ENG.20070924.0044 BSC Design Calculation or Analysis Cover Sheet Complete only applicable items. - 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 Document Status Designation 0 Preliminary I2?J Committed 0 Confirmed 0 Cancelled/Superseded 8.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. Tutterrow 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 Document Status Designation 0 Preliminary I2?J Committed 0 Confirmed 0 Cancelled/Superseded 8.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!. .. .K4;t< qf1 V ()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
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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
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
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.
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.
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.
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.
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.
2.2.2 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.
2.1.1 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.
2.2.2 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.
2.2.10 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
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
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.
2.2.23 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·
2.2.19 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.
2.2.23 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·
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.
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.
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.
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.
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).
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).
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
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
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
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
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
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
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
Steel Invert Structure - Emplacement Drifts
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
NAVAL SHORT NAVAL LONG
TAD 5-DHLW WIDOE SNF - SHORT 5-DHLW WIDOE SNF - LONG
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
Steel Invert Structure - Emplacement Drifts
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
NAVAL SHORT NAVAL LONG
TAD 5-DHLW WIDOE SNF - SHORT 5-DHLW WIDOE SNF - LONG
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:
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
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
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.
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 = 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.
(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)
(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)
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.
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:
Nominal area per bolt 0.7854 in2
Nwnber of bolts = 6
t W12 ANI) • "~IL SPLICE
S€EPlAH
, <t SPLICE
I
SLOTTED HOLES .. BOTH SIO€S OF SPLICE (TYP,
(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.
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
(Ref. 2.2.16, pg. 4-3) (See Attachment A)
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.
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
(Ref. 2.2.16, pg. 4-3) (See Attachment A)
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.
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:
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.
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:
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
Steel Invert Structure - Emplacement Drifts
ATTACHMENT A
General Arrangement
At
800-SSC-SSEO-00200-000-00C
September 2007
Steel Invert Structure - Emplacement Drifts
ATTACHMENT A
General Arrangement
At
800-SSC-SSEO-00200-000-00C
September 2007
Steel Invert Structure - Emplacement Drifts
'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---
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
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
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:
Steel Invert Structure - Emplacement Drifts
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.
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.
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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