x65 beams: bf= 12.00"

d 12.12" tw = 0.39"

0.605"

d 1 sin 54° = 12.12" 1 0.809 = 15.0" < 18" O.K.

(Ref. 2.2.16, pg. 1-28) (Ref. 2.2.16, pg. 1-28) (Ref. 2.2.16, pg. 1-28) (Ref. 2.2.16, pg. 1-28)

(See pg. 41) bpI = [d (tfx 2)] 1 sin 54° = [12.12" - (0.605" x 2)] /0.809 13.49" dpl (bf 12) (tw 12) (12.00" 12) - (0.39" 12) 5.81"

Consider plate fixed at both ends: S = 5.81" x (1/2,,)2/6 = 0.242 in3 (Ref. 2.2.16, pg. 6-17) w = 0.075 ksi x 5.81" 0.436 kiplin (See pg. 41) M = 0.436 kiplin x (13.49"i / 12 = 6.612 kip-in (Ref. 2.2.16, pg. 2-301) Fbx = 6.612 kip-in 1 0.242 in3

= 27.3 ksi < 1.33 x 0.75 x 50 ksi = 50 ksi O.K. (Ref. 2.2.16, pg. 5-30 & 5-48)

Use 112" x 18" x 18" A-50 side plate & 1"<j) Expansion Anchors with 9" Embedment.

42 September 2007


Shear Demand per Rock Anchor: 78.5 kips x cos 54° / (4 x 4 bolts)

78.5 x 0.588 /16 46 / 16 2.88 kips

For Hilti Kwik Bolt 3 Anchor: For 1"<j) with 9" embedment: Load adjustment factor for spacing = 0.95

800-SSC-SSEO-00200-000-00C

(See pg. 27 & 41)

(Ref.2.2.22)

Shear strength = 0.95 x 7.470 = 7.10 kips> 2.88 kips O.K. (Ref. 2.2.22) (Ref. 2.2.22)


Check minimum thickness of side plate: For W12x65 beams: bf= 12.00"

d 12.12" tw = 0.39"

0.605"

d 1 sin 54° = 12.12" 1 0.809 = 15.0" < 18" O.K.


(See pg. 41) bpI = [d (tfx 2)] 1 sin 54° = [12.12" - (0.605" x 2)] /0.809 13.49" dpl (bf 12) (tw 12) (12.00" 12) - (0.39" 12) 5.81"

Consider plate fixed at both ends: S = 5.81" x (1/2,,)2/6 = 0.242 in3 (Ref. 2.2.16, pg. 6-17) w = 0.075 ksi x 5.81" 0.436 kiplin (See pg. 41) M = 0.436 kiplin x (13.49"i / 12 = 6.612 kip-in (Ref. 2.2.16, pg. 2-301) Fbx = 6.612 kip-in 1 0.242 in3

= 27.3 ksi < 1.33 x 0.75 x 50 ksi = 50 ksi O.K. (Ref. 2.2.16, pg. 5-30 & 5-48)

Use 112" x 18" x 18" A-50 side plate & 1"<j) Expansion Anchors with 9" Embedment.

42 September 2007

St~el Invert Structure - Emplacement Drifts 800-SSC-SSEO-00200-000-00C

6.1.10 Design of Base PI~te & Rock Anchors

For 3/8" x 18" x 18" A-50 plate which spaced at 5 ft intervals.

Total maximum vertical load from TEV and 20 ft beam = 99 kips + (0.141 kips/in x 240") = 133 kips (See pg. 24)

Load on base plate Wp1 (133 x 1000) x (5ft 120ft) / [18" x (18" x cos 38°)](See Attachment A) 130 psi < 870 psi (minimum) O.K. (See pg. 18)

Lex&<ll2 WI SHORT SLOTTED HOI..ES 1t.t.~NSVijRSe I;iEAM I ANGlE (FYI> NS&. Fa)

',.

! W12x65R1JNWAY !'II?IM

I WI ,1, 71# RA!l & W8x40

, STUB COL (TYP)

Pl3l8"

ROCK ANCHORS (1YP)

TOP VIEW

133 KIPS COMPo

'/;1' SHEAR DEMAND = '\ 133 KIPS x SIN 38"

I

43

lS',.o" In". GROUND SUPPORT (REF' .

September 2007

St~el Invert Structure - Emplacement Drifts 800-SSC-SSEO-00200-000-00C

6.1.10 Design of Base PI~te & Rock Anchors

For 3/8" x 18" x 18" A-50 plate which spaced at 5 ft intervals.


Load on base plate Wp1 (133 x 1000) x (5ft 120ft) / [18" x (18" x cos 38°)](See Attachment A) 130 psi < 870 psi (minimum) O.K. (See pg. 18)

L8X&<112 WI SHORT SLOTTED HOlES 1t.t.~NSVijRSe BEAM I ANGI£ (fyi> NS &. Fa)

W12l<65

.,-

! W1~ RUNWAY !'II;:AM

I WI 171# RA!l & W8x40

. STUB COL (TYP)

ROCK ANCHORS (lYP)

TOP VIEW

133 KIPS COMPo

'/;1' SHEAR DEMAND = '\ 133 KIPS x SIN 38"

I

43

lS',.o" In". GROUND SUPPORT (REF' .

September 2007


Shear Demand per Rock Anchor: 133 kips x sin 38° / (4 x 4 bolts) = 133 x 0.616 /16 = 5.12 kips

For Hilti Kwik Bolt 3 Anchor: For 1"~ with 9" embedment: Load adjustment factor for spacing = 0.95 Shear strength 0.95 x 7.470 kips

= 7.10 kips> 5.12 kips O.K.

