ML13325A898
| ML13325A898 | |
| Person / Time | |
|---|---|
| Site: | Zion File:ZionSolutions icon.png |
| Issue date: | 11/20/2013 |
| From: | Robert Orlikowski NRC/RGN-III/DNMS/MCID |
| To: | Daly P ZionSolutions |
| Learn M | |
| References | |
| IR-12-001, IR-13-012 | |
| Download: ML13325A898 (14) | |
See also: IR 07200010/2037012
Text
UNITED STATES
NUCLEAR REGULATORY COMMISSION
REGION III
2443 Warrenville Road, Suite 210
Lisle, IL 60532-4362
November 20, 2013
Mr. Patrick T. Daly
Senior Vice-President
and General Manager
ZionSolutions, LLC
101 Shiloh Boulevard
Zion, IL 60099
SUBJECT: NRC INSPECTION REPORT NOS. 05000295/2013012(DNMS);
05000304/2013012(DNMS); 07201037/2012001(DNMS) ZION NUCLEAR
POWER STATION
Dear Mr. Daly:
On November 5, 2013, the U.S. Nuclear Regulatory Commission (NRC) completed its
inspection of the independent spent fuel storage installation (ISFSI) construction activities at the
permanently shut-down Zion Nuclear Power Station in Zion, Illinois. At the conclusion of the
inspection on November 5, 2013, during an exit meeting, the NRC inspectors discussed the
preliminary inspection findings with members of your staff. The enclosed report presents the
results of this inspection.
The inspection examined the independent spent fuel storage installation pad, and vertical
concrete cask design and construction, as it relates to the safe storage of dry fuel and
compliance with the Commissions rules, regulations, and the conditions of your license.
Specific areas examined during the inspection are identified in the enclosed report. Within
these areas, the inspection consisted of selected examinations of procedures and
representative records, and interviews with personnel.
The inspection was conducted per NRC Inspection Manual 2690, Inspection Program for Dry
Storage of Spent Reactor Fuel at Independent Spent Fuel Storage Installations and Guidance
for Title 10 of the Code of Federal Regulations (CFR) Part 71 Transportation Packages, and
used Inspection Procedures (IP) 60853 and IP 60856.
Based on the results of these inspections, the inspectors did not identify any violations of NRC
requirements.
P. T. Daly -2-
In accordance with Title 10 of the Code of Federal Regulations (CFR) 2.390 of the NRC's
"Rules of Practice," a copy of this letter and the enclosed report will be made available
electronically for public inspection in the NRC Public Document Room or from the NRC's
Agencywide Document Access and Management System (ADAMS), accessible from the NRCs
website at http://www.nrc.gov/reading-rm/adams.html.
We will gladly discuss any questions you may have regarding this inspection.
Sincerely,
/RA/
Robert J. Orlikowski, Chief
Materials Control, ISFSI, and
Decommissioning Branch
Division of Nuclear Materials Safety
Docket Nos. 050-00295; 050-00304; 072-01037
Enclosure:
Inspection Report Nos. 05000295/2013012;
05000304/2013012; 07201037/2012001
cc w/encl: Patrick Thurman, ZionSolutions, LLC
Gary Bouchard, ZionSolutions, LLC
Alan Parker, EnergySolutions
John Christian, EnergySolutions
Russ Workman, EnergySolutions
cc w/o encl: Zion Distribution Service List
P. T. Daly -2-
In accordance with Title 10 of the Code of Federal Regulations (CFR) 2.390 of the NRC's
"Rules of Practice," a copy of this letter and the enclosed report will be made available
electronically for public inspection in the NRC Public Document Room or from the NRC's
Agencywide Document Access and Management System (ADAMS), accessible from the NRCs
website at http://www.nrc.gov/reading-rm/adams.html.
We will gladly discuss any questions you may have regarding this inspection.
