Design of a Concrete Slab for Storage of SNF And HLW Casks Rev 00B, ICN 00

170-00C-HAP0-00100-000

February 2005

1.0 Purpose and Scope 
This calculation documents the design of the Spent Nuclear Fuel (SNF) and High-Level Waste (HLW) 
Cask storage slab for the Aging Area. The design is based on the weights of casks that may be stored on 
the slab, the weights of vehicles that may be used to move the casks, and the layout shown on the sketch 
for a 1000 Metric Ton of Heavy Metal (MTHM) storage pad on Attachment 2, Sht.1 of the calculation 
170-C0C-C000-00100-000-00A (BSC 2004a). The analytical model used herein is based on the storage 
area for 8 vertical casks. To simplify the model, the storage area of the horizontal concrete modules and 
their related shield walls is not included. The heavy weights of the vertical storage casks and the tensile 
forces due to pullout at the anchorages will produce design moments and shear forces that will envelope 
those that would occur in the storage area of the horizontal modules. The design loadings will also 
include snow and live loads. In addition, the design will also reflect pertinent geotechnical data. This 
calculation will document the preliminary thickness and general reinforcing steel requirements for the 
slab. This calculation also documents the initial design of the cask anchorage. Other slab details are not 
developed in this calculation. They will be developed during the final design process. The calculation 
also does not include the evaluation of the effects of cask drop loads. These will be evaluated in this or 
another calculation when the exact cask geometry is known. 
2.0 Quality Assurance 
Table A-2 of the Q-List (BSC 2004b) identifies the Aging Pad as an Important-to-Safety (ITS) system. 
Consequently, the provisions of the Quality Assurance Requirements and Description (QARD) document 
(DOE 2004) apply to this calculation. This calculation was developed in accordance with the 
requirements of procedure AP-3.12Q. 
3.0 Design Input 
Information on a potential cask transporter is taken from J & R Engineering (2003). The supplemental 
soil report for the Waste Receiving and Preparation System (BSC 2004f) provides the pertinent 
geotechnical data. The sketch for a 1000 MHTM storage pad on Attachment 2, Sht.1 of the calculation 
170-C0C-C000-00100-000-00A (BSC 2004a) gives the pad layout (reproduced on pg. A). 
4.0 Assumptions 
1. The transporter is assumed to be unloaded during seismic events. The rationale for this assumption is 
that for the limited time the transporter is used on the pad, the probability that it would be on the pad 
and loaded during a seismic event is very low. 
2. The design storage cask is assumed to be similar to a HI-STORM 100SA cask only with a maximum 
weight of 200 tons (vs 180 tons for the HI-STORM 100SA(HOLTEC 2002)), a maximum height of 
245 in., a height to the CG of 120 in, and a diameter of 11-01/2. The rationale for this assumption is 
to base the pad design on the largest vertical storage cask that might be stored on it (see HOLTEC 
2002), with an additional margin on its potential weight. 
3. The cask pad is assumed to be founded on alluvium. The rationale for this assumption is that the latest 
soils report (BSC 2004f) indicates varying soil properties for the different types of soil the pad may be 
supported by . A soil type should be chosen to permit using appropriate soil properties. Given the 

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large thicknesses of the pad  up to 7 feet  it is reasonable to assume alluvium as the foundation soil. 
This will be confirmed in final design. 
5.0 References 
Note: acronyms within { } indicate acronyms used to refer to the references in the body of the calculation. 
1. BSC (Bechtel SAIC Company) 2004a. Midway Valley Aging Site Layout Drawing Support 
Calculation. 170-C0C-C000-00100-000-00A. Las Vegas, Nevada: Bechtel SAIC Company. ACC: 
ENG.20040410.0025. DIRS: 168429. 
2. BSC (Bechtel SAIC Company) 2004b. Q-List. 000-30R-MGR0-00500-000-000 REV 00. Las 
Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20040721.0007. DIRS: 168361. 
3. DOE (U.S. Department of Energy) 2004. Quality Assurance Requirements and Description. 
DOE/RW-0333P, Rev. 16. Washington, D.C.: U.S. Department of Energy, Office of Civilian 
Radioactive Waste Management. ACC: DOC.20040907.0002. DIRS: 171539. 
4. AP-3.12Q, Rev. 2, ICN 2. Design Calculations and Analyses. Washington D. C.: U.S. Department 
of Energy, Office of Civilian Radioactive Waste Management. ACC: DOC.20040318.0002 
5. HOLTEC 2002. Final Safety Analysis Report for the HOLTEC International Storage and Transfer 
Operation Reinforced Module Cask System (HI-STORM 100 Cask System), NRC Docket No. 72- 
1014. HOLTEC Report HI-2002444, Volume I of II. Marlton, NJ: HOLTEC International. Readily 
Available. DIRS: 168494. 
6. J and R Engineering Company 2003. Lift-n-Lock Crawler Transporter. Mukwonago, WI: J and R 
Engineering Company. TIC: 255674. DIRS: 168576. 
7. BSC 2003a. Software Code: GT STRUDL. V26. PC Windows 2000. 10829-26-00. DIRS: 
166081. 
8. BSC 2004c. Project Design Criteria Document. 000-3DR-MGR0-00100-000-003. Las Vegas, 
Nevada: Bechtel SAIC Company. ACC: ENG.20041124.0001. DIRS: 171599. 
9. NRC (U.S. Nuclear Regulatory Commission) 1987. Standard Review Plan for the Review of 
Safety Analysis Reports for Nuclear Power Plants. NUREG-0800. LWR Edition. 
Washington,D.C.: U.S. Nuclear Regulatory Commission. TIC:203894. DIRS: 103124. 
10. ACI 2001a. Code Requirements for Nuclear Safety Related Concrete Structures (ACI 349-01) and 
Commentary (ACI 349R-01). Farmington Hills, Michigan. American Concrete Institute. 
TIC: 252732. DIRS: 158833. 
11. ANSI/AISC N690-1994. 1994. American National Standard for Nuclear Facilities - Steel Safety- 
Related Structures for Design Fabrication and Erection. Chicago, Illinois: American Institute of 
Steel Construction. TIC: 252734. DIRS: 158835. {AISC N690} 
12. MO0411SDSTMHIS.006. Seismic Design Spectra and Time Histories for the Surface Facilities 
Area (Point D/E) at 5E-4 Annual Exceedance Frequency. Submittal date: 11/16/2004. DIRS: 
172426. 
13. MO0402SDSTMHIS.004. Seismic Design Spectra and Time Histories for the Surface Facilities 
Area (Point D/E) at 5E-4 Annual Exceedance Frequency. Submittal date: 02/09/2004. DIRS: 
167424. 