(See pg. 43)

(Ref. 2.2.22)

(Ref. 2.2.22) . (Ref. 2.2.22)


Check minimum thickness of base plate: For W8x40 columns: bf = 8.07"

d = 8.25" tw = 0.36" tf= 0.56"

d / cos 38° 8.25" /0.788 = to.5" < 18" O.K. bpI = [d - (tfx 2)] / cos 38° = [8.25" - (0.56" x 2)] / 0.788 = 9.05" dpJ = (bf /2) - (tw / 2) = (8.07" / 2) - (0.36" / 2) = 3.86"

Consider plate fixed at both ends:


(See pg. 43)

S 3.86" x (3/8")2/6 = 0.090 in3 (Ref. 2.2.16, pg. 6-17) w 0.130 ksi x 3.86" = 0.502 kiplin (See pg. 43) M = 0.502 kiplin x (9.05,,)2 /12 = 3.426 kip-in (Ref. 2.2.16, pg. 2-301) Fbx = 3.426 kip-in /0.09 in3 = 38.1 ksi < 1.33 x 0.75 x 50 ksi = 50 ksi O.K.

(Ref. 2.2.16, pg. 5-30 & 5-48)

Use 3/8" x 18" x 18" A-50 base plate & 1"~ Expansion Anchors with 9" Embedment.

44 September 2007


Shear Demand per Rock Anchor: 133 kips x sin 38° / (4 x 4 bolts) = 133 x 0.616 /16 = 5.12 kips

For Hilti Kwik Bolt 3 Anchor: For 1"~ with 9" embedment: Load adjustment factor for spacing = 0.95 Shear strength 0.95 x 7.470 kips

= 7.10 kips> 5.12 kips O.K.

(See pg. 43)

(Ref. 2.2.22)

(Ref. 2.2.22) . (Ref. 2.2.22)


Check minimum thickness of base plate: For W8x40 columns: bf = 8.07"

d = 8.25" tw = 0.36" tf= 0.56"

d / cos 38° 8.25" /0.788 = to.5" < 18" O.K. bpI = [d - (tfx 2)] / cos 38° = [8.25" - (0.56" x 2)] / 0.788 = 9.05" dpJ = (bf /2) - (tw / 2) = (8.07" / 2) - (0.36" / 2) = 3.86"

Consider plate fixed at both ends:


(See pg. 43)

S 3.86" x (3/8")2/6 = 0.090 in3 (Ref. 2.2.16, pg. 6-17) w 0.130 ksi x 3.86" = 0.502 kiplin (See pg. 43) M = 0.502 kiplin x (9.05,,)2 /12 = 3.426 kip-in (Ref. 2.2.16, pg. 2-301) Fbx = 3.426 kip-in /0.09 in3 = 38.1 ksi < 1.33 x 0.75 x 50 ksi = 50 ksi O.K.

(Ref. 2.2.16, pg. 5-30 & 5-48)

Use 3/8" x 18" x 18" A-50 base plate & 1"~ Expansion Anchors with 9" Embedment.

44 September 2007


6.1.11 Design of Columns

For W8x40 column which spaced at 5 ft intervals.


Load on topof column 133 kips x (5 ft / 20 ft) = 33.3 kips

Section properties for W8x40 columns: A == 11.7 in2

rmin = ry 2.04 in Fy= 50 ksi K 1 Length of column 1 = 17"

fa = 33.3 kips / A = 33.3 / 11.7 = 2.85 ksi

Allowable stress for axial loads: K 11 ry = 1 x 17 /2.04 = 8 -+ Fa = 29.42 ksi 1.33 Fa = 1.33 x 29.42 = 39.1 ksi> 2.85 ksi O.K.

l,B)(8x112 WI SHORT SlOTTED HOt..ES IN TIWIS\IERSE 9EAIot I ANGl..E (TVP ItS & FS) . .

.W12><65

??

? ?

!:i~~~~ . I STUB COl (TYP) ..

45

(Ref. 2.2.16, pg. 1-32 & 1-33)

(See pg. 18) (Ref. 2.2.16, pg. 5-135)

(See Attachment A)

(Ref. 2.2.16, pg. 3-17) (Ref. 2.2.16, pg. 5-30 & 5-54)

18· -0- DJ" CROUND SUPPDRT IIlIEF.

September 2007


6.1.11 Design of Columns

For W8x40 column which spaced at 5 ft intervals.


Load on top of column 133 kips x (5 ft / 20 ft) = 33.3 kips

Section properties for W8x40 columns: A == 11.7 in2

rmin = ry 2.04 in Fy= 50 ksi K 1 Length of column 1 = 17"

fa = 33.3 kips / A = 33.3 / 11.7 = 2.85 ksi

Allowable stress for axial loads: K 11 ry = 1 x 17 /2.04 = 8 ~ Fa = 29.42 ksi 1.33 Fa = 1.33 x 29.42 = 39.1 ksi> 2.85 ksi O.K.

l,.8)(8x1f2 WI SHORT SlOTTED HOt..ES IN TIWIS\IERSE IlEJ\M I ANGl..E (TVP ItS & FS) . .

.W12><65

::-... ">

"I

??

? ?

c rtf'

! W12><65 RUNWAY BEAM WI 17f# RAIL & W6>t40

I STUB COL (TYP) ..