Sincerely,
/RA/
Robert J. Orlikowski, Chief
Materials Control, ISFSI, and
Decommissioning Branch
Division of Nuclear Materials Safety
Docket Nos. 050-00295; 050-00304; 072-01037
Enclosure:
Inspection Report Nos. 05000295/2013012(DNMS);
05000304/2013012(DNMS); 07201037/2012001(DNMS)
cc w/encl: Patrick Thurman, ZionSolutions, LLC
Gary Bouchard, ZionSolutions, LLC
Alan Parker, EnergySolutions
John Christian, EnergySolutions
Russ Workman, EnergySolutions
cc w/o encl: Zion Distribution Service List
DISTRIBUTION w/encl: Harral Logaras Tammy Tomczak
Bruce Watson Alan Barker Paul Pelke
John Hickman Patricia Buckley MCID Branch
Patrick Louden Carol Ariano
ADAMS Accession Number: ML13325A898
DOCUMENT NAME: G:\DNMSIII\Work in progress\IR - Zion ISFSI Pad Construction Final.docx
Publicly Available Non-Publicly Available Sensitive Non-Sensitive
To receive a copy of this document, indicate in the concurrence box "C"= Copy without attach/encl "E = Copy with attach/encl "N"= No copy
OFFICE RIII DNMS N RIII DNNMS N
NAME MLearn:ps*MCL ROrlikowski *RJO
DATE 11/20/13 11/20/13
OFFICIAL RECORD COPY
U.S. NUCLEAR REGULATORY COMMISSION
REGION III
Docket Nos.: 050-00295; 050-00304; 072-01037
Report Nos.: 05000295/2013012(DNMS)
07201037/2012001(DNMS)
Licensee: ZionSolutions, LLC
Facility: Zion Nuclear Power Station
(permanently shut-down)
Location: 101 Shiloh Boulevard
Zion, IL 60099
Dates: Onsite Inspection on June 12, October 29
through November 1, November 14,
November 15, December 14, 2012; in-office
review through November 5, 2013
NRC Inspector: Matthew C. Learn, Reactor Engineer
Vijay L. Meghani, Reactor Inspector
Approved by: Robert J. Orlikowski, Chief
Materials Control, ISFSI, and
Decommissioning Branch
Division of Nuclear Materials Safety
Enclosure
EXECUTIVE SUMMARY
Zion Nuclear Power Station,
NRC Inspection Report 05000295/2013012; 05000304/2013012;
07201037/2012001
The purpose of the inspection was to evaluate the design and construction of a new
Independent Spent Fuel Storage Installation (ISFSI) storage pad and Vertical Concrete
Casks (VCC), at the Zion Nuclear Power Station, to ensure compliance with regulations and
design specifications.
Site Characterization and Design of the Independent Spent Fuel Storage Installation Pad
- The licensees soil and ISFSI pad engineering design evaluations were performed in
accordance with the Certificate of Compliance, Title 10 of the Code of Federal
Regulations (CFR) Part 72 requirements, and applicable industry standards.
(Section 1.1)
ISFSI Pad and VCC Construction
- The licensees site characterization and soil compaction activities were performed in
accordance with specifications, design drawings, and industry standards. (Section 2.1)
- The inspectors concluded that the construction activities for the ISFSI concrete storage
pad complied with specifications contained in the licensees approved engineering
change package, design drawings, civil construction specifications, work orders, and
applicable industry standards. The licensee provided justifications for any discrepancies
which were verified with the designer of the pad. (Section 2.2)
- The inspectors concluded that the construction activities for the VCC complied with
specifications contained in the licensees vendors, design drawings, civil construction
specifications, work orders, and applicable industry standards. The licensee provided
justifications for any discrepancies. (Section 2.3)
2
Report Details
1.0 Review of 10 CFR 72.212(b) Evaluations, Appendix A, Review of Independent
Spent Fuel Storage Installation Storage Pad Design (60856)
1.1 Site Characterization and Design of the Independent Spent Fuel Storage Installation Pad
a. Inspection Scope
The inspectors evaluated the licensees soil and independent spent fuel storage
installation (ISFSI) pad engineering design evaluations for an ISFSI pad to verify the
licensees compliance with the Certificate of Compliance, Title 10 Code of Federal
Regulations (CFR) Part 72 requirements, and industry standards. Title
10 CFR 72.212(b)(5)(ii) requires that licensees perform written evaluations, before use
which establish that cask storage pads and areas have been designed to adequately
support the static and dynamic loads of the stored casks, considering potential
amplification of earthquakes through soil-structure interaction, and soil liquefaction
potential or other soil instability due to vibratory ground motion.