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AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
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14. DOE 2003. Validation Test Process for: GT STRUDL VERSION 26. 10829-VTP-26-00. Las 
Vegas, Nevada: U.S. Department of Energy, Office of Repository Development. ACC: 
MOL.20030521.0190. DIRS: 168476. 
15. LP-SI.11Q-BSC, Rev. 0, ICN 1. Software Management. Washington D. C.: U.S. Department of 
Energy, Office of Civilian Radioactive Waste Management. ACC: DOC.20041005.0008. 
16. ACI 2001b. Design of Slabs on Grade (ACI 360R-92, Reapproved 1997) [reprint.2001]. 
Farmington Hills, Michigan. American Concrete Institute. TIC: 255548. DIRS: 167242. 
17. MacGregor J. G. 1997, Reinforced Concrete - Mechanics and Design (3rd ed.). Upper Saddle 
River, New Jersey. Prentice-Hall. TIC: 242587. DIRS: 130532. 
18. Young W. C. 1989. Roarks Formulas for Stress and Strain (Sixth Edition). New York, New York. 
McGraw-Hill. TIC: 10191. DIRS: 106720. 
19. Bowles, J. E. 1996. Foundation Analysis and Design (5th ed.). New York, New York. McGraw- 
Hill. TIC: 247039. DIRS: 157929. 
20. ASCE 7-02. 2003. Minimum Design Loads for Buildings and Other Structures. Reston, Virginia: 
American Society of Civil Engineers. TIC: 255517. DIRS: 168388. {ASCE 7-02} 
21. BSC 2004d. Seismic Analysis and Design Approach Document. 100-S0C-CY00-00300-000-00A. 
Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20040405.0017. DIRS: 166673. 
22. Chu, Shih-Lung, Fang, Shu-Jin, Zar, Max 1997. "Chimneys," Section 32 in Structural Engineering 
Handbook. 4th. Gaylord, E.H., Jr.; Gaylord, C.N.; Stallmeyer, J.E.; eds. New York, NY: McGraw- 
Hill. TIC: 255067. DIRS: 168404. 
23. ICC (International Code Council) 2000. International Building Code 2000 (IBC).Falls Church, 
Virginia: International Code Council. TIC: 251054. DIRS: 159179. {IBC} 
24. BSC (Bechtel SAIC Company) 2004. Extreme Wind/Tornado/Tornado Missile Hazard Analysis. 
000-00C-WHS0-00100-000-00B. Las Vegas, Nevada: Bechtel SAIC Company. ACC: 
ENG.20041105.0001. DIRS: 171471. 
25. ASME (American Society of Mechanical Engineers) 2004. 2004 ASME Boiler and Pressure 
Vessel Code. 2004 Edition. New York, New York: American Society of Mechanical Engineers. 
TIC: 256479. DIRS: 171846. 
26. AISC (American Institute of Steel Construction) 1989. Manual of Steel Construction, Allowable 
Stress Design. 9th Edition. Chicago, Illinois: American Institute of Steel Construction. TIC: 
205770. DIRS: 107536. 
27. Womack, L. F. 2001b,  Diablo Canyon Independent Spent Fuel Storage Installation : Submittal of 
Non-Proprietary Calculation Packages [Docket No. 72-26]. Letter from L.F. Womack (PG&E) to 
U.S. Nuclear Regulatory Commission, December 21, 2001, PG&E Letter DIL-01-004, dated 
December 21, 2001, with enclosures. TIC: 256634. DIRS: 172395. 
28. BSC (Bechtel SAIC Company) 2004f. Supplemental Soils Report. 100-S0C-CY00-00100-000- 
00A. Las Vegas, Nevada: Bechtel SAIC Company. ACC: ENG.20041108.0006. DIRS: 166067. 
6.0 Design Methodology 
The slab is designed as a soil supported two-way slab. Internal moments and shear forces are determined 
by appropriate analyses using the structural analysis program GT-STRUDL V26 (STN: 10829-26-00), 
BSC 2003a. The concrete slab is modeled as a large flat plate using plate finite elements. The supporting 
soil is modeled as a series of non-linear springs. Spring properties are based on data from the Soils Report 