45

(Ref. 2.2.16, pg. 1-32 & 1-33)

(See pg. 18) (Ref. 2.2.16, pg. 5-135)

(See Attachment A)

(Ref. 2.2.16, pg. 3-17) (Ref. 2.2.16, pg. 5-30 & 5-54)

18·-0- DJ" CROUHO SUPPDRT IIlIEF.

September 2007

.§.!eel Invert Structure - Emplacement Drifts

Check Connection Bolts between Columns & Runway Beams:

Try four 1"q, A325 bolts:

Horizontal seismic load 78.5 kips


Number of bolts 4 Tension per bolt 0 kip Shear per bolt = 78.5 kips / 4 = 19.6 kips

800-SSC-SSEO-00200-000-00C

(Seepg.27)

(Ref 2.2.16, pg. 4-3)

. Allowable shear stress for standard bearing-type connection A325 bolts: Fv = 21.0 ksi x 1.33 (Ref. 2.2.16, pg. 4-5 & 5-30)

Allowable double shear per bolt = 1.33 x 2 x Fv x nominal area per bolt = 1.33 x 2 x 21.0 x 0.7854 = 43.9 kips> 19.6 kips O.K.

Check Stub Column Top Plates:

Try 3/8"x13"x13" ASTM A588, Gr. 50 plates.

For W8x40 columns:

+--

bf= 8.07" d 8.25" < 13" tw 0.36" tf= 0.56"

O.K. (Ref 2.2.16, pg. 1-32) (Ref. 2.2.16, pg. 1-32) (Ref. 2.2.16, pg. 1-32) (Ref 2.2.16, pg. 1-32)

Pl3lS" bpJ d (tfx 2) = 8.25" (0.56" x 2) 7.13" dp1 (bf /2) - (tw / 2) = (8.07" /2) - (0.36" / 2) 3.86"

Consider plate fixed at both ends: S = 3.86" x (3/8"i / 6 = 0.090 in3

Maximum vertical load = 33.3 kips / (13" x 13") = 0.197 ksi w = 0.197 ksi x 3.86" = 0.760 kip/in M 0.760 kip/in x (7.13"i / 12 3.22 kip-in Fbx 3.22 kip-in / 0.09 in3 = 36 ksi < 1.33 x 0.75 x 50 ksi

(Ref 2.2.16, pg: 6-17) (See pg. 45)

(Ref 2.2.16, pg. 2-301) 50 ksi O.K.

(Ref 2.2.16, pg. 5-30 & 5-48)

46 September 2007

.§.!eel Invert Structure - Emplacement Drifts

Check Connection Bolts between Columns & Runway Beams:

Try four 1"q, A325 bolts:

Horizontal seismic load 78.5 kips


Number of bolts 4 Tension per bolt 0 kip Shear per bolt = 78.5 kips / 4 = 19.6 kips

800-SSC-SSEO-00200-000-00C

(Seepg.27)

(Ref 2.2.16, pg. 4-3)

. Allowable shear stress for standard bearing-type connection A325 bolts: Fv = 21.0 ksi x 1.33 (Ref. 2.2.16, pg. 4-5 & 5-30)

Allowable double shear per bolt = 1.33 x 2 x Fv x nominal area per bolt = 1.33 x 2 x 21.0 x 0.7854 = 43.9 kips> 19.6 kips O.K.

Check Stub Column Top Plates:

Try 3/8"x13"x13" ASTM A588, Gr. 50 plates.

For W8x40 columns:

+--

bf= 8.07" d 8.25" < 13" tw 0.36" tf= 0.56"

O.K. (Ref 2.2.16, pg. 1-32) (Ref. 2.2.16, pg. 1-32) (Ref. 2.2.16, pg. 1-32) (Ref 2.2.16, pg. 1-32)

Pl3lS" bpJ d (tfx 2) = 8.25" (0.56" x 2) 7.13" dp1 (bf /2) - (tw / 2) = (8.07" /2) - (0.36" / 2) 3.86"

Consider plate fixed at both ends: S = 3.86" x (3/8"i / 6 = 0.090 in3

Maximum vertical load = 33.3 kips / (13" x 13") = 0.197 ksi w = 0.197 ksi x 3.86" = 0.760 kip/in M 0.760 kip/in x (7.13"i / 12 3.22 kip-in Fbx 3.22 kip-in / 0.09 in3 = 36 ksi < 1.33 x 0.75 x 50 ksi

(Ref 2.2.16, pg: 6-17) (See pg. 45)

(Ref 2.2.16, pg. 2-301) 50 ksi O.K.

(Ref 2.2.16, pg. 5-30 & 5-48)

46 September 2007


6.2 MATERIAL AND TAKE-OFF

6.2.1 Crane Rails (171 Ibs/yd)

(171 lbs/yd) x (1 yd 13ft) x (2 rails) 114lbs/ft

6.2.2 Runway Beams (W12x65)

65 lbs/ft x 2 beams = 130 lbs/ft

6.2.3 Longitudinal Beams (W12x40)


6.2.4 Transverse Beams with Angles (W12x65 with L8x8x1l2)

[(65 lbs/ft x 4 beams x 176.59" 112") + (16 connections x 4 angles x 26.4 lbs/ft x 8" 112")] 120 ft