b. Observations and Findings
The licensee is utilizing the NAC MAGNASTOR dry cask storage system. Two separate
three foot thick reinforced concrete pads are provided, each one capable of supporting
36 Vertical Concrete Casks (VCC) in a 4 x 9 array. Each pad is 68 feet wide and
148 feet long. The licensee designed and constructed the ISFSI pad as an important to
safety category C structure. A 35 feet wide x 148 feet long, 18 inch thick concrete apron
area is located between the two pads. The concrete pads were installed on top of a
five to seven feet granular fill above the existing grade.
Soil Analysis and Soil Liquefaction Analysis
The inspectors reviewed licensee calculations documenting the engineering properties
and design soil profile of the ISFSI site based on geotechnical data obtained from soil
borings. The design subsurface profiles were developed based on more than
20 borings, some of which extended to depths of more than 100 feet and into the bed
rock. The ground water was found at approximately seven to eight feet below the top of
the pads. Properties of soil layers were determined and documented in calculation
ZION001-CALC-004. Inspectors also reviewed licensees evaluation of soil liquefaction
potential and soil stability in the pad areas. The liquefaction evaluation performed in
accordance with RG 1.198 included screening level assessment, quantitative
assessment of liquefaction factor of safety using the Standard Penetration Test (SPT),
and quantitative assessment of seismically induced ground settlement. The slope
stability evaluations generally indicated a factor of safety of two. Synthetic geo-grid soil
reinforcement was installed as recommended in the evaluation for certain areas where
the lower safety factors between 1.6 and 1.8 were found. Inspectors noted that the soil
bearing capacity and the total and differential settlement were evaluated in calculation
ZION001-CALC-007. The lowest factor of safety against bearing capacity was found to
be 7.5. The total and differential settlements under static loads were found to be less
than an inch.
3
Seismic Soil Structure Analysis and ISFSI Pad Structural Analysis
The inspectors reviewed the licensees seismic analysis evaluation to determine if the
sites safe shutdown earthquake accelerations were correctly considered at the ISFSI
site. The Licensee developed acceleration time histories from the seismic spectra
provided in the Decommissioning Safety Analysis Report (DSAR) in accordance with the
requirements of NRC Standard Review Plan 3.7.1. These time histories and the ISFSI
site soil profiles (best estimate, lower bound, and upper bound) were used to develop
the strain compatible properties for use in the soil structure analysis. The Soil Structure
Interaction (SSI) analysis determined the maximum accelerations at the base and at the
center of gravity of the storage casks. The SSI analysis considered eight different
loading configurations to account for various partial and full loading conditions and also
addressed three sets of soil properties (including the best estimate, upper bound and
lower bound) for each loading configuration. The analysis also verified adequate safety
factors against cask sliding and overturning. During review of the SSI analysis
ZION001-CALC-018, the inspectors identified that the licensee assumed un-cracked
concrete section properties for the pad while the calculated bending moments indicated
that the concrete would crack under seismic loads. American Society of Civil Engineers
(ASCE) 4-98, which is referenced in the calculation, in Section 3.1.3.1, requires that the
concrete sections be modeled as cracked or un-cracked depending on the stress levels
due to the most critical seismic load combination. During calculation revision to address
the inspectors questions, the licensee made an error in calculation of the cracking
moment and incorrectly concluded that the seismic load condition would not exceed the
cracking moment. In response to further comments by the inspectors, the licensee
again revised the calculation to correct the error. The final revised calculation indicated
a reduction in concrete section properties due to the cracking, however, due to the
conservatism included in the calculation, the error did not affect the conclusions
regarding adequacy of the pad. The inspectors also had a concern regarding mesh size
used in the pad finite element model. The inspectors concern was that the element
dimensions used in the analysis may not adequately capture effects of pad flexibility as
discussed in the technical paper titled Influence of ISFSI Design Parameters on the
Seismic Response of Dry Storage Casks, by Bjorkman and Moore. NUREG 1536,
Section 3.5.1.4.i (3) (g) identifies the importance of pad flexibility considerations and
refers to the paper. The licensee in response to the inspectors concern provided
additional sensitivity analyses to demonstrate adequacy of the pad SSI.
