View source for 3F0409-04, Attachment B Through E - Crystal River, Unit 3 - License Amendment Request 303, Revision 1, Revision to Final Safety Analysis Report Sections 5.4.3, Structural Design Criteria, and 5.4.5.3, Missile Analysis.

{{Adams
| number = ML091030168
| issue date = 04/08/2009
| title = Attachment B Through E - Crystal River, Unit 3 - License Amendment Request #303, Revision 1, Revision to Final Safety Analysis Report Sections 5.4.3, Structural Design Criteria, and 5.4.5.3, Missile Analysis.
| author name = 
| author affiliation = Florida Power Corp, Progress Energy Florida, Inc
| addressee name = 
| addressee affiliation = NRC/NRR
| docket = 05000302
| license number = DPR-072
| contact person = 
| case reference number = 3F0409-04
| document report number = S07-0037, Rev 1
| document type = Calculation, Final Safety Analysis Report (FSAR)
| page count = 136
| project = 
| stage = Request
}}

=Text=
{{#Wiki_filter:PROGRESS ENERGY FLORIDA, INC.
CRYSTAL RIVER UNIT 3 DOCKET Number 50-302 /License Number DPR-72 LICENSE AMENDMENT REQUEST #303, Revision 1 Revision to Final Safety Analysis Report Sections 5.4.3, "Structural Design Criteria," and 5.4.5.3, "Missile Analysis" Attachment B Calculation S07-0037, Revision 1

Systems                            MX Calc. Sub-Type Priority Code                       3 Quality Class                       S NUCLEAR GENERATION GROUP ANALYSIS I CALCULATION S07-0037 (Calculation #)
Structural Qualification of Auxiliary Building East and South Walls for Tornado Wind and Missile Loading (per AR 00215432)
(Title including structures, systems, components)
[1 BNP       UNIT
[CR3         []HNP        []RNP        [:NES     E ALL APPROVAL                                                                   H--Electronically Annrove d Rev             Prepared By                         Reviewed By .                     Supervisor Signature        ~                Signature NameNaeU                                                              Nm Martin McDonald                   Adam AI-Dabbagh                     Chris Sward Sargent & Lundy                   Sargent & Lundy                     Sargent & Lundy DateDaeDt (For Vendor Calculations)
Vendor             Sargent & Lundy LLC                    Vendor Document No.                 N/A Owner's Review By       C. Glenn Pugh                                              Date 1&#xfd;r

Calculation No.                  S07-0037 Page                i Revision     1 List Of Effective Pages Page          Rev        Page           Rev      Page             Rev          Page              Rev i           1            ii           1         iii              1              iv             1 v            1           vi            1        vii               1             viii            0 1           0           2             0          3               1              4              0 5            0           6             0          7               0              8              0 9            0           10            0        11                0             12              0 13           0           14            0        15                1             16              1 17           1           18            1        19                1             20              1 21            1          22             1        23                1             24              1 25            1 Attachments Attach.               Number      Attach.                 Number       Attach.                    Number Number                of Pages     Number                 of Pages     Number                     of Pages A          0          1           B            0          51          C            0              8 D          0          16          E            0          1           F            0             4 G           1         3 Amendments Rev &         No of      Rev &         No of     Rev &           No of          Rev &           No of Letter        Pages      Letter        Pages     Letter          Pages          Letter          Pages

Calculation No.                                     S07-0037 Page                    ii Revision          1 Table Of Contents Page No.
List of Effective Pages ........................................................................................................................                          i Ta b le o f C o n te n ts ...............................................................................................................................                 ii Revision Sum mary .............................................................................................................................                           iv Document Indexing Tables .................................................................................................................                                iv Record of Lead Review ......................................................................................................................                              vi Record of Interdisciplinary Review .....................................................................................................                                  viii P u rp o s e .............................................................................................................................................                1 Bo d y o f C a lc u la tio n ............................................................................................................................                 1 1 Me th o d o lo gy .................................................................................................................................                     3 2 De s ig n Inp u ts ...............................................................................................................................                      3 3 As s u m ptio n s .................................................................................................................................                     3 4 Detailed Calculations ....................................................................................................................                              4 4.1 Ultimate Capacity (Yield-Line Theory) for 3-ft Thick W all ...........................................................                                                4 4.2 Overall Response to Missile Impact for 3-ft Thick W all .............................................................                                                 7 4.2.1 Collapse Load for 3-ft Thick W all ............................................................................................                                     7 4.2.2 Concrete Properties for 3-ft Thick W all ..................................................................................                                         8 4.2.3 Elastic Stiffness for 3-ft Thick W all ...........................................................................................                                  11 4.2.4 Effective Mass for 3-ft Thick W all .............................................................................................                                   11 4.2.5 Natural Period of Vibration for 3-ft Thick W all .........................................................................                                          12 4.2.6 Im pact Force and Duration of Im pact for 3-ft Thick W all ........................................................ 12 4.2.7 Slab Ductility for 3-ft Thick W all .....................................................                            :........................................... 13 4.3 Ultimate Capacity for 2-ft Thick W all ...........................................................................................                                    16 4.3.1 Ultimate Capacity for Reduced Reinforcement 2-ft Thick W all ................................................ 17 4.3.2 Tornado W ind and Depressurization for 2-ft Thick W all ...........................................................                                                 18 4.3.3 Seism ic Loading for 2-ft Thick W all .........................................................................................                                     19 4.4 Overall Response to Missile Im pact for 2-ft Thick W all .............................................................                                                20 4.4.1 Ultimate Capacity for 2-ft Thick W all ......................................................................................                                       20 4.4.2 Collapse Load for 2-ft Thick W all ............................................................................................                                     20 4.4.3 Shear Resistance for 2-ft Thick W all ......................................................................................                                        20 4.4.4 Collapse Load for Reduced Reinforcement 2-ft Thick W all .................................................... 21 4.4.5 Concrete Properties for 2-ft Thick W all ..................................................................................                                         21 4.4.6 Stiffness under Concentrated Load for 2-ft Thick W all ...........................................................                                                  21 4.4.7 Effective Mass for 2-ft Thick W all ...........................................................................................                                     22 4.4.8 Natural Period of Vibration for 2-ft Thick W all .........................................................................                                          22 4.4.9 Impact Force and Duration of Impact for 2-ft Thick W all .........................................................                                                  22 4.4.10 Slab Ductility for 2-ft Thick W all .............................................................................................                                  22 4.4.11 Column Response to Missile Impact ....................................................................................                                             23 5 R e s u lts ............................................................................................................................................                24 C o n c lu s io n s ........................................................................................................................................              24 R efe re n c e s .........................................................................................................................................                25

Calculation No.                                 S07-0037 Page              iii Revision     1 Attachments                                                                                                                          Tota I Page(s)
A Attachment 

==Reference:==
Impact Force and Duration of Impact Force ............................                                                1 B Attachment GT STRUDL ANALYSIS FOR MISSILE LOAD (DESIGN VERIFICATION REVIEW : ALTERNATE CALCULATION METHOD) ...................................................                                                51 C Attachm ent 

==Reference:==
Yield Line Theory .....................................................................                              8 D   Attachment GT STRUDL ANALYSIS FOR 3-FT THICK WALL (DESIGN VERIFICATION REVIEW: ALTERNATE CALCULATION METHOD) .........................                                                              16 E   Attachment LOAD COMBINATION (DESIGN VERIFICATION REVIEW:
ALTERNATE CALCULATION M ETHOD) ....................................................................                                       1 F   Attachment Verify Ultimate Distributed Load Derivation by Yield Line Standard Equations Using W ork Energy Methods ........................................................................                             4 G   Attachm ent PCACOLUM N ANALYSIS ..........................................................................                                3 Amendments (if applicable)                                                                                                           Total Page(s)
A Am endm ent A title ...............................................................................................................
B Am endm ent B title ...............................................................................................................

Calculation No.                    S07-0037 Page                iv Revision          1 Revision Summary Revision                                                          Revision Summary
       #            (Include brief description of revision and a list of EC's and other modifications incorporated into revision) 0         Original Issue in Response to AR 00215432 1         Revised methodology & computations for east wall. Issue in response to RAI for License Amendment Request to Revise FSAR Sections 5.4.3 & 5.4.5.3 Document Indexinq Tables Document Management System Data                         (For update of PassPort Controlled Document information -    Document Service is to delete roll over data only if shown for DELETE in the following tables)
Notes - General Doc Services                                                       Text of General Notes Action (Enter ADD, DELETE, or- )
ADD              GT-STRUDL, Version 27 analysis software was used in the development of this calculation. Software validation is maintained by Sargent & Lundy.
ADD              PCA Column, Version 4.10 analysis software was used in the development of this calculation. Software validation is maintained by Sargent & Lundy.
Reference Numbers - Reference Systems Doc Services                                System Action              (Two letter code for systems affected  by results)
(Enter ADD, DELETE, or -)
Reference Numbers - Other References (references to PassPort products)
Doc Services             Type            Reference                  Sub                               Title Action             (e.g. AR,       (e.g. AR No, EC        (AR Assign No, (Enter ADD,          EC, WO,         No, WO No, etc)         WO Task No, DELETE, or-)              etc)                                      etc.)
                                -I-1-               -t Legend: ADD = New data record to be added to PassPort; REV = Change revision level of a referenced Controlled Document, DELETE = Existing data record to be deleted; - = Existing PassPort data that is to be retained; Bold Faced column heading = PassPort data label

Calculation No.                          S07-0037 Page                     v Revision            1 Input Document References - Controlled Documents with Cross References Doc Services            Doc. Type          Document          Document ID                Sheet           Doc        Minor                Ref Action              (e.g. CALC,       Sub-Type         (e.g., Calc No., Dwg.     (Dwg. sheet       Rev          Rev               Type (Enter ADD, REV,        DWG, NPAS,                           No., Procedure No)         number if                  (for Calc         (for NPAS DELETE, or-)             POM, etc)                                                    Applicable)              Amendments)             Docs)
Description Codes (Key Words)
Doc Services                         Code Action             (Codes for Key Words)
(Enter ADD,           (To be recorded as document DELETE, or - )           description codes in PassPort)
OutDut Document References                   (Doc Service is to ooen listed documents and add or delete this Calc as a reference)
Doc Services              Document               Document            Document ID               Revision             Action Tracking Action                    Type             Sub-Type           (e.g., Calc No., Dwg.                         (AR number or EC number (Enter ADD,          (e.g. CALC, DWG,                            No., Procedure No.,                            that will track revision of DELETE, or -          TAG,PROCEDURE,                               Software name and                             affected document for the SOFTWARE)                                      version)                                results of this calculation)
Equipment Database Data                 (For update of PassPort Equipment Database information)
Equipment Document References Config Mgqt                       Equipment                     Equipment Type                         Relationship to Caic.
Action                             Tag                        (includes SFTAPL for         (e.g. equipment operation affected by results, (Enter ADD,                                                       analysis software)        equipment design affected by results, analysis DELETE, or-)                                                                                                    software)
                   *1-                                                                      t Legend: ADD = New data record to be added to PassPort; REV = Change revision level of a referenced Controlled Document, DELETE = Existing data record to be deleted; - = Existing PassPort data that is to be retained; Bold Faced column heading = PassPort data label

Calculation No.               S07-0037 Page             vi Revision      1 Record of Lead Review Document                  S07-0037                                         Revision            I The signature below of the Lead Reviewer records that:
       -   the review indicated below has been performed by the Lead Reviewer;
       - appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;
       - the review was performed in accordance with EGR-NGGC-0003.
Z      Design Verification Review              El    Engineering Review      LI   Owner's Review Z Design Review Rii Alternate Calculation E] Qualification Testing ElI Special Engineering Review_________________________
Ej YES       F-1 N/A Other Records are attached.
I Adam AI-Dabbagh              seld-   cc-741e   1,45'66      Civil/Structural Date (print/sign)                     Discipline I Lead    Reviewer Item                          Deficiency                                           Resolution No.
Incorrect Reference listed for slab stiffness
: 1)    calculation on pg 21. Should be reference 12.       Updated reference Add information to description of force pulse on    Changed description, added diagram depicting page 22.                                            rectangular force pulse.
3). Use conservative dynamic load factor of 2.0 for     Changed dynamic load factor to 2.0 column check on page 23.
On page 24, calculate seismic load as an
: 4)      equivalent pressure for comparison to tornado       Converted seismic load to an equivalent pressure wind loads.
5) 6)
7) 8)
FORM EGR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package. Owner's Reviews may be processed as stand alone QA records when Owner's Review is completed.

Calculation No.               S07-0037 Page            vii Revision       1 Record of Lead Review Document                   S07-0037                                         Revision            I The signature below of the Lead Reviewer records that:
       - the review indicated below has been performed by the Lead Reviewer;
       - appropriate reviews were performed and errors/deficiencies (for all reviews performed) have been resolved and these records are included in the design package;
       - the review was performed in accordance with EGR-NGGC-0003.
F-     Design Verification Review              El   Engineering Review        Z   Owner's Review M] Design Review F1 Alternate Calculation El Qualification Testing El     Special Engineering Review El YES       RI N/A    Other Records are attached.
C. Glenn Pugh          6$~I                                 Civil/Structural Lead Reviewer                  (priritisign)                  Discipline                         Date Item                            Deficiency                                           Resolution No.
Cover Page- Even though this calculation is
: 1)       being prepared under S&L's QA plan, there still     Updated cover page needs to be an owner's review. Remove the "N/A" and add my name Revision 0 did not list software, but we should
: 2)       have listed GTStrudl. All software should have     Added software information to document indexing software name and version listed on the             table.
document indexing table.
On Page 17, the clear cover is listed as 3/4" on
: 3)       inside face of wall. Drawings indicate that clear   Calculated new ductility demand to equal 5.2.
cover is 2" inside and outside.
: 4)       On page 19, what is the basis of the leeward        Calculated and used windward pressure (0.183 wind pressure of 0.081 ksf. Could not find this. kso in place of 0.081 ksf.
: 5)       Is PCA-Column applicable to Safety related          PCA column is verified and validated by S&L for applications (see comment 2 above also)             all program features.
: 6)       Reference 16 should be:                             Edited reference 6)____   SP-5209, "CR3 Seismic Qualification," Rev. 0 There are no comments on the Record of Lead Review even through there has been some email comments. Add this page as "owner's review"         Added comments to the calculation and TOC for Rev. I FORM E-GR-NGGC-0003-2-10 This form is a QA Record when completed and included with a completed design package. Owner's Reviews may be processed as stand alone QA records when Owner's Review is completed.

Calculation No.                    S07-0037 Page            viii Revision       0 Record of Interdisciplinary Reviews PART I -       DESIGN ASSUMPTION / INPUT REVIEW: APPLICABLE                                  EI Yes Z        No The following organizations have reviewed and concur with the design assumptions and inputs used in this calculation:
Systems Engqineeringq Name                                 Signature                                     Date Operations Name                                 Signature                                     Date Other Name                                 Signature                                     Date PART II -       RESULTS REVIEW:
The following organizations are aware of the impact of the results of this calculation (on designs, programs and procedures):
Systems Enqineering FD Yes        M NO Name                                 Signature                                     Date Comments:
Operations DYes          ZNO Name                                 Signature                                     Date Comments:
Other Name                                 Signature                                     Date Comments:
Other Name                                 Signature                                     Date Comments:
Other Name                                 Signature                                     Date Comments:

Calculation No.       S07-0037     Revision     0 Attachment Page      1 Purpose AR 00215432 contains the following problem description:
EXISTING STRUCTURAL CALCULATIONS RELATED TO THE EAST AND SOUTH AUXILIARY BUILDING WALLS DO NOT REFLECT LOADING RELATED TO TORNADO DRIVEN MISSILES. GILBERT AND ASSICIATES CALCULATION 2:01 CONCLUDES WIND LOADING IS ACCEPTABLE BUT DOES NOT INCLUDE THE SPECTRUM OF TORNADO MISSILES DEFINED IN THE FSAR SECTION 5.2.1.2.6.
ADDITIONALLY, THE CALCULATION DID NOT ADDRESS THE TORNADO WIND LOAD COMBINATION (WIND PRESSURE + EXTERNAL PRESSURE DROP) AS DETAILED IN SECTION 5.2.3.2.1.
PRELIMINARY ASSESSMENT OF THE LOADS INDICATES THAT THE BUILDING WILL WITHSTAND THE LOADING WITHOUT FAILURE (SEE ATTRIBUTE 6A). THIS EVALUATION APPLIED A METHODOLOGY NOT CURRENTLY CONTAINED IN THE FSAR AND WILL REQUIRE RECONCILIATION.
This calculation provides the appropriate evaluation to show that both the east and south walls are operable and also determines the walls can be qualified using standard structural analysis techniques. As also stated in the above problem statement these techniques are not currently identified in the existing CR3 design and licensing basis. However, revision to the Design Basis Document and FSAR are being pursued as a follow-up to this calculation.
This calculation will determine the capacity of the Auxiliary Building (South and East walls) to resist the spectrum of tornado missiles in the licensing and design basis. This calculation also determines the capacity of the Auxiliary building walls to resist the wind pressure and depressurization resulting from a tornado.
Body of Calculation From the investigation of AR 00215432 the following loading is applicable to this calculation:
The tornado loads are defined in FSAR Section 5.2.1.2.6 for all Class I structures. The required loads are:
                " External wind pressure due to a 300 mph tangential wind velocity. There is no clarification as which direction the wind is on the buildings or what the required design pressure is. The original design basis, Gilbert Calculations (Ref. 4) have calculated a pressure of 297 pounds per square foot (psf) acting on vertical surfaces and -274 psf acting as uplift on windward edge of roofs.
This design pressure is also listed in the Design Basis Document for Major Class I Structures (Tab 1/3), Revision 2, Page 12. The DBD defines this wind pressure as Ww The FSAR defines this wind pressure as Wt.
This calculation will use Wt with a design pressure of 297 psf
                " An external pressure drop of 3 psig. As further defined in the DBD this is a 3 psig tornado differential pressure. It is a suction experienced by the outside of the structure corresponding to the drop in atmospheric pressure characteristic of the center vortex of a tornado. The pressure occurs because the structure is relatively airtight and there is little opportunity for contained air to escape and reach equilibrium with the outside. The Gilbert Calculations (Ref. 4) have calculated that this 3 psig pressure drop acts as a 432 psf pressure acting outwards. This design pressure is also listed in the Design Basis Document

Calculation No. S07-0037    Revision     0 Attachment Page      2 for Major Class I Structures (Tab 1/3), Revision 2, Page 12. The DBD defines this outward pressure as Wp. The FSAR defines this outward pressure as Pt This calculation will use Pt with a design pressure of 432 psf The Tornado Missiles to be included in the design of a Class I structure are listed in Section 5.2.1.2.6 of the FSAR. The two main tornado missiles to be designed for include a 14" diameter utility pole and a compact automobile.
The required design kinetic energy's are listed in the FSAR. The Gilbert Calculations use the kinetic energy and various analysis techniques to derive the following design loads:
                          " Utility Pole= 148 kips on a 14" diameter area
                          " Compact Auto = 270 kips on a 2.5' x 2.5' area The other missiles listed in Section 5.2.1.2.6 are discounted as being bounded by the utility pole and automobile. The two missiles listed above are also listed in the DBD Design Basis Document for Major Class I Structures (Tab 1/3), Revision 2, Page 12. The DBD defines these missile loads as Win.
The FSAR (Section 5.2.1.2.6) already has determined that a minimum of 2 feet of concrete provides sufficient resistance to the above tornado missile spectrum that no further penetration calculations are required. This calculation applies the loading shown to verify the capacity of the overall wall.
The AR also discussed an apparent discrepancy between the load combinations (using the above tornado loadings) between the FSAR and DBD. The following load combinations will be used for this calculation. These load combinations are a realistic application of the various loads. A follow-up to this calculation will be EC/CMU 68758 to document a change to the DBD and a license amendment request will be filed to request a change to the FSAR for the change in analysis methodology and load combinations.
Abnormal Condition:
C = (D + L + Wt + Pt)
NOTE: Applied to leeward wall. Applies a pressure load from inside towards the outside the building. i.e. suction on the leeward wall; negative moment reinforcement would be on outside face of wall.
Concrete reinforcement is typically installed on both faces of the wall; therefore loading is generic to all walls C =Wm NOTE: Applied to windward wall. Applies a point load from outside towards the inside of the building. i.e. negative moment reinforcement would be on inside face of wall.
Where D =      Dead Load (conservatively omitted; combination of D+W < W loading)
L=       Live Load (no floor live load)
Wt = Tornado wind load

Calculation No. S07-0037    Revision Attachment Page  3 Pt = Internal pressure due to tornado wind Wm = Tornado missile E' = Maximum Hypothetical Earthquake (Safe Shutdown Earthquake)
: 1. Methodoloqy The following methodologies are applied in this calculation:
      "     Ultimate strength design per ACI code (see Attachment B and D)
      "     Yield Line Theory (see Attachment C)
      "     Strain Energy
      "     Method of Unit Loads
      "     Ductility Ratio Evaluation
: 2. Design Inputs 2.1 Design inputs used in this calculation.
         "  Concrete density = 150 pcf (Ref. 1)
         "  Poisson's ratio for concrete = 0.17
         "  Reinforcing steel yield strength, fy = 40 ksi
         "  Dynamic Increase Factor for Shear = 1.1 (Ref. 13)
         "  Dynamic Increase Factor for 40 ksi reinforcing steel  = 1.2 (Ref. 13)
: 3. Assumptions 3.1 All assumptions in the calculation are directly based on references.
3.2 No engineering judgments were required.

Calculation No.        S07-0037 Revision               0 Attachment Page      4
: 4.      Detailed Calculations 4.1         DETERMINE THE ULTIMATE LOAD CAPACITY OF THE 3-FT THICK SOUTH AUXILIARY BLDG WALL USING YIELD LINE THEORY FOR SLABS AND VERIFY THAT THE WALL IS ADEQUATE FOR TORNADO WIND + DEPRESSURIZATION Yield line theory offers a simplified analytical method that that can determine the ultimate bending capacity of flat reinforced concrete plates subject to distributed and concentrated loads. Alternately, yield line theory, combined with hinge rotation limits can determine the energy absorption capacity of plates subject to impulsive and impact loads. This method is especially useful in evaluating existing structures that can not be qualified using conservative simplifying analytical assumptions. Typical components analyzed by yield line theory are basemats, floor and roof slabs subject to vertical loads along with walls subject to out of plane loads.
Vertical                                                       #7@12" EW (Ea. Face)
Horizontal Edges supported and restrained 7
Capacity  =kM, lal Dimensions                   (b) Top reinforcement        (c) Bottom reinforcement Figure 18.9.1      A rectangular two-way slab panel.
Determine moment capacity of reinforcement Concrete compressive strength, f' c =                 3     ksi Rebar yield stress, f y =         40     ksi Wall thickness, t =          36     in Rebar cover, c =           2     in Unit width, b=          12     in Flexure ratio, 4=          0.9 Reinforcement in both directions Rebar Direction       Location       Rebar #    - Sp, s (in) "A    ( in )  Dia., in.        d (in)        d ' (in) in a-direction          Top     [     7           12            0.6       0.875                       33.5625 Bottom            7           12            0.6       0.875        33.5625 in b-direction          Top           7           12            0.6       0.875                       32.6875 Bottom            7           12            0.6       0.875        32.6875 Unit bending moment for rebar in a-direction (top and bottom)
A's= b'As/s

Calculation No.          S07-0037          Revision 0 Attachment Page  5
                                                             =   12 *0.60/12
                                                             =     0.600      in 2 /in
                                                             =   fyA's/(0.85f'cb')
                                                             =   40"0.600/(0.85"3"12)
                                                             =     0.784      in/in M nnx = M npx =     OA'&#xfd;fy ( d-a/2 )
                                                             =   0.9
* 0.600
* 40 * ( 33.563 - 0.784 / 2)
                                                             =     716.48     in - kip
                                                             =     59.71      ft - kip Bending moment for rebar in b-direction (top and bottom) a=    fyA's/(0.85f'cb')
                                                             =   40"0.600/(0.85"3*12)
                                                             =     0.784      in
                                            .M nny =M npy = &#xfd;A 's fy ( d'-a/2 )
                                                             = 0.9 *0.600 *40" (32.688-            0.784/2 )
                                                             =    697.58      in - kip
                                                             =     58.13      ft- kip
                                                                                          .Capacity  =   ,v Edges supported and resmiained Capacity =M.       -             Capacity  =M" lae Dimensions                  (M) Top reinforcement            (C) Bottom reinforcemrnent Figure 18.9.1     A rectangular two-way slab panel.
Parameters Dimensions                              Reinforcement a=         79        ft            Top capacity, M ,x-=           59.71-,     ft - kip / ft b=         24        ft            Top capacity, M y =            58.13       ft - kip / ft Bottom capacity, M px =            59.71       ft - kip / ft Bottom capacity, M py =            58.13       ft - kip / ft Determine applicable yield line pattern (Ref. 3, Chapter 18)
Calculate the sum of positive and negative moment in the a-direction divided by the sum of the positive and negative moment reinforcement in the b-direction K rebar ---  (M nnx  + M npx       M nny + M    npy)
                                                             =   (59.71 + 59.71 )/(58.13+58.13)
                                                             =      1.027 Calculate the ratio of the squares of a and b dimensions K1a/b       a 2/ b 2
                                                             =   79A2/24A2

Calculation No.                     S07-0037                Revision               0 Attachment Page            6
                                                                   =        10.835 Yield                                                                    Controlling Pattern       Limitation                                                     Identity                   Status Compare the ratio of( M + M 1         npx ) to M nny+ M ny )with the                                                             DOES NOT K  rebar      K  a/b ratio a to b       . Yield Pattern                                                         GOVERN No. 1 will control.
Reinforcement in the "a 2          direction" is less than that for                   K rebar < Ka/b                          GOVERNS Y ie ld Pa tte rn No.1 ...............................................
Reinforcement in the "a DOES NOT 3       ' direction" is more than that for                   K rebar > K a/b                       'GOVERN Yield Pattern No.1 Determine the uniform load w , / 0 at the collapse condition Ref. #4 No.         Yield Pattern                EQN          Calculation 1          __,,              _         18.9.3          Wu/0= 12[(Mnnx+Mnpx)/a                                    +(Mnny+Mnpy                      /bz]
                                                                          ~~~
18.9.9~
e.a    ~~ ~~                        [-te -..-
i ...................................   ~~~~
2                                      18.9.9&#xfd;     [D-etfermine x in the following quadratic I equation.
2 S+nny+Mnnpya)X[+                    +4b2 innx + M nPx )x-[3a                  b2(Mnnx         +
M   npx)]                 0 4   *"79      (58.13       + 58.13 )*x A 2+
4"242"(59.71 +59.71 )*x-(b) Yield p'attern No. 2                                 [ 3 79 24 A2 (59.71 +
59.71                      0 EXCEL SOLVER solution or Trial & error solution                            x=         17.6502              ft 4 *79         (58.13 + 58.13)*
17.6502 2 + 4 *24 2* (59.71
                                                       + 59.71)           17.6502 -[3* 79
* 24 A2 * (59.71 + 59.71 )] =                     1.92E-07 2
18.9.11         wu/&#xa2;=             6(M       nnx+    M npa)/X
                                                                    =     6 (59.71 + 59.71 )/17.6502 A2
                                                                    =        2.300             ksf                GOVERNS________
3                                      18.9.14       Determine y in the following quadratic equation.
4b(Mnna+M npa)y 2 +4a 2 (M nny + M npy)y[             3 b a2     (M     ny+
M  npy   ]                0 (C) yiewpaMm, No. 3                         w u/o=            6 ( M ny + M npy          )/Y     2 Tornado wind pressure =                     0.297             ksf Vacuum pressure =                    0.432             ksf Total Tornado Wind Pressure =                        0.729             ksf                OK < 2.30 ksf

Calculation No.         S07-0037      Revision        0 Attachment Page         7 The applied pressure load on the 3-foot thick wall does not exceed the collapse pressure load; therefore, the 3-foot is structurally adequate to withstand tornado wind and depressurization.
4.2 OVERALL RESPONSE TO MISSILE IMPACT The methodology stated in ASCE Manuals and Reports on Eng'g Practice No. 58 "Struct'l Analysis and Design of Nuclear Plant Facilities", Chapter 6, "Design Against Impulse and Impact Loads" will be used for this evaluation (Ref. 8).
4.2.1 CALCULATE COLLAPSE LOAD R m(Per Ref. #8, Table 6.4)
Concentrated collapse load at center of slab with 100% fixity at all sides, Rm = 2t(M ++M      +       )
where M ,+ = Ultimate positive moment capacity M u. = Ultimate negative moment capacity Since M+ =         M _
Let M , =        M +=       M u-Rm         4inM*
Since A=          A's M,= O[A'sfy(d-d')]DIF where f y=   Re-bar yield strength d=    Distance from extreme comoression fiber to centroid of tension reinforcement d'=    Distance from extreme compression fiber to centroid of compression reinforcement
                                         =     c +d,/2
                                         =   2.000 + 0.875 / 2
                                         =    2.4375     in I)IF=    Dynamic increase factor for re-bar. Ref. ASCE Manuals and Reports on Engineering Practice No. 58, "Structural Analysis and Design of Nuclear Plant Facilities", page 317, Table 6.2.
f           DIF 40           1.2 60           1.1 DIF =        1.2 Dynamic Increase Factor The dynamic material strength shall be computed by applying a dynamic increase factor that accounts for the increase in material strength due to strain rate effects. The dynamic variation due to increase in strain rate increases the yield stress of steel and compressive strength of concrete. It is common to take credit for the dynamic strength increase.
For reinforced concrete structures subjected to blast effects, response at very high strain rates is often sought. At these high strain rates, the reinforcing bars yield stress can increase by 100%, or more, depending on the grade of steel used. The dynamic increase factor (DIF), i.e. the ratio of the dynamic to static value, is normally reported as function of strain rate. DIF curves for both yield and ultimate strengths have been derived and published in manuals by the Tri-Services, the Defense Special Weapons Agency, the Air Force, and the Department of Energy. Ref. http://www.kcse.com/pdfs/P-98-31_f.pdf In Regulatory Position 10.6, increase in the material strength (i.e., dynamic increase factor, DIF) could be realized only when the material is subjected to very high strain rates of loading, normally associated with impactive loadings. If a structure is found to be responding in a static or semi-static manner to a dynamic loading (i.e., dynamic load factor (DLF) <1.2), the materials of the structure would not undergo very high strain rate that would increase the material strength. Though there is no direct relationship between DLF and DIF, Regulatory Position 10 restricts the use of DIF when the DLF is lower than 1.2.