191 lbs/ft + 56 lbs/ft 247lbs/ft

6.2.5 Stub Column Top Plates (3/S"x13"x13")

[8 supports x 490 lbs/fe x (0.375"/12") x (13"/12") x (13" 112")] 1 20 ft

7lbs/ft

6.2.6 Stub Columns (W8x40)

[8 columns x 40 lbs/ft x (17"/12")] 120 ft 23lbs/ft

6.2.7 Stub Column Base Plates (3/8"x18"x18")

[8 columns x 490 Ibs/fe x (0.375" 1 12") x (18" 1 12") x (18" 1 12")] 120 ft

141bs/ft

47

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 1-113)

(See Attachment A)

(See Attachment A) (Ref. 2.2.16, pg. 1-29)



(See Attachment A)

(See Attachment A)

(See Attachment A)

September 2007


6.2 MATERIAL AND TAKE-OFF

6.2.1 Crane Rails (171 Ibs/yd)

(171 lbs/yd) x (1 yd 13ft) x (2 rails) 114lbs/ft

6.2.2 Runway Beams (W12x65)


6.2.3 Longitudinal Beams (W12x40)


6.2.4 Transverse Beams with Angles (W12x65 with L8x8x1l2)

[(65 lbs/ft x 4 beams x 176.59" 112") + (16 connections x 4 angles x 26.4 lbs/ft x 8" 112")] 120 ft

191 lbs/ft + 56 lbs/ft 247lbs/ft

6.2.5 Stub Column Top Plates (3/S"x13"x13")

[8 supports x 490 lbs/fe x (0.375"/12") x (13"/12") x (13" 112")] 1 20 ft

7lbs/ft

6.2.6 Stub Columns (W8x40)

[8 columns x 40 lbs/ft x (17"/12")] 120 ft 23lbs/ft

6.2.7 Stub Column Base Plates (3/8"x18"x18")

[8 columns x 490 Ibs/fe x (0.375" 1 12") x (18" 1 12") x (18" 1 12")] 120 ft

141bs/ft

47

800-SSC-SSEO-00200-000-00C

(Ref. 2.2.16, pg. 1-113)

(See Attachment A)




(See Attachment A)

(See Attachment A)

(See Attachment A)

September 2007


6.2.8 Side Plates (1I2"xI8"xI8")

8 plates x (0.5" / 12") x (18" / 12") x (18" /12") x 490 Ibs/ft3 /20 ft = 18 lbs/ft (See Attachment A)

6.2.9 Splice Plates (1/2"x8"x 16.5")

[2 splices x 2 plates x (16.5" / 12") x (8" /12") x (112" /12")] x 490 lbs/fe / 20 ft = 4lbs/ft

6.2.10 Structural Bolts (1"11»

[(4 splices x 6 bolts) + (16 connections x 16 bolts) + (8 supports x 4 bolts)] /20 ft

(24 bolts + 256 bolts + 32 bolts) / 20 ft 15.6 bolts/ft

Average bolts length = 6" assumed (207 + 9.4) lbs x 15.6 bolts/ft / 100 bolts = 34lbs/ft

6.2.11 Rock Auchors (1"11> x 12" long, 304 stainless steel)

Bolt weight (n / 4) x (1 ft / 12)2 x (12 / 12) ft x 490 Ib/ft3 2.67 Ibslbolt

16 bolts / 5 ft = 3.2 bolts/ft 16 bolts x 2.671bs / 5 ft = 91bs/ft

48

(See Attachment A)

(See Attachment A)

(Ref. 2.2.16, pg. 4-146)

(See Attachment A) (See Attachment A)

September 2007


6.2.8 Side Plates (1I2"xI8"xI8")

8 plates x (0.5" / 12") x (18" / 12") x (18" /12") x 490 Ibs/ft3 /20 ft = 18 Ibs/ft (See Attachment A)

6.2.9 Splice Plates (1/2"x8"x 16.5")

[2 splices x 2 plates x (16.5" / 12") x (8" / 12") x (lI2" / 12")] x 490 Ibs/ft3 / 20 ft = 4lbs/ft

6.2.10 Structural Bolts (1"(j»

[(4 splices x 6 bolts) + (16 connections x 16 bolts) + (8 supports x 4 bolts)] / 20 ft

(24 bolts + 256 bolts + 32 bolts) / 20 ft 15.6 bolts/ft

Average bolts length = 6" assumed (207 + 9.4) lbs x 15.6 bolts/ft /100 bolts = 341bs/ft

6.2.11 Rock Anchors (1"(j> x 12" long, 304 stainless steel)

Bolt weight (n / 4) x (1 ft / 12)2 x (12 / 12) ft x 490 Ib/ft3 2.67 lbslbolt

16 bolts / 5 ft = 3.2 bolts/ft 16 bolts x 2.671bs / 5 ft = 9lbs/ft

48

(See Attachment A)

(See Attachment A)

(Ref. 2.2.16, pg. 4-146)

(See Attachment A) (See Attachment A)

September 2007


6.2.12 Quantity of Ballast

.,. a=4.67'

t 4.33'

t

Radius oftunnel: r = 9 ft

c = 2 X [(9,)2 - (4.67'/]112 = 15.39 ft

$ = 2 X [cos·l (4.67' 19')] = 117.5°

Sectional area of tunnel 1t x r2 3.1416 x (9'i = 254.47 ft2

Area of triangle = 0.5 x a xC = 0.5 x 4.67' x 15.39' = 35.94 ft2

(See Attachment A)

(Ref. 2.2.16, pg. 6-16)

Area of ballast . (Sectional area of tunnel) x ($/360)] - (Area oftriangle) = [(254.47 ft2 x (117.5° 1360°)] 35.94 ft2 47.12 ft2

Average density of ballast = 125pcf

. Total weight of ballast = 47.12 ft2 x 1 ft x 125 pcf= 5890lbs/ft

Structural steel weight 680 lbs/ft

680 lbs/ft x 125 pcf 1490 pcf= 173 lbs/ft

Total net weight of ballast 5890 lbs/ft - 173 lbs/ft 57171bs/ft.