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(BSC 2004f) to model the stiffness of the supporting soil. Reactions from the stored casks are modeled as 
nodal point loads acting on the elements corresponding to the storage locations. The wheel loads from the 
transporter are also modeled as point loads at appropriate nodes of the slab model. Dead loads will 
include the self-weight of the slab. Earthquake loads will include inertial forces acting on the pad and the 
casks, based on equivalent static acceleration factors to model the effects of earthquakes. 
The design calculations also include the evaluation of overturning and sliding. 
Reactions from seismic, wind, and tornado forces acting on the storage casks are used to design an 
anchorage system for the casks. Standard structural analysis techniques are used to develop the reactions 
acting on the various components of the anchorage system. 
6.1 Acceptance Criteria 
Section 4.2.2.4.11 of the Project Design Criteria (PDC) (BSC 2004c) requires foundation designs to meet 
the requirements of Standard Review Plan (SRP) 3.8.5 of NUREG-0800 (NRC 1987). Subsection II. 3. of 
SRP 3.8.5 states that loads and load combinations used in the design are acceptable if the requirements of 
SRP 3.8.4 are satisfied. General structural acceptance criteria are provided in Section II. 5 of SRP 3.8.4. 
The ultimate capacities of the concrete components, including embedded components of the anchorage 
system, are based on the provisions of the ACI-349 code (ACI 2001a). The allowable stresses for the unembedded 
steel components of the anchorage system are based on the provisions of the AISC N690 code 
(ANSI/AISC 1994). 
Allowable soil bearing stresses are taken from the soils report (BSC 2004f), and are provided below in 
subsection 6.4, Material Properties. 
6.2 Loads 
The following loads are considered in the design of the slab: 
Dead Load (D): 
Dead loads are the weights of the permanently attached structures and equipment and include the selfweight 
of the slab. Since the casks will reside on the aging pad for considerable lengths of time, they will 
be treated as dead loads. The pad design will be based on storing a number of casks similar to the HISTORM 
100SA (232) (HOLTEC 2002) as modified by Assumption 2. In this design, a fully loaded cask 
weight of 200 tons is used. 
Snow Loads (S): 
Per section 6.1.1.1 of the PDC (BSC 2004c), the slab will be designed for a maximum snow depth of 4. 
The snow load magnitude, based on the provisions of ASCE 7-02, is determined in Section A1.2. 
Live Loads (L & Lr): 
Live loads are those produced by the use of the facilities. The live loads also include the track loads from 
the cask transporter. The information in J & R Engineering (2003) gives the total loaded weight of the 

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transporter as 135000 lbs. Wheel loads for input into the GT-STRUDL model based on these weights are 
determined in Attachment A. The analysis includes two positions for an unloaded transporter and three 
positions for a loaded transporter. Live loads also include a uniform load of 150 psf. This represents a 
conservative estimate of loads due to activities on the slab. 
Wind and Tornado Loads (W & Wt) 
Per PDC (BSC 2004c) 4.2.2.3.6, wind loads shall be based on an extreme wind velocity of 90 mph., also, 
per PDC (BSC 2004c) 4.2.2.3.7, tornado loads shall be based on a maximum wind velocity of 189 mph. 
Earthquake, or Seismic, Loads (E): 
Paragraph II.B.1.b of Standard Review Plan (SRP) 3.7.2 of NUREG-0800 (NRC 1987) requires a 1.5 
factor be applied to the peak acceleration of the applicable floor response spectrum unless a lower value 
can be justified to model the potential effects of higher modes. For seismic forces acting on the casks, a 
equivalent static force of 1.5 times the acceleration at 7% damping for its fundamental frequency is used. 
For the slab, the Zero Period Acceleration (ZPA) represents the peak acceleration and an amplification 
factor of 1.0 is justified since a slab on grade essentially becomes part of the earth and will not be 
subjected to the effects of higher modes. Table 6.1.3-1 of the PDC (BSC 2004c) identifies DTN: 
MO0411SDSTMHIS.006 as the appropriate response spectra for a point located on the soil surface (pt. D 
in Figure 6.1.3.1 of the PDC), however data from DTN: MO0402SDSTMHIS.004 has been used in this 
calculation. This is acceptable since the results for 7% damping from the latter DTN envelope those from 
DTN: MO0411SDSTMHIS.006. DTN MO0402SDSTMHIS.004 provides the horizontal and vertical 
response spectra accelerations used in this calculation (see sht. A14 of attachment A). 
6.3 Load Combinations 
Since soil bearing pressures are verified based on unfactored loads, the following unfactored and factored 
load combinations are considered in the analysis of the slab; these are based on those given in Section 
4.2.2.4.5 of the PDC: 
Load Combination Limit 
1. D + S + L Soil (1) 
2. D + S + L + W Soil 
3. D + W 
4. 1.4D + 1.7S + 1.7L 
5. 1.4D + 1.7S + 1.7L + 1.7W 
Soil 
U (2) 
U 
6. D + L + Wt U, Soil 
7. D + Wt U, Soil 
8. D + L + E U, Soil 
9. 0.9D + E U, Soil 
Notes: (1) Soil  allowable soil bearing strength and/or structure stability; see Section 6.4 below. 
(2) U  required section strength based on Ultimate Strength Design (USD) using the provisions of 
ACI 349 (ACI 2001a). 

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6.4 Material Properties 
Reinforced Concrete: 
fc = Concrete Strength, Slab = 5000 psi Sect. 4.2.2.6.2 of the PDC (BSC 
2004c) 
fcc = Concrete Strength, Cask = 4000 psi Table 1.D-1 of HOLTEC 2002 
fy = Yield Strength of Reinforcing Steel = 60 ksi A 706, Grade 60 reinforcing per Sect. 
4.2.2.6.2 of the PDC (BSC 2004c) 
wc = Unit Weight of Concrete = 150 pcf Section 4.2.2.6.6 of the PDC (BSC 
2004c) 
wcc = Unit Weight of Concrete, Cask = 146 pcf Table 1.D-1 of HOLTEC 2002 
.c = Poissons Ratio = 0.17 Section 4.2.2.6.6 of the PDC (BSC 
2004c) 
Es = 29000 ksi Section 4.2.2.6.6 of the PDC (BSC 
2004c) 
Soil: 
fball = 7.9 ksf Allowable from figure 11-2 of the 
supplemental soils report (BSC2004f) 
for a strip footing of 2ft. depth; use for 
both static and dynamic loads. 
Modulus of Subgrade Reaction: Use the value for a one-ft square plate 
ks = 1000 kips/cu. ft. (vertical) on alluvium given in table 11-2 
ksh = 104 kips/cu. ft. (horizontal) of the supplemental soils report (BSC 
2004f). These are for static loadings. 
May be doubled for short term 
loadings 
 = Coefficient of Interface Friction = 0.81 Table 11-2, alluvium, supplemental 
soils report (BSC 2004f) 