Calculation No.          S07-0037    Revision       0 Attachment Page        8 Ref. RegGuide 1.142 Rev 2 Nov 2001 Mp=     0[A'sfy(d-d')]DlF
                             =   0.90 * [ 0.0500
* 40000 * ( 33.563 - 2.438       ]
* 1.20
                             =    67230      in - lb / in Collapse Load Rm      4*3.142*67230
                             =     844837 lb 4.2.2   DETERMINE CONCRETE PROPERTIES Determine reinforced concrete section properties; use average of cracked and uncracked moment of inertia.
Depth to re-bar, d =   t-c,-dd/2 where d s = re-bar diameter
                                                        =     0.875    in d=   36.00- 2.00- 0.875/2
                                          =   33.5625 in Average moment of inertia, I a       0.5 ( 1g + I c)            Ref. EQN (6.29) page 327 where Ig     Gross moment of inertia (uncracked) b t 3 / 12 where b =  width of concrete section
                                          =        1       in I=g     1.00*36.00A3/12
                                          =     3888       in 4 /in I =   Cracked moment of inertia 3
                                          =    Fbd where F=    Coefficient of moment of inertia of cracked section Ratio of tensile reinforcement to effective area of concrete in rectangular beam, p =      As/bd where A s=    Area of tensile reinforcement / spacing
                                                        =  0.60/12.00 0.0500     in 2 / in p=   0.0500/(     1.0
* 33.563 )
                                          =   0.00149 Ratio of compr. re-bar to eff.
conc. area, p - =        p Ratio p '/ p =        1.0 Elastic modulus of concrete, E , =     w 1.533 SQRT (f'c)         Ref. ACI Std 318-63 Sect 1102

Calculation No.          S07-0037    Revision      0 Attachment Page      9 where w=         150     Ib/ ft 3     (concrete weight)
E c=  150 ^1.5" 33" SQRT (3000)
                               = 3320561       psi Elastic modulus of steel, E , =  29000000 psi Modulus of elasticity ratio, n =  Es/Ec 29000000 / 3320561 8.7 Ratio p n  = 0.00149
* 8.7
                               =  0.0130 1.0 u.
10-C) 0 10-2 10-2                                     10-1                                 1.0 Ratio p n Figure15- Coefficient for Moment of Cracked Sections (Source Document 8)

Calculation No.         S07-0037     Revision     0 Attachment Page     10 Determine F-coefficient by interpolate for p n and p '/ p Coefficient F p /p          P,/          p'/p        p,!       p'/p=
pn          =1.0       p =0.75         =0.50     p =0.25         0 0.02       0.017        0.017          0.017      0.017       0.017 0.0127        0.01         0.01          0.01        0.01        0.01 0.0130       0.0103      0.0103         0.0103     0.0103      0.0103 For p n =    0.0130               and p '/p =           1.0           F=    0.0103 Cracked section moment of inertia, I    =     F bd  3
                                        =   0.0103   *1.0   *33.563 A3
                                        =     389.3       in 4/ in Alternate solution for cracked section moment of inertia without compression steel B=    b(nAs)
                                        =   1 * (8.73" 0.0500)
                                        =     0.437 kd=    [SQRT(2dB+ 1)- 1)/B
                                        =   [SQRT(2*33.563*0.437+ 1)-1 ]/0.437
                                        =      10.32 Ic=    b(kd )2/3+ nAs(d-kd )2
                                        =   1 *( 10.32 ) A2 / 3 + 8.73 *0.0500   (33.56-   10.32 )A2
                                        =     271.4       in 4 /in Ref. US Army Corps of Engineers, "Structures to Resist the Effects of Accidental Explosions", TM 5-1300, July 1965.
In calculating the stiffness of reinforced concrete sections, the moment of inertia must account for cracking of concrete. It is recommended that the average moment of inertia be used which is based on the following expression:
Average moment of inertia, 1a        0.5 (1g + I o)
                                        =   0.5"(3888+389)
                                        =      2139       in 4 / in

Calculation No.              S07-0037           Revision    0 Attachment Page _ 1 4.2.3   CALCULATE ELASTIC STIFFNESS OF SLAB (Ref. 8) UNDER CONCENTRATED LOAD Table 8.4 Stillness and resisting values for plates and slabs under concentrated loads Description                    Resistance                  Stiffness (a) Simply supported on all four sides with load at center 12E]
1                      RR = 2iM ,                   K = aa 2 (l - ,)
b              1.0           .1       1           1        1.6     1,.8        2. 1 3.0 1 .
S           1390
                                  *0. 0.151            .1624 0,781 0,884             0.1944 0.198YJ.2oiol (b) Fixedsupports on all four sides with load at center a               R                    R, = 21r(Mu +M-)            K=       a1 20 I&#xfd;       b   ---I I
ba             1.0    1   1.2     1.4     1 1.6        1 .8 1 2.0 a         0-0671     0,0.76 0"0830       0.0854       .0"0864 0.0866 [0.0871 Note: v - Potsson's ratio; r =thickness in inches {nllimeters); E modulus of elasticity, in pounds per square inch (kilopascals); I =moment of inertia per unit width, inches fourth power per Inch (millimeters-fourth power per millimeter);M' = ultimate positive moment capacity, in inches per pound per inch (Millimetes per newton per millimeter);,MAf = ultimate negative moment capacity, in inches per pound per inch (millimeters per newton per tnillivetei).
Compute elastic stiffness of slab under concentrated loads b/a=      79.000 / 24.000
                                                     =      3.292
                                                     =~    0.0871 Stiffness, ke=             12 Ecla/[        a 2 (x    u  2
                                                                           )]
where Poisson ratio for concrete, u =                  0.17
                                                           = 0.15 - 0.25 for concrete [ACI Committee 435 19911 Case(b) ke=                12*3320561*2139/[0.0871 *(12*24)A2*(1_0.17A2)]
                                     =    121469741b/in
                                     =    1.21E+07 lb / in 4.2.4   CALCULATE EFFECTIVE MASS FOR CIRCULAR FAN YIELD LINE PATTERN Compute effective mass of slab For concentrated load, the load factor K L=            1                        (Ref. 8, page 355)

Calculation No.           S07-0037         Revision  0 Attachment Page  12 (a)                                     (b)
R=       12       ft                             Ref. 8, page 355 Effective mass of slab, M e =          mnRR 2 /6 where m=     mass per unit area
                                                   =      wt/g                2 g=      32.174      ft /sec m=      150*3.00*1*1/32.2
                                                   =      13.99       Ib sec 2 /ft 3 0.00809      Ib sec 2 / in 3 Me-    0.00809
* 3.142 * ( 12
* 12 )A 2/6
:    87.9      Ib sec 2 / in 3 4.2.5 NATURAL PERIOD OF VIBRATION ( Ref. 8, pages 355 & 361)
Determine Natural Period of Vibration T= 2ItSQRT(Me/KLke) where KmMt= Me Case (b) T=      2
* 3.142
* SQRT [87.9 /(1.0
* 12146974
                                       =    0.017 4.2.6 IMPACT FORCE ( F j) and DURATION OF IMPACT (t                 d)
Note: Ref. 8 states that due to significant deformation of the auto, the effects of an impact are based on the impact time history. Methods are given to investigate this time history function; however, the CR-3 DBD for Class 1 Structures and Attachment #2 (page 17, from Gilbert Calc 4.01.1) state that the equivalent static load is 270K and duration of impact is 0.081 sec.
Determine Impact Force F =    270000       lb             See Attachment A Determine Duration of Impact Force td =    0.081      sec            See Attachment A

Calculation No. S07-0037        Revision  0 Attachment Page 13 4.2.7 DETERMINE SLAB DUCTILITY FOR CIRCULAR FAN FAILURE Ductility Ratio The limits applied to deformation under impulse and impact loads are generally specified in terms of ductility ratios. The allowable ductility ratio is defined as the maximum permissible deflection of a structural system to the deflection at "effective yield" for the system. Recommended values for allowable ductility are given in the following table per Ref. ASCE - Manuals and Reports on Engineering Practice No. 58 "Structural Analysis and Design of Nuclear Plant Facilities" Tb&le064. Allowable ductlilly ratlo$10rimpulse andImpact1load
                                          .M tera             ..                   Ductility Rati(?
Reiriforced concrete:,
nlexur~e (beams*)                                                   0.10
* flexure (slabs)                                                     0.10 <30 compressiio    (walls and columns)                                   I,3 sheair(beams and slibi)
                     -carriedj:by-concriet only                                      i.O
                     -c#rrid by concrete and stirrups                                1.3
                     -carried completely, bystirrups"                                3.0 Structural steel:
beamS (local and lateral buckling prevented)                         20 columns (4- <30 and local buckling prevented                         5 r
acoluamns       members>
30)05j'I axial tension members0-+-

Calculation No.               S07-0037        Revision         0 Attachment Page          14 The maximum displacement curve for a rectangular impulse load is used for this calculation.
100 0.1              1.0           /d               40 J4,1,,rOf CT  7T case (b) td/T 0.081 / 0.017 4.7929 CR     Rrm/Fi 844837 / 270000 3.1290               > 2.0       ELASTIC RANGE The 3-ft wall is qualified within elastic limits.
Case          C T                        XmCXe (b)        4.7929      2.000               1.000 2.000               1.000 3.129               1.000 Notes:
X m=   Maximum displacement under load Xe=   Effective yield deflection The maximum permissible deflection is the allowable ductility ratio times the effective yield deflection. The maximum permissible deflection governs peak response in a time history dynamic analysis or strain energy capacity in an energy balance analysis.
Allowable ductility, jt =     0.10/      ( p - pr) <           30
                                            .t =            30           since           P=    P' SINCE                  m/
X M   X e=           1.000                           1i=      30 No overall failure

Calculation No.       S07-0037 Revision  I Page  15 Using t = 30 and t d = 0.081 sec, an iterative analysis was performed to determine F i.
Iterative Procedure The term F is used to determine C R CR=     Rm/Fi The term C R is used to determine X m / X e which is jt Vary F iinput until X m / X e equals 30; therefore, &#xfd;t = 30.
F i= 890663      lb F missile / F i = 270000 / 890663
                                    =   0.303

Calculation No.          S07-0037    Revision    1 Page    16 4.3 DETERMINE THE ULTIMATE LOAD CAPACITY OF THE 2-FT THICK EAST AUXILIARY BUILDING WALL USING ULTIMATE STRENGTH DESIGN PER ACI 349-97 AND VERIFY THAT THE WALL IS ADEQUATE FOR TORNADO WIND + DEPRESSURIZATION Consistent with Nuclear Regulatory Commision review guidelines in the Standard Review Plan (NUREG-0800, Revision 3 - March 2007), Section 3.8.4, "Other Seismic Category 1 Structures, the east wall of the CR3 Auxiliary Building will be evaluated to the requirements of ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures," as endorsed, and supplemented by regulatory positions, in Revision 2 (November 2001) of Regulatory Guide 1.142, "Safety-Related Concrete Structures for Nuclear Power Plants (Other than Reactor Vessels and Containments)" for all design basis loads and load combinations as described in the FSAR.
The Auxiliary Building east wall is 24" thick and it is reinforced with #6 reinforcing bars at each face and each direction. Design f'c = 3000 psi and design yield strength is 40 ksi.
(Ref. 9 and 10)
Reinforcing Bar Information:
Wall is reinforced with #6 bars @ 12" on both faces in each direction.
db := .750in          Diameter of #6 reinforcing bar
               . 2 As:= .44-i            Cross sectional area of #6 reinforcing bar ft The percent reinforcement on each face, considering gross concrete area, is 0.44 Pwal "     0.44     = 0.0015 = 0.15%
12-24 Appendix C of ACI 349-97 does not specify any requirements for minimum reinforcement so Section 10.5.3 is applied for minimum reinforcement of flexural members which refers to Section 7.12 for structural slabs of uniform thickness. Section 7.12.5 requires that the ratio of reinforcement area be provided at the tension face to gross area of concrete not be less than 0.0018 unless the area of reinforcement provided is at least one-third greater than that required by analysis. The ratio provided in the CR3 Auxiliary Building east wall is 0.0015. In order to satisfy Section 7.12.5 for a lower ratio of reinforcement, the requirements of Appendix C have been checked for a wall with a reduced area of reinforcement which is three-quarters of the actual reinforcement area in the east wall.
3                          .2      Steel area to be considered as that required by As - red : -'As 4         As red = 0 -3 3 ft      this analysis 349-97   (Ref. to 13)satisfy the7.12.5 Section   requirements of ACI fy := 40ksi Es:= 29000ksi

Calculation No.      S07-0037     Revision    1 Page  17 Concrete Information:
Section 7.7.1 of ACI 349-97 (Ref. 13) requires a clear cover of 3/4" on the inside face of the wall. However, drawing sections indicate that the clear cover may be 2" on both sides of the Auxiliary Building walls. Conservatively, a clear cover of 2" will be used for both faces of the wall.
r,:= 3000psi                             Concrete strength cc     2in                               Concrete clear cover on both faces of wall v := 0.17                                Poisson's Ratio for concrete w := 150pcf                              Concrete weight Modulus of elasticity Ec := E-Tcf l5.33. js pi.p   si         Ec = 3320561psi          (Ref. 13, Section 8.5.1)
Wall section information:
t    2ft                   Wall thickness b := 12in                   Unit width of evaluated section lpanel := 24ft             Length of the square wall panel considered in analysis Effective depth from either wall face to d := t - cc - db            d = 21.25 in average steel layer on opposite face 4.3.1 COMPUTE ULTIMATE MOMENT STRENGTH FOR REDUCED REINFORCEMENT AREA Consider a singly reinforced concrete section with reduced reinforcement area. In order to satisfy the requirements of ACI 349-97 (Ref. 13) Article 7.12.5, the collapse load is calculated with a reduced area of steel to determine the ductility demand of the section crediting only 75% of the provided steel area.
As red" y a.-                       a = 0.43 in         Height of concrete compression stress block 0.85. fc 0.9     Ternsion-controlled section Reduced ultimate moment Wnr        -Asred'y. (d -                  &#xfd;Mnr = 220.82--f k ft          strength of AB east wall

Calculation No. S07-0037    Revision   1 Page  18 4.3.2 CHECK TORNADO WIND PLUS DEPRESSURIZATION Determine the maximum applied moment on the wall due to tornado wind plus depressurization load (Wt + Pt)-
Pt :0.432ksf          Tornado 3 psi pressure drop Wt :0.297ksf          Tornado wind pressure It is apparent from the development in ASCE Paper 3269 (Ref. 5) that this is the overall wind pressure on the building (i.e. p = 1.3 x 0.002558 x 3002 = 297 psf). For local designs, this should be broken into windward and leeward components with 0.8 and 0.5 shape coefficients, respectively.
WtW       0.18 ksf      Windward pressure WtLt WtL= 0. ll ksf          Leeward pressure Although windward pressure acts in the opposite direction of the tornado pressure drop, which isa vacuum on the building and thus acts outward on all exterior panels, they will be combined conservatively. Leeward pressure and suction on side walls will be additive with the pressure drop, but will be of lower magnitude than the windward pressure and thus will be enveloped.
q:=. Pt + Wtw          q = 0.61 ksf        Tornado windward plus pressure drop Table 30 of Reference 15 provides equation for maximum moment calculation of a flat plate under uniform pressure and fixed on all four edges (b/a = 1.0) 2                       kip.ft   Maximum applied moment Muwind := -0.05 13.q. Ipanel      Mu wind = -18.17 ft     under tornado wind plus depressurization
              .i IMu-winldi ICwind:         4                     ICwind = 0.87        < 1.0 OK Mnr Therefore, the AB east wall is acceptable for tornado wind + depressurization loading.

Calculation No. S07-0037     Revision        1 Page        19 4.3.3 CHECK SEISMIC LOADING ON THE WALL PANEL In order to determine wether the tornado wind loads govern the design of the wall for local effects, the local seismic loading will be checked below.
T := 0.022sec       First natural period of the wall, calculated on page 22 f = 45.45 Hz           Wall frequency T
Using the response spectra in Figure 12A of Reference 16 for Horizontal SSE of the Auxiliary Building at Elevation 143.0', the following wall acceleration is obtained. Since the frequency of the wall is above 33Hz (rigid zone), amplification factor due to higher modes is not required. This acceleration will be multiplied by the weight of the wall per unit area to find an equivalent pressure that can be compared to the wind loading.
aSSE := 0.21 g          Acceleration for frequency of 45 Hz and 2% damping (Ref. 16) w-t qeq:= -      aSSE        qeq = 63.00 psf       Equivalent wall pressure under SSE seismic loading g
This equivalent pressure is significantly lower than the 510 psf for the load combination regarding tornado wind plus depressurization. Based on the comparison, tornado wind and missile loading govern the wall design. Therefore, the wall is qualified for SSE loading combination based on the qualification of the higher loading of the wind plus depressurization.

Calculation No.      S07-0037      Revision    1 Page   20 4.4   OVERALL RESPONSE TO MISSILE IMPACT The methodology described in References 8, 12 and 14 are used to qualify the wall for the requirements of ACI 349-97 (Ref. 13).
4.4.1 COMPUTE ULTIMATE MOMENT STRENGTH The ultimate moment strength of the east wall with full area of reinforcement considered is required in order to check the shear resistance of the slab per section C.3.6 in ACI 349-97.
Consider a singly reinforced concrete section with actual reinforcement area.
asy a:-                               a = 0.58 in         Height of concrete compression stress block 0.85.fc Mn:= As*fy.(d                          Mn = 30.74 kip-ft
: 2)                                 ft 4.4.2 COMPUTE COLLAPSE LOAD, Rm DIFf := 1.2      Dynamic Increase Factor for 40 ksi reinforcing steel per Ref. 13, Appendix C M      33.20kip. ft Mu~pos= 4&#xfd;.Mn-DIFf                Mu-pos = 33.20 ki.ft kipft Mu1 neg := &#xfd;.Mn.DIFf              Mu neg = 33.20 uneg R,, := 2- TE(M'ijpos + Muineg)         Rm = 417kip          Reference 12, Table 5.3 4.4.3 CHECK SHEAR RESISTANCE According to ACI 349-97 (Ref. 13), Article C.3.6, the wall resistance to shear must exceed the load capacity of the wall in flexure by at least 20% in order for flexure to control the design.
        *v := 0.85 Shear resistance of one edge of psiv 7panefd~psi             Vc = 570 kip the wall panel DIFv := 1.1        Dynamic increase factor for concrete shear from Section C.2.1 of Ref. 13 Rv:= DIFvV*C          Rv = 627 kip       Concentrated Collapse Load Capacity in Shear IC-                   IC = 1.50      > 1.2    Therefore, the section meets the requirements of Rrn                                    Ref. 13, Article C3.6 to use the ductility ratio prescribed in Article C3.3 of Ref. 13

Calculation No.      S07-0037     Revision   1 Page  21 4.4A4 COMPUTE COLLAPSE LOAD,                  Rmreduced    FOR REDUCED REINFORCEMENT AREA DIF:= 1.2          Dynamic Increase Factor for 40 ksi reinforcing steel per Ref. 13, Appendix C R2-reduced :=2DIF. (Mnr + 4iMnr)                      Rm_reduced = 314kip       Ref. 12, Table 5.3 4.4.5 DETERMINE CONCRETE SECTION PROPERTIES FOR REDUCED REINFORCEMENT AREA t3                        . 4 I      L1                    1152in-      Gross moment of inertia (uncracked)
Ig    1            2              in As red p     As dr          p  =   0.00129       Ratio of tensile steel to effective concrete area P :=                 P'  =  0.00129        Ratio of compression steel to effective concrete area n := -Ec             n  =  8.73           Modulus of elasticity ratio p'
        -    1.00 p
p-n = 0.01130 Use Figure 3.1.10 of Reference 12 to determine coefficient, F, for moment of inertia of cracked sections:
F := 0.011                Coefficient for moment of inertia of cracked section
                                            .4 3
Ic:= Fd                    ]c = 105.6 in_          Moment of inertia of cracked section in la := 0.5- (1g + I C)                 .4 la = 628.8 in_        Average moment of inertia in 4.4.6 CALCULATE STIFFNESS OF SLAB UNDER CONCENTRATED LOAD Using Table 5.3 of Ref. 12, Calculate stiffness:
0.0671            Stiffness coefficient for square panel with fixed edges 12"Ec*Ia                             lb K.-K=                                4635723-a .lpanel2.(l -v2)                         in

Calculation No.       S07-0037     Revision     1 Page    22 4.4.7  CALCULATE EFFECTIVE MASS FOR CIRCULAR FAN YIELD PATTERN lpanel R :-       -          R= 12.00ft              Radius of fan yield pattern 2
w-t                         lb. sec 2 m = 0.00540       .3    Mass per unit area in g.E*
2 lb. sec     Effective mass is one-sixth of mass in the circlular Me           6        Me = 58.59              yield line pattern (Ref. 8, Section 6.4.2.1.4) in 4.4.8  NATURAL PERIOD OF VIBRATION T := 2.71. F'          T = 0.022 sec          First natural period 4.4.9  IMPACT FORCE AND DURATION OF IMPACT The 1 ton automobile load of 270 kips envelopes the utility pole missile load of 148 kips. The resulting missile load is a rectangular force pulse as shown to the right. The impact                    Fj force and duration of impact are obtained from Reference 4.
Fi := 2700001b                                                                              td RECTANGULAR FORCE PULSE td := 0.081sec 4.4.10 DETERMINE REQUIRED DUCTILITY RATIO FOR THE SLAB DUE TO IMPULSE td
        --  = 3.63 T
Rrn reduced
             - Fi      = 1.16 a      5.2          Ductility demand (Reference 14, Figure 2.23)
Section C.3.3 of ACI 349-97 (Ref. 13) requires that the permissible ductility ratio be taken as 10 when the area of steel tension reinforcement equals the area of compression reinforcement and flexure controls design.
The calculated ductility demand of 5.2 is well below the limit of 10. This result satisfies the requirement of Section 7.12.5 of ACI 349-97 (Ref. 13), that the area of reinforcement provided on the tension face is at least one third greater than that required by analysis.

Calculation No.      S07-0037     Revision       1 Page       23 4.4.11 CHECK COLUMNS FOR MISSILE IMPACT The smallest columns adjacent to any of the wall panels under consideration for missile impact are located on column lines L, M1, N1 , and 01. The governing column on column line 01 is 36" wide by 50.25" deep with 8 - #18 vertical bars and two sets of 2-#4 ties @ 24".
The following loads, used in the original design of this column, were obtained from Section 2.01.55-12 of Reference 4. Conservatively, only the dead load is considered for the combination including tornado missile loading.
DLco1:= 340.6kip             Column design dead load (Ref. 4) e := 0.5938ft                Column axial load eccentricity (Ref. 4)
Paxial:= DLco0                    Paxial = 340.6 kip        Column design axial load under dead load me := e.Paxia1                    Me = 202.2 kip. ft        Column design moment due to eccentricity of dead load The additional moment introduced to the column is calculated by considering the missle impact to occur at the midspan of the column between floors. The ends are assumed fixed by the three foot thick slabs. A dynamic load factor of 2 is conservatively used for the missile impact.
DLF:= 2               Conservative dynamic load factor Mmissile     DLF        a Mmissile = 1620.0 kip.ft 8
Mco1 :   Me+/-+Mm~issile             Mco1 = 1822.2 kip. ft PCAcolumn software was used to generate a P-M interaction diagram for the combined loads listed above. The results are attached in Appendix G. The analysis determined that the loading gives a factor of safety of 1.642, or IC = 0.61. Therefore, the columns are OK under tornado missile loading.
Computer Programs Mathcad MathSoft Mathcad Version 11.2a (S&L Program No. 03.7.548-11.2)
PCAColumn PCAColumn Version 3.61 (S&L Program No. 03.7.198-4.10)
These programs (run on PC No. ZD2055) are accessed using the S&L LAN and have been validated per the S&L Software Verification and Validation procedues for the program functions used in this calculation.

Calculation No.      S07-0037 Revision     1 Page    24
: 5.      Results South Wall:
(1)     The South Wall is qualified in accordance with ACI 318-63.
(2)     The ultimate strength of the South Wall exceeds the applied tornado wind and pressure drop loads (refer to Alternate Calculation in Attachment D). The load combination, C = D + L + 1.0 Wt + 1.0 Pt is satisfied.
(3)     The ultimate strength of the South Wall exceeds the loading from missile impact (refer to Alternate Calculations in Attachment B).
East Wall:
(4)     The East Wall is qualified in accordance with ACI 349-97.
(5)     The design of the East Wall is governed by tornado wind and missile loading by comparison to SSE loading.
(6)     The ultimate strength of the East Wall exceeds the applied tornado wind and pressure drop loads. The load combination, C = D + L + 1.0 Wt + 1.0 Pt is satisfied.
(7)     Overall failure of the East Wall will not occur due to missile impact.
Conclusions The south and east walls of the CR3 Auxiliary Building are adequate for loading from the design basis tornado loads and load combinations.

Calculation No. S07-0037   Revision      1 Page      25 References
: 1. FSAR Section 5
: 2. DBD for Major Class I Structures (TAB: 1/3)
: 3. Wang and Salmon, "Reinforced Concrete Design", 4th Edition
: 4. G/C Calc Book 4.01.1 to 4.01.7 and 2.01.55
: 5. ASCE Paper 3269, "Wind Forces on Structures", Vol 126, Part II, 1961
: 6. SER dated 7-5-1974
: 7. DBD for the Containment (TAB: 1/1)
: 8. ASCE Manuals and Reports on Engineering Practice No. 58, "Structural Analysis and Design of Nuclear Plant Facilities"
: 9. Dwg SC-422-019
: 10. Dwg SC-422-021
: 11. ACI Standard 318-63
: 12. ASCE, "Civil Engineering and Nuclear Power, Vol. V: Report of the ASCE Committee on Impactive and Impulsive Loads"
: 13. ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures and Commentary"
: 14. Biggs, "Introduction to Structural Dynamics"
: 15. Timoshenko, "Theory of Plates and Shells", 1940
: 16. SP-5209, "CR-3 Seismic Qualification," Rev. 0
: 17. NUREG-0800, "U.S. Nuclear Regulatory Commission Standard Review Plan," Revision 3, March 2007
: 18. Regulatory Guide 1.142, "Safety-Related Concrete Structures for Nuclear Power Plants (Other than Reactor Vessels and Containments)," Revision 2, November 2001

Calculation No.                                     S07-0037 Revision                            0 Attachment             A Page       Al I i I                                                                               "                             j" 7,-A
                                                                                 . C       &#xfd;. P,                                                         , ..    ..
b                                                                      J.
4 A'*.." t,t'/%A;A-'.
4
                                                        / /%l't.,               )*"        ./      .:,~i. 7      -sI     a  D       .JA#,.*.          I  7; JA/. '         ~      "~     -     . L       ~      A    ?~A                "
1A.                     7e7                        a""Y AA',. .,P-,*:,,'7l:                             a.,-z ,C/?        ,iA 4            t./A'           ,'..>.                     zr       4-L* ,t)J*  ,
            -    '7V              t" V                              ,
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              *,:r4-i+/.                         w*<_--       4 u o,<i.,n$ (c, -.. ./,-                        v* >/         A-*             I,.:/,-       Ci? J.~

Calculation No.          S07-0037      Revision          0 Attachment          B Page        B1 ATTACHMENT B Description This attachment contains an alternative method to check the Auxiliary Bldg 3-ft South Wall for missile impact only. This alternative method was generated by the Design Verifier.
A GT STRUDL Finite Element Model was generated of the wall and the static impact load of 270 kip was distributed over an impact area of 6' x 6'.
Conclusion The 3-ft thick South Auxiliary Bldg Wall is adequate to resist the missile impact load within the elastic limits.
Finite Element Model for 3' thick South Aux Building Wall 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 19 191 192 193" 19415 196 19 198 199200201 202 20W 20z 205 206 207 208 20921 C211212 213 214 215216 16   16 16516E1167,168 16917 171 172,173 17417517            17-, 178 179 180 181 182 18' 184185 186 187 188 189 13 13 138 139 140 141 142 14 144 145 146 147j        148 14. 15 151 152 153 15 155 15( 15 158 15  160 161 1162 10&#xfd; 11     112        1141151111711 811912 1212 12 124 125112 127 1281213 *311321331134135
                                   -98                                    9     1     10 10 10 '10            1061107108 "8'38     586 87 8889 9091 929394 959                       78910              1
'55156 57 158k 6        62 63 64 65        66-67 68 69 7 71 7273 74 75 176 i77           178  79 80181 59- 60   1---                                                                       --
28 29   {30 31  T32   33 34 35 36 37 38         394      41  42   43  44        4     484    50 151 52  153  L54 71       9    10   111       3 1              7 18   1920 21     22 23124 2     2 27 81                     ".
YJ Lx                               ,'P 0419

Calculation No.                      S07-0037    Revision    0 Attachment     B Page B2 Finite Element Model for 3' thick South Aux Building Wall Joint Numbers 172      1173            1174           1.75                  '176                     177            178      179
        . +-T                 m
* I --- *----------------O-------------------------O*--
                                           -f
                                                                                                      - I        4--
145       146             ~147          148                                                           151      152
    ;118                                                                                                      t    :125
:91       192               93                                                                                  98
---4 64       165                           67                        68    _69                         170         71
                               &#xfd;39         140 13        3          ........
4-! 41                    42            :43       44

Calculation No.      S07-0037     Revision  0 Attachment   B Page  B3 Finite Element Model for 3' thick South Aux Building Wall
~ArAy =    ~       K/                            ~~r4C F~         ]
     ~&#x17d;                       10 L'~I        L Z~Lk41   J 18
     -2 8.                                   -4.           .
                              ~~iN~c7                        1Z~       ai*I.

Calculation No. S07-0037      Revision  0 Attachment  B Page  B4 Finite Element Model for 3' thick South Aux Building Wall
~A TAI ~V2 Li   ~G 40 7~;
                     -?C~
1             -~ 7.66 r22~6~
0.
s&#xfd;i t&#xfd;Nlc,&#xfd;                                 ef lt3 Yx

Calculation No.         S07-0037     Revision         0 Attachment          B Page       B5 DESIGN VERIFICATION REVIEW: ALTERNATE CALCULATION METHOD FOR MISSILE LOAD This attachment presents the GT STRUDL analysis for a 3-ft thick flat plate with an impact loading on a 6-ft square area.
As per FSAR Section 5.2.1.2.6, the tornado missile (compact auto) impact area is A=       6.25     ft 2 Equivalent square dimension, S = SQRT (A)
                                                 =   SQRT (6.25)
                                                 =      2.5     ft
                                                 =       30     in Conservatively using a 3-ft thick wall and a 45 degree line from periphery of the load to the rebar Face of wall to re-bar, d =      2.75     ft Distributed load dimension, L =        S +2 d
                                                 = 2.5+2*2.75
                                                 =      8.0     ft USE               =      6.0     ft            3-ft square element nos. 91, 92, 117 and 118 (see page B17)
Impact force for Compact Auto Missile, F =            270.0    kips          See Attachment A Surface load, p , =        F/ L2
                                                 =   270.0/6 .0 A2 7.5     k/ft 3                        (see page B17)
The maximum bending stress occurs at Joint 122 (see page B46). The average nodal bending stress is at the centroid of each element which is tabulated below.
Ref.                                                           Ref.
Jt No.        M yy      AVG M yy       Page                      Jt No.        M xx      AVG M xx     Page 120       -22.3739                     B46                        176      -10.6514                   B49
                          -28.3610                                                         -17.3808 121       -34.3482                     B46                        149      -24.1102                   B47
                          -37.6556                                                          -27.65 122        -40.963                     B46                        122      -31.1898                   B46
                          -37.6556                                                          -27.65 123       -34.3482     -2B46                                       95      -24.1102                   B44
                                                                                         - -17.3808 124       -22.3739                     B46                         68      -10.6514                   B43 MAX                      -37.7                                   MAX                      -27.7 The maximum bending moment due to impact of Automobile Missile is 37.7 ft-kip / ft. Use 37.5 ft-kip / ft.
W  MISSILE -      37.5    ft-kip / ft This attachment contains the following application:
: a. The analysis is in accordance with the Ultimate Strength Design presented in the ACI Code; therefore, the Auxiliary Build South Wall is qualified by elastic (linear) analysis.