(Ref 2.2.2, pg.39)

(See pg. 50)

(Ref 2.2.16, pg. 6-8)

Average net sectional area of ballast = 57171bs/ft 1125 pcf= 46 ft3/ft 46 ft2

Total gross sectional area of ballast = 5890 lbs/ft 1125 pcf= 47 ft2

Average net sectional area of steel = 47 ft2 - 46 ft2 1 ft2

49 September 2007


6.2.12 Quantity of Ballast

+ a=4.67'

t 4.33'

t

Radius oftunnel: r = 9 ft

c = 2 x [(9'i - (4.67')2JII2 = 15.39 ft

$ = 2 X [cos·l (4.67' 19')] = 117.5°

Sectional area of tunnel 1t x r2 3.1416 x (9'i = 254.47 ft2

Area of triangle = 0.5 x a xC = 0.5 x 4.67' x 15.39' = 35.94 ft2

(See Attachment A)

(Ref. 2.2.16, pg. 6-16)

Area of ballast . (Sectional area of tunnel) x ($/360)] - (Area oftriangle) = [(254.47 ft2 x (117.5° 1360°)] 35.94 ft2 47.12 ft2

Average density of ballast = 125pcf (Ref 2.2.2, pg.39)

Total weight of ballast = 47.12 ft2 x 1 ft x 125 pcf= 5890lbs/ft

Structural steel weight = 680 lbs/ft (See pg. 50)

680 lbs/ft x 125 pcf 1490 pcf= 173 lbs/ft (Ref 2.2.16, pg. 6-8)

Total net weight of ballast 5890 lbs/ft - 173 lbs/ft 57171bs/ft.

Average net sectional area of ballast = 5717 Ibs/ft 1125 pef = 46 ft3/ft = 46 ft2

Total gross sectional area of ballast = 5890 lbs/ft 1125 pcf= 47 ft2

Average net sectional area of steel = 47 ft2 - 46 ft2 1 ft2

49 September 2007


7. RESULTS AND CONCLUSIONS

The following table provides summary of the primary structural steel members for the steel invert structure in emplacement drifts. rhe table shows the beam sizes as required for the design loads. Based on the preceding calculations it is concluded that the design is satisfactory.

REQUIRED PRIMARY MEMBER SIZES

Runway Transverse Longitudinal Beams Beams Beams

W12X65 W12X65 W12X40

Based on the material take off shown in Section 6.2, a table of Bill of Materials for Steel Invert in Emplacement Drifts is provided:

Item

1 2 3 4 5 6 7 8 9 10 11

12

Notes:

Description

Crane Rails .Runway Beams Longitudinal Beams

EMPLACEMENT DRIFTS - STEEL INVERT COMMITTED MATERIALS

Size Material

171 Ib/yd ASTM A759 W12x65 ASTM A588, Gr.50 W12x40 ASTM A588, Gr.50

Transverse Beams wI Angles W12x65 ASTM A588, Gr.50 Stub Columns W8x40 ASTM A588, Gr.50 Stub Column Top Plates 3/8"x13"x13" ASTM A588, Gr.50 Stub Column Base Plates 3/8"x18"x18" ASTM A588, Gr.50 Side Plates 1/2"x18"x18" ASTM A588, Gr.50 Splice Plates 1/2"x8"x16.5" ASTM A588, Gr.50 Structural Bolts 1" DIA ASTM A325 Rock Anchors 1" DIA Stainless Steel

Total Steel Ballast VARIES Crushed Tuff

Weight Remarks (Ibs/ft)

114 2 Rails 130 2 Beams 80 2 Beams

247 Spaced @ 5' 23 2-Spaced @ 5' 7 2-Spaced @ 5' 14 2-Spaced @ 5' 18 2-Spaced @ 5' 4 4 Plates

34 15.6 bolts per ft 9 3.2 bolts per ft

680* 5717* 46 fefft

1. Diameter of Emplacement Drift = 18'-0". For total emplacement drift length, see subsurface layout drawing. 2. Member sizes are based on design calculations. 3. For ground support materials, refer to Geotech group.

*: Weight (Ibs/ft) = + or - 10% of table listed weight.

50 September 2007


7. RESULTS AND CONCLUSIONS

The following table provides summary of the primary structural steel members for the steel invert structure in emplacement drifts. rhe table shows the beam sizes as required for the design loads. Based on the preceding calculations it is concluded that the design is satisfactory.