The inspectors reviewed the licensees structural evaluation of the ISFSI reinforced
concrete pad. The pad was designed in accordance with the requirements of American
Concrete Institute (ACI) 318-08, Building Code Requirements for Structural Concrete
and, where the ACI 318 is silent, the guidance from ACI 349-06, Code Requirements for
Nuclear Safety Related Concrete Structures was used. The specified concrete design
strength was 4000 pounds per square inch (psi). Load combinations including static and
dynamic loads per the requirements of ACI 349 and Table 3.3 of the NRC NUREG 1536
were used. Seismic accelerations obtained from the SSI analyses were conservatively
applied to the casks so as to maximize the applied forces and moment. Eight pad and
cask models representing fully loaded and partially loaded pad configurations were
analyzed using the finite element method to account for partial and sequential loading of
the pad. Settlement effects were also included in the pad analysis.
The inspectors reviewed the licensees site specific cask tip-over analysis. This analysis
was required because the concrete pad and sub-soil parameters at the ISFSI site were
4
not bounded by the tip-over analysis in the MAGNASTOR cask Final Safety Analysis
Report (FSAR). The analysis was performed using the finite element program LS-DYNA
using the same methodology as described in the cask FSAR. The initial design
documents required the pad concrete 28-day compressive strength to be less than
5000 psi. However, due to the concrete test results indicating strengths exceeding
6000 psi in some cases, the tip-over calculation was revised to address a bounding
strength of 7000 psi. The analysis determined that in the event of a tip-over, with the
ISFSI site specific soil parameters and the bounding concrete properties, the maximum
accelerations at the top of the fuel basket and at the top of the canister would not exceed
the FSAR limits.
ISFSI Pad Impact on Flooding Analysis
The top surface of the ISFSI pads are at an elevation of 592.1 feet above mean sea
level (MSL) and have been constructed above the probable maximum surge and seiche
flood level of 592.05 feet above MSL for the site as discussed in DSAR Section 2.4.5.
Therefore, the ISFSI pads are enveloped by the NAC MAGNASTOR design basis. The
flood water velocity limit is not applicable in this case because no part of a cask would
be submerged during the probable maximum flood.
c. Conclusion
The licensees soil and ISFSI pad engineering design evaluations were performed in
accordance with the Certificate of Compliance, 10 CFR Part 72 requirements, and
industry standards.
2.0 Independent Spent Fuel Storage Installation Pad Construction (60853)
2.1 Excavation and Soil Compaction Activities
a. Inspection Scope
The inspectors evaluated the licensees site characterization for the new ISFSI pad to
verify the licensees compliance with its specifications, design drawings, and industry
standards.
b. Observations and Findings
The licensee constructed the reinforced concrete ISFSI storage pads south of the plant
switchyard. The licensee graded the site and removed the top several feet of existing
soil, ensuring removal of topsoil, organic, and all undesirable material. The licensee
performed proof-rolling of the underlying in-situ material to ensure that a suitable sub-
grade existed under the pad area. Following receipt of satisfactory compaction results
for the sub-grade, the licensee backfilled the area with a minimum of two feet of non-
frost susceptible granular base material (gravel/sand) and compacted the fill in
accordance with American Society for Testing and Materials (ASTM) D1557.
c. Conclusion
The licensees site excavation and soil compaction activities were performed in
accordance with specifications, design drawings, and industry standards.
5
2.2 Pad Construction Activities
a. Inspection Scope
The inspectors evaluated whether construction activities for the ISFSI concrete storage
pad complied with specifications contained in the licensees approved design evaluation,
design drawings, work orders, and applicable industry standards. The inspectors also
reviewed select material, concrete documentation, and personnel certification records.
b. Observations and Findings
The inspectors reviewed ZION001-PS-002, Project Specification for the ISFSI and FHB
Upgrades Cast-in-Place Concrete, Revision 1. ZION-001-PS-002 described the
minimum requirements for construction activities related to installation of the ISFSI pad.