GT STRUDL 27 - SouthWall                          missile                                                                                :     -
0 jq Commercial Software Rights Legend Any use, duplication or disclosure of this software by or for the U.S, Government shall be restricted to the terms of a license agreement in accordance with the clause at DFARS 227.7202-3.
This computer software is an unpublished work containing valuable trade secrets owned by the Georgia Tech Research Corporation (GTRC).
No access, use, transfer, duplication or disclosure thereof may be made except under a license agreement executed by GTRC or its authorized representatives and no right, title                                          or interest thereto                         rA is conveyed or granted herein, notwithstanding receipt or possession hereof. Decompilation of the object code is strictly prohibited.                                                                       /
Georgia Tech Research Corporation Georgia Institute of Technology Atlanta, Georgia 30332                             U.S.A.
Copyright (c) 2003 GTRC ALL RIGHTS RESERVED.
Thu Sep 20 07:56:46 200?
IGTICES/C-NP 2.5.0 MD-NT 2.0, January 1995.
Proprietary to Georgia Tech Research Corporation, U.S.A.
Reading password file D:\GTStrudl\27\password27.pwd                                                                                                C:
5-CI-i-audfile. Command AUDIT file ?ILE0756.aud has been activated.
5.
   **G T S T R U D L                                                                                                                               0 RELEASE DATE                              VERSION                             COMPLETION NO.
June, 2003                                 27.0                                   4449
 ****       ACTIVE UNITS -                 LENGTH             WEIGHT            ANGLE     TEMPERATURE   TIME
* ASSUMED TO BE                       INCH            POUND           RADIAN     FAHRENHEIT   SECOND 0
({          11    >   $ ---------------------------------------------------------                                                                Ul)
: 2)        $ This is the Common Startup Macro; put your company-wide startup commands here.                                            Z
{                >
                       $ You can edit this file from Tools -- Macros.
(          31                                                                                     Click "Startup" and then "Edit".
(          41    >   $          ---------------------------------------------------------                                                      --4
                   >   CINPUT      'T:\Gtstrudl\in\SouthWall missile.txt'
{          51
                   >   *TITLE      'AB south wall missile'
{          61
: 7)         STRUDL      'FILENAME=AB South wall missile' (D~
* eW*e**
G T S T R U D L

OT STRJDL 27            -   SouthWall missile                                                 08:34:23 September 20, 2007 Page 2 44         **
OWNED BY AND PROPRIETARY TO THE GEORGIA TECH RESEARCH CORPORATION
    "    RELEASE DATE                     VERSION                     COMPLETION NO.
    "    June,      2003                   27.0                           4449
    *44*44*4*4*4*4*******************
ACTIVE UNITS -             LENGTH       WEIGHT     ANGLE      TEMPERATURE   TIME
* ASSUMED TO BE                INCH          POUND   RADIAN      FAHRENNEIT   SECOND 0
{(        8}   "   TYP plate
{        9}   >   UNIT ft LBS DEG                                                                                                    5-
{      10)    >   JOI COO
: 11)    >   generate 27 joints          id     I 1 x 0.0  INCR 3 0
      / -------           CARTESIAN COORDINATES                 FREE,  GLOBAL--------/
JUINT                                           Y z
0 1                     0.000                0.000             0.000 2                     3.000                0.000             0.000 3                     6.000                0,000             0.000 4                     9.000                0.000             0.000                                                    C) 5                    12.000                0.000             0.000
                                                                                                                                        "-4 6                    15.000                0.000             0.000 7                    1B.000                0.000             0.000 8                    21.000                0.000             0.000 9                    24.000                0.000             0.000 10                     27.000                0.000             0.000                                                    I, CD 11                     30.000                0.000             0.000                                                    D 12                     33.000                0.000             0.000                                                03  o,3 13                     36.000                0.000             0.000 14                     39.000                0.000             0.000                                                    Cn 15                     42.000                0.000             0.000                                             "0 CD Co 16                     45.000                0.000             0.000 17                     48.000                0.000             0.000 18                     51.000                0.000             0.000 19                     54.000                0.000             0.000 20                     57.000                0.000             0.000 21                     60.000                0.000             0.000

GT STRUDL. 27 - SouthWall missile                                    08:'34:23: September 20, w2007 Page .3 22              63.000             0.000           o~O00 0 0 00 23              66.000             0.000 24              69.000                             0.000 0.000 25              72.000             0.000           0.000 2E             75.000              0,000           0.000 27             78.000              0.000           0.000 121   > repeat  6 times   id  incr 27 y incr 3
   /--------     CARTESIAN COORDINATES          FREE, GLOBAL JOTNT                XY                               z 28               0:000            3.000           0.000 29               3.000            3..000 30               6.000            3.0oo           0.000.
: 32.              9.000            3.000           0.000 32             12.000             3.000           0.000 33             15:000             3.000           0.000 34             18.000             3.000           0.000 35             21.000             3.0000          0.000 36             24.000             3.000           0-000 3.7            27.000             3.000           0.000 3:8            30.000             3.000           0-000 39             33.000             3.000           0.000 C-)
0) 40              36.000             3.000           0.000                                              0 41             39.000             3.000           0.000 42              42.000             3.000           0.000
         '->3i            45.000 3.000           0.000
          .44             48.000             3.000           0*.000 0.000 0.000                                              0
       -45                51.0oo             3.000           0.000                                              0 4 654.000.                         3.0010          0.000                                              z 4.7             57.000             3.000            0.000 48              60.000             3.000           0.00
         '49              63.o000            3.000           0.000 50              66.000             3.000           0.000                                              0 5i              G9;000             3.000 52              72.000             3.000 C,,
0.000 53              75.000             3.000           0.000 54              78,000             3.000           0.000 C
: 55.               0.000            6.000           0.000 56               3.000             6.000           0.000 57               6.000             6.000           0.000 0.0.00 58               9.000             6.000o          0.000 0.000 59              12.000             6,000           0.000                                          -u3*(D 66              15,.000            6.000           0.000 00.000                                             CD~
: 6.                 .18-000         6.000           0. O000
         .62              21,.000            6,000 63              24A000',           6.000           0.000                                            T <0 64              27.000             6.000 865             30.006             &#xfd;.ooo
: 66.             33.000             6.000 67              36.000             6,000

GT STRUDL 27 SouthWall missile                08:34:23 September 20, 2007 Page 4 68         39.000     6.000  0.000 69         42.000     6. 000 0.000 70         45.000     6.000  0.000 71         48.000     6. 000 0.000 72         51.000     6.000  0,000 73         54.000     6.000  0.000 74         57.000     6.000  0.000 75         60.000     6.000  0.000 76         63.000     6.000  0.000 77         66.000     6.000  0.000 78         69.000     6.000  0.000 79         72.000     6.000  0.000 80         75.000     6.000  0.000 81         78.000     6,000  0.000 82          0.000     9.000  0.000 83          3.000     9.000  0,000 84          6.000     9.000  0.000 85          9.000     9.000  0.000 86         12.000     9.000  0.000 87         15.000     9.000  0.000 88         18.000     9.000  0.000 89         21.000     9.000  0.000                                          C-)
90         24.000     9.000  0.o00 03 91         27.000     9.000  0.000 92         30.000     9,000  0.000 93         33.000     9.000  0.000 94         36.000     9.000  0.000 95         39.000     9 .000 0.000 96         42.000     9.000  0.000 97         45.000     9.000  0.000                                          z 98         48.000     9.000  0.000 99         51.000     9.000  0.000 I00          54.000     9.000  0.000 101          57.000     9.000  0.000                                          {-
102          60.000     9.000  0.000 103          63.000     9.000  0 .000                                         <
104          66.000     9. 000 0.000 105          69.000     9.000  0.000                                     D    Z3 02 106          72.000     9.000  0.000 107          75.000     9.000  0.000 108          78.000     9,000  0.000                                     CaC) 109           0.000    12.000  0 .000 110           3.000    12.000  0 .000                                         CD 111           6.000    12.000  0 .000 112           9.000    12.000  0.000 113          12.000    12.000  0.000 C")
114          15.000    12.000  0.000 115          18.000    12,000  0.000 116          21.000    12.000  0.000 117          24.000    12,000  0.000 118          27.000    12.000  0.000 119          30.000    12.000  0.000

GT STRUDL 27 - SouthWall   missile                 08:34:23 September 20,_2007 Page 5 120            33.000      12.000  0 .000 121            36,000      12.000  O.O0O 122            39.000      12.000  0.000 123            42.000      12,000  0.000 124            45.000      12.000  0.000 125            48.000      12.000  0.000 126            51.000      12.000  0.000 127            54.000      12.000  0.000 128            57,000      12.000  0 .000 129            60.000      12,000  0 .000 130            63.000      12.000  0 .000 131            66.000      12.000  0.000 132            69.000      12.000  0 .000 133            72 . 000    12.000  0.000 134            75.000      12.000  0.000 135            78.000      12.000  0.000 136              0.000     15.000  0.000 137              3.000     15:000  0.000 138              6.000     15.000  0.000 139              9.000     15. 000 0.000 140            12.000      15.000  0.000 141            15.000      15.000  0,000 142            18.000      15,000  0.000                                            C) 143            21.000      15.000  0.000                                            0 144            24.000      15.000  0.000 145            27,000      15.000  0.000                                            C:
146            30.000      15.000  0.000 147            33,000      15,000  0.000                                            0 148            36.000      15.000  0.000 149 150 39,000 42,000 15.000 15.000 0.000 0.000 z
c-0 151            45,000      15.000  0.000 152            48.000      15.000  0.000 153            51,000      15.000  0.000 154            54.000      15.000  0.000 155            57.000      15.000  0.000 C) 156            60.000      15.000  0.000                                            0 157            63.000      15.000  0.000 158            66.000      15.000  0.000                                            6 159            69. 000     15.000  0.000                                            CA) o 160            72,000      15.000  0.000 161            75,000      15.000  0 .000 162            78.000      15.000  0 .000 163              0.000     18.000  0.000                                         -T <
164              3.000     18.000  0 . 000                                       E3 165              6.000     18.000  0.000 166              9.000     18.000  0.000 167            12.000      18.000  0.000 168            15 .000     18.000  0.000 169            18.000      18.000  0.000 170            21 000      18.000  0.000 171            24.000      18.000  0.000                                      C)

GTI STRUML 2-7,-Suh llmis       e                     08.:34:23. September 20, 2o00 Paqe 6 172        27.000       18.000    0.000 30.000       18.000     0.000 173 174        33.000       18.000    0;000 175        36.0oo0      18.000    0.000 176        39;000       18.000     0.0oo 177        42.000       18.000    0.000 178        45.000       18.000    0.000 179        48.000       18.000    0.000 180        51.000       18.000    &#xfd;O.000
                                             .0.000 181        54.000       18.000    .0.000 57.000       18.000 183;                              0.000
: 60. 000 0.000 184        6*3.000
                                   .18..000, 185                               o0,000 0.10001 66.c000 18,6                    16.-000 187        72-.000      21. 000 18.0600 188=                              0.000
                                             ,0.000 75.000       18.000    o.,ob0 218.000 189        78.000        18.000   0.000 0.000 190          0.000       21.000    0.000 191          3.000       21.000 192          6.-000      21.000    0..000 193          9.000      -21.;000   0.000 194        ,12 o000      21.000    0.000 0
195         15.000       21.000    0 .000 196        .18.000       21.000    0.,000 197         21.,000      21.000    0.000 0.000                                             =3 198        124.000       21.00,0   0.000                                             0
          '99         27.000       21.J00:0  0.000                                             z 3,0.000     .21'.'000  0.000 20 0 201         33.&#xfd;000      2 1. 00,0 0 .000 202         36,.000      21.000    0.000 203         39'. 000     21.000    0.000                                             cn 204         42.000       21.0'C0   0.000 205         45.. 00o,    21.000    0 . 000 206         48.000       21 &#xfd;ooo 21.000    0.000                                             0o 207         51.000       21.000    0.000 208,        54.000       21.000    0 .000 209         57.000       21.000    0.1000
         ,210         60.000       21,000 63 .000      21.000    0.000 211 212         66.000       21.000    0.000                                            r,'
213         69.1000      21.000    0.000 0'.4000                                         CD 214         72 .000      21.000    0.000 21.000    0.000                                         o 215        75:.000                                                               >
                                                                                           -DD
         &#xfd;216        78.000        21.000    0.000                                           2 0:.000 0.000       24-000    0.000
         ,217                      24.000 218.         3 .000                0.000 6.000      24.000     0.000 220         -9.00o      24.*000 12.000 22i                     24.000 222'       15.' 000     24.;,000   0.000
                     &#xfd;18. 000     24.000 0.ooo 223

GT STRUDL 27 - SouthWal!     missile                                                               08:34:23 September 20, 2007 Page 7 224               21.000           24.000            0.000 225               24.000           24.000            0.000 226               27.000           24.000            0.000 227               30.000           24.000            0.000 228               33.000           24.000            0.000 229               36.000           24.000            0.000 230               39.000           24.000            0.000 231               42.000           24.000            0.000 232               45.000           24.000            0. 000 233               48.000           24.000            0,000 234               51,000           24.000            0.000 235               54.000           24.000            0,000 236               57.000           24 .000           0.000 237               60.000           24.000            0.000 238               63.000           24.000            0.000 239               66.000           24.000            0.000 240               69.000           24.000            0.000 241               72.000           24,000            0.000 242               75.000           24.000            0.000 243               78.000           24.000            0.000 131   >
141   > type plate 151   > generate 26   elements   id 1 1 from 1 incr 1   to 2 incr 1 to 29 incr 1 to 28 incr 1                                          0
      /----------------      ELEMENT INCIDENCES--------------------  /                                                                      a) c-ELEMENT             INCIDENCES                                                                                                    0 1              1            2          29        28 2              2            3          30        29 3              3           4           31        30 0
4              4            5          32        31 5              5            6          33        32 0
6              6            7          34        33 7              7            8          35        34 8              8            9          36        35 9              9            10         37        36 10             10           11         38        37 11             11           12         39        38 12             12           13         40        39                                                                             0 U) 6 13             13          14          41        40 14             14          15          42        41                                                                               c:)
15             15          16          43        42 16             16          17          44        43 17             17          i8          45        44 18             18          19          46        45                                                                             CD 19             19          20          47        46 20             20          21          48        47 21             21          22          49        48 22             22          23          50        49 23             23          24          51        50 24             24          25          52        51 25             25          26          53        52 N.)

GT STRUDL 27 - SouthWall missile                                  08:34:23 September 20, 2007 Page 8 26             26         27       54        53
: 16)  > repeat  7 id  incr 26 from incr 27 to incr 27
       / ----------------    ELEMENT INCIDENCES------------------
ELEMENT            INCIDENCES 27                                 56        55 28                                 57        56 29                                 58        57 30                                 59        58 31                                 60        59 32                                 61        60 33                                 62        61 34                                 63        62 35                                 64        63 36                                 65        64 37                                 66        65 38                                 67        66 39                                 68        67 40                                 69        68 41                                 70        69 42                                 71        70 C)
O) 43                                 72        71 44                                 73        72                                               0 45                                 74        73 46 75        74 47                                 76        75                                               0 48                                 77        76 49                                 78        77                                               z 50                                 79        78 51                                 80        79                                               0 52                                 81        8o 53                                 83        82 54                                 84        83                                               C) 55                                 85        84                                               6 S6                                 86        85                                                C 57                                 87        86 58                                 88        87 59                                 89        88 60                                 90        89 61                                 91        90                                             B -u 62                                 92        91 63                                 93        92                                             nOD 64                                 94        93 65                                 95        94 CD-66                                 96        95 67                                 97        96 68                                 98        97 69                                 99        98 70                                 100       99 71                                 101       100

GT STRUDL&#xfd; 27 - SouthWall missile                08:34:23 September 20, 2007 Page 9 72          74          75   102  101 73          75          76   103  102 74          76          77   104  103 75          77          78    105  104 76          78          79   106  105 77          79          s0   107  106 78           80         81   108  107 79          82          83   110  109 80          83          84   111  110 81          84          85   112  il 82          85          86   113  112 83          86          87   114  113 84          87          88   115  114 85          88          89   116  115 86          89          90   117  116 87           90          91   118  117 88           91          92   119  118 89           92          93   120  119 90          93          94   121  120 91          94          95   122   121 92          95          96   123   122 93          96          97   124   123 94          97          98   125  124                                           C-)
95          98          99   126  125 96           99          100  127  126                                          C-,
97           100         101  128  127 0
98           101         102  129  128 99           102         103  130  129 100         103         104  131  130 101 102 104 105 105 106 132 133 131 132 z
103          106         107  134  133                                           0 104          107         108  135' 134 105          109         110  137  136 106          110          l1l 138  137                                          C) 107          III         112  139  138 108          112         113  140  139 0
109          113         114  141  140                                           Cn 110          114         115  142  141 III          115         116  143  142 112          116         117  144  143 113          117         118  145  144 114 I15 118 119 119 120 146 147 145 146 M;
116          120         121  148  147                                     w 117          121         122  149  148
                                                                                    - CoCD w0 118          122         123  150  149 119          123         124  151  150 120          124         125  152  151 121          125         126  153  152 122          126         127  154  153 123          127         128  155  154

GT STRUML 27 - SouthWal-I missile             08:34:23 September 20, 2007 Page 10 124           128        129 156 185 125           129        130 197 186 126           130        131 158 157 127           131        132 159 158 128           132        133 160 159 129           133        134 161 160 130           134        135 162 161 131           136        137 164 163 132           137        138 165 164 133           138        139 166 165 134           139        140 167 166 135           140        141 168 167 136           141        142 169 168 137           142        143 170 169 138           143        144 171 170 139           144        145 172 171 140           145        146 173 172 141           146        147 174 173 142           147        148 175 174 143           148        149 176 175 144           149        150 177 176 145           150        151 178 177 146           151        152 179 178                                           C~)
147           152        153 180 179                                            CD 148           153        154 5-181 180 149           154        155 182 181 150           155        156 183 182 151           156        157 164 183                                            0 152           157        158 185 184 153 154 158 1S9 159 160 186 187 185 186 z          155           160        161 188 187                                            0 O
156           161        162 189 188 N
157           163        164 191 190                                            O 158           164        165 192 191                                            C',
159           165        166 193 192 160           166        167 194 193 161          167         168 195 194 162           168        169 196 195                                            ow 163           169        170 197 196 164          170         171 198 197 165          171         172 199 198 166          172         173 200 199 167           173        174 201 200 168          174         175 202 201                                      (0  CD 169          175         176 203 202 170          176         177 204 203                                     CD     =3 171           177        178 205 204 172           178        179 206 205 173           179        10  207 206 174 175 180 181 181 182 208 209 207 208 w:
cn'

GT STRUDL 27 -   Southwall missile                                            0 8 :34 : 23 September 20, 2007_ Page 11 176            182        183     210       209 177            183        184     211       210 178           184         185     212       211 179           185         186     213       212 180            186        187     214       213 181            187        188     215       214 182           188         189     216       21S 183            190        191     218       217 184            191        192     219       218 185           192         193     220       219 186           193         194     221       220 187           194         195     222       221 188           195         196     223       222 189            196        197     224       223 190            197        198     225       224 191            198        199      226       225 192            199        200     227       226 193           200         201     228       227 194           201         202     229       228 195           202         203     230       229 196            203        204      231      230 197           204         205     232       231 198           205         206     233       232                                                                      0 199           206         207     234       233                                                                      5-200           207         208     235       234 201           208         209     236       235                                                                      =-
202           209         210     237       236                                                                      0 203           210         211     238       237 204           211         212     239       238 205           212         213     240       239                                                                      z 206           213         214     241       240                                                                      0 207           214         215     242       241 208           215         216     243       242
: 17) >                                                                                                                    oU)
: 18) > status supports I to 27 217 to  243 28 55 82 109 136 163 190 217 -                                                 C ow
: 19) >  54 81 108 135 162 189 216 243
: 20) >
: 21) >  element properties
: 22) >  1 to 208 type 'SBHQ6' THICKNESS 3.0
: 23) > material concrete all                                                                                             YCD
: 24) >  $CONSTANTS
: 25) >  $E 3.6E6 ALL                                                                                                 CD
: 26) >  SDN 0.087 ALL                                                                                              -uB*
: 27) >  SPOI 0.2 ALL
: 28) > units ft kips deg                                                                                             0')
: 29) > $
: 30) >  $loading 1 'dead load'
: 31) >  Selement loads                                       t
: 32) >  $1 to 208 body force global uniform by -0,150 $ (k/ft '3)
: 33) >  $
: 34) >
: 35) >  loading 2 'missile'

GT STRUDL 27 - SouthWall missile                                                               0B8: 3 4 :23 S*eptember 20, 2007 Page 12 CT STRUOL27missile
                                 - SouthWafl                                                   O8~34~23     S~~ptember 20, 2007 Page 12
({  36)  > element loads
(  37)  > 91 to 92 117 to 118 surface force global pz -7.5           $ {k/ft**2)
{  38)  >S
{  39)  5 $
{  40)  > units ft kips deg
: 41)  > print structural data
* PROBLEM DATA FROM INTERNAL         STORAGE JOB ID -   FILENAME          JOB TITLE     - NONE GIVEN ACTIVE UNITS    -   LENGTI             WEIGHT          ANGLE        TEMPERATURE    TIME FEE,                KIP           DEG            DRGF        SEC
              **********     STRUCTURAL DATA***********
JOINT COORDINATES---                                                     STATUS            -/
JOINT                x                 y              Z      CONDITION                                                                        C-0.000             0.000          0.000    SUPPORT    ACTIVE     GLOBAL 0.000                          GLOBAL                                                    02 2                   3.000             0.000                   SUPPORT    ACTIVE 3                   6.000             0.000          0.000    SUPPORT    ACTIVE     GLOBAL 02 4                   9.000             0.000          0.000    SUPPORT    ACTIVE     GLOBAL 5                 12.000              0.000          0.000    SUPPORT    ACTIVE     GLOBAL 6                 15.000              0.000          0.000    SUPPORT    ACTIVE     GLOBAL                                                    z 7                 18.000             0.000           0.000    SUPPORT    ACTIVE     GLOBAL                                                    0 8                 21.000             0.000           0.000    SUPPORT    ACTIVE     GLOBAL GLOBAL 6
9                 24.000              0.000          0.000    SUPPORT    ACTIVE 27.000              0.000          0.000    SUPPORT    ACTIVE     GLOBAL 30.000             0.000           0.000    SUPPORT    ACTIVE     GLOBAL                                                    w 12                                                                                                                                            C:)
33.000              0 .000         0.000    SUPPORT    ACTIVE     GLOBAL 13                36.000              0 .000         0.000    SUPPORT    ACTIVE     GLOBAL                                                    --4 14                39.000              0 .000         0.000    SUPPORT    ACTIVE     GLOBAL                                                    C 15                42 .000            0.000           0.000    SUPPORT    ACTIVE     GLOBAL 16                45.000             0.000           0,000    SUPPORT    ACTIVE     GLOBAL 17                48.000              0.000          0.000    SUPPORT    ACTIVE     GLOBAL                                                 >  C.*0 CD 18                51.000              0.000          0.000    SUPPORT    ACTIVE     GLOBAL 19                54.000             0.000           0.000    SUPPORT    ACTIVE     GLOBAL 20                57.000             0.000           0.000    SUPPORT    ACTIVE     GLOBAL                                                 D" <
21                60.000             0.000           0.000    SUPPORT    ACTIVE     GLOBAL 22                63.000             0.000           0.000    SUPPORT    ACTIVE     GLOBAL                                               - Du02 23                66.000              0.000          0.000    SUPPORT    ACTIVE     GLOBAL 24                69.000              0.000          0.000    SUPPORT    ACTIVE     GLOBAL 25                72 .000            0.000           0.000    SUPPORT    ACTIVE     GLOBAL (0   C:)
26                75.000             0.000           0.000    SUPPORT    ACTIVE     GLOBAL 27                ?78.000            0.000           0.000    SUPPORT    ACTIVE     GLOBAL 28                 0.000             3.000           0.000    SUPPORT    ACTIVE     GLOBAL
                                                                                                                                        -4

OT STRUML 27 - Southwall missile                                  08:34:23 September 20, 2007 Page 13 29               3.000       3.000 0.000  FREE     ACTIVE GLOBAL 30               6.000       3.000 0.000  FREE     ACTIVE GLOBAL 31               9.000       3.000 0.000  FREE     ACTIVE GLOBAL 32             12.000        3.000 0.000  FREE     ACTIVE GLOBAL 33             15.000        3.000 0.000  FREE     ACTIVE GLOBAL 34             18.000        3.000 0.000  FREE     ACTIVE GLOBAL 35             21.000        3.000 0.000  FREE     ACTIVE GLOBAL 36             24.000        3.000 0.000  FREE     ACTIVE GLOBAL 37             27.000        3.000 0.000  FREE     ACTIVE GLOBAL 38             30.000        3.000 0.000  FREE     ACTIVE GLOBAL 39             33.000        3.000 0.000  FREE     ACTIVE GLOBAL 40             36.000        3,000 0.000  FREE     ACTIVE GLOBAL 41             39.000        3.000 0.000  FREE     ACTIVE GLOBAL 42             42.000        3.000 0.000  FREE     ACTIVE GLOBAL 43             45.000        3.000 0.000  FREE     ACTIVE GLOBAL 44             48.000        3.000 0.000  FREE     ACTIVE GLOBAL 45             51.000        3.000 0.000  FREE     ACTIVE GLOBAL 46             54.000        3.000 0.000  FREE     ACTIVE GLOBAL 47             57.000        3.000 0.000  FREE     ACTIVE GLOBAL 48             60.000        3.000 0.000  FREE     ACTIVE GLOBAL 49             63.000        3.000 0.000  FREE     ACTIVE GLOBAL 50             66.000        3.000 0.000  FREE     ACTIVE GLOBAL 51             69.000        3.000 0.000" FREE     ACTIVE GLOBAL 52             72.000        3.000 0.000  FREE     ACTIVE GLOBAL                                             0 53             75.000        3.000 0.000  FREE     ACTIVE GLOBAL 54             78.000        3.000 0.000  SUP PORT ACTIVE GLOBAL 55               0.000       6.000 0.000  SUP PORT ACTIVE GLOBAL                                             5-O 56               3.000       6.000 0.000  FREE     ACTIVE GLOBAL 57               6.000       6.000 0.000  FREE     ACTIVE GLOBAL 58               9.000       6.000 0.000  FREE     ACTIVE GLOBAL 59             12.000        6.000 0.000  FREE     ACTIVE GLOBAL z
60             15.000        6.000 0.000  FREE     ACTIVE GLOBAL                                             0 61             18.000        6.000 0.000  FREE     ACTIVE GLOBAL 62             21.000        6.000 0.000  FREE     ACTIVE GLOBAL a
63             24.000        6.000 0.000  FREE     ACTIVE GLOBAL 64             27.000        6.000 0.000  FREE     ACTIVE GLOBAL                                             C.)
65             30.000        6.000 0.000  FREE     ACTIVE GLOBAL 66             33 .000       6.000 0.000  FREE     ACTIVE GLOBAL 67             36.000        6.000 0.000  FREE     ACTIVE GLOBAL                                             Cl Cl 68             39.000        6.000 0.000  FREE     ACTIVE GLOBAL                                             03 69             42 .000       6.000 0.000  FREE     ACTIVE GLOBAL 70             45.000        6.000 0.000  FREE     ACTIVE GLOBAL 71             48.000        6.000 0.000  FREE     ACTIVE GLOBAL 72             51.000        6.000 0.000  FREE     ACTIVE GLOBAL 73             54.000        6.000 0. 000 FREE     ACTIVE GLOBAL                                         D
                                                                                                          =D-74             57.000        6.000 0.000  FREE     ACTIVE GLOBAL 75             60.000        6.000 0.000  FREE     ACTIVE GLOBAL                                     co co-76             63 .000       6.000 0.000  FREE     ACTIVE GLOBAL 77             66.000        6.000 0.000  FREE     ACTIVE GLOBAL 78             69.000        6.000 0.000  FREE     ACTIVE GLOBAL 79             72.000        6.000 0.000  FREE     ACTIVE GLOBAL 80             75.000        6.000 0.000  FREE     ACTIVE GLOBAL 81             78.000        6.000 0.000  SUPPORT  ACTIVE GLOBAL                                     032 82              0.000        9.000 0.000  SUPPORT  ACTIVE GLOBAL

GT STRUD 27 - SouthWall missile                                   08:34:23 September 20, 2007 Page 14 83              3.000       9.000   0.000  FREE    ACTIVE GLOBAL 84              6.000       9.000   0.000  FREE    ACTIVE GLOBAL 85              9.000       9.000   0.000  FREE    ACTIVE GLOBAL 86            12.000        9.000   0.000  FREE    ACTIVE GLOBAL 87            15.000        9.000   0.000  FREE    ACTIVE GLOBAL 88            18.000        9.000   0.000  FREE    ACTIVE GLOBAL 89            21.000        9.000   0.000  FREE    ACTIVE GLOBAL 90            24.000        9.000   0.000  FREE    ACTIVE GLOBAL 91            27.000        9.000   0.000  FRIEE   ACTIVE GLOBAL 92            30.000        9.000   0.000  FREE    ACTIVE GLOBAL 93            33.000        9.000   0.000  FREE    ACTIVE GLOBAL 94            36.000        9.000   0.000  FREE    ACTIVE GLOBAL 95            39.000         9.000  0.000  FREE    ACTIVE GLOBAL 96            42.000        9.000   0.000  FREE    ACTIVE GLOBAL 97            45.000         9.000  0.000  FREE    ACTIVE GLOBAL 98            48.000         9.000  0.000  FREE    ACTIVE GLOBAL 99            51.000        9. 000  0.000  FREE    ACTIVE GLOBAL 100           54.000        9. 000  0.000  FREE    ACTIVE GLOBAL 101           57.000         9. 000 0.000  FREE    ACTIVE GLOBAL 102           60.000        9.000   0.000  FREE    ACTIVE GLOBAL 103           63.000        9.000   0.000  FREE    ACTIVE GLOBAL 104           66.000        9.000   0.000  FREE    ACTIVE GLOBAL 105           69.000        9.000   0.000  FREE    ACTIVE GLOBAL 106           72.000        9.000   0.000  FREE    ACTIVE GLOBAL FREE    ACTIVE GLOBAL 0
107           75.000        9.000   0.000 108           78.000        9.000   0.000  SUPPORT ACTIVE GLOBAL                                             5-109            0.000       12.000   0.000  SUPPORT ACTIVE GLOBAL 110             3.000      12.000   0,000  FREE    ACTIVE GLOBAL III            6.000       12.000   0.000  FREE    ACTIVE GLOBAL 112             9.000      12.000   0.000  FREE    ACTIVE GLOBAL 113           12.000       12.000   0.000  FREE    ACTIVE GLOBAL 114           15.000       12.000   0.000  FREE    ACTIVE GLOBAL                                             z 115           18.000       12.000   0.000  FREE    ACTIVE GLOBAL                                             0 116           21.000       12.000   0.000  FREE    ACTIVE GLOBAL 117           24.000       12.000   0.000  FREE    ACTIVE GLOBAL 118           27.000       12.000   0.000  FREE    ACTIVE GLOBAL 119           30.000       12.000   0.000  FREE    ACTIVE GLOBAL 120           33.000       12.000   0.000  FREE    ACTIVE GLOBAL 121           36.000       12.000   0.000  FREE    ACTIVE GLOBAL                                             -4 122           39.000       12.000   0.000  FREE    ACTIVE GLOBAL                                             LC 123           42 .000      12.000   0.000  FREE    ACTIVE GLOBAL                                             c:)
124           45.000       12 .000  0.000  FREE    ACTIVE GLOBAL
                                                                                                            >-4 125 126 48.000 51.000 12.000 12 000 0.000 0.000 FREE FREE ACTIVE ACTIVE GLOBAL GLOBAL
                                                                                                          -o w 127           54.000       12.000   0. 000 FREE    ACTIVE GLOBAL 128           57.000       12.000   0.000  FREE    ACTIVE GLOBAL 129           60.000       12,000   0.000  FREE    ACTIVE GLOBAL 130           63.000       12.000   0.000  FREE    ACTIVE GLOBAL                                       03 C-D<
131           66.000       12.000   0.000  FREE    ACTIVE GLOBAL 132           69.000       12.000   0.000  FREE    ACTIVE GLOBAL 133           72.000       12.000   0.000  FREE    ACTIVE GLOBAL 134           75.000       12.000   0.000  FREE    ACTIVE GLOBAL                                     (o 135           78.000       12.000   0.000  SUPPORT ACTIVE GLOBAL 136            0.000       15.000   0.000  SUPPORT ACTIVE GLOBAL