REQUIRED PRIMARY MEMBER SIZES

Runway Transverse Longitudinal Beams Beams Beams

W12X65 W12X65 W12X40

Based on the material take off shown in Section 6.2, a table of Bill of Materials for Steel Invert in Emplacement Drifts is provided:

Item

1 2 3 4 5 6 7 8 9 10 11

12

Notes:

Description

Crane Rails .Runway Beams Longitudinal Beams

EMPLACEMENT DRIFTS - STEEL INVERT COMMITTED MATERIALS

Size Material

171 Ib/yd ASTM A759 W12x65 ASTM A588, Gr.50 W12x40 ASTM A588, Gr.50

Transverse Beams wI Angles W12x65 ASTM A588, Gr.50 Stub Columns W8x40 ASTM A588, Gr.50 Stub Column Top Plates 3/8"x13"x13" ASTM A588, Gr.50 Stub Column Base Plates 3/8"x18"x18" ASTM A588, Gr.50 Side Plates 1/2"x18"x18" ASTM A588, Gr.50 Splice Plates 1/2"x8"x16.5" ASTM A588, Gr.50 Structural Bolts 1" DIA ASTM A325 Rock Anchors 1" DIA Stainless Steel

Total Steel Ballast VARIES Crushed Tuff

Weight Remarks (Ibs/ft)

114 2 Rails 130 2 Beams 80 2 Beams

247 Spaced @ 5' 23 2-Spaced @ 5' 7 2-Spaced @ 5' 14 2-Spaced @ 5' 18 2-Spaced @ 5' 4 4 Plates

34 15.6 bolts per ft 9 3.2 bolts per ft

680* 5717* 46 fefft

1. Diameter of Emplacement Drift = 18'-0". For total emplacement drift length, see subsurface layout drawing. 2. Member sizes are based on design calculations. 3. For ground support materials, refer to Geotech group.

*: Weight (Ibs/ft) = + or - 10% of table listed weight.

50 September 2007


ATTACHMENT A

General Arrangement

At

800-SSC-SSEO-00200-000-00C

September 2007


ATTACHMENT A

General Arrangement

At

800-SSC-SSEO-00200-000-00C

September 2007


'i' ;..,

-~

I:! ~ z ...

'" '-' ... '" <r ~ :>

8 '" . 'T 0 I ... 2

, 0 I

;..,

'i'

'" w v J .. '"

tRAIL RUNlIAY BEAM

.1

. ,.;1., i ii i Hi: I . : ::.: i------L/II-..L---

- -HI~II+ I "." I

j frlli 1---liI,tt.1 tn ;t t

800-SSC-SSEO-00200-000-00C

tRAil RUliWAY I BEAll

I

r!, .-:;!,-. : I : I iilii i __ J~~L _____ ...... , ---+iilii--i---

I ",,, I

------;iiliil I II." I

i iilii i ''''00 • . "f"

--'"

~ STUB COL

~

'i' "6 N

TYPICAL INVERT PLAN

A2 September 2007


-~

I:! 0. Z ... ... ... '" '-' ... '" <r ~ :>

8 '" . 0 I

2

. 'i' ;..,

'i' ;..,

'T ~

'i'

'" w v J 0.

'"

tRAIL RUNlIAY BEAM

.1

,

,.;1., i ii i Hi: I . : ::.: i------L/II-..L---

- -HI~II+ I "." I

j frlli 1---liI,tt.1 tn ;t t

tRAil RUliWAY I BEAll

I

r!, .-:;!,-. : I : I iilii i __ J~~L ____ . "," , ---+iilii--i---

I ",,, I

------;iiliil I II." I

i iilii i . "f"

~ STUB COL

TYPICAL INVERT PLAN

A2

'i' "6 N

September 2007


ftc RAJL AND RAJLI ~ RUNWAY BEAM •

~ J:;'i:~~d~l~T OR 1FT I

LONG ITUO J HAL BEAll trYP I

~-"AL1" .. "T IREF.

TYPICAL INVERT ELEVATION

A3

800-SSC-SSEO-00200-000-00C

If- RAIL AND RAIL F _~AY BEAll

. -~ ...

- a:: ... -

September 2007


It. RAIL ANO f1AILI ~ RUNWAY 8EAN •

----1--

l.ONCITUOIHAL BEAIoI (TVPI

IREF'

TYPICAL INVERT ELEVATION

A3

800-SSC-SSEO-00200-000-00C

d- RAIL AND RAIL ; RUNWAY BE .. "

September 2007


ATTACHMENT B

E~mail from Raul Rebak dated February 9, 2004, Related to Atmospheric Corrosion of A588

Hl September 2007


ATTACHMENT B

E-mail from Raul Rebak dated February 9, 2004, Related to Atmospheric Corrosion of A588

Bl September 2007

Steel Invert Structure - Emplacement Drifts 800-SSC-SSEO-00200-000_00C

" ., "-'''_ ... _. "'-"-"-

~ .. L-J ... ~ .. J-.~ ... +.£" Raut Rebak ' , !-~." ,.,- O~05=10PM '

To: Ali VanelllYWRWOOE@CRWMS . Paso PasupathUYMlRWDOE@CRWMS. Gerald GordonlYMlRWDOE@CRWMS. TamJlJ1

SUmmerslYMlRWOOE@CRWMS. Greg GdowskiIYMlRWDOE@CRWMS. Curtis ' cc:

etowerIYM'RWDOE@CRWMS SUbjeCt: Atmosptteric Corrosfon of A588

User Filed as: ExcllAdminMgint-14-4!CiA:NfA

Dear Ali; As I told you over !he phone today, the abnpspheric corrosion behaviOr of structural alfoy A58S in the drift should not be of concern. , ',' ASTM G101 provides guidelines on assessing the abnospheric coirosion behaviof- of A588. This standard shows that A588 was tested in rurat. induslrial and marine atmosphereS in8 cf'tfferent countries. From . these r'esults. ~ predicted total, COI'I'QSion penetration ofA588'shoufd be less than 1 mm even ~fter 100 years of exposure rn the tested conditions. The focations in the eight different countries were of varyin bul itt .9OOeraf high humidity. It ,is also known from old textbOoks that the corrosion ra1e" of plain iron is '!t