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6.5 Computer Software Documentation 
The originator used the following computer programs to prepare this calculation; all the software used 
resides on a Personal Computer: 
Program3 Version Use Software Tracking 
Number 
Word2 97 SR-2 Word Processing N/A  Commercial Offthe-
Shelf Software 
Mathcad2 11.2a Calculations N/A  Commercial Offthe-
Shelf Software 
GT-STRUDL1 26 Finite Element Analysis 10829-26-00 
Notes: 
1. DOE 2003, and its associated verification test report, document the validation of version 26 of GTSTRUDL. 
The validation included finite element (use of plate elements) and static non-linear analysis 
(nonlinear springs) problems applicable to the analysis documented in this calculation. Thus, version 26 
is valid, qualified software for the performance of this analysis. 
2. Microsoft Word, Mathcad are exempted from the qualification and documentation requirements of LPSI.
11Q-BSC, Software Management. 
4. The software is operated on a PC system using the Windows 2000 operating system. 















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8.0 Conclusions 
Summary for Flexure and Shear: 
All areas meet the design shear and flexure requirements. The design and analytical results are reasonable 
for their intended use considering the high loads the slab is designed to. They are suitable for their 
intended use, namely the design of a large slab on grade for use as a storage area for SNF and HLW 
storage casks. Reinforcing bar spacings and sizes will be optimized during final design to facilitate 
construction. As documented in the calculations, the reinforcing scheme depends on the different regions 
of the Aging Pad. The figure below presents a summary of this scheme. 
X Y
Z TOP APRON - OUTER AREA TOP APRON - OUTER AREA 
TOP APRON - 
SNF CASK 
STORAGE AREA 
SNF CASK 
STORAGE AREA 
INNER 
SIDE APRON 
INNER 
SIDE APRON 
OUTER 
SIDE APRON 
OUTER 
SIDE APRON 
h=3.0 ft. 
TOP REINF: #7@12" OC EA. WAY 
B0TT. REINF: #10@8" OC X-DIRECTION; 
h=3.0 ft. 
TOP REINF: #7@12" OC EA. WAY 
B0TT. REINF: #10@8" OC X-DIRECTION; 
2#11@6" OC Z-DIRECTION 2#10@6" OC Z-DIRECTION 
PAD REINFORCING LAYOUT
h=7.0 ft. 
TOP REINF: #7@12" OC EA. WAY 
B0TT. REINF: #10@8" OC X-DIRECTION; 
2#11@7" OC Z-DIRECTION 
h=7.0 ft. 
TOP REINF: #7@12" OC EA. WAY 
B0TT. REINF: #10@8" OC X-DIRECTION; 
2#11@7" OC Z-DIRECTION

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Soil Bearing Stresses and Stability: 
Soil bearing stresses are well below the allowable values. The aging pad should not experience 
overturning or soil failures. 
Stability with respect to sliding is acceptable as well . Even though the sliding safety of factor of 1.1 for 
earthquake loads is not met, an evaluation of sliding using a rigid body analysis shows the pad would only 
move about 0.036 inches, which indicates that sliding is negligible and wont adversely affect the 
structural performance of the aging pad. Also, in the evaluation of sliding, the effects of passive soil 
pressures acting at the edges of the slabs are not considered. These effects would provide more resistance 
to sliding than has been utilized in this calculation. 
The results of the soil bearing stress and stability evaluations are reasonable compared to the size of the 
slab being designed and the high loads to which it is designed. They are suitable for their intended use, 
namely the design and evaluation of a large slab for the storage of SNF and HLW storage casks. 
9.0 Computer Files 
The following computer files were developed as the documentation of the analysis and design of the 
Aging Pad: 
AGING PAD REVBX 7FT.gti 
AGING PAD REVBX 7FT.gto 
AGING PAD REVBX 7FT.gts 
Slab Design Rev BX 7FT.mcd 
CALCAgingRevBX.doc 
Cask Nodes Rev BX.prn 

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Attachment A  GT-STRUDL Model and Anchorage Design 


































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A 3.0  GT-STRUDL Analysis 
The latest GT-STRUDL analysis of the pad is documented in the following files: 
AGING PAD REVBX 7FT.gti  Input File 
AGING PAD REVBX 7FT.gts- Graphical Interface and Restart File 
AGING PAD REVBX 7FT.gto  Output File 
Pertinent output has been taken from the output file and presented in Section 3.1 below. Contours of 
reactions given in Section 3.1 were plotted using the graphical interface file. The model input is given in 
the input file and reproduced in the output file. 

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A3.1 - Pertinent GT-STRUDL Output 
The GT STRUDL model has been organized into a pad area where the casks will be stored and an apron 
area where the transporter will operate. The cask storage area is comprised of 8 pads with apron areas on 
either side and at the top as shown below: 
Contours for enveloped element internal reactions are printed for plate elements making up the model of 
the slab. 
Also output are the sum of the reactions around the origin. These are used to verify slab stability. 
Finally, reactions at the spring elements associated with the highest displacements are output to aid in 
checking soil bearing. 
X Y
Z 
17.5' 13.0' 
30.5' 
150.0' 
44.5' 
74.5' 
22.5' 
4@13.0' 
=52.0' 
TOP APRON - OUTER AREA TOP APRON - OUTER AREA 
TOP APRON - 
SNF CASK 
STORAGE AREA 
SNF CASK 
STORAGE AREA 
INNER 
SIDE APRON 
INNER 
SIDE APRON 
OUTER 
SIDE APRON 
OUTER 
SIDE APRON 
GT STRUDL MODEL LAYOUT