OT STRUDL2 27 - Southwall missile                                  08:34:23 September 20, 2007 Page 15 137              3.000       15.000 0.000   FREE    ACTIVE GLOBAL 138              6.000       15.000 0.000   FREE    ACTIVE GLOBAL 139              9.000       15.000 0.000   FREE    ACTIVE GLOBAL 140             12.000       15.000 0.000   FREE    ACTIVE GLOBAL 141             15.000       15.000 0.000   FREE    ACTIVE GLOBAL 142             18,000       15.000 0.000   FREE    ACTIVE GLOBAL 143             21.000       15,000 0.000   FREE    ACTIVE GLOBAL 144             24.000       15.000 0.000   FREE    ACTIVE GLOBAL 145             27.000       15.000 0.000   FREE    ACTIVE GLOBAL 146             30.000       15,000 0.000   FREE    ACTIVE GLOBAL 147             33.000       15.000 0.000   FREE    ACTIVE GLOBAL 148             36.000       15.000 0.000   FREE    ACTIVE GLOBAL 149             39.000       15.000 0.000   FREE    ACTIVE GLOBAL 150             42 .000      15.000 0.000   FREE    ACTIVE GLOBAL 151             45.000       15.000 0.000   FREE    ACTIVE GLOBAL 152             48.000       15.000 0.000   FREE    ACTIVE GLOBAL 153             51.000       15.000 0.000   FREE    ACTIVE GLOBAL 154             54 .000      15.000 0.000   FREE    ACTIVE GLOBAL 155             57.000       15.000 0.000   FREE    ACTIVE GLOBAL 156             60.000       15.000 0.000   FREE    ACTIVE GLOBAL 157             63.000       15.000 0.000   FREE    ACTIVE GLOBAL 158             66.000       15.000 0.000   FREE    ACTIVE GLOBAL 159             69.000       15.000 0.000   FREE    ACTIVE GLOBAL                                           C) 160             72.000       15.000 0.000   FREE    ACTIVE GLOBAL                                           0-00 161             75.000       15.000 0 .000  FREE    ACTIVE GLOBAL 162             78.000       15.000 0.000   SUPPORT ACTIVE GLOBAL 163              0.000       18.000 0.000   SUPPORT ACTIVE GLOBAL                                           0 164              3.000       18.000 0.000   FREE    ACTIVE GLOBAL 165              6.000       18.000 0.000   FREE    ACTIVE GLOBAL 166 167 9.000 12,000 18.000 18.000 0.000 0.000 FREE FREE ACTIVE ACTIVE GLOBAL GLOBAL z
168             15.000       18.000 0.000   FREE    ACTIVE GLOBAL                                           0 169             18.000       18.000 0.000   FREE    ACTIVE GLOBAL                                           o 170             21.000       18.000 0.000   FREE    ACTIVE GLOBAL 0
171             24.000       18.000 0.000   FREE    ACTIVE GLOBAL 172             27.000       18.000 0.000   FREE    ACTIVE GLOBAL                                           U) 173             30.000       18.000 0.000   FREE    ACTIVE GLOBAL                                             4-174             33.000       18.000 0.000   FREE    ACTIVE GLOBAL 175             36.000       18.000 0.000   FREE    ACTIVE GLOBAL                                           C,)
176             39.000       18.000 0.000   FREE    ACTIVE GLOBAL 177             42.000       18.000 0.000   FREE    ACTIVE GLOBAL                                         ow 178             45.000       18.000 0.000   FREE    ACTIVE GLOBAL 179             48.000       18.000 0.000   FREE    ACTIVE GLOBAL 180             51.000       18.000 0.000   FREE    ACTIVE GLOBAL C
181             54.000       18.000 0.000   FREE    ACTIVE GLOBAL C  )CD 182             57.000       18.000 0.000   FREE    ACTIVE GLOBAL 183             60.000       18 000 0.000   FREE    ACTIVE GLOBAL                                      CD     -
184             63.000       18.000 0.000   FREE    ACTIVE GLOBAL 185             66.000       18.000 0.000   FREE    ACTIVE GLOBAL 186             69.000       18.000 0.000   FREE    ACTIVE GLOBAL                                           0 187             72.000       18.000 0.000   FREE    ACTIVE GLOBAL 188             75.000       18.000 0 . 000 FREE    ACTIVE GLOBAL 189             78.000       18.000 0.000   SUPPORT ACTIVE GLOBAL 190              0.000       21.000 0.000   SUPPORT ACTIVE GLOBAL

OT STRUDL 27 - SouthWall missile                                 08:34:23 September 20, 2007 Page 16 191             3.000       21.000 0,000 FREE    ACTIVE GLOBAL 192             6.000       21.000 0.000 FREE    ACTIVE GLOBAL 193             9.000       21.000 0.000 FREE    ACTIVE GLOBAL 194            12.000       21.000 0.000 FREE    ACTIVE GLOBAL 195            15.000       21.000 0.000 FREE    ACTIVE GLOBAL 196            18.000       21.000 0.000 FREE    ACTIVE GLOBAL 197            21.000       21.000 0.000 FREE    ACTIVE GLOBAL 198            24.000       21.000 0.000 FREE    ACTIVE GLOBAL 199            27.000       21.000 0.000 FREE    ACTIVE GLOBAL 200            30.000       21.000 0.000 FREE    ACTIVE GLOBAL 201            33.000       21.000 0.000 FREE    ACTIVE GLOBAL 202            36.000       21.000 0.000 FREE    ACTIVE GLOBAL 203            39.000       21.000 0.000 FREE    ACTIVE GLOBAL 204            42.000       21.000 0.000 FREE    ACTIVE GLOBAL 205            45.000       21.000 0,000 FREE    ACTIVE GLOBAL 206            48.000       21.000 0.000 FREE    ACTIVE GLOBAL 207            51.000       21.000 0.000 FREE    ACTIVE GLOBAL 208            54.000       21.000 0.000 FREE    ACTIVE GLOBAL 209            57.000       21.000 0.000 FREE    ACTIVE GLOBAL 210            60.000       21.000 0.000 FREE    ACTIVE GLOBAL 211            63.000       21,000 0.000 FREE    ACTIVE GLOBAL 212            66.000       21.000 0.000 FREE    ACTIVE GLOBAL 213            69.000       21.000 0.000 FREE    ACTIVE GLOBAL                                              0 214            72.000       21.000 0.000 FREE    ACTIVE GLOBAL 215            75.000       21.000 0.000 FREE    ACTIVE GLOBAL                                              a) 216            78.000       21.000 0.000 SUPPORT ACTIVE GLOBAL                                              0 217             0.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 218             3.000       24.000 0.000 SUPPORT ACTIVE GLOBAL                                              @-
219             6.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 220             9.000       24.000 0.000 SUPPORT ACTIVE GLOBAL                                              0 221            12.000       24.000 0.000 SUPPORT ACTIVE GLOBAL                                              O 222            15.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 223            18.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 224            21.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 225            24.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 226            27.000       24.000 0.000 SUPPORT ACTIVE GLOBAL                                               C0 227            30.000       24.000 0.000 SUPPORT ACTIVE GLOBAL                                              CD GLOBAL                                               I*Z 228            33.000       24.000 0.000 SUPPORT ACTIVE 0.000 SUPPORT ACTIVE GLOBAL                                               1 229            36.000       24.000 220            36.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 39.000       24000  0.000 SUPPORT ACTIVE ACTIVE GLOBAL)
GLOBAL                                            -
230 232            45.000       24.000 0.000 SUPPORT 233            42.000       24.000 0.000 SUPPORT ACTIVE GLOBAL SUPPORT ACTIVE GLOBAL                                          >
232            45.000       24.000 0.000 235            54.000       24.000 0.000 SUPPORT ACTIVE GLOBAL                                          cu 234            57.000       24.000 0.000 SUPPORT ACTIVE GLOBAL                                        0-    CD 237            54.000       24.000 0.000 SUPPORT ACTIVE GLOBAL                                          =   <
238            63.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 239            66.000       24.000 0.000 SUPPORT ACTIVE GLOBAL                                          "D 234            69.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 241            62.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 242            76.000       24.000 0.000 SUPPORT ACTIVE GLOBAL                                      r-W 243            78.000       24.000 0.000 SUPPORT ACTIVE GLOBAL 243            78.000       24.000 0.000 SUPPORT ACTIVE GLOBAL

GT STRUDL 27 - SouthWall missile                      08:34:23 September 20,  2007 Page 17 ELEMENT INCIDENCES ----------------       - - -    -                       ---
0ELEMENT                NODES 1            1         2            29 28     ACTIVE 2           2          3            30 29     ACTIVE 3           3          4            31 30     ACTIVE 4            4          5           32 31     ACTIVE 5           5          6            33 32     ACTIVE 6            6         7            34 33     ACTIVE 7           7          8            35 34     ACTIVE 8            8         9            36 35     ACTIVE 9            9         10           37 36     ACTIVE 10           10        11           38 37     ACTIVE 11          11         12           39 38     ACTIVE 12           12         13          40 39     ACTIVE 13          13         14           41 40     ACTIVE 14          14         15           42 41     ACTIVE 15           15         16          43 42     ACTIVE 16          16         17           44 43     ACTIVE                                            0 17          17         i8           45 44     ACTIVE                                            0) 18          18         19           46 45     ACTIVE                                            C-19           19        20           47 46     ACTIVE 20          20         21           48 47     ACTIVE                                            o 21          21         22           49 48     ACTIVE                                            0 22          22         23           50 49     ACTIVE 23 24 23 24 24 25 51 52 50 51 ACTIVE ACTIVE z
25          25         26           53 52     ACTIVE                                            0 26          26         27           54 53     ACTIVE 27          28         29           56 55     ACTIVE 29                      57 56 0
28                     30                     ACTIVE 29          30         31           58 57     ACTIVE                                            C-30          31         32           59 58     ACTIVE C
31          32         33           60 59     ACTIVE 32          33         34           61 60     ACTIVE 33          34         35           62 61     ACTIVE 34          35         36           63 62     ACTIVE 35          36         37           64 63     ACTIVE 36          37         38           65 64     ACTIVE 37          38         39           66 65     ACTIVE 38          39         40           67 66     ACTIVE                                         S     .-
CD 39          40         41           68 67     ACTIVE 40          41         42           69 68     ACTIVE                                        CD~
41          42         43           70 69     ACTIVE 42          43         44           71 70     ACTIVE 43          44         45           72 71     ACTIVE 44          45         46           73 72     ACTIVE 45          46         47           74 73     ACTIVE 46          47         48           75 74     ACTIVE                                      N)

GT STRUDL 27 - SouthWal! missile                 08:34:23 September 20, 2007 Page 18 47          48         49       76   75  ACTIVE 48          49         5O       77   76  ACTIVE 49          5o         51       78   77  ACTIVE 50          51         52       79   78  ACTIVE 51          52         53       80   79  ACTIVE 52          53         54       8l   8o  ACTIVE 53          55         56       83   82  ACTIVE 54          56         57       84   83  ACTIVE 55          57         58       85   84  ACTIVE 56          58         59       86   85  ACTIVE 57          59         60       87   86  ACTIVE 58          60         61       88   87  ACTIVE 59          61         62       89   88  ACTIVE 60          62         63       90   89  ACTIVE 61          63         64       91   90  ACTIVE 62          64         65       92   91  ACTIVE 63          65         66       93   92  ACTIVE 64          66         67       94   93  ACTIVE 65          67         68       95   94  ACTIVE 66          68         69       96   95  ACTIVE 67          69         70       97   96  ACTIVE 68          70         71       98   97  ACTIVE 69          71         72       99   98  ACTIVE 70          72         73       100  99  ACTIVE 71          73         74       101  100 ACTIVE 72          74         75       102  101 ACTIVE                                        0U) 73          75         76       103  102 ACTIVE                                         =3 74          76         77       104  103 ACTIVE z
75          77         78       105  104 ACTIVE 76          78         79       106  105 ACTIVE 77          79         80       107  106 ACTIVE 78          80         81       108  107 ACTIVE 79          82         83       110  109 ACTIVE 8o          83         84       111  110 ACTIVE ACTIVE 0
81          84         85       112  ii1 82          85         86       113  112 ACTIVE 83          86         87       114  113 ACTIVE 84          87         88        i15 114 ACTIVE 85          88         89       116  115 ACTIVE 86          89         90       117  116 ACTIVE 87          90         91       118  117 ACTIVE 88          91         92       119 120 118 119 ACTIVE ACTIVE CD
                                                                                       =30 89          92         93 90          93         94       121  120 ACTIVE                                         =CD 91          94         95       122  121 ACTIVE                                          n 92          95         96       123  122 ACTIVE 93          96         97       124  123 ACTIVE                                     N)03 94          97         98       125  124 ACTIVE                                     w 95          98         99       126  125 ACTIVE 96          99         100      127  126 ACTIVE 97          100        101      128  127 ACTIVE 98          101        102      129  128 ACTIVE 99          102        103      130  129 ACTIVE 100         103        104      131  130 ACTIVE

GT STRUDL 27 - SouthWall missile                 08:34:23 September 20, 2007 Page 19 101         104       105       132  131 ACTIVE 102         105       106       133  132 ACTIVE 103         106       107       134  133 ACTIVE 104         107       108       135  134 ACTIVE 105         109       110       137  136 ACTIVE 106         110       111       138  137 ACTIVE 107         ill       112       139  138 ACTIVE 108         112       113       140  139 ACTIVE 109         113       114       141  140 ACTIVE 110         114       115       142  141 ACTIVE ill         115       116       143  142 ACTIVE 112         116       117       144  143 ACTIVE 113         117       118       145  144 ACTIVE 114         118       119       146  145 ACTIVE 115         119       120       147  146 ACTIVE 116         120       121       148  147 ACTIVE 117         121       122       149  148 ACTIVE 118         122       123       150  149 ACTIVE 119         123       124       151  150 ACTIVE 120         124       125       152  151 ACTIVE 121         125       126       153  152 ACTIVE 122         126       127       154  153 ACTIVE 123         127       128       155  154 ACTIVE 124         128       129       156  155 ACTIVE                                           0 125         129       130       157  156 ACTIVE                                           0) 126         130       131       158  157 ACTIVE                                           e-127         131       132       159  158 ACTIVE                                           C 128         132       133       160  159 ACTIVE 129         133       134       161  160 ACTIVE                                           0 130         134       135       162  161 ACTIVE 131         136       137       164  163 ACTIVE z
132         137       138       165  164 ACTIVE 133         138       139       166  165 ACTIVE                                           0 134         139       140       167  166 ACTIVE 135         140       141       168  167 ACTIVE 136         141       142       169  168 ACTIVE 137         142       143       170  169 ACTIVE                                           (D) 138         143       144       171  170 ACTIVE 139         144       145       172  171 ACTIVE 140         145       146       173  172 ACTIVE 141         146       147       174. 173 ACTIVE 142         147       148       175  174 ACTIVE 143         148       149       176  175 ACTIVE                                        >-
144         149       150       177  176 ACTIVE 145         150       151       178  177 ACTIVE 146         151       152       179  178 ACTIVE                                     a, 2(D 147         152       153       180  179 ACTIVE                                     o(    <
148         153       154       181  180 ACTIVE                                        3  cn 149         154       155       182  181 ACTIVE 150 151 155 156 156 157 183 184 182 183 ACTIVE ACTIVE (Da CD W0 152         157       158       185  184 ACTIVE 153         158       159       186  185 ACTIVE 154         159       160       187  186 ACTIVE                                     co

GT STRUDL 27 - SouthWall missile                08:34:23 September 20, 2007 Page 20 155         160       161       188 187 ACTIVE 156         161       162       189 188 ACTIVE 157         163       164       191 190 ACTIVE 158         164       165       192 191 ACTIVE 159         165       166       193 192 ACTIVE 160         166       167       194 193 ACTIVE 161         167       168       195 194 ACTIVE 162         168       169       196 195 ACTIVE 163         169       170       197 196 ACTIVE 164         170       171       198 197 ACTIVE 165         171       172       199 198 ACTIVE 166         172       173       200 199 ACTIVE 167         173       174       201 200 ACTIVE 168         174       175       202 201 ACTIVE 169         175       176       203 202 ACTIVE 170         176       177       204 203 ACTIVE 171         177       178       205 204 ACTIVE 172         178       179       206 205 ACTIVE 173         179       180       207 206 ACTIVE 174         180       181       208 207 ACTIVE 175         181       182       209 208 ACTIVE 176         182       183       210 209 ACTIVE 177         183       184       211 210 ACTIVE 178         184       185       212 211 ACTIVE w
C-)
179         185       186       213 212 ACTIVE                                             02 180         186       187       214 213 ACTIVE 181         187       188       215 214 ACTIVE 5--t 182         188       189       216 215 ACTIVE 183         190       191       218 217 ACTIVE 184         191       192       219 218 ACTIVE 185         192       193       220 219 ACTIVE                                             z 186         193       194       221 220 ACTIVE                                             0 187         194       195       222 221 ACTIVE 188         195       196       223 222 ACTIVE 189         196       197       224 223 ACTIVE 190         197       198       225 224 ACTIVE 191         198       199       226 225 ACTIVE                                             0 192         199       200       227 226 ACTIVE                                               4 193         200       201       228 227 ACTIVE                                             6 194         201       202       229 228 ACTIVE 195         202       203       230 229 ACTIVE 196         203       204       231 230 ACTIVE                                           S0) 197         204       205       232 231 ACTIVE 198         205       206       233 232 ACTIVE                                         > -4 199         206       207       234 233 ACTIVE                                         w; 200         207       208       235 234 ACTIVE
                                                                                    &#xa3;0 201         208       209       236 235 ACTIVE 202         209       210       237 236 ACTIVE                                     oCD CD Dl 203         210       211       238 237 ACTIVE 204         211       212       239 238 ACTIVE 205         212       213       240 239 ACTIVE 206         213       214       241 240 ACTIVE 207         214       215       242 241 ACTIVE 208         215       216       243 242 ACTIVE                                     cn

GT STRUDL 27 - SouthWall missile                                                                                 08:34:23   September 20, 2007__Pa~ge 21 ELEMENT PROPERTIES ---------                   -       -                     --- OF THE CABLE ELEMENT ARE LENGTH AND AX -)-------
                                                                              -THE PROPERTIES OELEMENT     TYPE THICKNESS         CURVATURES OR AX -     / / --------------   THERMAL EXPANSION COEFFICIENTS -
OR LENGTH      KE        K2          K12     CAX         CAY        CAZ       CSXY      CSXZ      CSYZ 1        SBHQ6        3.000 2        SBHQ6        3.000 3        SBHQ6        3.000 4        SBHQ6        3.000 5        SBHQ6        3.000 6        SBHQ6        3.000 7         SBHQ6       3.000 8        5BHQ6        3.000 9        SBHQ6        3.000 10       SBHQ6        3.000 11       SBHQ6        3.000 12       SBHQ6        3.000 13       SBHQ6        3.000 14       SBNQ6        3.000 15       SBHQ6        3.000 16       SBHQ6        3.000 17       SBHQ6        3.000 18       SBHQ6        3.000 19       SBHQ6        3.000                                                                                                                                   c-20       SBHQ6        3.000 21       SBHQ6        3.000 22       SBHQ6        3.000 23       SBHQ6        3.000                                                                                                                                   0 24       SBHQ6        3.000 25       SBHQ6        3.000                                                                                                                                   z 26       SBHQ6        3.000                                                                                                                                   0 27       SBHQG        3.000 28       SBHQ6        3.000                                                                                                                                   O 29       SBHQ6        3.000 30       SBHQ6        3.000 31       SBHQ6        3.000                                                                                                                                   C')
32       SBHQ6        3.000 33       SBHQ6        3.000 34       SBHQ6        3.000 35       SBHQ6        3.000                                                                                                                                    0 36       SBHQ8        3.000                                                                                                                                >
3.000
                                                                                                                                                               *00 37       SBHQ6 38       SBHQ6        3.000 39       SBHQ6        3.000 40       SBHQ6        3.000                                                                                                                                J- <D 41       SBHQ6        3.000                                                                                                                                (Da 42       SBHQ6        3.000 43       SBHQ6        3.000                                                                                                                             CD    Dl 44       SBHQ6        3.000 45       SBHQ6        3.000 46       SBHQ6        3.000 47       SBHQ6        3.000                                                                                                                             NJ    C M2W

GT STRUDL 27 - SouthWall missile 08:34123 September 20, 2007 Page 22 48       SBHQ6      3.000 49       SBHQ6      3.000 50       SBHQ6      3.000 51       SBHQ6      3.000 52       SBHQ6      3.000 53       SBHQ6      3.000 54       SBHQ6      3.000 55       SBHQ6      3,000 56       SBHQ6      3.000 57       SBHQ6      3.000 58       SB14Q6     3.000 59       SBHQ6      3.000 60       SBHQ6      3.000 61       SBHQ6      3.000 62       SBHQ6      3.000 63       SBHQ6      3.000 64       SBHQ6      3.000 65       SBHQ6      3.000 66       SBHQ6      3.000 67       SBHQ6      3.000 68       SBHQ6      3 .000 69       SBHQ6      3.000 70       SBHQG      3.000 71       SBHQ6      3.000 72       SBHQG      3.000 73       SBEQ6      3.000 74       SBHQ6      3.000                                               :3 75       SBHQ6      3 .000 76       SBHQ6      3.000                                               0 77       SBHQ6      3 .000 78       SBHQ6      3 .000 SBHQ6                                                          z 79                  3 .000                                              0 80       SBHQ6      3.000 82       SBE06      3.000 82       SBHQ6      3.000 SBHQ6                                                          0 83                  3.000 84       SBHQ6      3.000                                               C')
85       SBHQ6      3.000 86       SB14Q6     3.000 87       SB3HQ6     3.000 88       SBHQ6      3.000                                               CA-89       SBHQ6      3.000 90       SBHQ6      3.000                                               C)
SBHQ6      3.000                                               (A) 92       SBHQ6      3.000 93       SBHQ6      3 .000 94       SBHQ6      3.000 95       SBHQ6      3 .000 96       SBHQ6      3.000 97       SBHQ6      3 .000 98       SBHQ6      3.000                                           co~
99       SBHQ6      3 .000 100      SBHQ6      3.000 101      SBHQ6      3.000                                           NMWDOC N

missile 08:34:23 September 20, 2007 Page 23 GT STRUDL 27 - SouthWal!
102      SBHQG      3.000 103      SBHQ6      3 .000 104      SBHQG      3.000 105      SBHQ6      3 .000 106      SBHQ6      3 .000 107      SBHQ6      3 .000 108      SBHQ6      3.000 109      SBHQ6      3 .000 110      SBHQ6      3 .000 ill      SBHQ6      3.000 112      SBHQ6      3.000 113      SBHQ6      3.000 114      SBHQ6      3.000 115      SRHQ6      3,000 116      SBHQ6      3.000 117      SBHQ6      3.000 118      SBHQ6      3.000 119      SBHQ6      3.000 120      SBHQ6      3.000 121      SBHQ6      3.000 122      SBHQ6      3.000 123      SBHQ6      3.000 124      SBHQ6      3.000 SEFQE SB.HQ6 125                 3.000 126 SEH06
          $BM4Q6     3.000                                                      C-)
SBHQ6      3.000 0
127 128      SBHqQ6     3.000 129      SBHiQ6     3.000 130      SBHQ6      3.000                                                      0 131      SB3HQG     3.000 132      SBHQ6      3.000 133      SBHQ6      3.000 134      SBHQ6      3 .000 135      SBKQ6 555Q6     3 .000 136      SBHQG SB506      3.000 137      SBI-Q6     3.000                                                      0 138      SBHQ6      3.000 139      SBHQ6      3.000                                                 (,3:
140      SBHQ6      3,000                                                      CA, 141      SBHQ6      3.000 142      SBHQ6      3.000 143      SBHQ6      3.000                                                 -0 0-144      SBI-Q6     3.000                                                      C)
SBEQ6 145                 3.000                                                    CA)
S0HQ6 146      SBHQ6 3 .000 147                 3.000 SBHQ6 148      SBHQ6      3.000                                               MCDn 149      SBHQ6      3.000 150      SBHQG      3.000 151      SBQ06      3.000                                              (c 152                 3.000 SBHQ6 153                 3 .000 154                 3.000 155                 3.000

08:34:23 September 20, 2007 Page 24 GT STRUDL 27 - SouthWail missile 156      SBHQ6      3.000 157      SBHQ6      3.000 158      SBHQ6      3,000 159      SBHQ6      3.000 160      SBHQ6      3.000 161      SBHQ6      3 .000 162      SBHQ6      3.000 163      SBHQ6      3.000 164      SBHQ6      3.000 165      SBHQ6      3.000 166      SR14Q6     3.000 167      SBHQ6      3.000 168      SBHQ6      3.000 169      SBHQ6      3.000 170      SBHQ6      3.000 171      SBHQ6      3.000 172      SBHQ6      3.000 173      SBHQ6      3.000 174      SBHQ6      3.000 175      SBHQ6      3,000 176      SBHQ6      3.000 177      SBHQ6      3.000 178      SBHQ6      3 .000 179      SBHQ6      3 .000                                                  0 180      SBHQ6      3 .000 181      SBHQ6      3 000 182      SBHQ6      3 .000 183      SBHQ6      3 .000 184      S9610      3 .000 185      SBHQ6      3 .000                                                  (-
186      SB0Q6      3 .000                                                  z 0
187      SBHQ6      3.000                                                   0 188      SBHQ6      3.000 N
189      SBHQ6      3.000 SBHQ6      3.000                                                   0 190 191      SBQ6       3.000                                                   C) 192      SBHQ6      3.000 193      SBHQ6      3.000 194      SBHQ6 SBHQ6 3.000 3.000 o
195 196      SBHQ6      3.000                                              >      4 197      SBHQ6      3.000 198      SBHQ6      3.000                                              M XU 199      SBQ6       3 .000 200      SBHQ6      3 .000 201      SBHQ6      3 .000                                             ,-,.
202      SBHQ6      3.000 203      SBHQG      3.000                                           CD      D 204      SBHQ6      3.000 205      SBHQ6      3.000 206      SBHQ6      3.000 207      SBHQ6      3.000 208      SBHQ6      3.000                                           co

GT STRUDI, 27  - SouthWall missile                                                                                                  08:34:23    September 20, 2007        Page J  25 GT STRUEL 27   -   SouLhMall missile                                                                                               08:34:23     Sentember 20. 2007        Pacie 25 MEMBER CONSTANTS------------------------                                                                            - - - -- - - - - -/                                                           ---
0CONSTANT     STANDARD VALUE      DOMAIIN          VALUE          MEMBER LIST E           0  S58400E+06     ALL G           0.207360E+06      ALL DENSITY         0.149990E+00      ALL CTE           0,55000.E-05      ALL BETA          0.000000E+00      ALL POISSON         0.170000E+00      ALL DAMP STI        0.OOQ00E+00       ALL DAMP  INE       0.OOOOOOE+00      ALL C)
CO CURVED ELEMENT DATA                       ---------------------------------------------------------------------------------------------------------------    /                                 0 z:
CURVED ELEMENT SPECIFICATIONS             ----------------------------------------------------------------------------------------------------              /                                  0 ELEMENT                 TYPE                SPECIFICATIONS                                                                                                  /--------------------------------------------------
  **   NO SHAPE DATA FOUND FOR MEMBER LIST SPECIFIED                                                                                                                                            0f)
C:
CD 0CD CURVED ELEMENT PROPERTIES                      --------------------------------------------------------------------------------------------------------   /
ELEMENT    TYPE                             PROPERTIES           ------------------------------------------------------------------------------
CD5 CURVED ELEMENT END CONDITIONS            ---------------------------------------------------------------------------------------------------              /                              CD=
ELEMENT    TYPE                             ECCENTRICITIES--           -------------------------------------------------------------------------
START                                            END x           Y              Z                X              Y              Z c:)
C:

rri S'RUrmr   2~7 - cnoit-&#xb6;Wnll  missile                                     08:34:23 September 20, 2007 Pagre 26
* END OF DATA FROM       INTERNAL  STORAGE  *
: 42)  > STIFFNESS ANALYSIS BANDWIDTH INFORPMATION BEFORE RENUMBERING.
THE MAXIMUM BANDWIDTH IS            26 AND OCCURS AT JOINT 57 THE AVERAGE BANDWIDTH IS                               22 .389 THE STANDARD DEVIATION OF THE BANDWIDTH IS              8 .750 31.139 BANDWIDTH    INFORMATION AFTER      RENUMBERING.                                                                       C) 5)
THE MAXIMUM BANDWIDTH IS             8 AND OCCURS AT  JOINT 57 THE AVERAGE BANDWIDTH IS                                7.577 THE STANDARD DEVIATION OF THE BANDWIDTH IS              1.416                                                          0 8 .993                                                         zc-)
TIME  FOR CONSISTENCY CHECKS FOR          208 MEMBERS         0.01 SECONDS TIME  FOR BANDWIDTH REDUCTION                                 0.02 SECONDS                                              N TIME  TO GENERATE         208 ELEMENT STIF. MATRICES          0.17 SECONDS                                              0 TIME  TO PROCESS              4 MEMBER LOADS                  0.00 SECONDS                                              Co TIME  TO ASSEMBLE'THE STIFFNESS MATRIX                        0.06 SECONDS TIME  TO PROCESS         243 JOINTS                           0.00 SECONDS TIME  TO SOLVE WITH        25 PARTITIONS                      0.10 SECONDS                                              w TIME  TO PROCESS         243 JOINT DISPLACEMENTS              0.00 SECONDS TIME  TO PROCESS         208 ELEMENT STRESSES                 0.03 SECONDS                                         >4 TIME  TO PROCESS         208 ELEMENT REACTIONS                0.03 SECONDS                                             CDa TIME  FOR STATICS CHECK                                       0.00 SECONDS                                             <
{ 43)  > $
{    44)  >  LOAD LIST ALL
: 45)  >  OUTPUT DEC 3                                                                                         m3 1    46)  >  OUTPUT BY loading                                                                                  Cw CD,. C     .
{    47)  >  LIST REA ALL 1
      *RESULTS OF    LATEST ANALYSES*