The inspector reviewed ZS ISFSI - Project Instruction No. 3 Cast-in Place Concrete
Construction Revision 3 which further established cast-in-place concrete construction
and material testing requirements for the ISFSI pad.
Placement of Reinforcing Steel
After placement and satisfactory compaction of the engineered fill, the licensee placed a
4-inch mudmat which provided a work surface to facilitate reinforcement bar (rebar)
installation and concrete placement. The licensee then installed forms and placed rebar.
The licensees design specification chose to utilize rebar that conformed to either
ASTM A615 Grade 60 or ASTM A706 Grade 60 steel.
After placing the rebar and securing the forms for each section, the licensee performed
inspections of the rebar and the pad general areas prior to concrete placement. The
NRC inspectors reviewed the design drawings and performed an independent walk
down of both pads. The pad areas were free of debris and excessive moisture. The
rebar was placed in two upper and lower layers joined by U-shaped bars. The licensee
placed the correct size of rebar. The inspectors measured the spacing between the
rebar and found it to be per the design specifications and industry standards.
Concrete Mix Design
The inspectors reviewed the licensees concrete mix design to ensure compliance with
the applicable codes and standards committed to in the licensees design.
The inspectors reviewed the licensees exposure classifications of the ISFSI pad to
ensure compliance with the durability requirements of ACI 318-08. The licensee
characterized the pad as F1, concrete exposed to freezing and thawing cycles and
occasional exposure to moisture; S0, SO4 < 0.10% by weight in soil and < 150 ppm in
water; P0, contact with water where low permeability is not required; and C1, concrete
exposed to moisture, but not external sources of chlorides. The inspectors reviewed the
licensees specified strength, water to cement ratio, slump, and air content. The
inspectors reviewed the licensees technical justification for these exposure
classifications. The licensees design contained explicit specifications for both concrete
strength and air content that were lower and higher respectively than the durability
6
requirements of the ACI-318-08 in order to comply with the FSAR cask tip-over analysis
strength requirements.
The inspectors reviewed the licensees selection and testing of mix design components
including cement, potable water, fine aggregate, course aggregate, and admixtures.
The licensee utilized aggregates that were resistant to the affects of alkali-silicate
reactions.
Prior to concrete placement the licensee tested their concrete mixture to ensure it met
the specified requirements.
Placement of Concrete for Storage Pad
The storage pad was constructed in accordance with ACI 318-08 and ACI 301-10. The
ISFSI pads were constructed in four segments per pad allowing separate continuous
placements of concrete. The inspectors observed concrete placement for
sections 1 and 4 of the south storage pad.
The inspectors observed that the concrete was transported by conveyor belt and
deposited in the areas of placement within the forms. The inspectors noted that the
contractor staff maintained careful control of the discharge hose and ensured that
concrete had an unrestricted vertical drop to the point of placement to prevent
segregation of the aggregate. The contractor used a systematic pattern of vibration to
ensure proper consolidation, thereby preventing voids in the concrete slab. The licensee
finished the pad with a roller paver screed with paving rollers. The licensee applied a
broom finish as required by the design to the pad after placement in order to achieve the
appropriate surface friction factor.
The licensee enacted cold weather concrete curing measures when necessary to ensure
that concrete minimum temperature was above 50 degrees Fahrenheit during the first
seven days of curing. Concrete temperature was measured with the use of surface
thermometers and embedded thermocouples when necessary.
Concrete Field Tests
The licensee checked the concrete batch tickets for every truck to confirm that each
concrete batch was mixed as specified in the mix design and the mixing time and
number of drum revolutions satisfied code requirements to ensure the concrete was
suitable for placement. The licensees contractor obtained concrete samples every
1st and 5th truck and every 100 cubic yards thereafter for each segment to test air
content, temperature, weight and slump tests.
In addition to the field tests, the qualified individuals collected concrete samples in
cylinders, a minimum of one set of four cylinders every 1st and 5th truck and every 100
cubic yards thereafter for each segment, for the concrete strength tests. The cylinders
were cured and tested after 28 days by an independent laboratory to measure the
compressive strength of the concrete.