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Local Coordinate System and Reactions: 
Shown below are sketches showing the local coordinate system and GT-STRUDL positive sign 
conventions for the results: 
LOCAL COORDINATE SYSTEM FOR PAD ELEMENTS 
LOCAL COORDINATE SYSTEM FOR APRON ELEMENTS 
LOCAL PLANAR X AXIS 
LOCAL PLANAR Y AXIS 
LOCAL PLANAR Z AXIS 
Y

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POSITIVE GT-STRUDL SIGN CONVENTION FOR RESULTS 
(VIEW IS OF THE BOTTOM OF A PLATE ELEMENT  THE +LOCAL Z AXIS IS DOWN) 
(SEE FIG. 2.3-11OF VOL. 3 OF THE GT-STRUDL USER MANUAL) 
NOTE: FOR THE MODEL OF THIS DESIGN, THE POSITIVE GT-STRUDL MOMENTS PRODUCE 
TENSION ON THE BOTTOM OF THE PLATE ELEMENTS, WHICH IS THE SAME AS THE 
NORMAL REINFORCED CONCRETE DESIGN CONVENTION WHERBY MOMENTS 
PRODUCING TENSION ON THE BOTTOM ARE POSITIVE. 

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TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
Results for a 7 ft. thick Cask Storage Pad and Inner Apron areas and 3 ft. thick Top and Outer 
Aprons: 
Design Load Combinations: 
Load 
Comb. 
No. Load Combination_________ 
'COMBU1' 'D + L(u1) + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU2' 'D + L(u2) + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU3' 'D + L(u1) + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU4' 'D + L(u2) + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU5' 'D + L(u1) + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU6' 'D + L(u2) + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU7' 'D + L(l1) + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU8' 'D + L(l2) + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU9' 'D + L(l3) + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU10' 'D + L(l1) + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU11' 'D + L(l2) + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU12' 'D + L(l3) + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU13' 'D + L(l1) + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU14' 'D + L(l2) + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU15' 'D + L(l3) + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU16' 'D + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU17' 'D + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU18' 'D + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU19' 'D + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU20' '0.9D + EQX + 0.4EQY(up) + 0.4EQZ' 
'COMBU21' '0.9D + 0.4EQX + 0.4EQY(up) + EQZ' 
'COMBU22' '0.9D + 0.4EQX + EQY(up) + 0.4EQZ' 
'COMBU23' 'D + L(u1) + Wtx' 
'COMBU24' 'D + L(u1) + Wtz' 
'COMBU25' 'D + L(u2) + Wtx' 
'COMBU26' 'D + L(u2) + Wtz' 
'COMBU27' 'D + L(l1) + Wtx' 
'COMBU28' 'D + L(l1) + Wtz' 
'COMBU29' 'D + L(l1) + Wtx' 
'COMBU30' 'D + L(l1) + Wtz' 
'COMBU31' 'D + L(l3) + Wtx' 
'COMBU32' 'D + L(l3) + Wtz' 
'COMBU33' '1.4D + 1.7Sn + 1.7L(unload 1)' 
'COMBU34' '1.4D + 1.7Sn + 1.7L(unload 2)' 
'COMBU35' '1.4D + 1.7Sn + 1.7L(loaded 1)' 
'COMBU36' '1.4D + 1.7Sn + 1.7L(loaded 2)' 
'COMBU37' '1.4D + 1.7Sn + 1.7L(loaded 3)' 
'COMBU38' '1.4D + 1.7Sn + 1.7L(unloaded 1) + 1.7Wx' 
'COMBU39' '1.4D + 1.7Sn + 1.7L(unloaded 1) + 1.7Wz' 
'COMBU40' '1.4D + 1.7Sn + 1.7L(unloaded 2) + 1.7Wx' 
'COMBU41' '1.4D + 1.7Sn + 1.7L(unloaded 2) + 1.7Wz' 
'COMBU42' '1.4D + 1.7Sn + 1.7L(loaded 1) + 1.7Wx' 
'COMBU43' '1.4D + 1.7Sn + 1.7L(loaded 1) + 1.7Wz' 
'COMBU44' '1.4D + 1.7Sn + 1.7L(loaded 2) + 1.7Wx' 
'COMBU45' '1.4D + 1.7Sn + 1.7L(loaded 2) + 1.7Wz' 
'COMBS46' '1.4D + 1.7Sn + 1.7L(loaded 3) + 1.7Wx' 
'COMBU47' '1.4D + 1.7Sn + 1.7L(loaded 3) + 1.7Wz' 
Contour maps that envelope reactions for the above load cases are printed out below: 

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A40 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
1. 
200. 
400. 
600. 
800. 
1000. 
1200. 
1400. 
1600. 
1800. 
1845. 
MXX MID 
Envelope max 
FEET-KIP/FEET 
x 
JNT 76 
1.832E+03 
x 
JNT 1478 
2.514E+02 
x 
JNT 1239 
1.424E+03 
x 
JNT 1194 
MAXIMUM Mxx 
2.777E+01 
-52. 
-50. 
0. 
50. 
100. 
150. 
200. 
250. 
300. 
350. 
400. 
450. 
500. 
512. 
MXX MID 
Envelope min 
FEET-KIP/FEET 
x 
JNT 155 
4.717E+02 
x 
JNT 1184 
3.967E+02 
x 
JNT 1222 
9.594E+01 
x 
JNT 919 
1.290E+01 
MINIMUM Mxx (LOOKING FOR MOST NEGATIVE MOMENT)