'iinportant-below.6CJ%, -relative humidity. Therefore. ~idering the-two faetors.:. (1) The humidity In the drift is supposed ,to be Jess than 20% during the ventilation period and (2) A588 is more corrosion resistant than iron. it can be affirmed that A588would not stiffer atmospheric corrosion for the intended application in the drift. " Hopefully tIlis information is Of good, use to you Cheers ' . M)R

B2 September 2007

Steel Invert Structure - Emplacement Drifts 800.SSC-SSEO-00200-000_00C

'I· J ~ .? >#<-••• ------r-+-.. ~-~ .. ~.

r·:-····~ .. "£ Raul Rebak . :~'... ,.,-O~ 05:10 PM

Ali VanelllYtNRWDOE@CRWMS To: cc: . Pasu PasupathiN'MlRWOOE@CRWMS. Gerald GordonlYMlRWDOE@CRWMS. Tammy

SUmmerslYMlRWDOE@CRWMS. Greg GdowskiIYMlRWDOE(jjCRWMS. Curtis '

subjeCt: QowerMNRWDOE@CRWMS Atmosptteric Corrosfon of A588

User Filed as: ExdlAdminMgint-14-4.!CiA:NfA

Dear Ali; . As I told you 0Yef the phone today. the atmpspheric corrosion behaviOr of structural alfoy A588 in the drift should not be of concern. '. " .' ASTM G101 provides guidelines on assessing the atmospheric corrosion behavior of A588. This standard shows that A588 was tested in rurat. induslriat and marine atmosphereS in8 cfJfferenl countries. From ' these r'esults. ~ prediCted total. ~ion penetration ofA588'should be less than 1 mm even after 100 years of exposure rn the tested conditions. The locations in the eight different countries were of varying bul itt ,g~eraf high humidity. It ,is also knovm from old textbOoks that the corrosion ra1e" of plain iron is not

';mportant-below,6C)% 'relative humidity. Therefore. ~idering the-two f'aetors.:. (1) The humidity In the drift is supposed, to be Jess than 20% during the ventilation period and (2) A588 is more corrosion resistant than iron. it can be affirmed that A588WOUId not stiffer atmospheric corrosion for the intended application in the drift. " Hopefully t/lis information. is Of good, use 10 you Cheers ' JUl)R

B2 September 2007


ATTACHMENT C

Seismic Design Spectra for Emplacement Level (Point B)

at 5x10-4 Annual Exceedance Frequency

(See Ref. 2.2.20)

Cl September 2007


ATTACHMENT C


at 5x10-4 Annual Exceedance Frequency

(See Ref. 2.2.20)

Cl September 2007

Steel Invert Strnctnre - Emplacement Drifts

Emplacement Level Design Spectrum. Point B. SEA, Horizontal

Frequency (Hz) .3000 .5000 .7000

1.0000 2.0000 5.0000 7.0000

10.0000 20.0000 30.0000 50.0000

100.0000

Spectral Acceleration (g) .0703 .1164 .1478 .1880 .2749 .3567 .3773 .3789 .3299 .2855 .2406 .1911

C2

800-SSC-SSEO-00200-000-00C

September 2007

Steel Invert Strnctnre - Emplacement Drifts

Emplacement Level Design Spectrum. Point B. SEA, Horizontal

Frequency (Hz) .3000 .5000 .7000

1.0000 2.0000 5.0000 7.0000

10.0000 20.0000 30.0000 50.0000

100.0000


C2

800-SSC-SSEO-00200-000-00C

September 2007


Emplacement Level Design Spectrum, Point B, 5E-4, Vertical

Frequency (Hz) .3000 .5000 .7000

1.0000 2.0000 5.0000 7.0000

10.0000 20.0000 30.0000 50.0000

100.0000


800-SSC-SSEO-00200-000-00C

September 2007


Emplacement Level Design Spectrum, Point B, 5E-4, Vertical

Frequency (Hz) .3000 .5000 .7000

1.0000 2.0000 5.0000 7.0000

10.0000 20.0000 30.0000 50.0000

100.0000


800-SSC-SSEO-00200-000-00C

September 2007


ATTACHMENT D


at 10-3 Annual Exceedance Frequency

(See Ref. 2.2.23)

DI September 2007


ATTACHMENT D


at 10-3 Annual Exceedance Frequency

(See Ref. 2.2.23)

DI September 2007

Steel Invert Structure - Emplacem=e=nt::..:D=-:r.::::::.if=ts __ _ 800-SSC-SSEO-00200-000-00C

Emplacement Level Design Spectrum, Point B, 1 E-3, Horizontal

Frequency (Hz) .3000 .5000 .7000

1.0000 2.0000 5.0000 7.0000

10.0000 20.0000 30.0000 50.0000

100.0000

Spectral Acceleration (g) .0480 .0777 .1014 .1330 .2007 .2541 .2615. .2553 .2249 .1984 .1676 .1316