08:34:23    September 20, 2007 Page 27 GT STRUDL 27 - SouthWall missile                                                                                         08:34:23    Semtember 20. 2007 PaGe 27 OT STEUDL 27   -  SouthWalJ. missile PROBLEM   - FILENAME   TITLE   -   NONE GIVEN ACTIVE   UNITS    FEET KIP   DEG     DEGF SEC
 ---      LOADING - 2               missile RESULTANT---------OI-------OADS----S--------T--
RESULTANT JOINT LOADS SUPPORTS JOINT                     /-----------------        FORCE-            / --- -- - -- - -- - -- - -   MOME NT  -- S/
                                                                                                                -------------------/
X FORCE            Y FORCE  Z FORCE        X MOMENT                Y MOMENT           Z MOMENT 1           GLOBAL                0.000              0.000     0 .034              0.009               -0.009               0.000 2           GLOBAL                0.000              0.000   -0.012               -0.093               -0.009               0.000 3           GLOBAL                0.000              0.000   -0.163               -0.293                 0.010              0.000 4           GLOBAL                0.000              0.000   -0.342               -0.373                 0,097              0.000 GLOBAL                0. 000             0.000   -0.557               -0.089                 0.285              0.000 6                                                                                                        0.635              0.000                                     0 GLOBAL                0. 000             0.000   -0.786                0.987 7           GLOBAL                0 , 000            0.000   -0.937                3.601                 1.234              0.000 8           GLOBAL                0.000              0.000   -0.780                8.952                 2.174              0.000 9           GLOBAL                0.000              0.000    0.169               18.775                 3.497              0.000 10          GLOBAL                0.000              0.000    2.779               35.138                 5.062              0.000 11          GLOBAL                0.000              0.000     8.249              59.432                 6.335              0.000 12          GLOBAL                0.000              0.000   17.177               89.790                 6.309              0.000 0.000   27.116             117,673                  4.075              0.000                                     .--
13          GLOBAL                0.000 14          GLOBAL                0.000              0.000   31.741             129.408                  0.000              0.000                                     CD 15          GLOBAL                0.000              0.000   27.116             117.673                -4.075               0.000 16          GLOBAL                0.000              0.000   17.177               89.790               -6.309               0.000 17          GLOBAL                0.000              0.000     8.249              59.432               -6.335               0.000 18          GLOBAL                0.000              0.000    2.779               35.138               -5.062               0.000 19          GLOBAL                0.000              0.000     0. 169             18.775               -3.497               0.000 20          GLOBAL                0.000              0.000   -0.780                8.952               -2.174               0.000 21          GLOBAL                0.000              0.000   -0.937                3.601               -1.234               0.000                                     CD 0.000   -0.786                0.987               -0.635               0.000                                     C-22          GLOBAL                0.000 23          GLOBAL                0.000              0.000   -0.557               -0.089               -0.285               0.000 24          GLOBAL                0.000              0.000   -0.342               -0.373               -0.097               0.000 25          GLOBAL                0.000              0.000   -0.163               -0.293               -0.010               0.000 0.000                                   0 26          GLOBAL                0.000              0.000   -0.012               -0.093                 0.009 27          GLOBAL                0.000              0.000     0.034               0.009                 0.009              0.000 CD-28          GLOBAL                0.000              0.000   -0.008                0.012                 0.087              0.000
                                                                                                        -0.087               0.000                                 (D 54          GLOBAL                0.000              0.000   -0.008                0.012 55          GLOBAL                0.000              0.000   -0.101                0. 017                0.252              0.000 81          GLOBAL                0.000              0,000   -0.101                0.017               -0.252               0.000 82          GLOBAL                0.000              0.000   -0.136                0.008                 0.341              0.000 108         GLOBAL                0.000              0.000   -0.136                0.008               -0.341               0.000                              -o 109         GLOBAL                0.000              0.000   -0 .143               0.000                 0.365              0.000 135         GLOBAL                0.000              0,000   -0.143                0.000               -0.365               0.000

GT STRUDL 27 - SouthWall missile                                                                                                                                                  08:34:23  September 20, 2007 Page 28 136                    GLOBAL                                        0 . 000                   0,000            -0,136                              -0.008                 0.341    0.000 162                    GLOBAL                                        0 .000                    0.000            -0.136                              -0.008                -0.341    0.000 163                    GLOBAL                                        0 .000                    0.000            -0.101                              -0.017                 0.252    0.000 189                    GLOBAL                                        0 .000                    0.000            -0.101                              -0,017                -0.252    0.000 190                    GLOBAL                                        0.000                     0,000            -0.008                              -0.012                 0.087    0.000 216                    GLOBAL                                        0.000                     0 .000           -0.008                              -0.012                -0.087    0.000 217                    GLOBAL                                        0.000                     0 ,0 00            0.034                             -0.009                -0.009    0.000 218                    GLOBAL                                        0.000                     0,000            -0.012                                0.093               -0.009    0.000 219                    GLOBAL                                        0.000                     0 .000           -0.163                                0.293                0.010    0.000 220                    GLOBAL                                        0.000                     0.000            -0.342                                0.373                0.097    0.000 221                    GLOBAL                                        0.000                     0 .000           -0.557                                0.089                0.285    0,000 222                    GLOBAL                                        0.000                     0,000            -0.786                              -0.987                 0.635    0.000 223                    GLOBAL                                        0.000                     0.000            -0.937                              -3.601                 1.234    0.000 224                    GLOBAL                                        0.000                     0.000            -0.780                              -8.952                 2.174    0.000 225                    GLOBAL                                        0.000                     0,000              0.169                           -18.775                  3.497    0.000 226                    GLOBAL                                        0.000                     0,000              2.779                           -35.138                  5.062    0.000 227                    GLOBAL                                        0.000                     0.000              8.249                           -59.432                  6.33S    0.000 228                    GLOBAL                                        0.000                     0.000            17.177                            -89,790                  6.309    0.000 229                    GLOBAL                                        0.000                     0,000            27.116                          -117.673                   4.075    0.000 230                    GLOBAL                                        0.000                     0.000            31.741                          -129.408                   0.000    0.000 231                    GLOBAL                                        0.000                     0,000            27.116                          -117.673                  -4.075    0.000 232                    GLOBAL                                        0.000                     0.000            17.177                            -89.790                 -6.309    0.000 233                    GLOBAL                                        0.000                     0.000              8.249                           -59.432                 -6,335    0.000 234                    GLOBAL                                        0.000                     0.000              2.779                           -35.138                 -5.062    0.000 235                    GLOBAL                                        0 .000                    0.000              0.169                           -18.775                 -3.497     0.000                                     0 236                    GLOBAL                                        0 .000                    0.000            -0.760                              -8.952                -2.174    0.000                                     c) 5-237                    GLOBAL                                        0 .000                    0,000            -0.937                              -3.601                -1.234    0.000 238                    GLOBAL                                        0.000                     0.000            -0.786                              -0.987                -0.635     0.000 239                    GLOBAL                                        0 .000                    0,000            -0,557                                0.089               -0.285     0.000 240                    GLOBAL                                         0.000                    0.000            -0.342                                0.373               -0.097     0.000                                     D 241 242 GLOBAL GLOBAL 0.000 0.000 0.000 0.000
                                                                                                                 -0.163
                                                                                                                 -0.012 0.293 0.093
                                                                                                                                                                           -0.010 0.009 0.000 0.000                                     z0 243                    GLOBAL                                        0.000                     0.000              0.034                             -0.009                 0.009    0.000 co 48}      > LIST DISP ALL
         *RESULTS            OF LATEST ANALYSES*
C)
PROBLEM             -   FILENAME                TITLE - NONE                    GIVEN                                                                                                                                 CD CD ACTIVE UNITS                     FEET KIP                 DEG         DEGF SEC CD :3 =3
 -. -. - -       LO.. I .G.-. .2 . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
 ---             LOADING - 2                                            missile co2

08:34:23  Se*tem    er 20 2007 Page 29 GT STRUDL 27 - SouthWall missile                                                                             *74.9.~ 0sr~t~bsr    70 7007 0s~s 25 27 GT STRUDL  - SourhWall missiTh RESULTANT JOINT DISPLACEMENTS SUPPORTS JOINT                    /----------     - DISPLACEMENT           // -----------------ROTATION-------------------/
X DISP.          Y DISP. Z DISP.       X ROT.         Y ROT.        Z ROT.
1            GLOBAL              0,000           0.000     0.000             0 .000         0.000            0.000 2            GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 3            GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 4            GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 5            GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 6            GLOBAL              0.000           0.000     0.000             0.000          0.000            0.O0O 7            GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 8            GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 9            GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 10           GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 11           GLOBAL              0.000           0.000     0.000             0.000          0 .000           0.000 12           GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 13           GLOBAL              0 . 000         0.000     0.000             0.000          0..000           0.000 14           GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 15           GLOBAL              0,000           0.000     0.000             0.000          0,000            0.000 16           GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 17           GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 18           GLOBAL              0 .000          0.000     0.000             0.000          0.000            0.000 19           GLOBAL              0.000           0.000     0.000             0.000          0.000            0.000 0.000             0.000 0
20           GLOBAL              0.000           0.000     0.000             0.000 21           GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 22           GLOBAL              0.000           0.000     0,000             0.000          0.000             0.000 23           GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 24           GLOBAL              0.000           0.000     O.OO0             0.000          0.000             0.000                                      cn 25           GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000                                      z 26           GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000                                      0 27           GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 28           GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 54           GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 55           GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 ow 81           GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 82           GLOBAL              0.000           0.000     0,000             0.000          0.000             0.000 108          GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 00 109          GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 135          GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 136          GLOBAL              0.000           0.000     0.o000            0.000          0.000             0.000                                      c:)
162          GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 163          GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 189          GLOBAL              0.000           0.000     0.000             0,000          0.000             0.000 190          GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000                                 -o3 c.
216 217 GLOBAL GLOBAL 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000                              Co      &deg; 218          GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 219          GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 220          GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000 221          GLOBAL              0.000           0.000     0.000             0.000          0 .000            0.000 222          GLOBAL              0.000           0.000     0.000             0.000          0.000             0.000

08:34:23   September 20, 2007 Page 30 GT STRUDL 27 - Southwall missile 223       GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 224       GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 225       GLOBAL              0.000              0.000           0.000           0.000             0.000           0,000 226       GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 227       GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 228       GLOBAL              0.000              0,000           0 .000          0.000             0.000           0.000 229       GLOBAL              0 .000             0.000           0,000           0.000             0.000           0.000 230       GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 231       GLOBAL              0.000              0 000           0.000           0,000             0.000           0.000 232       GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 233       GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 234       GLOBAL              0.000              0.000           0.000           0.000             0.000           0,000 235       GLOBAL              0.000              0.000           0.000           0 .000            0.000           0.000 236       GLOBAL              0.000              0,000           0.000           0.000             0.000           0.000 237       GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 238       GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 239       GLOBAL              0.000              0 .000          0.000           0.000             0.000           0.000 240       GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 241       GLOBAL              0,000              0.000           0.000           0.000             0.000           0.000 242       GLOBAL              0.000              0 .000          0.000           0.000             0.000           0,000 243       GLOBAL              0.000              0 .000          0.000           0.000             0.000           0.000 RFEE JOINTS                                                                                                        0 RESULTANT JOINT DISPLACEMENTS z-
                                                                                         -- ~ROTATION-------------------/
JOINT                                      DISPLACEMENT- ---------------  .--------------
X DISP.           Y DISP.          Z DISP. X ROT.            Y ROT.        Z ROT.
0 29        GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000                                O 30        GLOBAL              0 .000             0.000           0.000           0.000             0.000           0.000                                0t-31        GLOBAL              0.000              0.000           0.000           0.000             0.000           0,000 32        GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 33        GLOBAL              0.000              0.000           0.000           0,000             0.000           0.000                                0 34        GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 35        GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 36        GLOBAL              0,000              0.000           0.000          -0.001             0.000           0.000                                  o 37        GLOBAL              0.000              0.000           0.000          -0.001             0.000           0.000                                CD 38        GLOBAL              0.000              0.000           0.000          -0.002             0.000           0.000 39        GLOBAL              0.000              0.000           0.000          -0.003             0.001           0.000                            >-4 40        GLOBAL              0.000              0.000           0.000          -0,004             0.000           0.000 41        GLOBAL              0.000              0.000           0.000          -0.004             0.000           0.000 42        GLOBAL              0.000              0.000           0.000          -0.004             0.000           0.000                            ma ;a; 43        GLOBAL              0.000              0.000           0,000          -0.003            -0.001           0.000                            ,-u-
                                                                                                                                                     =0CD 44        GLOBAL              0.000              0.000           0.000          -0.002             0.000           0.000 45        GLOBAL              0.000              0 .000          0.000          -0.001             0.000           0.000 46        GLOBAL              0.000              0 .000          0.000          -0.001             0.000           0.000 47        GLOBAL              0 .000             0 .000          0.000           0.000             0.000           0.000 48        GLOBAL              0 .000             0.000           0.000           0.000             0.000           0.000 49        GLOBAL              0.000              0 .000          0.000           0.000             0.000           0.000 CD~
50        GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 51        GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 52        GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000 53        GLOBAL              0.000              0.000           0.000           0.000             0.000           0.000

08:34:23  September 20, 2007 Page 31 GT STRUL 27 - Southwall missile 56       GLOBAL             0.000 0.000  0.000  0.000   0.000    0.000 57       GLOBAL             0.000 0.000  0.000  0.000   0.000    0.000 58       GLOBAL             0.000 0.000  0.000  0.000   0.000    0.000 59       GLOBAL             0.000 0.000  0.000  0.000   0.000    0.000 60       GLOBAL             0.000 0.000  0.000  0.000   0.000    0.000 61       GLOBAL             0.000 0.000  0.000  0.000   0.000    0.000 62       GLOBAL             0.000 0.000  0.000 -0.001   0.000    0.000 63       GLOBAL             0.000 0.000  0.000 -0.001   0.001    0.000 64       GLOBAL             0.000 0.000  0.000 -0.002   0.001    0.000 65       GLOBAL             0.000 0.000  0.000 -0.003   0.002    0.000 66       GLOBAL             0.000 0.000  0.000 -0.004   0.002    0.000 67       GLOBAL             0.000 0.000  0.000 -0.005   0.001    0.000 68       GLOBAL             0.000 0.000  0.000 -0.006   0.000    0.000 69       GLOBAL             0.000 0.000  0.000 -0.005  -0.001    0.000 70       GLOBAL             0.000 0.000  0.000 -0.004  -0.002    0.000 71       GLOBAL             0.000 0.000  0.000 -0.003  -0.002    0.000 72       GLOBAL             0.000 0.000  0.000 -0.002  -0.001    0.000 73       GLOBAL             0.000 0.000  0.000 -0.001  -0.001    0.000 74       GLOBAL             0.000 0.000  0.000 -0.001   0.00O    0.000 75       GLOBAL             0.000 0.000  0.000  0.000   0.000     0.000 76       GLOBAL             0.000 0.000  0.000   0.000  0.000     0.000 77       GLOBAL             0.000 0.000  0.000  0.000   0.000    0.000 78       GLOBAL             0.000 0.000  0.000   0.000  0.000     0.000 79       GLOBAL             0.000 0.000  0.000   0.000  0.000     0.000 80       GLOBAL             0.000 0.000  0.000  0.000   0.000    0.000 0.000 0.000  0.000  0.000   0.000     0.000                                   0 83       GLOBAL 84       GLOBAL             0.000 0.000  0.000  0.000   0.000     0.000 GLOBAL             0.000 0.000  0.000  0.000   0.000    0.000                                    0-85 86       GLOBAL             0.000 0.000  0.000  0.000   0.000     0.000 87 88 GLOBAL GLOBAL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000                                   zo 0.000 0.000  0.000  0.000   0.001     0.000 89       GLOBAL                                                   0.000                                   O 0.000  0.000 -0.001   0.001 90       GLOBAL             0.000 GLOBAL             0.000 0.000  0.000 -0.001   0.002     0.000 91 GLOBAL             0.000 0.000  0.000 -0.002   0.003     0.000 92 93       GLOBAL             0.000 0.000  0.000 -0.003   0.003     0.000 0.001 -0.004   0.002     0.000                                   09 94       GLOBAL             0.000 0.000
                                                -0.005   0.000     0.000                                   U) 95       GLOBAL             0.000 0.000 -0.001                                                            C)
                                         -0.001 -0.004  -0.002     0.000 96       GLOBAL             0.000 0.000 0.000 0.000  0.000 -0.003  -0.003     0.000                                   0 97       GLOBAL 0.000 -0.002  -0.003     0.000                                    0 98       GLOBAL             0.000 0.000 99       GLOBAL             0.000 0.000  0.000 -0.001  -0.002     0.000 0.000 -0.001  -0.002     0.000                                    -4 100      GLOBAL             0.000 0.000 0.000  -0.001     0.000                                >
101      GLOBAL             0.000 0.000  0.000 GLOBAL             0.000 0.000  0.000  0.000   0.000     0.000 102 103      GLOBAL             0.000 0.000  0.000   0.000  0.000     0.000                            -0        .
0.000     0.000                                   <
0.000 0.000  0.000   0.000 104 105 GLOBAL GLOBAL             0.000 0.000  0.000   0.000  0.000     0.000                            Q)  3 Fn 0.000   0.000  0.000     0.000                              ) CD 106      GLOBAL             0.000 0.000 107      GLOBAL             0.000 0.000  0.000   0.000  0.000     0.000 110      GLOBAL             0.000 0.000  0.000   0.000  0.000     0.000 110      GLOBAL             0.000 0.000  0.000   0.000  0.000     0.000 112      GLOBAL             0.000 0.000  0.000   0.000  0.000     0.000                            0o 0.000 0.000  0.000   0.000  0.000     0.000 113      GLOBAL

SouthWal1 mi~1l~                                    08:34 23  Se tember 20 2007 Pa e 32 OT STRUOL 27 -
GT S7RUDL 27 - SouthWall missile 114       GLOBAL             0. 000 0.000    0.000   0.000  0.000    0.000 115       GLOBAL             0. 000 0 000    0.000   0.000  0.001    0.000 116       GLOBAL             0. 000 0.000    0 000   0.000  0.001    0.000 117       GLOBAL             0.000  0.000    0.000   0.000  0.002    0.000 118       GLOBAL             0-000  0.000    0.000   0.000  0.002    0.000 119       GLOBAL             0.000  0.000    0.000   0.000  0.003    0.000 120       GLOBAL             0.000  0.000   -0.001   0.000  0.004    0.000 121       GLOBAL             0.000  0.000   -0.001   0.000  0.003    0.000 122       GLOBAL             0.000  0 .000  -0.001   0.000  0.000    0.000 123       GLOBAL             0.000  0 .000  -0.001   0.000 -0.003    0.000 124       GLOBAL             0.000  0.000   -0.001   0.000 -0.004    0.000 125       GLOBAL             0.000  0.000    0.000   0.000 -0.003    0.000 126       GLOBAL             0.000  0.000     0.000  0,000 -0.002    0.000 127       GLOBAL             0.000  0,000     0.000  0.000 -0.002    0.000 128       GLOBAL             0.000  0.000     0.000  0.000 -0.001    0.000 129       GLOBAL             0.000  0 . 000   0.000  0.000 -0.001    0.000 130       GLOBAL             0.000  0.000     0.000  0.000  0.000    0.000 131       GLOBAL             0.000  0 .000    0.000  0.000  0.000    0.000 132       GLOBAL             0. 000 0.000    0.000   0.000  0.000    0.000 133       GLOBAL             0. 000 0.000     0.000  0.000  0.000    0.000 134       GLOBAL             0.000  0.000     0.000  0.000  0.000    0.000 137       GLOBAL             0.000  0.000    0.000   0.000  0.000    0.000 138       GLOBAL             0.000  0.000     0.000  0.000  0.000    0.000 139       GLOBAL             0.000  0.000     0.000  0.000  0.000    0.000 140       GLOBAL             0.000  0.000     0.000  0.000  0.000    0.000 141 142 GLOBAL GLOBAL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000
                                                                                                              ~0 143       GLOBAL             0.000  0.000     0 .000 0.000  0.001    0.000 144       GLOBAL             0.000  0.000     0.000  0.001  0.001    0.000                                    0 145       GLOBAL             0,000  0.000     0 .000 0.001  0.002     0.000 146       GLOBAL             0.000  0.000     0.000  0.002  0.003     0.000                                   z 147       GLOBAL             0.000  0 .000    0.000  0.003  0,003     0.000                                   0 148       GLOBAL             0.000  0 .000  -0.001   0.004  0.002     0.000 149       GLOBAL             0.000  0.000   -0.001   0.005  0.000     0.000 150       GLOBAL             0,000  0.000   -0.001   0.004 -0.002     0.000 151       GLOBAL             0.000  0.000     0.000  0,003 -0.003     0.000 152       GLOBAL             0.000  0.000     0.000  0.002 -0.003    0.000 153       GLOBAL             0.000  0.000     0.000  0.001 -0.002    0.000 154       GLOBAL             0.000  0.000     0.000  0.001 -0.001    0.000 155       GLOBAL             0.000  0.000     0.000  0.000 -0,001     0.000                                   0 156       GLOBAL             0.000  0.000     0.000  0.000  0.000     0.000 157       GLOBAL             0.000  0.000     0.000  0.000  0.000     0.000 158       GLOBAL             0.000  0. 000    0.000  0.000  0.000     0.000                                   C'D 159       GLOBAL             0.000  0 .000    0.000  0.000  0.000     0.000                               --    4 160       GLOBAL             0,000  0.000     0.000  0.000  0.000     0.000 0
* 161       GLOBAL             0.000  0 . 000   0.000  0.000  0.000     0.000 164       GLOBAL             0.000  0.000     0.000  0.000  0.000     0.000 165       GLOBAL             0.000  0.000     0.000  0.000  0.000     0,000 166       GLOBAL             0.000  0.000     0.000  0.000  0.000     0.000                                   <
167       GLOBAL             0.000  0.000     0.000  0.000  0.000     0.000                           N 168       GLOBAL             0.000  0.000     0.000  0.000  0.000     0.000 169       GLOBAL             0.000  0.000     0.000  0.000  0.000     0.000 170       GLOBAL             0.000  0.000     0.000  0.001  0.000     0.000 171       GLOBAL             0.000  0.000     0.000  0.001  0.001     0.000

08:34:23 September 20, 2007 Page 33 GT STRUDL 27 - SouthWall missile 172        GLOBAL              0.000           0.000 0.000 0.002  0.001    0.000 173        GLOBAL              0.000           0.000 0.000 0.003  0.002    0.000 174        GLOBAL              0.000           0.000 0.000 0.004  0.002    0.000 175        GLOBAL              0.000           0.000 0.000 0.005  0.001    0.000 176        GLOBAL              0.000           0.000 0.000 0.006  0.000    0.000 177        GLOBAL              0.000           0.000 0.000 0.005 -0.001    0.000 178        GLOBAL              0.000           0.000 0.000 0.004 -0.002    0.000 179        GLOBAL              0.000           0.000 0.000 0.003 -0.002    0.000 180        GLOBAL              0.000           0.000 0.000 0.002 -0.001    0.000 181        GLOBAL              0.000           0.000 0.000 0.001 -0.001    0.000 182        GLOBAL              0.000           0.000 0.000 0.001  0.000    0.000 183        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 184        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 185        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 186        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 187        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 188        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 191        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 192        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 193        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 194        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 195        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 196        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000                                  Q 197        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000                                  0) 198        GLOBAL              0.000           0.000 0.000 0.001  0.000    0.000 199        GLOBAL              0.000           0.000 0.000 0.001  0.000    0.000 200        GLOBAL              0.000           0.000 0.000 0.002  0.000    0.000 201        GLOBAL              0.000           0.000 0.000 0.003  0.001    0.000                                  0 202        GLOBAL              0.000           0.000 0.000 0.004  0.000    0.000                                  -D 203        GLOBAL              0.000           0.000 0.000 0.004  0.000    0.000                                  Z 204        GLOBAL              0.000           0.000 0.000 0.004  0.000    0.000                                  0 205        GLOBAL              0.000           0.000 0.000 0.003 -0.001    0.000 200        GLOBAL              0.000           0.000 0.000 0.002  0.000    0.000 207        GLOBAL              0.000           0.000 0.000 0.001  0.000    0.000 208        GLOBAL              0.000           0.000 0.000 0.001  0.000    0.000                                  U) 209        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 210         GLOBAL             0.000           0.000 0.000 0.000  0.000    0.000 211        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 0.000           0.000 0.000 0.000  0.000    0.000                                  0 212        GLOBAL 213        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000                                    4 214        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 215        GLOBAL              0.000           0.000 0.000 0.000  0.000    0.000 1   49} 5 calculate average  resultants at mid surf                                                           =- <
  -***ELEMENT LIST MISSING  - ALL ASSUMED                                                                    -0 CD    O C)      O
     *RESULTS  OF LATEST ANALYSES*
0*

GT STRUDL 27 - SouthWall missile                                                                         08:34:23 September 20, 2007 Page 34 PROBLEM  - FILENAME    TITLE  - NONE GIVEN ACTIVE UNITS    FEET KIP   DEG   DEGF SEC LOADING - 2                missile AVERAGE RESULTANTS     (MEMBRANE/BENDING)
JOINT     NUMBER OF ELEMENTS              NXX/            uYY/         NXY/
USED IN AVERAGING               MXX           MYY            MXY           VXX           VYY 1                     1              0.000000E+00  0.000000E+00  0.00000OE+00
: 0. 19979E-01  0.121160E-01   0.940850E-02 -0.18214BE-01 -0.178596E-01 0.000000E+00  0.000000E+00  0.0000D0E+00 C)
                                        -0.244988E-02 -0.301279E-01 -0.287135E-02  -0.231931E-01  0.688708E-02 2              0.000000E+00  0.000000E+00  0.000000E+00
                                                                                                                                                    =-
                                        -0.268305E-01 -0.979648E-01 -0.455018E-02  -0.138652E-01  0.442638E-01 0
2              0.000000E+00  0.0000OOE+00  0.000000E+00
                                        -0.490043E-01 -0.127826E+/-00 -0.i18801E-01   0.416223E-01  0.875596E-01                                      z 0
2              0.000000E+00  0.000000E+00   0.OOOOOOE+00
                                        -0.626140E-01 -0.383581E-01 -0.267432E-01   0.168932E+00  0.131848E&#xf7;00 2              0000000E+00   0.OOOOOOE+00  0.00000OE+00
                                        -0.510768E-01  0.310897E+00 -0.527506E-01   0.416779E+00  0.163392E+00                                      CD, 2              0.000000E+00  0.000000E+00  0.O00000E+00                                                                   6 0.204290E-01  0.116549E+01 -0.941022E-01   0.858205E+00  0.146084E+00 2              0.000000E+00  0.000000E+00  0.00O000E+00 0.217861E+00  0.292357E+01 -0.153456E+00   0.158155E+01  0.343938E-02 2              0.OOOOOOE+00  0.000000E+00   0.00000CE+O0 0.655636E+00  0.616536E+/-0l -0.226516E+00   0.265272E+01 -0,406212E+00                                   3  C 0.000000E+00  0.000000E+00  0.000000E+00                                                              0(73 10 0.151279E+01  0.115952E+02 -0.292106E+00   0.401029E+01 -0.130997E+01 0.000000E+00  0.000000E+0O   0.000000E+00                                                           (.0 0.301378E+01  0.197192E+02 -0.304626E+00   0,525815E+01 -0.298423E+01

GT STRUM 27 - SouthWall missile CT~~~~~~~~                                         SSUD    27  ~
                                                                                          -   otwl ~ islell~~l0:42  Cn.~hr    20   2007 Parr e 3 12                2               0.000000E+00  0.000000E+00   0.000000E+00 0.525148E+01  0.2996638+02  -0.222792E+00      0.548704E+01    -0.551501E+01 13                2               o.000000E+00  0.000000E+00   0.000000E+00 0.767681E+01  0.394507E+02  -0.906053E-01      0.368062E+01    -0.822759E+01 14                2               0.000000E+00  0.000,000E+00  0.000000E+00 0.880520E+01  0.434584E+02   0.000000E+00      0.000000E+00    -0.947411E+01 15                                0.000000E+00   0.00000D2+00  0.000000E+00 0.767681E+01   0.394507E+02  0.906053E-01    -0.368062E+01      -0.822759E+01 16                                0.000000E+00  0.000000E+00   0.000000E+00 0.525146E+01  0.2996'63E+02  0.222792E+00    -0.548704E+01      -0.551501E+01 17                2               0.000000E+00  0.000000E+00   0.000000E+00 0.301378E+01  0.197192E+02   0.304626E+00    -0.525815E+01      -0.298423E+01 18                                0.000000E+00   0.000000E+00  0.000000E+00 0.151279E+01   0.115952E+02  0.292106E+00     -0.401029E+01     -0.130997E+01      . ......
19                                0.000000E+00   0.000000E+00  0.O00000E+00 0.655636E+00   0.616536E+01  0.226516E+00    -0,265272E+01      -0.406212E+00 r7 T7&
20                                0.000000E+00  0.000000E+00   0.000000E+00 0.217861E+00  0.292357E+01   0.153456E+00    -0.158155E+01       0.343938E-02 21                2               0.000000E+00  0.000000E+00   0.000000E+00 0.204290E-01  0.116549E+01   0.941022E-01    -0.858205E+00       0.146064E+00 22                2               0.000000E+00  0.000000E+00   0.000000E+00 IC-                     C)
                                    -0.510768E-01   0.310897E+00   0.527506E-01      0.416779E+00      0.163392E+00 CD 23                2               0.000000E+00   0.000000E+00  0.000000E+00                                                                          C)
                                    -0.626140E-01  -0.383581E-01   0.267432E-01    -0.168932E+00       0.131848E+00 w
24                2               0.000000E+00   0.000000E+00  0.000000E+00
                                    -0.490043E-01  -0.127826E+00   0.118801E-01    -0.416223E-01       0.875596E-01 25                                0.000000E+00   0.000000E+00  0.000000E+00
                                    -0.268305E-01  -0.979648E-01   0.455018E-02      0.138652E-01      0,442638E-01 0CD 26                                0.000000E+00   0.000000E+00  0.000000E+00                                                                        3&-4
                                    -0.244988E-02  -0.301279E-01   0.287135E-02      0.23193!E-01      0.688708E-02 27                                0.000000E+00   0.000000E+00  0.000000+E00 0.119979E-01   0.121160E-01 -0.940880E-02      0.182148E-01     -0.178596E-01                               CD a,
Co  CD0 28                                0.000000E+00  0.0000002+00   0. 00000E+00                                                                   CD
                                     -0.289654E-01 -0.261273E-02  -0.263598E-02      0.665964E-02     -0.220775E-01 29                                0.000000E+00   0.000000E+00  0.000000E+00
                                     -0.821133E-02 -0.6128042-02  -0.236812E-01      0.113474E-01      0.763798E-02 CD