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A41 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
0. 
40. 
80. 
120. 
160. 
200. 
240. 
280. 
320. 
360. 
400. 
414. 
MYY MID 
Envelope max 
FEET-KIP/FEET 
x 
JNT 586 
3.870E+02 
x 
JNT 1214 
3.363E+02
x 
JNT 1195 
9.366E+01 
x 
JNT 911 
3.142E+02 
x 
JNT 978 
1.676E+01 MAXIMUM Myy 
-5. 
-78. 
-60. 
-40. 
-20. 
0. 
20. 
40. 
60. 
80. 
100. 
110. 
MYY MID 
Envelope min 
FEET-KIP/FEET 
x 
JNT 165 
-7.761E+01 
x 
JNT 1184 
-4.253E+01 
MINIMUM Myy (LOOKING FOR THE MOST NEGATIVE Myy)

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A42 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
-20. 
-16. 
-8. 
0. 
8. 
16. 
24. 
32. 
40. 
48. 
56. 
64. 
72. 
72. 
VXX MID 
Envelope max 
KIP/FEET 
x 
JNT 417 
2.969E+01 
x 
JNT 1144 
4.656E+01 
x 
JNT 1255 
-1.201E+01 
x
JNT 1008 
3.879E+01 
MAXIMUM Vxx 
-72. 
-72. 
-64. 
-56. 
-48. 
-40. 
-32. 
-24. 
-16. 
-8. 
0. 
8. 
16. 
22. 
x 
JNT 1215 
-6.761E+01 
x 
JNT 155 
-1.930E+01 
x 
JNT 950 
1.082E+01 
VXX MID 
Envelope min 
KIP/FEET 
MINIMUM Vxx

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A43 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
-24. 
-18. 
-9. 
0. 
9. 
18. 
27. 
36. 
45. 
54. 
63. 
72. 
81. 
83. 
VYY MID 
Envelope max 
KIP/FEET 
x 
JNT 190 
4.646E+01 
x 
JNT 138 
7.315E+01 
x 
JNT 1304 
-4.162E-01 
x 
JNT 1511 
4.843E+01 
MAXIMUM Vyy 
-87. 
-80. 
-70. 
-60. 
-50. 
-40. 
-30. 
-20. 
-10. 
0. 
10. 
20. 
21. 
VYY MID 
Envelope min 
KIP/FEET 
x 
JNT 153 
-3.166E+01 
x 
JNT 1395 
1.246E+00 
x 
JNT 1141 
-8.709E+01 
MINIMUM Vyy

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A44 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
The slabs will be designed for reactions that act over large areas of the model and., more or less, represent 
average reactions. The very high reactions that are concentrated in very small areas wont be used as 
design reactions as they act over too small an area of the slab. Based on this and the resultant ranges 
given in the contour plots above the following are used as design reactions: 
SNF Cask Storage Area: 
Mxx+, Positive Design Moment (tension in the bottom of the slab; max moments from the model) = 
1845 ft-kip/ft 
Mxx-, Negative Design Moment (tension in the top of the slab; min (or negative) moments from the 
model) 
= -78 ft-kip/ft (since the resulting negative moments on pg. A40 have similar magnitudes and signs as the 
positive design moments, when they should have negative signs and different magnitudes, indicates that 
there is little tension in the top of the slab; for design (of the reinforcing in the top of the slab), however 
use the same value as used for the minimum Myy moment as the moments can be dependent on the 
position of the transporter.) 
Myy+, Positive Design Moment = 400 ft-kip/ft 
Myy-, Negative Design Moment = -78 ft-kip/ft (see note above for Mxx-) 
Vxx, Design Shear (can be based on the + or  shear) = 56 kip/ft 
Vyy, Design Shear (can be based on the + or  shear) = 54 kip/ft 
Inner Apron Area at the sides of the SNF Cask Storage Areas: 
Mxx+, Positive Design Moment = 1600 ft-kip/ft 
Mxx-, Negative Design Moment = -50 ft-kip/ft 
Myy+, Positive Design Moment = 360 ft-kip/ft 
Myy-, Negative Design Moment = -50 ft-kip/ft (use the same value as Mxx-) 
Vxx, Design Shear (can be based on the + or  shear) = 64 kip/ft 
Vyy, Design Shear (can be based on the + or  shear) = 45 kip/ft 

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A45 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
Top Apron at the SNF Storage Cask Areas: 
Mxx+, Positive Design Moment = 800 ft-kip/ft 
Mxx-, Negative Design Moment = -20 ft-kip/ft (use the same value as Mxx- for the outer areas; see 
below) 
Myy+, Positive Design Moment = 240 ft-kip/ft (use the same value as for the positive Myy moment in the 
outer apron areas since this moment depends on the position of the transporter) 
Myy-, Negative Design Moment = -20 ft-kip/ft (see above note for Mxx+ for the SNF Cask storage area) 
Vxx, Design Shear (can be based on the + or  shear) = 24 kip/ft 
Vyy, Design Shear (can be based on the + or  shear) = 40 kip/ft 
Outer (Sides and Top) Areas: 
Mxx+, Positive Design Moment = 600 ft-kip/ft 
Mxx-, Negative Design Moment = -50 ft-kip/ft (see above note for Mxx+ for the SNF Cask storage area) 
Myy+, Positive Design Moment = 160 ft-kip/ft 
Myy-, Negative Design Moment = -60 ft-kip/ft (see above note for Mxx+ for the SNF Cask storage area) 
Vxx, Design Shear (can be based on the + or  shear) = 32 kip/ft 
Vyy, Design Shear (can be based on the + or  shear) = 30 kip/ft 