The inspectors reviewed the 28 day concrete compressive strength test results taken
from the storage pad to ensure they met the minimum strength of 4,000 psi and
maximum of 5,000 psi as specified by the design requirements. The lower bound
7
strength limit ensures durability and strength of the ISFSI pad. The upper bound
strength limit ensures a ductile enough surface during a postulate non-mechanistic cask
tip-over event.
Several 28-day test results exceeded the 6,000 psi maximum strength, these results
were provided to NAC for review and justification for acceptance as discussed in
Section 1.1.
c. Conclusion
The inspectors concluded that the construction activities for the ISFSI concrete storage
pad complied with specifications contained in the licensees approved design package,
design drawings, civil construction specifications, work orders, and applicable industry
standards. The licensee provided justifications for any discrepancies which were verified
with the designer of the pad.
2.3 Dry Cask Storage System Construction Activities
a. Inspection Scope
The inspectors reviewed the licensees vendor perform on site construction activities
associated with VCC.
b. Observations and Findings
The VCC is the storage overpack for the fuel canister and provides structural support,
shielding, protection from environmental conditions, and natural convection cooling of
the canister during long-term storage. The concrete cask is a reinforced concrete
structure with a carbon steel inner liner. The VCC does not include a confinement
barrier, rather the canister housed within the VCC provides a confinement barrier.
VCC fabrication activities were performed by NAC International under contract with
Zionsolutions at the Zion Station between May and August 2012.
During fabrication activities, the NRC performed two site inspections specifically focused
on VCC fabrication activities.
Following completion of fabrication activities the NRC inspectors performed two
additional walkdowns of VCC condition. The inspectors noted that several casks on the
construction pad had hairline cracks (very fine) in their outer surface. The inspectors
noted that cask # 21 had the most visible external flaws. Cosmetic repairs were made to
the lower portion of these cracks as necessary.
Inspectors reviewed quality control documentation associated with individual VCC
fabrication. Specifically inspectors reviewed documentation associated with cask #21.
Throughout the fabrication process NAC International performs inspection of fabrication
activities important to quality in 630073-P-01, Vertical Concrete Cask Work Record and
Inspection Forms on Zion MAGNASTOR Spent Fuel Storage Project, Revision 0. Step
47 of 630073-P-01 instructs the NAC inspector to inspect for cask concrete surface
defects including cracks. Specifically the document instructs that surface cracks that
exceed 0.013 inch in maximum width shall be documented in the comments section of
8
this form, and a nonconformance report (NCR) shall be prepared for cracks that
exceed 0.040 inches in width
630073-P-01 Step 47 includes provision for inspection for both NAC International, and
also Zionsolutions. Zionsolutions completes an independent review of step 47 through
their independent quality assurance program.
Upon completion of fabrication activities the cask is issued a Certificate of Conformance
from NAC International to Zionsolutions that certifies that the cask was designed,
fabricated, constructed, tested, and repaired, if needed, in accordance with
NAC International QA Program as accepted by the USNRC in conformance with
USNRC NUREG/CR-6407. NAC International also certifies that inspection were
performed in accordance with 10 CFR 72.236(j) requirements and found satisfactory.
Upon receipt of the fabricated component Zionsolutions performs a receipt inspection of
the cask utilizing ZS-QA-110, Inspections, Revision 0.
The licensee indicated that all 64 casks had been tested in accordance with their quality
program as described above. The construction acceptance testing was performed
between August and November 2012, with the final cask acceptance completed on
November 8, 2012. The inspectors reviewed the licensees quality program as
described above and determined that the licensee was appropriately incorporating
industry standards into procedures to ensure adequate acceptance criteria for concrete
condition. Specifically the inspectors noted that the licensee utilized ACI 349.3R-02,
Evaluation of Existing Nuclear Safety Related Concrete Structures to evaluate
VCC concrete cracks.
c. Conclusion
The licensees vendor performed on site construction activities associated with vertical
concrete casks (VCC) at the ISFSI pad in accordance with their design drawings, civil
construction specifications, and applicable industry standards. The licensee maintained
adequate oversight over contractor activities.
3.0 Exit Meeting Summary
On November 5, 2013, the inspectors conducted an exit meeting to present the results
of the inspection.