09:34:23 September 20, 2007 Page 36 GT STRUDL 27 - Southwall missile                                                                 08:34:23 September 20. 2007 Page 36 GT STRUPL 27 - SouthWall missile 30                 4         0.000000E+00  0.000000E+00  0.000000E+00 0.197693E-01  0.107949E-01 -0.117030E-01   0.2306425-01  0.342043E-01 31                 4         0.000000E+00  0.000000E+00  0.OOOOOOE+00 0.624722E-01  0.690125E-01  0.461409E-01   0.450592E-01  0.637937E-01 32                           0.0000005+00  0.0000005+00   0.000000E+00 0.144713E+00  0.2212975+00  0.174606E+00   0.859148E-01  0.866183E-01 33                 4         0-O00000E+00  0.000000+/-E00  0.000000E+00 0.296303E+00  0.5476995+/-00  0.422631E+00   0.151771E+00  0.857350E-01 34                           0.000000E+00  O.000000E+00  0.000000E+00 0.553854E+00  0.116749E+01   0.862009E+00  0.246883E+00  0.234384E-01 35                           0.0000005+00  0.000000E+00  0.000000E&#xf7;00 0.952900E+00  0.224233E+01   0.158065E+01  0.366753E+00 -0.172259E+00 36                           0.000000E+00  0.000000E+00   0.000000E+00 0.150019E+01  0.396021E+01   0.265107E+01  0.485831E+00 -0.624323E+00 37                           0.000000E+00  0.000000E+00   0.000000E+00 0.210582E+01  0.648175E+01   0.404287E+01  0.543921E+00 -0.151551E+01 C) 0.000000E+00  0.000000E+00                                                                 0) 38                           0.000000E+00 0.246581E+01  0.983728E+01   0.543422E+01  0.456561E+00 -0.305373E+01 39                           0.0000005+00  0.0000005+00   0.000000E+00 0.2056545+01  0.137535E+02   0.594038E501  0.208398E+00 -0.530361E+01                                    0 40                           0.0000005+00  0.000000E+00   0.000000E+00
                                                                           -0.308155E-02 -0,776190E+01 z
0.846737E+00  0.172676E+02   0.4207135+01 0
41                           0.000000E+00  0.000000E+00   0.000000E+00 0.109027E+00  0.187441E+02   0.000000+E00  0.000000E+00 -0.892654E+01 42                           0.00C0000E+00 0.000000E+00   0.000000E+00                                                                C')
0,846737E+00  0.172676E+02 -0.420713E+01   0.308155E-02 -0,776190E+01                                    --4 0
43                 4         0.000000E+00  0.000000E+00   0.000000E+00 0.205654E+01  0.137531E+02 -0.594038E+01  -0.208398E+00 -0.530361E+01 44                 4         0.000000E+00  0.000000E+00   0.000000E+00                                                                C) 0.2465815+01  0,983728E+01 -0.5434225+01  -0.456561E+00 -0,305373E+01 45                 4         0.000000E+00  0.000000E+00   0.000000E+00 0.210582E+01  0.648175E+01 -0.404287E+01  -0.543921E+00 -0.151551E+01 0.000000E+00                                                           CD 3   3 46                 4         0.000000E+00  0.000000E+00 0.150019E+0. 0,396021E+01 -0.265107E+01  -0.485831E+00 -0,624323E+00 47                 4         0.000000E+00  0.000000E+00   0.000000E+00 0.952900E+00  0.224233E+01 -0.158065E+01  -0.366753E+00 -0.172259E+00                               00O

08:34:23 September 20, 2007 Page 37 GT STRUM 27 - Southwall missile 48                           0.000000E+00  0.000000E+00   0 000000E+00 0.553854E+00  0.116749E+01  -0.862009E+00  -0.246883E+00   0.234384E-01 49                           0.000000E+00  0.000000E+00   0.000000E+00 0.296303E+00  0.547699E+00  -0.422631E+00  -0.151771E+00   0.857350E-01 50                           0.OOOOOOE+00  0.000000E+00   0.000000E+00 0.144713E+00  0.221297E+00  -0.174606E+00  -0.859148E-01   0.866183E-01 4          0.000000E+00  0.000000E+00   0.000000E+00 0.624722E-01  0.690125E-01  -0.461409E-01  -0.450592E-01   0.637937E-01 52                           0.000000E+00  0.000000E+00   0.000000+00 0.197693E-01  0.107949E-01   0.117030E-01  -0.230642E-01   0.342043E-01 53                4          0.000000E+00  0.000000E+00   0.OOOOOOE+00
                                -0.821133E-02 -0.612804E-02   0.236812E-01  -0.113474E-01   0.763798E-02 54                2          0.000000E+00  0.000000E+00    0.000000E+00
                                -0.289654E-01 -0.261273E-02    0.263598E-02 -0.665964E-02   0.220775E-01 2          0.000000E+00  0.000000E+00   0.OO0000E+00
                                -0,848464E-01 -0.182589E-01  -0.342747E-03    0.310616E-01 -0.206932E-01 4          0.000000E+00  0.0000008E,00  0.000000E+00
                                -0.197526E-02  0.927535E-02  -0.170809E-01    0.312382E-01  0.599517E-02 0
4          0.000000E+00  0.000000E+00    0.000000E+00 0.771214E-01  0.425428E-01    0.916738E-02   0.383241E-01  0.178143E-01 58                4          0.000000E+00 0.193901E+00 0.OOOOOE+00 0.861106E-01 0.000000E+00 0.970929E-01   0.585312E-01  0.285531E-01 z
0 59                           0.000000E+00  0.000000E+00    0.000000E+00 0.387666E+00  0.140397E+00    0.280792E+00   0.916981E-01  0.254221E-01 60                           0.000000E+00  0.000000E+00   0.000000E+00                                                                   Cl) 0.702748E+00  0.200381E+00    0.621535E+00   0.135978E+00 -0.891793E-02 61                           0.000000E+00  0.000000E+00   0.000000E+00 0.120460E+01 C.,
0.117884E+01  0.246229E+00                   0.181918E+00 -0.107783E+00 62                4          0.000000E+00  0.0000O0E+00   0.000000+E00 0.182267E+01  0.231006E+00   0.213009E+01    0.203928E+00 -0.327746E+00 63                4          0.000000E+00  0.000000E+00    0.000000E+00 0.254108E+01  0.700263E-01    0.348085E+01   0.148241E+00 -0.757017E+00                                  CD 64                4          0.000000E+00  0.000000E+00   o.ooooooE+00 0.300569E+01 -0.343724E+00    0.524980E+01 -0.751829E-01  -0.152057E+01 4          0.OOOOOOE+00  0.000000E+00   0.000000E+00 0.242844E+01 -0.102481E+01    0.719261E+01  -0.563708E+00 -0.278156E+01 Nj

GT STRUDL 27 - SouthWall missile                                                                    08:34:23 September 20, 2007 Page 38 66                 4          0.000000E+o00  0.000000E+00  0.O000000E+o0
                                 -0.630158E+o0  -0.152125E+01  0.846784E+01  -0.124092E+01  -0.475393E+01 67                 4          0.000000E+00   0.OOOOOOE+00  0.000000E+00
                                 -0.682766E+01  -0.908932E+00  0.681081E+01  -0.127462E+01  -0.768516E+01 68                 4          0.000000E+00   0.000000E+00  0.000000E+00
                                 -0.!06514E+02  -0.l97620E+00  0.000000E+00    0.000000E+00 -0.942166E+01 69                 4          0.000000E+00   0.O00000E+00  0,000000E+00
                                 -0.682766E+01  -0.908932E+00 -0.681081E+01    0.1274622+01 -0.768516E+01 70                 4          0.000000E+00   0.000000E+00  0.000000E+00
                                 -0.630158E+00  -0.152125E+01 -0.846784E+01    0.124092E+01 -0.475393E+01 71                            0.000000E+00   0.000000E+00  0.000000E+00 0.242844E+01  -0.102481E+01 -0.719261E+01    0.563708E+00 -0.278156E+01 72                 4          0.000000E+00   0.000000E+00  0.O000000E+00 0.300569E+01  -0.343724E+00 -0.524980E+01    0.751829E-01 -0.152057E+01 73                 4          0.000000E+00   O.OOOOOOE+00  0.000000E+00 0.254108E+01   0.700263E-01 -0.348085E+01  -0.14824!E+00  -0.757017E+00 74                 4          0.000000E+00   0.000000E+00   0.000000E+00                                                                    0 0.182267E+01   0.231006E-00 -0.213009E+01  -0.203928E+00  -0.327746E+00                                       5-75                            0.000000E+00   0.000000+/-+00  0.000000E+00 0.117884E+01   0.246229E+00 -0.120460E+01    0.181918E+00 -0.107783E+00 0
76                            0.000000E600   0.000000E+00   0.000000E+00
                                                              -0.621535E+00  -0.135978E+00  -0.891793E-02 z
0.702748E+00   0.200381E+00                                                                                   0 77                            0.000000E+00   0.000000E+00  0.000000E+00 0.387666E+00   0-140397E+00 -0.280792E+00    0.916981E-01   0.254221E-01 78                            0.000000E+00   0.000000E+00  0.000000E+00                                                                     C',
0.193901E+00   0.861106E-01 -0.970929E-01  -0.585315E-01    0.285531E-01                                        4 0.000000E+00                                                                    6 79                            0.000000+00    0,000000E+00 0,771214E-01   0.425428E-01 -0.916738E-02  -0.383241E-01    0.178143E-01                                      0 80                            0.000000E+00   0.000000E+00  0.000000E+00
                                 -0.197526E-02   0.927535E-02  0.170809E-01  -0.312382E-01   0.599517E-02 n-o.
81                 2          C.0000006&#xf7;00   0.000006E+00  o.000O0OE+00                                                             ) (0CD C
                                 -0.848464E-01  -0.182589E-01  0.342747E-03   -0.310616E-01 -0.206932E-01 CDn 82                            0.000000E+00   0.000000E+00  0.000000E+00
                                                -0.223405E-01  0.150304E-03    0.427607E-01 -0.954680E-02
                                 -0.115211E+00 CDw'=
83                 4          0.0000006+00   0.000000E+00  0.000000E+00 0.581645E-02   0.854795E-02 -0.5253616-02    0.424544E-01   0.226914E-02                                 00WC

GT STRUDL 27 - SouthWall missile                                                                     08:34:23 September 20, 2007 Page 39 84                4          0 .000000E+00   0. 000000E+00   0.300OOOE+00 0.132476E+00    0.333831E-01    0.162271E-01  0.465097E-01   0.729109E-02 85                           0.000000E+00    0.000000E+00    0.000000E+00 0.317603E+00    0.326777E-01    0.781678E-01  0.570537E-01   0.104621E-01 86                4          0.OOOOOOE+00    0.000000E600    0.000000E+00 0.615131E+00   -0.3391622-01    0.203762E+00  0.675194E-01   0.435197E-02 87                4          0.000O00E+00    O.O00000E+00    0.000000E+00 0.108283E+01  -0.235797E+00     0.431534E+00  0.653868E-01 -0.210174E-01 88                4          0.000000E+00    0.000000E+00    0.000000E+00 0.176466E+01  -0.691081E+00     0.813836E+00  0.243106E-01 -0.842587E-01 89                 4          0.000000E+00    0.0000006+00    0.000000E+00 0.264785E+01  -0.158623E+01     0.141194E+01 -0.105423E+00 -0.216370E+00 90                4          0.000000E+00    0.000000E+00    0.000000E+00 0.357271E+01  -0.319133E+01     0.228330E+01 -0.410492E+00 -0.466736E+00 91                4          0.0000006+00    0.00000E+00     0.O000OOE+00 0.406690E+01  -0.585670E+01     0.346516E+01 -0.103114E+01 -0.914472E+00 92                4          0.000000E+00    0.000000E+00    0.000000E+00 0.306518E+01  -0.996356E+01     0.497028E+01 -0.217831E+01 -0.170504E+01 0
93                                                                                                                                        :3 4          0.000000E+00    0+000000E+00    0.000000E+00
                                 -0.158257E+01  -0.157286E+02     0.677184E+01 -0.414390E+01 -0.318293E+01 94                            0.000000E+00    O.O00000E+00    0.000000E+00
                                 -0.146423E+02  -0.221392E+02     0.688124E+01 -0.581648E+01 -0.762033E+01                                    C) 0.000000E+00    0.000000E+00    0.000000E+00
                                 -0.241102E+02  -0.252455E+02     0.00O000E+00  0.000000E+00 -0.110850E+02 96                            0.000000E+00    0.000000E+00    0.000000E+00
                                 -0.146423E+02  -0.221392E+02   -0.688124E+01   0.581648E+01 -0.762033E+01 C,)
97                            0.000000E+00    0.000000E+00    0.000000E+00
                                 -0.158257E+01  -0.157286E+02   -0.677184E+01   0.414390E+01 -0.318293E+01 98                            0.000000E+O0    0.000000E+00   O.O000000E+0                                                              =0 (
0.306518E+01  -0.996356E+01   -0.497028E+01   0.217831E+01 -0.170504E+01 3cn3 99                            0.000000E+00    0.000000E+00   0.000000E+00                                                            C(Dl 0.406690E+01  -0.5856706+01   -0.346516E+01   0.103114E+01 -0.914472E+00 i00                           0.000000E+00    0.000000E+00   0.OOOOOOE+00 0.357271E+01  -0.319133E+01   -0.228330E+01   0.410492E+00 -0.466736E+00 CoC) 101                            0.000000E+00    0.000000E+00   0.000000E+00 0.264785E+01  -0.158623E+01   -0.141194E+01   0.105423E+00 -0.216370E+00

GT STRUDL 27 - SouthWall missile                                                                   08:34:23 September 20, 2007 Pag 4__0 102                4          0.000000E+00  0.000000E+00   0.000000E+00 0.176466E+01 -0.691081E+00  -0.813836E+00  -0.243106E-01 -0.842587E-01 103                4          0.000000E+00  0.000000E+00   0.000000E+00 0.108283E+01 -0.235797E+00  -0.431534E+00  -0.653868E-01 -0.210174E-01 104                           0.0000OOE+/-00  0.O00000E+00   0.000000E+O0 4          0.615131E+00 -0.339162E-01  -0.203762E+00  -0.675194E-01  0.435197E-02 105                           0.000000E+00  0.000000E+00   0.000000E+00 0.317603E+00  0.326777E-01  -0.781678E-01  -0.570537E-01  0.104621E-01 106                           0.000000E+00   0.000000E+00   0.000000E+00 0.132476E+00  0.333831E-01  -0.162271E-01  -0.465097E-01  0.729109E-02 107                           0.000000E+00  0.000000E+00   0.000000E+00 0.581645E-02  0.854795E-02    0.5253818-02 -0.424544E-01  0.226914E-02 108                2          0.000000E+00  0.000000E+00    0.000000E+00
                                 -0.115211E+00 -0.223405E-01  -0.150304E-03  -0.427607E-01 -0.954680E-02 109                           0.000000E+00  0.000000E+00    0.000000E+00
                                 -0.122971E+00 -0.224249E-01    0.000000E+00  0.454402E-01  0.000000E+00                                       0 110                           0.000008+0oo  0.000000E+00    0.000000E+00 0.982365E-02   0.650514E-02   0.0000008E+0  0.452402E-01  0.000000E+00                                       0 ill                           0.000000E+00   0.000000E+00   0.000000E+00 0.154806E+00   0.242639E-01   0.000000E+00  0.484466E-01  0.000000E+00 Cl) 112                           0.000000E+00  0,000000E+00    0.000000E+00                                                                   0 C) 0.366278E+00  0.131264E-02    0.000000E+00  0.557857E-01 -0.670552E-10 0
113                4          0.000000E+00  0.000000E+00    0.000000E+00 0.703691E+00 -0.118060E+00    0.000000E+00  0.592718E-01  0.000000E+00                                       =3 114                4          0.000000E+00  0.000000E+00   0.000000E+00 0.122957E+01 -0.427281E+00    0.000000E+00  0.432479E-01  O.000000E+00 115                4          0.000000E+00   0.000000E+00   0.000000E+00                                                                   CD, 0.198932E+01 -0.108002E+01    0.000000E+00 -0.235857E-01  0.143051E-08 116                4          0.000000E+00   0.000000E+00   0.000000E+00 0.296396E+01 -0.2312918+01    0.000000E+00 -0.198737E+00  0.000000E+00 00 117                           0.000000E+00  0.000000E+00   O.000000E+00 0.397499E+01 -0.4.46723E+01   0.O00000E+00 -0.582978E+00  0.000000+E00 118                           O.O00000E+00  0.000000E+00   0.000000E+00 4 co C:)
0.451755E+01 -0.801204E+01   0.000000E+00  -0.135127E+01  0.114441E-07                                (;I 119                           0.000000E+00  0.000000E+00    0.000000E+O0 0.347938E+01 -0.136070E+02    0.000000E+00 -0.282901E+01  0.228882E-07

isl                                                                                    08:34:23 Septenber 20. 2007   P'3*. 4 GT STRUDI, 27 - 5outba]
pvp-&#xfd; 222                                                r,. U0C2C0OC0B00
                                                     -0.223739E&#xf7;02         -0.3814722-08  -0.575127E+01   O.0000000E+0
: 0. 000000E00         O.GO000E+O0 122                        0. C00000E.00                                0.000000E+00
                              -0.18!9972+02          -0.343482E+02                        -0.924844+40.1  0.000000E+00 122 123 0.0000000.00
                              -0.311898E+02 0.0000002.00 0.0000002+00
                                                     -0,409632E,02 0.000000E.00 C.000000E.00 0.00OO000E+0 0.000000E+00 0.000000E*00   O.0000000E+0             H1   :4
                              -0.183997E-02          -0.343482E',02         0.000000E+00   0,924844E+01   0.000000E+00 124                         2.02O0030E.O0          0.0300000E.Co        O.OOOOOOE+OO
                              -0.14.624E010          --0.223739E+02         0.00000+.00    0.575127E+01   0.000000E-00
    ,25                         C.00023DE403           0.0010C0E+00         0.0000003+00 C.3479389+0i         -C.136070E202          0.3000000+20   0,232901E+01   0.114441=-07 126                         C. 00000,E00           0.C00000E.00         0.000000E*00 0.451755E+01         -0.801204E.01                         0.135127E401   0,72205E-08 0.000000E+00 127                         O.0C0000E+00           0,C000000,00         0.00000CE00                                                        *IA .'
0.397;99E.01         -0.446723E401          0.00000E0802   0.582978E&#xf7;00   0.000000E+00 128                         0.COOOOE+0C            O.I000200E00                                                                  1WA 0.2963 962*+O         -0.231291E&#xf7;01         GO.0D0COE,+C0  0.198737E-00   0.0000002+00 O.000000*O00                                                                         a 12.9                        0. 000000E+20          0.000000200          O.0008008*00 0.000COOE+00 0.198932E2O2         -0.108002E,01                         0.235867E-01   0.i07268E-O8 C-130                         0,.00008E-400          O.0000004E00         0.000000E+00 0 OOC0008+O00                                                                        :3 0.122957E-01          -0.4272S1E02                        -0.432479E-01  -0.8940700-10                                           0 O.OOOO0000+o 131                         0.0000000E000          0.000200E+30         0.O0000006+00 0.703691E+00         -0.1.29DOE400          0.0000002+00  -0.592718E-01                                                          z0 132                         0.000000E+00           0.0002002E.0C        0.000000E+00 0.366278E+00           0.131204E-02         0.000000O+00  -0.557857E-01   0.00000020E00                                           69 0.0000002+00 133                         0,00000DE00            0.002000E+0c         0.000000+.00 0,-543062+00           0,242639E-01                       -0,484460E-01   0.0000022E+0                                            c/n 0.0000002.00                                                                          C) 0.0000003+00 134                                                3.000030E&#xf7;00 0.9823655-32           2.650514E-02         0.149012E-10  -0.452402E-01  -0.558')94E-11 0.000000E+00                                                                          C) 135                 2       0.003008.320           0.300C008E,0         0.000002*40
                              -0. 122971T+00          -0.224249E-01                       -0.454402E-01   0.002000E2,00
                                                                                                                                                             >-4 0.00O3200,&#xf7;00                               3.O00000E2400 136                 2                              0.0OCO02E.0
                                 -2115211E2.00        -0.223405E-07        -0.150304E-03   0.427607E-01   0.95468CE-02 0.5023000E2C 0.5$e16452-0 C.0000COE-00         0.000000E.00                                                                 ---3 C.854759E-02         0.525381E-02   0.424544E-01  -C.226914E-02 bi2b1o
                                                                                                                                 -,. IC*/
i   * -'-*           7-.,                \ *1 J     - -

GT STRUDL 27 - SouthWall missile                                                                    06:34z23 September 20, 2007 Paqe 42 138               4           0.O00000E+00   0.000000E+00  0.000000E+00 0.132476E+00   0,333831E-01 -0.162271E-01   0.465097E-01 -0.729109E-02 139                            0.000000E+00   0.000000E+00  0.000000E+00 0.317603E+00   0.326777E-01 -0.781678E-01   0.570537E-01 -0,1046212-01 140               4           0.000000E+00   0.000000E+00  0.000000E+00 0.615131E+00 -0.339162E-01  -0.203762E+00   0.675194E-01 -0,435197E-02 141                            0.000000E+00   0.000000E+00  0.000000E+00 0.108283E+01 -0,235797E+00  -0.431534E+00  0.653868E-01   0.210174E-01 142                           0.000000E+00   0.000000E+00  0.000000E+00 0.176466E+01 -0.691081E+00  -0.813836E+00  0.243106E-01   0.842587E-01 143                            0.000000E+00   0.000000E+00  0.000000E+00 0.264785E&#xf7;01 -0.158623E+01  -0.141194E+01  0.105424E+00   0.216370E+00 144                            0.000000E+00   0.000000E+00  0.000000E+00 0.357271E+01 -0.319133E+01  -0.228330E+01 -0.410492Z+00   0.466736E+00 145                            0.000000E+00   0,000000E+00  0.000000E+00 0.406690E+01 -0.585670E+01  -0.346516E+01 -0.103114E+01   0,914472E+00 146                            0.000000E+00   0.000000E+00  0.00000DE+00 0,306518E+01 -0.996356E+01  -0.497028E+01 -0.217831E+01   0.170504E+01 0
                                                                                                                                              =3 147                4           0.000000E+00   0.000000E+00  0.000000E+00
                                 -0.158257E+01  -0.157286E+02  -0.677184E+01 -0.414390E+01   0.318293E+01 148                4           0.0000002+00
                                 -0.146423E+02 0.0000002+00
                                                -0.221392E+02 0.000000E+00
                                                               -0.688124E+01 -0.581648E+01   0.762033E+01 z
0 149               4            0.000000E+00   0.000000E+00  0.000000E+00
                                 -0.241102E+02  -0.2524552+02   0.0000002+00  0.000000E+00   0.110850E+02 150               4           0.000000E+00   0.000000E+00   01000000E+00                                                                  CD
                                 -0,146423E+02  -0.221392E+02   0.688124E+01  0.581648E+01   0.762033E+01                                     --4 6
151                           o.oooooo0+oo   O,000000E+oo   0.000000E+00                                                                  C0
                                 -0.158257E+01  -0,157286E+02   0.677184E+01  0.414390E+01   0.318293E+01
                                                                                                                                           >2 152                           0,000000E+00   O.000002E+00   0.000000E+00 0.306518E+01  -0.996356E+01   0.497028E+01  0.217831E+01   0.170504E+01 02D 153                           0.000000E+00   0.000000E+00   0.O0000OE+00 0.406690R+01  -0.585670E+01   0.346516E+01  0.103114E+01   0.914472E+00 CDn 154                           0.000000E+00   0.000000E+oo   0.000000E200 0,357271E+01  -0.319133E+01   0.228330E+01  0.410492E+00   0.466736E+00 wD=
155               4           0.000000E+00   0.000000E+00   0.000000E+00 0.264785E+01  -0.158623E+01   0.141194E+01  0.105423E+00   0.216370E+00

06:34:23 September 20, 2007 Page 43 GT STRUDL 27 - SouthWall missile 156                           0.000000E+00  0.000000E+00   0,000000E+00 0.176466E+01 -0.691081E+00   0.913836E+00  -0.243106E-01   0.842587E-01 157                           0.00  OOE+00  0.000000E+00   0.000000E+00 0.108283E+01 -0.235797E+00   0.431534E+00  -0.653868E-01   0.210174E-01 158                4          0.000000E+00  0.000000E+00   0.000000E+00 0.615131E+00 -0.339162E-01   0.203762E+00  -0.675194E-01  -0.435197E-02 159                4          0.000000E+00  0.000000E+00   0.000000E+00 0.317603E+00  0.326777E-01   0.781678E-01  -0.570537E-01  -0.104621E-01 160                4          0.000000E+00  0.0000008+00   0.000000E+00 0.132476E+00  0.333831E-01   0.162271E-01  -0.465097E-01  -0.729109E-02 161                4          0.000000E+00  0.000000E+00   0.000000E+00 0.581645E-02  0.854795E-02  -0.5253818-02  -0.424544E-01  -0.226914E-02 162                2          0.000000E+00  0.O000000E+00  0.000000E+00
                                 -0.115211E+00 -0.223405E-01   0.150304E-03  -0.427607E-01   0.954680E-02 163                           0.000000E+00  O.O000000E+0   0.000000E+00
                                 -0.848464E-01 -0.182589E-01   0.342747E-03   0.310616E-01   0.206932E-01 164                           O.ooooooE+00  0.000000E+00   0.000000E+00                                                                   02
                                 -0.197526E-02  0.927535E-02   0.170809E-01    0,312382E-01 -0.599517R-02 165                           0.000000E+00  0.000000E+00   0.000000E+00 0.771214E-01  0.425428E-01  -0.916738E-02    0.3832418-01 -0.178143E-01 166                           0.000000E+00  0.0000D00E00   0.000000E+00
                                                                                                                                              ~0 0.193901E+00  0.861106E-01  -0,970929E-01    0.585315E-01 -0.2855318-01 167                4          0,000000E+00  0.000000E+00   0.000000E+00 0.387666E+00  0.140397E+00  -0.280792E+00    0.916981E-01 -0.254221R-01 168                4          0.000000E+00  0.000000E+00   0.000000E+00                                                                   C) 0.702748E+00   0.200381E+00 -0.621535E+00    0.135978E+00   0.891793E-02 169                4          0.000000E+00   0.000000E&#xf7;00  0.000000E+00                                                                   C) 0.1077835+00                                     w 0.117884E+01  0.246229E+00  -0.120460E+01    0.181918E+00 170                4          0.000000E+00  o.000000E+00   O.O00000E+OO 0.182267E+01  0.231006E+00  -0.213009E+01    0.203928E00    0.327746E+00                                 >- -
171                           0.000000E+00  0.000000E+00   0.000000E+00                                                                =0 C 0.757017n+00                               Co   <
0,254108E+01  0.700264E-01  -0.348085E+01    0.148241E+00 172                           0.000000E+00  O.000008E+00   0.00O000E+00 0.300569E+01 -0.343724E+00  -0,524980E+01  -0,751829E-01    0.152057E+01 CDW 173                           0.000000E+00  0.000000E+00   0.0000000E+00 0.242844E+01 -0.I02481E+01  -0.719261E+01  -0.563708E+00    0.278156E&#xf7;01 oo

QA*14-*q *@nt*mhmr  96  20Q7 Pa* 44 GT STRUDL 27 - SouthWall missile                                                                                       CSntenmber 20l 2007 Pa  44 CT STUDL   7 -  outh~ll mssil8:3>4:23 174                4             0.000000E+00        0.000000E+00   0.000000E+00
                                    -0.630158E+00       -0.152125E+01  -0.846784E+01   -0.124092E+01   0.475393E+01 175                              0.0000002+00        0,000000E+00   0.000000E+00
                                    -0.682766E+01       -0.908932E+00  -0.681081E+01   -0.127462E+01   0.768516E+01 176                4             0.000000E+00        0.000000E+00   0.000000E+00
                                    -0.106514E+02       -0.197620E+00   0.000000E+00    0.000000E+00   0.942166E+01 177                              0.OOOOOOE+00        0.000000E+00   0.000000E+00
                                    -0.682766E+01       -0.908932E+00   0.681081E+01    0.127462E+01   0.768516E+01 178                               0.000000E+00       0.000000E+00   0.000000E+00
                                    -0,630158E+00       -0.152125E+01   0.846784E+01    0.124092E+01   0.475393E+01 179                               0.000000E+00       0.000000E+00   0.000000E+00 0.242844E+01      -0.102481E+01   0.719261E+01    0.563708E+00   0.278156E+01 180                              0.000000E+00        0.000000E+00   0.000000E+00 0.300569E+01       -0.343724E+00   0.524980E+01    0.751829E-01   0.152057E+01 181                               O.OOOOOOE+00       0.000000E+00   0.000000E+00 0.254108E+01       0.700263E-01   0,348085E+01   -0.148241E+00   0.757017E+00 0
0 182                               O.000000E+00        0.000000E+00   0.000000E+00 0.182267R+01        0.231006E+00   0.213009E+01   -0.203928E+00   0,327746E+00 183                               0.000000E+00        O.O000000E+0   0.000000E+00 0.117884E+01       0.246229E+00    0.120460E+01  -0.181918E+00   0.107783E+00 0.000000E+00 zc-184                4              0,000000E+00       0.000000E+00 0.702748E+00       0.200381E+00    0.621535E+00  -0.135978E+00   0.891793E-02                                       0O 185                4              0.000000E+00       0.000000E+00   0.000000E+00                                                                       0 0.387666E+00        0.1403972+00   0.280792E+00  -0,916981E-01  -0.254221E-01
                                                                                                                                                        > C) 186                4              0.000000E+00       0.000000E+00    0.000000E+00                                                                     -.4 0.193901E+00        0.861106E-01   0.970929E-01  -0.585315E-01  -0.285531E-01                                       6 CA) 187                               0.000000E+00       0.000000E+00   0.000000E+00 0.771214E-01       0.425428E-01   0.916738E-02   -0.383241E-01  -0.178143E-01 188                              0.000000E+00        0.000000E+00   0.000000E+00
                                                                                                      -0.599517E-02
                                    -0.197526:-02        0.927535E-02  -0.170809E-01   -0.312382E-01 7-u*r   <
189                               0.000000E+00        0.000000E+00   0.0O0000E+00                                                                  C) o
                                    -0.8484642-01       -0.182589E-01  -0.3427472-03   -0.310616E-01   0.206932E-01 190                               0.000000E+00        0.000000E+00   0.000000E+00
                                    -0.289654E-01       -0.261273E-02    0.263598E-02    0.6659642-02  0.220775E-01 191                               0.000000E+00       0.000000E+00    0.,000000E+00                                                            (o
                                    -0.821133E-02       -0.612804E-02    0.236812E-01    0.113474E-01 -0.763798E-02