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A46 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
Soil Reactions  Reactions in the Nonlinear Spring Elements: 
**** ACTIVE UNITS - LENGTH WEIGHT ANGLE TEMPERATURE TIME 
UNITS FEET KIPS DEG FAH SEC 
Service Load Combinations: 
Load 
Comb. 
No. Load Combination______________________ 
'DEAD' 'TOTAL DEAD WEIGHT' 
'COMBS1' 'D + Sn + L(unload 1)' 'COMBS2' 'D + Sn + L(unload 2)' 
'COMBS3' 'D + Sn + L(loaded 1)' 
'COMBS4' 'D + Sn + L(loaded 2)' 
'COMBS5' 'D + Sn + L(loaded 3)' 
'COMBS6' 'D + Sn + L(unloaded 1) + Wx' 
'COMBS7' 'D + Sn + L(unloaded 1) + Wz' 
'COMBS8' 'D + Sn + L(unloaded 2) + Wx' 
'COMBS9' 'D + Sn + L(unloaded 2) + Wz' 
'COMBS10' 'D + Sn + L(loaded 1) + Wx' 
'COMBS11' 'D + Sn + L(loaded 1) + Wz' 
'COMBS12' 'D + Sn + L(loaded 2) + Wx' 
'COMBS13' 'D + Sn + L(loaded 2) + Wz' 
'COMBS14' 'D + Sn + L(loaded 3) + Wx' 
'COMBS15' 'D + Sn + L(loaded 3) + Wz' 
'COMBS16' 'D + Wx' 
'COMBS17' 'D + Wz' 
SUM OF REACTIONS ABOUT COORDINATE X 0.000 Y 0.000 Z 0.000 
/---------------------FORCE---------------------//--------------------MOMENT--------------------/ 
LOADING X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 
DEAD 0.000 10174.216 0.000 -439781.189 0.000 763074.692 
COMBS1 0.000 12031.389 0.000 -510087.867 0.000 903948.315 
COMBS2 0.000 12029.815 0.000 -507536.177 0.000 903115.254 
COMBS3 0.000 12432.205 0.000 -526179.360 0.000 944055.279 
COMBS4 0.000 12431.761 0.000 -526104.956 0.000 963584.043 
COMBS5 0.000 12423.987 0.000 -512593.439 0.000 935269.873 
COMBS6 -34.566 12031.389 0.000 -510087.915 -1676.453 904389.069 
COMBS7 0.000 12031.415 34.566 -509650.819 -2592.454 903949.772 
COMBS8 -34.566 12029.814 0.000 -507536.225 -1676.453 903556.008 
COMBS9 0.000 12029.841 34.566 -507099.129 -2592.454 903116.712 
COMBS10 -34.566 12432.205 0.000 -526179.408 -1676.453 944496.033 
COMBS11 0.000 12432.232 34.566 -525742.312 -2592.454 944056.737 
COMBS12 -34.566 12431.760 0.000 -526105.004 -1676.453 964024.797 

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A47 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
COMBS13 0.000 12431.787 34.566 -525667.908 -2592.454 963585.500 
COMBS14 -34.566 12423.987 0.000 -512593.487 -1676.453 935710.626 
COMBS15 0.000 12424.014 34.566 -512156.391 -2592.454 935271.330 
COMBS16 -34.566 10174.216 0.000 -439781.237 -1676.453 763515.446 
COMBS17 0.000 10174.242 34.566 -439344.141 -2592.454 763076.150 
**** Summary of Global Reaction Envelopes **** 
================================================ 
Type Value Load Joint 
================================================ 
Force X Min -0.655229E-01 COMBS6 NS11347 
Max 0.199857E-04 COMBS7 NS11338 
Force Y Min 0.127603E+01 COMBS16 NS10001 
Max 0.273581E+02 COMBS10 NS11347 
Force Z Min -0.153847E-01 COMBS6 NS10904 
Max 0.578251E-01 COMBS7 NS11269 
Moment X Min 0.000000E+00 DEAD NS10001 
Max 0.000000E+00 DEAD NS10001 
Moment Y Min 0.000000E+00 DEAD NS10001 
Max 0.000000E+00 DEAD NS10001 
Moment Z Min 0.000000E+00 DEAD NS10001 
Max 0.000000E+00 DEAD NS10001 
================================================ 
Seismic Load Combinations: 
Load 
Comb. 
No. Load Combination________________ 
'COMBU1' 'D + L(u1) + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU2' 'D + L(u2) + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU3' 'D + L(u1) + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU4' 'D + L(u2) + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU5' 'D + L(u1) + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU6' 'D + L(u2) + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU7' 'D + L(l1) + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU8' 'D + L(l2) + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU9' 'D + L(l3) + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU10' 'D + L(l1) + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU11' 'D + L(l2) + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU12' 'D + L(l3) + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU13' 'D + L(l1) + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU14' 'D + L(l2) + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU15' 'D + L(l3) + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU16' 'D + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU17' 'D + EQX + 0.4EQY(down) + 0.4EQZ' 
'COMBU18' 'D + 0.4EQX + 0.4EQY(down) + EQZ' 
'COMBU19' 'D + 0.4EQX + EQY(down) + 0.4EQZ' 
'COMBU20' '0.9D + EQX + 0.4EQY(up) + 0.4EQZ' 
'COMBU21' '0.9D + 0.4EQX + 0.4EQY(up) + EQZ' 
'COMBU22' '0.9D + 0.4EQX + EQY(up) + 0.4EQZ' 