Attachment: SUPPLEMENTAL INFORMATION
9
SUPPLEMENTAL INFORMATION
PARTIAL LIST OF PERSONS CONTACTED
Licensee and Contractor Employees
- Jack Bailey, ISFSI Senior Licensing Consultant
Bruce Holmgren, Dry Cask Storage Vice President
Richard Netzel, ISFSI Construction Manager
- Brian Wood, Dry Cask Storage Vice President
- Persons present during the November 5, 2013 exit meeting.
INSPECTION PROCEDURES USED
IP 60853 Construction of an Independent Spent Fuel Storage Installation
IP 60856 Review of 10 CFR 72.212 (b) Evaluations, Appendix A, Review of Independent
Spent Fuel Storage Installation Storage Pad Design
ITEMS OPENED, CLOSED, AND DISCUSSED
Opened Type Summary
None
Closed
None
LIST OF DOCUMENTS REVIEWED
630073-2025; Zion Solution Magnastor VCC Tip-Over Analysis; Revisions 0, 1, 2
630073-R-01; Design Interface and Operational Requirements for the Magnastor System and
the Zion Nuclear Power Station ISFSI
Certificate No. 1031; Certificate of Compliance for Spent Fuel Storage Cask, Issued to NAC
International; Amendment 2
CR-2012-001312; Calculation Package Internal Reference Error, 12/10/2012
CR-2012-001313; Calculation Package External Reference Error; 12/10/2012
CR-2013-000954; Error in CALC-018 Zion ISFSI Soil-Structure Interaction analysis of Support
Pad; 9/4/2013
DWG ZION001-C-001; ISFSI Project, ISFSI Plot Plan, Civil; Revision 8
DWG ZION001-C-011; ISFSI Project, Basemat and Apron Plan, Civil; Revision 2
DWG ZION001-C-012; ISFSI Project, Basemat and Apron Reinforcing Sections, Civil;
Revision 0
DWG ZION001-C-037; ISFSI Project, Sections and Related Details, Civil; Revision 1
Magnastor System FSAR; Docket No. 72-1031; Revision 10B
Attachment
Meyer Material Company Project Mix Design; October 15, 2012
Project Instruction Number 3 Cast-in-Place Concrete Construction Important to Safety;
Revision 3
ZION001-CALC-004; Engineering Properties and Design Subsurface Properties of the Zion
ISFSI Site; Revision 0
ZION001-CALC-005; Liquefaction analysis of the Zion ISFSI site; Revision 0
ZION001-CALC-006; Slope Stability Analysis: Zion Nuclear Power Station ISFSI Site;
Revision 0
ZION001-CALC-007; Settlement and Bearing Capacity of the Zion ISFSI Pads; Revision 0, 1
ZION001-CALC-017; Zion ISFSI Development of Time Histories; Revision 0
ZION001-CALC-018; Zion ISFSI Soil-Structure Interaction Analysis of Support Pad;
Revision 1, 2, 3
ZION001-CALC-019; Zion ISFSI development of Strain Compatible Soil Properties; Revision 0
ZION001-CALC-024; ISFSI Pad; Revision 0
ZION-001-PS-002; Cast-in-Place Concrete; Revision 1
ZION-001-PS-003; Excavation and Backfill; Revision 1
ZION001-RPT-005; Geotechnical Site Investigation and Evaluation; Revision 0
ZS-QA-11-F-1 Nonconformance Report; Criteria for Concrete Strength not Met; April 29, 2013
LIST OF ACRONYMS USED
ACI American Concrete Institute
ADAMS Agencywide Documents Access and Management System
ASCE American Society of Civil Engineering
ASTM American Society for Testing and Materials
CFR Code of Federal Regulations
DNMS Division of Nuclear Materials Safety
DSAR Decommissioning Safety Analysis Report
FSAR Final Safety Analysis Report
IP Inspection Procedure
ISFSI Independent Spent Fuel Storage Installation
MSL Mean Sea Level
NCR Nonconformance Report
NRC U. S. Nuclear Regulatory Commission
psi Pounds per Square Inch
SPT Standard Penetration Test
SSI Soil Structure Interaction
VCC Vertical Concrete Cask
2