GT STRUDL 27 - SouthWall missile                                                               08:34:23 September 20  2007 Page 45 0624   23 Sentember 20. 7007 Pace 45 GT STRUVL 27 - SouthWall missile 192                 4        0.000000E+00 0.000000E+00  0.000000E+00 0.197693E-01 0.107949E-01  0.117030E-01  0.230642E-01 -0.342043E-01 193                 4        O.000000E+00 0.000000E+00  0.000000E+00 0.624721R-01 0.690125E-01 -0.461409E-01  0.450592E-01 -0.637937E-01 194                 4        0.000000E+00 0.000000E+00  0.000000E+00 0.144713E+00 0.221297E+00 -0.174606E+00  0.859148E-01 -0.866183E-01 195                          0.000000R+00 0.000000E+00  0.000000E+00 0.296303E+00 0.547699E+00 -0.422631E+00  0.151771E+00 -0.857350E-01 196                          0.000000E+00 0.0000002+00  0.000000E+00 0.553854E+00 0.116749E+01 -0.862009E+00  0.246883E+00 -0.234384E-01 197                          0.000000E+00 0.000000E+00  0.000000E+00 0,952900E+00 0.224233E+01 -0,158065E+01  0.366753E+00  0.172259E+00 198                          0.OOOOOOE+00 0.000000E+00  0.0000002E00 0.150019E+01 0.396021E+01 -0.265107E+01  0.4858312+00  0.624323E+00 199                          0.000000E+00 0.0000002+00  0.000000E+00 0+210582E+01 0.648175E+01 -0.404287E+01  0.543921E+00  0.151551E+01 C) 200                          0.000000E+00 0.000000E+00  0.000000E+00 0.246581E+01 0.983728E+01 -0.543422E+01  0.456561E+00  0.305373E+01 03 201                          0.000000E+00 0,000000E+00  0-000000E+00                                                                  Z) 0.205654E+01 0.137531E+02 -0.594038E+01  0.208398E+00  0.530361E+01 202                 4        0.000000E+00 0.846737E+00 0.000000E+00 0.172676E+02 0.000000E+00
                                                           -0.420713E+01 -0.308155E-02  0.776190E+01                                      z0 203                 4        0.000000E+00 0.000000E+00  0.000000E+00 0.109027E+00 0.187441E+02  0.000000E+00  0.000000E+00  0.892654E+01 204                 4        0.000000E+00 0.000000E+00  0.000000E+00                                                                   cn 0.846737E+00 0.172676E+02  0.420713E+01  0.308155E-02  0.776190E+01 C) 205                          0.000000E+00 0.000000E+00  0.000000E+00 0.205654E+01 0.137531E+02  0.594038E+01 -0.208398E+00  0.530361E+01                                       C) 206                          0.000000E+00 0.000000+E00  0.000000E+00 0.246581E+01 0.983728E+01  0.543422E+01 -0.456561E+00  0.305373E+01                                     >4 207                          0.000000E+00 0.000000E+00  0.000000E+00 0.210582E+01 0.648175E+01  0.404287E+01 -0.543921E+00  0.151551E+01                                  03 cc CD   6 208                          0.000000E+00 0.000000E+00  O.000002E+00 0.150019E+01 0.396021E+01  0.265107E+01 -0.4858312+00  0.624323E+00 209                          0.000000E+00 0,000000E+00  0.000000E+00 0.952900E+00 0.224233E+01  0.158065E+01 -0.366753E+00  0.172259E+00                                03w C)

20,  2007 Page ae4 46 2,20 GT STRUDL 27 - SouthWall missile 210                           0.000000E+00  0.000000E+00   0.000000E+00 0.553854E+00  0.1167495+01   0.862009E200 -0.246883E+00  -0.234384E-01 211                4          0.000000E+00  0.000000E+00   0.000000E+00 0.296303E+00   0.547699E+00  0.422631E+00 -0.1517715+00  -0.857350E-01 212                4          0.000000E+00  0.000000E+00   0.000000E+00 0.144713E+00  0.221297E+00   0.174606E+00 -0.859148E-01  -0.866183R-01 213                4          0.000000E+00   0.000000E+00  0.OOOOOOE+00 0.624721E-01  0.690125E-01   0.461409E-01 -0.450592E-01  -0.637937E-01 214                4          0.000000E+00  0.000000E+00   0.000000E+00 0.1976932-01  0.107949E-01  -0.117030E-01 -0.230642E-01  -0.342043E-01 215                           0.000000E+00  0.000000E+00   0.0D0000E+00
                                 -0.821133E-02 -0.612804E-02  -0.236812E-01 -0.113474E-01  -0.763798E-02 216                           0.000000E+00  0.0000O+/-E+00   0,000000E+00
                                 -0.289654E-01 -0.261273E-02  -0.263598E-02 -0.665964E-02   0.220775E-01 217                           0.000000E+00  0.000000E+00   0.000000E+00 0.119979E-01  0.121160E-01  -0.940850E-02 -0.182148E-01   0.178596E-01 0
218                           0.000000E+00   0.000000E+00  0.000000E+00                                                       C-)
                                 -0.244988E-02 -0.301279E-01   0.287!35E-02 -0.231931E-01  -0.688708E-02
:3 219                           0.000000E+00  0.000000E+00   0.000000E+00
                                 -0.268305E-01 -0.979648E-01   0.455018E-02  -0.138652E-01 -0.442638E-01 220                           0.000000E+00  0.000000E+00   0.000000E+00                                                       zt-
                                 -0.490043E-01 -0.1278265+00   0.218801E-01   0.416223E-01 -0.875596E-01                          0 221                2          0.000000E+00  O.O000000E+0   0.000000E-00
                                 -0.626140E-01 -0.3835812-01   0.267432E-01   0.168932E+00 -0.131848E+00 C,,
222                2          0,000000E+00  0.000000E+00   0.000000E+00
                                 -0.51076BE-01  0.31i0897E+00  0.527506E-01   0.416779E+00 -0.163392E+00 223                2          0.0000000E+0  0.000000E+00   0.000000E+00 0.204290E-01  0.116549E+01   0.941022E-01   0.858205E+00 -0.146084E+00                        0  ZCoC CD, 224                           0.000000E+00  0.000000E+00   0.000000E+00 0.217861E+00  0.292357E+01   0.153456E+00   0.158155E+01 -0.343938E-02 225                           0.000000E+00  O.O00000E+00   0.000000E+00 0.655636E+00  0.616536E+01   0,226516E+00   0.265272E+01  0.406212E+00 CD 00o 226                           0.000000E+00  0.000000OE+00  0,000000E+00 0.151279E+01  0.115952E+02   0.292106E+00   0.401029E+01  0.1309975+01 227                           0.O00000E+00  0.000000E+00   0.000000E+00 0.301378E+01  0.197192E+02   0.304626E+00   0.525815E+01   0.298423E+01

08:34:23 September 20, 2007 Page Pae4 47 CT SRUD27      Soth~al msil CT       SRUO 27 Soth~alms:
ile083:3                                                                                        Spebr2,        07 228                                                 0.000000E+00        0.000000E+00      0.0000008+00 0.525148E+01        0.299663E+02      0.222792E+00   0.548704E+01  0.551501E+01 229                                                 0.000000E+00        0.000000E+00      O.000000E+00 0.767681E+01        0.394507E+02      0.906053E-01   0.368062E+01  0.822759E+01 230                            2                    0.000000E+00        0.000000E+00      0.000000E+00 0.880520E+01        0.434584E+02      0. 000000+00   0.000000E+00  0.947411E+01 231                            2                    0.00000OE+00        0.000000E+00      0.000000E+00 0.7676818+01        0.394507B+02     -0.906053E-01  -0.368062E+01  0.822759E+01 232                           2                     0.000000E+00        0.000000E+00      0.000000E+00 0.525148E+01        0.299663E+02     -0,222792R+00  -0.548704E+01  0.551501E+01 233                            2                    0. 000000E00        0.000000E+00      0.O000000S+00 0.301378E+01        0.197192E+02     -0.3046268+00  -0.525815E+01  0.298423E+01 234                                                 0.000000E+00        0.000000E+00      0.000000E+00 0.151279E+01        0.115952E802     -0.292106E+00  -0.401029E+01  0.130997E+01 235                                                 0.000000E+00        0.00000OE00       0.000000E+00 0.655636E+00        0.616536E+01     -0.226516E+00  -0.265272E+01  0.406212E+00 C-)
236                                                 0.000000E+00        0.000000E+00      0.000000E+00 0.217861E+00        0.292357E+01     -0.153456E+00  -0.158155E+01 -0.343938E-02 237                                                 0.O00000E+00        0.000000E+00      0.0000008+00                                                                     =-
0.204290E-01        0.116549E+01     -0.941022E-01  -0.858205E+00 -0.146084E+00
                                                                                                                                                                             '0 238                                                 0.000000E+00
                                                       -0.510768E-01 0.000000E+00 0.310897E+00 0.000000R+00
                                                                                             -0.527506E-01  -0.416779E+00 -0.163392E+00 zcn 0
O 239                            2                    0,000000E+00        O.000000E+00      0.000000E+00
                                                       -0.626140E-01       -0.383518E-01     -0.267432E-01  -0.168932E+00 -0.131848E+00 240                            2                    0,000000E+00        0,000000E+00      0.000000E+00
                                                       -0.490043R-01       -0.127826E+00     -0.118801E-01  -0.416223E-01 -0.875596E-01 241                            2                    0.0000008+00        0.000000E+00      0.000000E+00                                                                     C.0
                                                       -0:268305E-01       -0.979648E-01     -0.455018E-02   0.138652E-01 -0.442638E-01 242                            2                    0.000000E+00        0.000000E+00      0.000000E+00                                                                  QCD)
                                                       -0.244988E-02       -0.301279E-01     -0,287135E-02   0.231931E-01 -0.688708E-02 243                            1                    0.000000E+00        0.000000E+00      0.000000E+00                                                              -o <-
0.119979E-01        0.121160E-01      0.940850E-02   0.182148E-01  0.178596E-01 (D
****    MAXIMUM AND          MINIMUM 

==SUMMARY==
OF ABOVE RESULTS ***
* RESULT        +      MAXIMUM        JOINT
* MINIMUM      JOINT
* 01
::                                                                                  03 Ca

08:34:23 September 20, 2007 Page 48 GT STRFUDL 27 - SouthWall missile W
NXX        0.000000E+00  1             0.000000E+00   1 1
NYY
* 0.000000E+00  1             0.000000E+00 0.000O00E+00   1 NXY        0. 00000E+00  14                                    W m
MXX        0.880520E+01  14           -0.311898E+02   122 MYY        0.434584E+02              -0.409630E+02    122 MX'?       0.846784E+01  66          -0.846784E+01    70 VXX        0.924844E+01  123         -0.924844E+01    121 W
W Vyy        0.110850E+02  149          -0.110850E+02   95
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Calculation No.         S07-0037 Revision        0 Attachment C Page C1 ATTACHMENT C            REFERENCE Reinforced Concrete Design, 4th Edition, Chu-Kai Wang & Charles G. Salmon 18.9 YIELD LINE ANALYSIS OF RECTANGULAR TWO-WAY SLABS A typical rectangular two-way slab panel shown in Fig. 18.9.1 has two-way reinforcement within the panel near the bottom face providing positive moment nominal strengths M,,, and M,.,, and it also has*two-way reinforce-ment along the edges near the top face providing negative moment nominal strengths M,,, and M,,,; these strengtbs are Paer unit width of slab. The uniform load to give the collapse condition based on the yield line theory may be determined in terms of the sides a and b, and the absolute values of Map M,, M,,,.n, and M,,anr Edges supported and restrained        I    tl-'-~I b-Capacity                            Capacity    U=e.
lal Dimensions                 (b) Tdp reinforcement        (c) Bottom reinforcement Figure 18.9.1     A rectangular two-way slab panel.
Yield Line Pattern. "T1ree possible yield line patterns are shown in Fig.
18.9.2.,'There is no unknown position in yield line pattern No. 1 of Fig.
18.9.2(a); consequently the nodal forces V need not be predetermined and their value is dictated by statics alone. The unknowns x and yin yield line patterns Nos. 2 and 3 of Figs. 18.9.2(b) and (c) must be determined by means of differential calculus in the virtual work method; but for the equi-librium method, in this particular case the nodal forces to define the yield lines are all zero because the moment strengths under a set of three inter-secting yield lines are identical.
Analysis for Yield Pattern No. 1. Assuming a vertical deflectioni of A at the-intersection of the diagonal yield lines in Fig. 18.9.3, the deflection at the centroids of the four triangles A-B-C-D is A./I. The work done at the V
V+
V
: 18) Yield pattern No. 1        (VI Yield pattern No, 2      (c) Yield pattern No, 3 Figure 15.9.2 Yield line patterns for a rectangular two-way slab panel.

Calculation No.         S07-0037       Revision  0 Attachment    C Page C2 I                     I
               +
Figure 18.9.3 Analysis for yield pattern No. 1.
collapse condition by tihe uniform load is the product of the total load on the entire panel and A/3; thus W - -h()                           (18.9rz.1)
The work done by the yield moments on the boundaries of all four slab segments is, referring to Fig. 18.9.3, W=2(,,, 1  M~~2A()i 2(M,,,                     26Rb L(S (18.9.2)
Equating Eq. (18.9.1) to Eq. (18.9.2) and solving for w,,,
                        = 12        +)M.            +/-A               (18,9.3)
Taling moments about the lower edge of slab segment A in Fig. 18.9.3, 2()a)        (})   -t- V     = (M,   + M,1Q(a)        (18.9.4)
Taking moments about the left edge of slab segment D in Fig. 18.9.3,
: 6)      (M2,6 + M,.)(b) .,- v          (18.9,5)
Eliminating V between Eqs. (18.9.4) and (18.9,5) and solving for wck, the same expression for w,,/4 as Eq. (18.9.3) is obtained.
Analysis for Yield Paftern No. 2. Assuming a vertical deflection of A at the two points of intersection of the yield lines in Fig, 18.9.4, the work done at the collapse .condition by the uniform load on the, entire panel is W = 2WD + 2WA, + 4W,
           =+                    2Q)(a    -  2x)()4)          2        2
          =   (#3ab - 26x)                                            (896 The  tnrl    done by the yield moments on the boundaries of all four slab

Calculation No.          S07-0037         Revision  0 Attachment  C Page  C3 746 Yield Line Theory of Slabs
                  .*-    *--- *0a-       _______
                                                       = 26-A                  j             *.
bX s    Mpy-ff.       /VI Figuat 18.9.4 Analysis for yield pattern No. 2.
segments is, referring to Fig. 18.9.4, W =2(M~ny           + M,,,)(a)    (Lb)    + 2(M,.~ + M~)b             (j)~19.9.7)
Equating Eq. (18.9.6) to Eq. (18,9.7) and solving for wl/,
W
_12[1M(M?=
1                 + M         +       ;,     M_,
                                                                     +
quadratic equxationi                         MrM) 2ar(Mv'> +
Saitilg to zero the derivative of Eq. (18.9.8) with respect to x gives the quadratic equation in x, 4a(M&deg;A     + M.>)x9 + 4hN(M,,,,r + 4,,,Jx - [3ab"(M,,,                 + M0, 1)1 - 0           .
L...                                "                            (18.9,9)
Taking molments about the lower edge of slab segment A in Fig. 18.9.4,
                                   + *N"     -   2x)       Q)    =      . + Ms)(o)
                                      =S,24a(M,,_, + M+/-.
                                   $    2b~x +       bt (a - 2x).
Taking moments about the left edge of slab segment D in Fig. 18.9.4,_
Q,__x)=  6(M.,, + M,,.)b)
Equating Eq. (18.9.10) to Eq. (18.9.11) gives the same quadratic equation in I as Eq. (18.9.9),
The conditon for x = a/2 in Eq, (18.9,9) can be shown to be M,4 + M,          =apy P                               1..g a"+Mforz1                     (18. ii.12) which means that if the sum of positive and negative moment reinforcement

Calculation No.              S07-0037       Revision     0 Attachment      C Page C4 t,9 Yield Una Anals*sis of ReclangularTwo-WaySlabe    747 The condition for x < a/2 in Eq. (18,9.9) can be shown to be M-        form                        (<89.13)
M"~ + M~v,                              2 which means that in order for yield pattern No. 2 to prevail, the reinforce-ment in the a direction is less than. that for yield pattern No. 1 to control.
Analysis for Yield Pattern No. 3. By interchanging the subscripts z and y as well as the quantities a and b in Eqs. (18.9.8), (18.9.9), (18.9,10), and (18.9.11), the following equations applicable to yield line pattern No. 3'are obtained. The quadratic equation in y (Fig. 18.9.2) is 4b(Mn.n + M      Jy2t + 4a2 M.,w + MN,)y - [3ba2 (M,*v. + MW,)]= 0 (18.9.1}4)
Three expressions for wJ4 in terms of y are w!!5_ 12[aNMmy t.Mnpy + 2by(MA.S + M,,PjJ
                                  . a2 (3by - 2y)(
w~_24b(M..~        M,)(1.916
                    - a'y + 3a2 (b - 2y) w~_6(M,,      +                                              (18.9.17 The condition for y < b/2 in Eq. (18,9,14) can be shown to be 4 , 4 +MbI> a M1                                   <. b              ( M 9 . 18 )
ltlI     rk~y+
p.g   h which means that in order for yield pattern No. 3 to prevail, the reinforce-ment in the a direction is more than that for yield pattern No. I to control.
EXAMPLE 18.9.1 Determine the controlling yielh line pattern and the corresponding collapse condition uniform load fir a reetangullar two-way slab panel with dimensions as shown in Fig. 18.9.5(a). The slab- has re-infbrcement in the top near' the edges and in the bottom within the panel.
Obtain solutions for the following three cases:
: 1. M." + M",= 6.25 ft-kips/ft                    MnMV + MM = 4 ft-kips/ft 2, M,,., + MV. = 2 f-kips/ft                     MiN, + M,, = 4 ft.-kips/ft 3
  . M,, + M,,, = Sft-kips/ft                     MA + M = 4f t-kips/ft Solution: (a) Case 1. The applicable yield line pattern may be determined by comparing the ratio of(M . + M,.) to (,                 .         ) with the ratio of 11 ir. W$ Tv. +MO i

Calculation No.                S07-0037 Revision            0 Attachment    C Page C5 7418 Yield Line Theory of SWaXs M"P    per it (c) Bottom reinfor-ement 4a) Dimensions                      (b) Top reiniorrcement
                                             + M.,, - 2.00 ft-k/ft          M,,, + M,,,,    8.00 ft-k/ft 44 M.., + W,,,, - .25 ft-k/ft                                              M. +Mp,         4.00 ft-k/ft
      '*&#xf7;Ml,, = 4.0 ft'k/ft             M,,~ +M,,,p = 4.00 ft-k/ft (e) Case 2                          (f) .Case 3 (d&#xfd; Caw I ol Example 18.9,1.
FIgure 18,9.5 Rectangular two-way ,lab a to that in direction b per foot Since the ratio of reinforcement in direction yield pattern is shown in Fig.
slab width is equal to the ratio of a' to bY, the 189.5(d). Then fr-om Eq. (18,9.3),
IV,_,[2Mazr\        a+ MnPx      KI.M, + MnylVI 12(       aM,       +         b2FM
                                    \2      +          =  0.240      f
                                                                     + M&#xfd;,,) is, in this case, (b) Case 2. The ratio of (M2., + M,,A,) to (My,,
                                  + M.p)        2   =~y . <            1 .5625 (M= +             4 18,9.5(e). The quadratic equation The yield line pattern is as showti in Fig.
(18.9.9) is used to solve for x.
4              + 4bNM&#xfd;,,, +4             -     b(M,,,,,,, - A,,..)      =+
                                                                                         = 0 4(25)(4)x2 + 4(400)(2)x - 3(25M(400)(2)
X2 + 8z - 150 =0 V-=16 4 = 8.884 ft

Calculation No.                   S07-0037 Revision         0 Attachment C Page C6 IUJU L.cMf l   I1,1gi tF    rt*w  .qwwulw .Jbr  F (18.9.11); the fat that it is so serves as a check on the ,...nerical compu-tation.
12(b(Mns  +M 4 > +       Ze r(M,,, +i-y) 4,                  b(Sax      -Mi9 12(400(2) + 2(2V{8.884)(4)]                0.152 k-400f3(255(8.884) - 2(8.884)*}
o,=, = 24a(M..v++/-
4' V2x + 3Sia - 2x) 24(M5(4)                             0 5       i 2(400)(8.884) + 3(400)[25 - 2(8.884)]                     0.152k                  (3-w     _6(M,.    ."      M+Q           6(2)
_,   -   ____=__                   8           = 0 152 ksfa 4,(8,884?                                                                        C (c) Case 3, The ratio of (M,, + M.1) to (M.U + Mv,) is, in this case,                           t 4             ba2 (M~++- M",v)
(MInV 2>             1-5%25 The yield line pattern is as shown in Fig. 18.9,5(o. The quadratic equation (18.914) is used to solve for y.
4b(M,.,, + M,7.,~)t + 4a2(M.~, +               Md,,O)y -     3ba2 (M~~A-           ,,,)=
4(20)(&)V 4 4-6256(4)y - 3(20)(625)(4) = 0 8 Y2 +     125y -      1875    =0 y = 9.375 ft The same uniform load wc/!o is obtained from Eqs. (18.9.15), (18.9.16), or (18.9.17); the fact that it is so serves as a cheek on the numerical compu-tation.
w M_  2a 2(M.,,t + M&#xfd;~ + 200"'.jm + l"'4.
* a2(Sbv    -    2V2) 12([62(4) + 2(20)(9, 375(8)]                   . ksf
                                                                    .273 62513(2o)(9.375) - 2(9,375)'1 w,__ =24b(Mn. + May) 4, 2a'j+3a2 (b-2y) 24(20(8)                                 273 kf 2(625)(9.375) + 3(625)12             -  2(9.317)i w~    _6(  I +IM   "d         6(4      = 0.273 k4f 4                        (S.37512 18.10 CORNER EFFECTS WNRECTANGULAR SLABS In Sec. 18.4 on method of yield line analysis, it has been stated that there d-r~
ika     nnn &#xfd; na     J    wihIn insr nakflprt isp                        in Uddi&#x17d;1'   case lalndnns

Calculation No.                  S07-0037               Revision  0 Attachment      C Page  C7 750 Yield( C      wry of Stabs to all possible yield line patterns must be sought and the one giving the smallest collapse load would actually happen and thus should be used in design. Although the three typical yield line patterns for a rectangular two-way slab panel have been shown in Fig. 18.9.2 and their analysis has been completely treated in Sec. 18.9, it can be demonstrated that the corner yield patterns 4-5-6 shown itt Fig, I8. I0.1-in one-to-one correspondence to yield patterns 1-2--5 of Fig. 18.9.2-inay indeed give a smaller collapse load and therefore control. These comer. patterns are complicated to ana-lyze, either by virtual work method or by equilibrium method. For instance, there are three unknowns E-F-G for the yield line positions; then once the expression for w.1 0 is obtained from the virtual work equation as a function of three independent variables, the partial derivative ofw./#0 with respect to each of the three unknown variables can be equated to zero. In the equilibrium method the same set of equations for the positions of poin&#xfd; E-F--G may be obtained by inserting the predetermined zero or n6nzero nodal forces and applying the moment equation of equilibrium to each of the slab segments.
C                                                                      G F                                    F                                     F (a) Yield pattern No, 4              (b} Yield pattern No. 5           fe      Yield pattern No. 8 Figure 18.1O.,      Comer yield patterns for a rectangular two-way slab panel.
An analysis [5] of a square slab with equal reinforcenrient in the x and y directions will show that the corner yield pattern No. 4 of Fig. 18.10.2(b)
[see also Fig. 18.10. 1(a)J results in iv,,j/ = 22(Mf + Mb,)I/a2 whereas the regular yield pattern of Fig. 18.10.2(a) indicates wJ/ = 24(M,, + M,,)/a 2.
M.,4and M,, are the nominal moment strengths per unit slab width for the negative moment and positive moment regions, respeclively, in each direc-tion, and a is the side of the square. Thus the corner pattern is more critical by approximately (24 - 22)/24 = 8.3%. It may be proper then to discount the results of a regular yield pattern analysis as made in Se. 8.9 for most rectangular slabs by 8 to 10% for reason of corner dIfe's.
It may be pointed out that the yield line'EF in Fig. 18.10.2(b) is a negative moment yidld line; thus when there is no-negative reinforcement, the moment strength along EF is zero. In this case the crack or yield line Etv will not form if the corner A is not held down because the corner would simply lift up. ACI-13.4.6 requires the-provision of special reinforcement at exterior corners in both top and bottom of the slab, for a distance in each direction from the comer equal to one-fifth. the longer span. The use of
     --          -            t.......
                      ............        L---j   .IL.. ... i-*.-.. , &r .n' . j.a*'Iko' nrntL~'l f"

Calculation No.                   S07-0037 Revision           0 Attachment   C Page C8 18.11 Application of Y'eld Line Analysib to Speciel Cases 751
                                                                         =!.221}. 4 M,,P)
D        40             a2            C K
a A
A            F    P 0
    =.a fa) Regular yield pattern                                      (b) Cornieyerd pattem Figure 18.10.2       Square slab panel with equal reinforcement in.two directions.
18.11 APPLICATION OF YIELD LINE ANALYSIS TO SPECIAL CASES The yield line theory of slabs, as has been developed and illustrated in the preceding sections, is particularly suitable for special cases involving irreg-ular shapes or irregular boundary conditions. Prerequisite to the analysis of these,cases is the picturing of an applicable yield line pattern. The governing concept here is that rigid body plane rotations of slab segments separated at yield lines are possible under compatible deflection conditions, To this end the following guides may be provided:
: 1. Yield lines end at a slab boundary.
2, A yield line (or its prolongation) between two slab segments passes through the intersection of the axes of rotation of the two adjacent.
slab segments.
: 3. The axes of rotation lie along lines of supports or pass over column supports.
In addition to those already described, two other yield line patterns to further illustrate the use of the above guides are shown in Fig. 18.11.1.
Special Case. Shown in Fig. 1.8. 11. 2 is a rectangular slab simply supported at three edges and free at the upper edge. The posidve moment reinforce-ment parallel to the a dimension provides a nominal moment strength of Mr, per unit of the b distance; and the positive moment reinforcement parallel to the b dimension provides strength M,,,          2 per unit of the a distance.
Two possible yield patterns are shown in Figs. 18.11.2(c) .aad (d); the un-4 Icncnur    ic 'r n iLAn  mitam   M. I -nA a 4.       __4-M..     -44         A.L   0

Calculation No.       S07-0037 Revision        0 Attachment    D Page D1 ATTACHMENT D              GT STRUDL ANALYSIS FOR 3-FT THICK WALL - DESIGN VERIFICATION REVIEW: ALTERNATE CALCULATION METHOD This attachment presents the GT STRUDL analysis for an L-shape frame structure with a 3-ft thick wall and 3-ft thick floor slab. Wind loads are applied in different directions and the worst case load combination is determined based on the maximum bending moment in the wall.
The maximum bending stress at Joint 3 due to various wind load combinations are tabulated below.
Load                                           T      MZ       Ref.
Case       Load Combination                       ft-kip / ft  Page 1        DL+LL                                    -6.88      D7 2           DL                                    -4.76      D8 3          Ww                                     11.02      D8 33          WL                                     -0.53      D8 4           P T                                   -8.63      D8 5       DL+LL+Ww(+y,+x)+PT                        -4.48      D8 55       DL+LL+WL (+y,-x)+PT                      -16.03      D8 6       DL+Ww (+y,+x)+PT                          -2.37      D8 66       DL+WL (+y,-x)+PT                         -13.92      D8 7       DL+LL+Ww (+y,+x)                           4.14      D8 77       DL+LL+WL                                  -7.40      D8 8       DL+Ww                                      6.26      D8 88       DL+WL                                     -5.29      D8 MAX                                            I   -16.03 DL =    Dead load of structure LL =   Live load Ww =      Windward wind loads based on the tornado WL=       Leeward wind loads based on the tornado P T=    Pressure load based on an external pressure drop of 3 psig between inside and outside of the building
                   +y =   interior surface of slab
                   +x =   exterior surface of wall
                   -x =   interior surface of wall The maximum bending moment due to DL + LL + W LEEWARD + P T, Max M is 16.03 ft-kip / ft.
This attachment contains the following applications:
: a. The analysis is in accordance with the Ultimate Strength Design presented in the ACI Code; therefore, the Auxiliary Building South Wall is qualified by elastic (linear) analysis.
: b. The wind loads for uplift on the roof and suction on the leeward wall are addressed in this attachment.