D2 September 2007


Emplacement Level Design Spectrum, Point B, 1 E-3, Horizontal

Frequency (Hz) .3000 .5000 .7000

1.0000 2.0000 5.0000 7.0000

10.0000 20.0000 30.0000 50.0000

100.0000


D2

800-SSC-SSEO-00200-000-00C

September 2007


Emplacement Level Design Spectrum, Point B, 1 E-3, Vertical

Frequency (Hz) .3000 .5000 .7000

1.0000 2.0000 5.0000 7.0000

10.0000 20.0000 30.0000 50.0000

100.0000


D3

800-SSC-SSEO-00200-000-00C

September 2007


Emplacement Level Design Spectrum, Point B, 1 E-3, Vertical

Frequency (Hz) .3000 .5000 .7000

1.0000 2.0000 5.0000 7.0000

10.0000 20.0000 30.0000 50.0000

100.0000


D3

800-SSC-SSEO-00200-000-00C

September 2007

esc Calculation/Analysis Change Notice 1. QA: N/A

2. Page 1 of_1 _ Complete only applicable items.

3. Document Identifier: ENG.20080303.0014 14. Rev.: 15. CACN: •. J.: 800-SSC-SSEO-00200-000 OOC 001/ ;;/r~/V!J 6. Title:


7. Reason for Change: The design response spectra shown in References 2.2.25 and 2.2.26 have been qualified with a caveat that spectral values of points with a period of3.33 seconds and above are plotted incorrectly. As a result it has been detennined that the highest period at which the spectral values are qualified is 2 seconds. This caveat limits the data in DTNs M00707DSRB1E3A.000 and M00707DSRB5E4A.000.

8. Supersedes Change Notice: I DYes If, Yes, CACN No.: [8J No

9. Change Impact:

Inputs Changed: [8J Yes DNo Results Impacted: DYes [8J No

Assumptions Changed: DYes [g] No Design Impacted: DYes [g] No

10. Description of Change: Add the following to the end of Section 7 of the calculation:

M00707DSRB 1E3A.000(Ref.2.2.25) and M00707DSRB5E4A.000(Ref.2.2.26) have been qualified with a caveat that limits the validity of results for SSCs with frequencies greater than 0.5 hertz (below 2 second period).

A review of Section 4.3.2 "Loads", Section 6.1 "Structural Analysis", Attachment C "Seismic Design Spectra for Emplacement Level (Point B) at 5x10·4 Annual Exceedance Frequency" and Attachment D "Seismic Design Spectra for Emplacement Level (Point B) at 10.3 Annual Exceedance Frequency" indicates the spectral accelerations use in this calculation for all cases have a frequency above the 0.5 hertz (below 2 seconds period) threshold. Therefore it is concluded that the structural response is not affected by the caveat indicated above.

11. REVIEWS AND APPROVAL Printed Name Signature Date

11 a. Originator: C~ e.~ ~ ~'3/o'/CJ5 C.C. Lu

11 b. Checker:

~~:~ tJJ/O,f8 T. K. McEwan 11c. EGS:

1r!aJ.AIL M. Johnson D3tDJ,OB 11d. DEM: ~::1.LJ 03/oIJO~ R. Rajagopal rYl-tC.: C_ 11 e. Design Authority:

~U~~< L ..

B. Rusinko 3 {I/ 08 t

EG-PRO-3DP-G04B-00037.5-r1

SSC Calculation/Analysis Change Notice 1. QA: N/A

2. Page 1 of_1 _ Complete only applicable items.

3. Document Identifier: ENG.20080303.0014 I ~~~ev.: 15 . CACN: -.J.:..

800-SSC-SSEO-OO200-000 OOli ;J/rl/VtJ 6. Title:


7. Reason for Change: The design response spectra shown in References 2.2.25 and 2.2.26 have been qualified with a caveat that spectral values of points with a period of 3.33 seconds and above are plotted incorrectly. As a result it has been determined that the highest period at which the spectral values are qualified is 2 seconds. This caveat limits the data in DTNs M00707DSRB1 E3A.OOO and M00707DSRB5E4A.OOO.

8. Supersedes Change Notice: I DYes If, Yes, CACN No.: ~No

9. Change Impact:

Inputs Changed: ~Yes DNo Results Impacted: DYes ~No

Assumptions Changed: DYes ~No Design Impacted: DYes ~NO 10. Description of Change: Add the following to the end of Section 7 of the calculation:

M00707DSRBIE3A.OOO(Ref.2.2.25) and M00707DSRB5E4A.OOO(Ref.2.2.26) have been qualified witha caveat that limits the validity of results for SSCs with frequencies greater than 0.5 hertz (below 2 second period).

A review of Section 4.3.2 "Loads", Section 6.1 "Structural Analysis", Attachment C "Seismic Design Spectra for Emplacement Level (Point B) at 5xl 0.4 Annual Exceedance Frequency" and Attachment D "Seismic Design Spectra for Emplacement Level (Point B) at 10.3 Annual Exceedance Frequency" indicates the spectral accelerations use in this calculation for all cases have a frequency above the 0.5 hertz (below 2 seconds period) threshold. Therefore it is concluded that the structural response is not affected by the caveat indicated above.

11. REVIEWS AND APPROVAL Printed Name Signature Date

11a. Originator:

C. e .. ~ O'3/CJI/ of, c.c. Lu 11 b. Checker:

~~~£.- OJ/f)/~J!J T. K. McEwan .. ' ~-11c.EGS:

/~J.A/JL M. Johnson I(Y~LDJ I DB 11d. OEM: ftiv~ L .I

03/ 0 1 JO~ R. Rajagopal ''''I '" - -11e. Design Authority: U;W _< . . ~ 3 {II 08 B. Rusinko

E G·p RO-3DP-G04 8·00037. 5·r1

Documents

ENG.20070924.0044 Design Calculation or Analysis Cover