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A48 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
SUM OF REACTIONS ABOUT COORDINATE X 0.000 Y 0.000 Z 0.000 
/---------------------FORCE---------------------//--------------------MOMENT--------------------/ 
LOADING X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 
COMBU1 -7575.902 14358.584 3030.361 -594376.686 -561884.356 1123791.974 
COMBU2 -7575.902 14357.009 3030.361 -591824.996 -561884.356 1122958.914 
COMBU3 -3030.361 14360.231 7575.902 -567412.061 -702035.543 1096691.605 
COMBU4 -3030.361 14358.657 7575.902 -564860.371 -702035.543 1095858.545 
COMBU5 -3030.361 17266.097 3030.361 -718596.486 -361119.963 1314663.919 
COMBU6 -3030.361 17264.522 3030.361 -716044.796 -361119.963 1313830.859 
COMBU7 -7575.902 14759.400 3030.361 -610468.179 -561884.356 1163898.939 
COMBU8 -7575.902 14758.956 3030.361 -610393.775 -561884.356 1183427.702 
COMBU9 -7575.902 14751.182 3030.361 -596882.258 -561884.356 1155113.532 
COMBU10 -3030.361 14761.048 7575.902 -583503.554 -702035.543 1136798.570 
COMBU11 -3030.361 14760.603 7575.902 -583429.150 -702035.543 1156327.333 
COMBU12 -3030.361 14752.830 7575.902 -569917.633 -702035.543 1128013.163 
COMBU13 -3030.361 17666.913 3030.361 -734687.979 -361119.963 1354770.884 
COMBU14 -3030.361 17666.468 3030.361 -734613.575 -361119.963 1374299.647 
COMBU15 -3030.361 17658.695 3030.361 -721102.058 -361119.963 1345985.477 
COMBU16 -7575.902 12546.136 3030.361 -525747.374 -561884.356 986272.581 
COMBU17 -7575.902 12546.136 3030.361 -525747.374 -561884.356 986272.581 
COMBU18 -3030.361 12547.783 7575.902 -498782.749 -702035.543 959172.212 
COMBU19 -5162.751 15453.611 3030.361 -649970.103 -464540.898 1204334.701 
COMBU20 -7114.950 7046.460 3030.361 -286569.443 -539528.196 567913.153 
COMBU21 -2845.980 6713.426 7575.902 -243265.128 -693093.082 519237.101 
COMBU22 -2845.980 3879.462 3030.361 -149671.797 -352177.501 306719.636 
**** Summary of Global Reaction Envelopes **** 
================================================ 
Type Value Load Joint 
================================================ 
Force X Min -0.135277E+02 COMBU1 NS11118 
Max -0.360908E+00 COMBU21 NS10001 Force Y Min 0.492529E+00 COMBU22 NS10720 
Max 0.374812E+02 COMBU13 NS11347 
Force Z Min 0.371762E+00 COMBU1 NS10001 
Max 0.133506E+02 COMBU3 NS11128 

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A49 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
Moment X Min 0.000000E+00 COMBU1 NS10001 
Max 0.000000E+00 COMBU1 NS10001 
Moment Y Min 0.000000E+00 COMBU1 NS10001 
Max 0.000000E+00 COMBU1 NS10001 
Moment Z Min 0.000000E+00 COMBU1 NS10001 
Max 0.000000E+00 COMBU1 NS10001 
================================================ 
Tornado Load Combinations: 
Load 
Comb. 
No. Load Combination_________ 
'COMBU23' 'D + L(u1) + Wtx' 
'COMBU24' 'D + L(u1) + Wtz' 
'COMBU25' 'D + L(u2) + Wtx' 
'COMBU26' 'D + L(u2) + Wtz' 
'COMBU27' 'D + L(l1) + Wtx' 
'COMBU28' 'D + L(l1) + Wtz' 
'COMBU29' 'D + L(l2) + Wtx' 
'COMBU30' 'D + L(l2) + Wtz' 
'COMBU31' 'D + L(l3) + Wtx' 
'COMBU32' 'D + L(l3) + Wtz' 
SUM OF REACTIONS ABOUT COORDINATE X 0.000 Y 0.000 Z 0.000 
/---------------------FORCE---------------------//--------------------MOMENT--------------------/ 
LOADING X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 
COMBU23 -416.294 11986.669 0.000 -508409.628 -13480.075 908357.462 
COMBU24 0.000 11982.368 416.294 -500435.786 -33458.816 900265.658 
COMBU25 -416.294 11985.094 0.000 -505857.938 -13480.075 907524.401 
COMBU26 0.000 11980.793 416.294 -497884.096 -33458.816 899432.597 
COMBU27 -416.294 12387.485 0.000 -524501.121 -13480.075 948464.426 
COMBU28 0.000 12383.184 416.294 -516527.278 -33458.816 940372.623 
COMBU29 -416.294 12387.041 0.000 -524426.717 -13480.075 967993.189 
COMBU30 0.000 12382.740 416.294 -516452.875 -33458.816 959901.386 
COMBU31 -416.294 12379.267 0.000 -510915.200 -13480.075 939679.019 
COMBU32 0.000 12374.966 416.294 -502941.358 -33458.816 931587.216 
**** Summary of Global Reaction Envelopes **** 
================================================ 
Type Value Load Joint 
================================================ 
Force X Min -0.734631E+00 COMBU23 NS11148 
Max 0.544308E-01 COMBU24 NS11372 
Force Y Min 0.151674E+01 COMBU23 NS10001 
Max 0.274288E+02 COMBU27 NS11347 
Force Z Min -0.154481E+00 COMBU23 NS11337 
Max 0.809131E+00 COMBU24 NS11193 

CALCULATION SHEET 
JOB NO. 
24540 
CALC. NO. 
170-00C-HAP0-00100-000 
REV. NO. 00B SHEET NO. A50 
TITLE 
AGING AREA  DESIGN OF A CONCRETE SLAB FOR STORAGE OF SNF AND HLW CASKS 
C:\Temp\h.data.notes\CALCAgingRevBX.doc 
Moment X Min 0.000000E+00 COMBU23 NS10001 
Max 0.000000E+00 COMBU23 NS10001 
Moment Y Min 0.000000E+00 COMBU23 NS10001 
Max 0.000000E+00 COMBU23 NS10001 
Moment Z Min 0.000000E+00 COMBU23 NS10001 
Max 0.000000E+00 COMBU23 NS10001