Calculation No.            S07-0037        Revision  0 Attachment  D Page D2 The area of tension reinforcement equals the area of compression reinforcement.
A =         A's p=         p                       ACI Std 318-63 Sect 1600 Therefore, the calculated ultimate moment is per ACI Std 318-63 EQN (16-1) which neglects the effects of compression steel.
Re-bar data:
Yield strength, f y=        40        ksi           Ref. Dwg SC-422-019 Re-bar size # =          7 Re-bar spacing each way =             12        in Concrete cover, c c =          2        in            Ref. Dwg SC-422-021 Sect 64-64 Parameters Area of compression re-bar, A's =            0.6       in 2 Top cover, d'=     2.0 + 0.875 + 0.875 / 2 3.3125       in Top to tensile re-bar, d =    t - c c - re-bar - re-bar / 2 12
* 3.00 - 2.00 - 0.875 - 0.875 / 2 32.688       in Beam width, b =          12        in M.=     O[A'sfy(d-d')
where 0=         0.9 Compressive strength, f' c =        3000        psi           Ref. Dwg SC-422-019 Area of compression re-bar, A's =            0.6       in 2 Ultimate design resisting moment, M , =      &#xfd; [ A s f y ( d - a / 2 )]                 EQN (16-1) where a=     Asfy/0.85f'b
                                         =   0.60
* 40000 /(0.85
* 3000
* 12.0) 0.784 M,=     0.90"[0.60"40000*(32.688-1.176/2)]
                                         =    697579        in - lb
                                         =     58132        ft-lb GT STRUDL RESULTS For 36-in. thick wall, the worst load case combination (load case no. 55) is DL+   LL+WLEEWARD+        PT,    Max M=         -16.03     ft-kip / ft
                                                                           < 58.13     ft-kip/ft         OK Worst possible load combination is load case 3 with missile loading W W + W MISSILE - 11.02 + 37.5                (See Attachment B for W       MISSILE) 48.5       ft-kip / ft
                                              < 58.13 ft-kip/ft               OK

C*T STRUDL 27 - !*BWALLI                                                                                                         .14: f0:44* sept'fmber '20, 2007,_,page-I GT .STsRlL 27         -  ABWAIJ                                                                                                    4l0:6SpLbe             0   0d     aA Commercial Software Rights Legend Any use, duplication or disclosure of this software by or for the UJ.S.
                                                                                                                             ~i1 Government 'shll be restricted to the terms of a license agreement in accordance with the clause at DFARS 227.7202-3.
This canputer-software is an unpublished work containing valuable trade sec*r t owned by the Georgia Tech Research Corporation (OTRC)..
1No access, use; transfer, duplication or disclosure thereof may be made except uddr a- license agreement executed by GTRC or, its and nd right, 'title       or interest theret6 authri       ze&#xfd;dr e-r is coriveyed 6r4+A eentazivds ited      herein,, n6twtthstanding receipt or possession hereof,.' Ded Ipilation tfthe- object code is strictly prhhibited;
                                                                                                                                                       '6 /
Georgia Tech Research Corporation.
Georgia Ihsttitute of Technology Atlanta,, Georgia. 3*0332:
Copyright, (c) 2003 GTRC U.S.A.
12           4 ALL RIGHTS RESERVED.
# Thu Sep 20 14.:01:05,2007 0C0)
IGTICES/C-NP 2.5 0.:MDANT 2.0, January 1995.                                                                       7                                                              0 Proprietary toGeorgia Tech Research Corporation,                            U.S.A.
z Reading password file D:\GTStrudl\2?7\password27.pwd                                                                                                                              0 CI-i-audfile, Command AUDIT file FILE140*.aud has been activated.
G T S -T-R U U: L.
RELEASE DATE                        VERSION                      COMPLETION NO.
June, .20 013                       27.0                              4449 t
 * *-ACTIVE UNITS -                LENGTH        WEIGHT       ANGLE        TEMPERATURE          TIME ASSUMED TOA'BE               INCH        POUND      RADIAN        FAHRENHEIT          SECOND                                                                            C Cn
: 1) > $,.                                                 7                  ....
21 >1 $ This is the. Cn'mson Startup Macro; put your company-wide startup commands here.                                                                                C
: 3) 2 $ You can edit this file from Tools -- Macros.                              Click "Startup" and then- "Edit".
: 4)    >-  $5------------------          --  ----.       ---.  -.  --  --  ---     -.   --- --
: 5) >' CINPUT 'T:\C-tstrudl\in\ABWALLl.tx:t' 6:) 2 "TITLE 'abwall' STRUDL *'FILENAHE=CHECK'AB Wall'                                                                                                                       -0 CD CD 5
   .* **. i&#xfd;** *;,*          ***   * * * ***
C:)
G T S T R U D L

GTSTRUDL 27      -  ABWALLI                                                       14:10:45 September 20, 2007 Page 2 OWNED BY AND PROPRIETARY TO THE GEORGIA TECH RESEARCH CORPORATION
* RELEASE DATE                VERSION                COMPLETrON Nc.
June, 2303                  27.0                       4449
    ** ACTIVE UNITS -         LENGTH   WEIGHT     ANiLE     TEMPERATURE    TIME
* ASSUMED TO BE           IN7H     POUND    RADIAN     FAOIR.EM{EIT  SECOID 81 > TYP space frame
: 9) > UNIT f- LES DEC Ic) > JOI COO II} >          0,0   G.0 0,0 c-212 > 2      0.0   6.0 13i > 3       0.0 12.0 14,} > 4       0.0 16.0 0.0 24.0 0
: 15) > 5
: 16) > 6       5.0 24.0
: 18) > 8      1.0 024.0 z
o
: 19) > 9     2010 24.0                                                                                                   c.)
2C) > i0     25.0 24.0
: 21) > 11     30.0 24.0 s
: 22)   >
231 > ger.e.ate      10 memb id   I incr 1 from I 4fncr 1 to 2 incr I
        / -----------------       MEMBER    INCIDER1C.S------------------.                                                     CA)
MEMBER              INCIDENCES 1                            2 2                 2          3 3                 3          4                                                                                  0 4                            S                                                                                    CD 5                            6                                                                           -uBN 2J-<
6                            .7 7                 7                                                                                           CD 8                 8                                                                                      CD        =
9                 9          10
                                                                                                                     * -P.,
0            .

GT STRUDL 27 - ABWALLI                                                                  t' 'U' ' '        14:10:46 September .20_, 2007 Pa'*e3.
                                                                                                   ,*--"T 10            10           .1
: 24) ,> unit in lbs
             > Mjemprop prismatic 26.) >: 1 to 10 ax 432 ay 360 az 360 ix 20736 iy       5.184 iz  46656 28),                                                                        ~L~)L)
             > material, concrete members 1 to 10 30):   >S
     '31) 321 '0 units   ft  lbs 33.)
: 34) > loading 1 "dead load + LL'
: 35) >.member loads
: 36) > 5 to 10 force y global uniform -650        $  3 x 150   + 200psf. LL
: 38) '>$
: 39) > loading 2     'dead, load'
: 40) >-member loads
: 41) > 5to l0 force y global uniform -450         $ 3 x 150
: 42) i>
     .43)
            ,> loading 3 'tornado wind )+y,+x '
             > member loads                                                                                                                              C-)
L 45), > '1to 4 force x global uniform 297
      ~49"                                                                                                                                               5-0
      ~5)}   > 5 to 10 force y global uniform 184
             >5                                                                                                                                          ="
40) 54)'1  > loading 33 'tornado wind     '+y,-x)'
51 ) > member loads 52), > 1 to 4 force x global uniform -81                                                                                                           Cl 531 > 5         0 force y global uniform 184 1to                                                                                                                                  M 55)..                                                                                                                                              0
: 56) .> loading 4 'vacuum'                                                                                                                          6 57). > meffber' loads"                                                                                                                             0 581, >. to 4 force x global uniform -432                                                                                                     > CD 59). >5    to -10 force v global uniform 432                                                                                                       -u 60' 62)
                                                                                                                                                      -4 63}) > STIFFNESS ANALYSIS C)
D    <CD BANDWIDTH INFORMATION BEFORE RENUMBERING.
CD THE MAX&#xfd;IMUMBANDWIDTH       IS       1 AND OCCURS AT JOINT 3 THE AVERAGE BANDWIDTH       IS                          0.889 THE JTANDARDJ DEVIATION OF THE BANDWIDTH IS             0.314 1.203 Ca,

14:10:46      September 20. .2007 .Pao.4 GT ST UD       27  -*   W AL                                                                                                        . ....          *...      .
0BANDWIDTH      REDUCTION HAS FAILED TO PRODUCE A BETTER NUMBERING.
ORIGINAL NUMBERING         WMLL BE USED.
TIME   FOR CONSISTENCY CHECKS FOR               10 MEMBERS     0.00 SECONDS TIME  'FOR.BANDWIDTH REDUCTION                                 0.00 SECONDS TIME   TO GENERATE           1 .ELEMENT    STIF. MATRICES      0o.o   SECONDS TIME   TO PROCESS              42 MEMBER LOADS                 0.00 SECONDS TIME   TO ASSEMBLE THE STIFFNESS MATRIX                               SECONDS TIME   TO PROCESS           11 JOINTS                          0.00 SECONDS TIME   TO SOLVE WITH          '2 PARTITIONS                    01.00  SECONDS TIME   TO PROCESS           11 JOINT DISPLACEMENTS             0.00 SECONDS TIME   'TO PRO CESS          10: ELEMENT DISTORTIONS            0.00 SECONDS TIME   FOR STATICS CHECK                                       0.00 SECONDS j    64) >
1    65) '> create load comb 5          'DL + LL + Torna do wind (+y,+x) + pressure drop' sj pec 1 1.0 3 1.0 4 !.0 1    66] > create load comb 55 'DL + LL + Torna do wind (+y,-x) + pressure drop' s' oec .1 1.0 33 1.               4 1.0
: 67) > cieate load comb 6           'DL + Tornado wi]nd (+y,+x) + pressure drop' spec 2 2.0 3 1.-0 4 1.0 t    6B) .> create load comb 66 'DL + Tornado wijnd (+y,-x) + pressure drop&#xfd;- spec_2 1.0 33 1.0 4 1.0 69)1-> create load comb 7          'DL + LL + Torna do wind (+y,+x)'     spec 1 I 1    3 1 0
 .A    70) .> create load comb .77 'DL + LL + Tornacdo wind (+-y,-x)' spec 1 1.0 33 1:0
{    71) > create load comb 8           'DL + Tornado wi]nd &#xfd;+y,+x)'    spec 2 1.0 3 1.0 721 > create load comb 88 'DL + Tornado wil n-d (+y,-x)' spec 2 1.0 33 3 10 f    73)
{    74)},.>
{    75) .> $                                                                                                                                                                   C) j76}>    LOAD LIST ALL                                                                                                                                                     0 f    771 > OUTPuT LsC 3
(    76i > OUTPUT BY member j    79);&#x17d; LIST forces REA ALL                                                                                                                                                  =3
     -RESULTS     OF LATEST ANALYSES*                                                                                                                                             z 0
0 PROBLEM    -  FILENAME      TITLE -   NONE GIVEN C')
ACTIVE UNITS        FEET. LB    DEG    DEGF SEC                                                                                                                            -4 (D
CD MEMBER FORCES                                                                                                                                                        -u MEMBER       LOADING     JOINT      /-------------------    FORCE ----------------------   /  -   ---   .     --- MOMENT------   ---                                      CD AXIAL          SHEAR-Y             SHEAR-Z          TORSIONAL       BENDING-Y          BENDING-z 8614.876       -1612.101                 0 000 0.000           01.000            &#xfd;0..000     `124,68'.596 2                   -8614 .876       1612.101                                 0.000             0.60,o          275&sect;1598 Coo a)

CT .STRUI)L 27 - ABWALLI                                                         14l10:46       :Septe&bei,,20, 2'007 Page 5
                          .5964.145    -1116.070    0,000               0..00         -8632.105
                         -5964.145       1116.070             0: 000    0.000            193.s.&#xfd;684
: 0. 000-3           -2138.800       4541.694             6o oo     0.060         22096.289
                          -2138.800   -2759.694     0.000               0.- 000          -192 .A-25 33          -2520.456      .- 657.836  0.000     0.000     G.000         -1534..1078 171.836  0.000 O.666     0.000            -954-.940 2520.456.
4           -6161.757     -4870.893    0.000     0,00      0. 000 6161.757    "2278.693    0.1000              o.oooo 0-. 000,       30.045 0.000 S              314 ;319   -1941.300    0,000                              -9   091-.618 a-.000
                           -314.319      1131.300   0-.000
::0 000     0-000            -126.182,
             -55.            -67. 337 -7140.830     0.000               0.'000       -32721.984
                                                            '0.000 67.337     4062 .831  0.000                                  ,888.997,
                         -2336.413                  0o.000              6. 000         -5255,i28 6                         -1445.269
: 0. 000 2336.413        635 .269           0-0.000   01.000           -. ,86
                                                                                              -6,4"8
: 0. 000                           -28885.495 66          -2718.,069    -6644.799            :0 000:     0 A000 2718.069      3566.799   0.000                             -I:7 49.301 0...000o 7             6476.076      2929.592   0.00o   .0..000     o..0ooo         .9627.. 693 0:000              00-.000
                                                                           .000          2603.8631
                         -64.76-076    -1147.592               o.00 77            6094,420    -2269.938    0.000                            -14002.674 0..000           1841.044
                         -6094.420       1783.938   0.000 o.606     0.000          13464.:184-8             3825.345      3425.624   0 .000O
                         -3825.345    -1643.624     0.000    <0.,00o
                                                            ,0.000      0-.000           1743.559
: 88.          3443 .688   -1773.906     0.000     0.000
                                                             &#xfd;.0. 60~0  0.000       &#xfd;10166-.183
                         -3443.688       1287.906   0.000                                   980.744
                                                             .0. b00                                                                   0 1        2    8614.876    -1612.101    0.000    <0. b00   0-000          -2795.988-3  -8614.876       1612.101   0,000               0. 000        -6876.620                                        5-2        2   5964.145    -ii16.070     0.000              .0.000         u1935.684                                        03
:o.60o 3  -5964.145       1116.070   0.000               .0.000        -4760.737 0.000 0 . 000 3        2  -2138.800       2759.694   0.000    0.000      0.000              192%,125 3   2138.800       -977.694   0.0.00                            11020.038
            ,33       2  -2520.456       -171.836   0.000. o.600
                                                             . 000  o..ooo              954.940                                     z 3   2520.456.      -314.164   0.000    0.06o 0.000                       *527.958                                      0 4-       2  -6161.757    -2278.893     0.0oo0   0O. 000  0.000             2730'.045 6161.757       -313 .107  0.0001   0.000     0.000          -864,7o02
: 5.       2     314.319   -1131.300     o.0o0    0.000                         126. 182 0.000, O0.000     O0.00oo 55 3
2
                          -314 .319
                            -67.337 321.300
                                      -4062,83!
0.,000.
0.000    0.000     0o.000
                                                                                      -4483 .84 888 .997                                    cn)
C) 67.337       984.831  0,00o              0.000        -16031.979.
0.000     0.000 6,       2  -2336.413       -635.269   0.000    o.0o00                        986-.486 3   2336.413       -174.731   0.000                             -2368.101                                        C) 66     .2   -2718".069   -3566.799     0.000              0.000             1749.301 2718.069         488..799 0.000   ..0..000.
0.000                  --13 916 .096
                                                                                                                                    ~-4 7        2                             0.000    0.000
                                                              .o. 00o. 0'.000         -2603.863 6476.076       1147.592 3
                         -6476.076         634,408  0.000              0.000
: o. ooo          4143. 418 77       2                                      0.000                                                                  0 6094.420    -1783.938     0,000    0.000     0.000          -1841 .048                                      3 3
                         -6094.420       1297.938   0.000    0.006                    -7404.577 77       2 3825.345      1643.624    0.000                                &'1743.559 a
3 2  -3825.345         138 .376 0.000              0.000
                                                                                        <6259.-301.                          (a CD 5
            '88       2                                      0,000     0.600                                                  CD 3443.688    -1287.906     0.000    0.000     0 .000            -98 0.744
                     .3. -3443.688         891. 906  S.o000            0.000          -5.5,288.695 3           1        3,  8614 .876'  -1612.101     0.000    0.000     0.000             6876.,620 4  -8614.876       1612.101   0.000    0.000                  -16549.. 228                              o  ,..

14:10:.46        September 20, 2007 Page 6 CT STRirDL 27 - ABSWALLI 2:,       3                 -1116     070  0.000    .0.000    0 .000           4760..737 59864-145    "1116.070             *0.000    0.900        -1145'7.158 4     -5954.145                  0:.000 0.000        -11:020.038
                            -2138.800       977.694'   0.'000    0.000    0.6000         11540, 201
            *3        3      2138.900       804.306    0.000     0o 000, 314-.164   0.000              0.000              5,27-956 4     -2520.456                            0.000    0 .C000          2818 .024 2520.456      .-800 .164  0.000
                            -6161.757       313.107    0.000 0.000    o. do 0          8627.402 4                                           -0.000                   Id027, 241 6161.757   -2905.107      0 .000             0,.000
: . 3                                          0.000    0.600            i483 .484 314 .319   -321.300     0.000 4                                0.000     0.0600   0.:oo          -3981.786
                             -314.319     -488.700 55                                                   0-0060   o.0oo0         16031..97
                               -67.337    -984.831       .. 000 4         67.337  -2093.169. 0.000     o.obb    0.060        -12706.962 174.731    0.000     0.000                      2368.101
                            -2336.413                            d.ooo    0:'000 0.000                                1110.284 66        3      2336.413      -984 .731 0d.6000                  13916..096
                            -2718.069      -488.799              0.000 4                                0'.000     0,. odo o0.0600         -7614;892 2718.069   -2589.201 7        3                                0.000                              -4143.418 6476.076      -634.408 4                                0.000 o).ddo    0..000   0.o0o.          -0009.027
                            -6476.0.76    -2416.408 77        3                                                   0. 000            7,404.577 6094.420   -. 1297 938    0.000 4                                          0.000    0..6000      -.13734.203
                            -6094.420        811.938   0.0,00
: 8.        3                                          0 .00o0  0.. 0.00        -6259.-301 3825.345      -138,376    0.000              0. 000                83.043 4                   1920.376                0 .00o
                            -3825.345                  0 .~000,  0:.'000  0 .000            5288,.695 88        3                    -801,906 3443.688                             0.000   0'.:000:
0:000.
4                      315,906   0.000              0..0900         -:8642,133
                            -3443.688                                                                                                  DO
                                         '1612     101 0..000. 0.000                  ,16549 .228                                   02
             -1       4      861614.876                                   0o.90.60 5                  1612 .101    0.000     .0.000                -262213.83'6                                    C
                            -8614,87-6                                    0.000 2         4      5964.145                  0., 000 0:,000 0.000           11457. '1?.
                                                                                       -18153,.579 1116.070
: 5.    -5964.145                  0.000      0.000   0.o000      "-.1154"0.2'01                                   0
            .3        4.    -2138.800      -804 .306   0.000      0..000 2 138.800    2586.306     0.ooo0     0.,000  0.000
                                                                          *0:000:
0.000              09.000 138.13624                                 z 33        4     -2520..456       800. 164             0.000   0.000 0.000o                               9074.007                                   0 5     2520 456    -1286,164 o&#xfd;.000  0.000           -1027:241 4     -6161.757      2905.107    0.000      0.600   .6,o9o' 5     6161.757    -5497.107     0.000      0.000   0.000           26233.885 0.000                                3981.786
           .5-        4        314.319       488.700              0.000   0.000 0.000                                1380.414 5     -314.319    -1298.700 0,.000 55       4 s
5
                               -67.337 67.337 2093.163
                                         -5171.170 0 .000 o..000     0.000   0.000
                                                                                         .12706.962 9086.0560                                  co C/)
56       4                                                                       -11'0-.284
                            -2336.413        984.731   0.000      0.000   0.000                                                      >
0.000                                94"48.'61,0 2336.413    -1794.73i                        0.000 66        4                                          0.000                     7614!.892
                            -2718.069      2589.201    0..000             01.000                                                       6 76        45                                                                 17-154.312 2718 .069   -8667.201     o.oo6              0.000
            -7          4                               0.000.                              5009'.027                              03 6476.076   -2416.408                0.000    0.000 7          54  -6476.076      4198.408    0.000      0:,000  0.000         -248 53.4!21                             (a    0 0.000                              13734.203 6094'.420     -811.938 5                             0.000      0.000                 -17147.'8,29
                            -6094.420        .325.938
                                         -1920.376      0.000     o.0o00                       -83..043 CD C 000o 8           4   3825.345                             0.000
                            -31825.345     3702.376    0.000,     01000                 -16785 .215                               -0 4                                                                  8642,.'133, BS        1443.688,     -315.906     0.000
                                                       .0.000              0.000          -9079,573                           Co     C:,
                            -1443 .688     -170:094 8614.876     0..000            ,0.000 5           1           58  1612,101                             0.000
                            -1612.101    -5364.875      0.000              q.o00            8727:; 541 6

T:4j'10,46         September 20, 2007 Page 7 GT STRUDL '27" &#xfd; A13WALLI" 2         5.     .1116.6070    5964.145    0.000    0.000      o. -009          -1811153j..579&sect; 6     -1116:070   -3714.145      0.000    0.. 000    0.000                 60.42,.144 2586-306  -2138.800      0.000    0.000      0.000              -1368.364 6     -2586.306      1216.800    0.000    0.000      0. o0.0           -70i5 .635 5     -1286.164   -2520.456      0.000    0.000      0.:000             -9074.607 33 6       1286.164     1600.456    0.000    0.000      0.000              -1228:2.74 o.000                    -26233`.8H5 4         5     -5497.107   - 6161.757     0.000    0.000 6       5497.107     4001.758    0.000    6o.booo o0.00     0.000                   825.097 I         5     -1298; 700      .314.319   0.000               0.000              -1380o414 6       1298.700     -144.318    0.000    0.000      0:000                 252.7. 003
: 55.             -5171.170       -67.337    0.0 00   o..000    '0 .000            -9086. 056 6       5171.170      .237.338            0.000                            8324:3"64 0.000.
6         5     -1794.731    -2336.413              0.000      0 .000             -9448.,670 0.000 6      '1794.731     1506.423    0.000. o.0oo                            ,-158.394
:66       5     -5667.201    718.069    0.000    0.. 000   '0.000            -171541.312
:5638-J967 6       5667.201     1888.069    0.000    0-000 0 .06oo    0.000 7         5       4198.408     6476.076             0.000      0.000              24853.471
                                                     'O-00 0              0.000                 1701 .906 6     -4198.408    -4146.076     9. 000,  0.1000 77        .5        325.938    6094.420    0.000    0.0ooo     0.000              17147.829 6        -325.938  -3764.419     0.000    00.000     0.000                 7,499.26,7 8         5       3702.376     3825.345    0.000     0. 000    0.000              16785.,215 6     -3702.376   -2495.345                0.000     0.000                  -9583.4 91 0.000 88        5       -170.094     3443<;688                       0.000                  907.' :573 0.000     0.000 6         170.094  -2113.688                         0.000                 4&#xfd;813:. 870' C) 9L 0.000     0.000     o..obo             '8727,541                                   03 6       1612.101     5364.875    0;000     0.000
: 0. O00             2742'6,. 919                                5-7     -1612,101    -2114.875     0.000     0.000 2         6       1116.070     3714.145             0.000       0.0oo              -6042.144 0.000 7     -1116.070    --1464.145              0.0.00    0.000              189887 .867 0.000 3         6       2586.306   -1218.800               0.000      99.000               7025 .635 0.000 7     -2586.306        298.800             0.000     0.000             L108 19:633 0.000 33       6     -1286.164    -1600.456                                               12&#xfd;28. 27-4                              zCD 7       1286;164       680-.456  0-000 0.000                O6boo             -. 693 0., 5 54-0 4         6     -5497.107    -4001.758              0. 6"06     0 -00 0 '&#xfd;o0.01
                                                                                         -       4825.097 7      5497..107    1841 .758   0.0o00    o,, oo0 06.0600 0.000
:0 .:ooo    0.000           -13783.690 5         6    -1298.700        144 .318                                          -2527.003 0.000 7       1298.700        25.682                        0.000                 2823.596 0.000 55       6     -5171.170      -237.338                         0.000              -8324 .364 0.o000 7       5171.170      407.338    0.000     0. o0o     0.000                 6712.675                                 C')
6         6     -1794,731    -1506.413     0.000     0.000     0 000                   158.394-                                w 7       1794,731       676.413             0.000.                        -5615.456 0.000 66       6     -5667.201    -1888..069              0.000      0 000              -5638. 967 0.000 7       5667.201     1058.069              0.000      0.000              -1726.377 0..000 7         6       4198,408     4146. 076             0.000                         '1701.906 0.000               0-:000                                                       3CA) 7     -4198.408    -1816.076               0.000      0.000              16607.286 0 .00.0 7.7       6         325.938    3764.419    0.000     0'.000                        -7499. 267
                             -325.983   -1434.419     0.O000                                     62046. 365 0 ;.00,0
                                                        .000    0O.000-   0.000 8         6      3702.376    '2495.345,             0. 000                            9883 .91 0.000                o.000-                8168.234                            CD 7    702.376   -'1165.345 2113.688    0',00.0  :0. 000     0. 0oo                                                  CDJ bs        6      -170.094 0-..000  *:0..o000   0-000              1i20s7.312 7         170.094    -783.,689 1612.101     2114.875    0.000                0.000            -27426&;919 7          1         7                                        *0.. 000
                           -1612.101     .1135.125    O'.QOO               0.000             :29876.297 8
co

141&#xfd;-10:46     September 20, 2007 Paqe :8 GT STRUML 27 - .ABWALL1
          '2          7   1116.070. 1464.145    0:000   0.000          &#xfd;0.000         '-18987. 867 8  -1116,070        785.855   0.000   0,.000           0.000           20683 59*
          &#xfd;3          7   2586.306      -298:800    0;000   0.000            0.000           10819..633 8  -2586.306      -621.200    0.000   00.000                         -10013 .63,1
           -33        7  -1286.164      -680.456   -0.00,0  0.000            0.0.00            6930-554 8    1286.164     -239.544    0.000   0':,000          0.000,            8032.834 4         ,7  -5497.107    -1841.758     0.000   0.000          :0.000            13783...690 8    5497.107     -318.242    0.000   0.000            0.000         -17592.478
          .5          7  -,1298.700       -25.682   0.000    0.000           0.000           -2823.59'6 8    12'98.700      195.682   0.000   0.000          *0.000              2270 188 55         7  -5171.170      -407.338    0.000   0.000          .0.060            -67 12,.,675
                     .8    5171.170       577.338   0.000   6o;,o0o            ,:0.000         4250.985 6         7  -1794.731      -676..413   0.000   0.000           .0.D00             5615.456 8    1794.731     -153.587    0.000   0.000            0"00.o           -6i22.519 66         7  -5667.201    -1058.069     0.006,   0:000           0.000              1726.:377 8    5667.201       228.069   0.000    0.000           o.oooo          -494.1722 7          7   4198.408      1816.076    0.000    0.030           0 .000        -16607.286 8  -4198.408        513..924  0.00,6   0'.o000o0.000                   19862,667 77         7     325.938     1434.419   .0.000    0.000           0-o000         -:204:96-3 65 8    -325.938       895.580   0.000   0.'000           0.000           21843.4'64 8          7    3702.376     1165.345    0.000    0.000           0.000            -8168. 234
                     &#xfd;8  -3702.376        164.655   0.000  :.0.000           0.000            10669.959:
88        7    -170.094       783.689   0.000  O'.0oo            0.000          -12057.-312:
170..094     546.311   0.000    0:000           0.000            12650.755                                   C 8
1          8    1612.101   -1135.125     0.000    0.000           0.000         -29876'297E 4385.125    0.000  &#xfd;0.000            0.000            16075.673 9  -1612.101 2         8    1116.070     -785.855    0.000    0.000           0.000          -20683.590-9  -!116.070      3035.855    0.000    0000'           01.000           11129.312:                               -
8    25861.306      621.200   0.000   .0.000.          0.000            10013.631  h 9  -2.586.306   -1541.200     0.000    0,.000.         0.0&#xfd;06          -4607.628 8  -1286.164        239.544   0.000    0.000           0.0.00            :8032.834                               Z 33                                                                                                                          0 9    128G.164   -1159.544     0.000  :0.000            0.000            &#xfd;4535.114 4          8  -5497.107        318.242   0.000    0:000           0.000            17592.478.
9    5497.107   -2478.242     0.000    0.000           0.0:00         -10601.2661 5          8  -1298.700      -195.682    0.000  :0. 000:          0.o000           10.188, 1298.700       365.682   0.000   '0.000.          0. 0900             866;779,                              C/)
9 55        8  -5171.170       -577.338   0.000   .0.000,          0.000            -4250.985i                     .85 9    5171..170      747.338   0.000    60.0000         0.060               939.293 6'      .8   -1794.731        153.58,7  0.000  '0.0000           0:.000             6922,.519 9    1794.731     -983.587    0.000    0.00            0.6000           -4079.582                                 O 66        8  -S667.201      -228.069    0.000    0.0"00.         0o:o00             4941722
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9    5667.201     -601.93i    0.000 7         8    4198.408     -513.924    0.000    6.00.0          0.0060         -19862-.667.
9  -4198.408      2843.924    0.0.00  .0006.           0.O00            11468.044 325.938     -895.580    0.000   "0:000           0.000         -21843.464                                  CD 77         8 9    -325.938     3225.581    0.000    0.000&#xfd;          0.000            11540.,560 8                             0.000  :0.000            0.o000         -10669.959                              CD     "
8              3702'.376    -164.655 9  -3702.376      1494.655    0.000   :0.000           0.,000             6521 .684                              0D 0
                                        -546.311    0.000    0.000           0.000          -i26560.7595                          C    ='
88        8    -170,094 9     170.094     1876,311    D.000    0.000           0",.00             654199 1         9    1612.101    -4385.125    0.000    0.000           0.000          -16075.673 10 -1612.101      7635.125    0.000    0.000           0.000          -13974.940 0

.CT STRUDL 27 - ABWALLI                                                                   14:*0!:46        S.eptemter 20,   2007 Pig& 9 2         9     1116,070      -3035.855   0.000    0.0000            0.,000        -11129312 10  -,1116.070-       5085.855  0.000    0.000              0.o000           29674 .9'65 3         9     2586.306        1541.200  0.000    0.000              0.000             4607..6218" 10  -2586.306       -246,1.-200 0.000    0.000              0:000              5398.374, 33        9   -1286.164         1159.544  0.0oo    0.000              0,000              4535,;114 10     3286 164     -2'079.544           0.0000.000 0.           00           33562.607 4         9-  -5497.107         2478.242  0.000    0.:000             0.000           10601.2"6'6.
10     5497.107     -4638.243'  0.000    0'.000             0.00.0            .7189. 946 5         9   -1298.700         -365.682  0.000   .0.O000             0.000              - 866.7.79.
10     1298.700        535.681  0o000    0.000             0.000          .- 1386:628:
55        9   -5171.170         -747,.338 0.00D    0.00:0             0.000:             -939,293 10     5171.170        917.338  01:000   60:000           :.6,0.0 00         -3222,.395 6         9   -1794.1731         983.587  0:000
                                                        -00                     'O.000 0                  4079&#xfd;. 582.
10     1794.:731    -1813.588   0.000    0".too0            0.000              2911.355 66        9   -5667.201          601.931  0,000    Oo000              0.000              4007.067 1:0    5667.201     -:1431. 931 0.000    0.&#xfd;000                0000            1077.5988 7         9     4198;408      -2843.924   0.000    0.000              bood         -11468-0.4A l0   -4198-408         5173.924  0:000    0.000                  60:000     "-857,6.574 77      .9         325.938    -3225.581   0.0.00   0.0.00             0:000        -11540 .560
                   .10      -325.938       5555.580. 0.000   "0.000              0.O00.       -10412.34 1 8       -9      3702.376      -1494.655   06.000   0.000              6.000            -6521.684 10  -3702.376         2824.655  0.000    0.000              0.000            -4276 99.0                                  o 88        9      -170.094     -1876.311   0,000   -0.000              0&#xfd;.o000          -6594 .199O 10        170.094      3206.311  0.000    0-000"             0.000-           -6112. 358 0
10       1        10     1612.101      -,7635;125  0.000   .0,00.0            0.-000           139'74. 948 11     '1612.101     10885.124   0.000    o0:odo,           0,.000        -60275        7.573*
2        i0     1116.070      -5285,855   0.000   0..000:            0.000              9-674965                                   0O 11   -1116.070         7535.855  0.000    0.600              0,000        -41,729.242 3        10     2586.306        2461..200 0.000    06000             00.00             -5398-;374                                   Z
                                         -3381.201   0.000    :.000              0.000           20004.378                                     a ii   -2586.306 33       '10  -1286.164         2079.544  o.oo0    0o00l0             0,000           -3562;607 11     1286.164      -2999.544   0.000   00.0q              0 .000          16260,.3,28 4        10   -5497.107         4638.243  0.000    0.000             0.000            '7189.,9466 11     5497.107      -6798.243   0.000   0.000             .0.000          :35-781.159                                      a 5        10   -i298.700         -535,681  0.000    Odood             06600              1386&#xfd;.628                                     ,
11     1298.700         705.681  0.000   0.:000             0.,000           `44990.:036,a 55       10   -5171.170         -917.338  0.000    0,000              0.000             3222.:395                                    0 1   5171i170        1087.337  0:000    0.000              b0:000 .       12344.086'
                                                                                                ...                                             w
                         -1794.731         1813.5'8  0:000    0<000             0.000              29t13. 35 .5                            >
6       .10 11     1794.731      -2643.588   0:.000   0;000            &#xfd;0600'            i4056.29 66       I19. 25667.201         1431.931  0.000    0.000             0w000            -3077:588 11    5667.201      -2261.: 931 0.000   0      006000.000                   10312.45                                     CD 7       10      4198.408      -5173.924   0.000   .0.000            .0-.000             8576.574                                3 11   -4198.408         7503.923  0:.000  .0.000             0.1000        -40271. 15                  .
77       10       '325. 938.  -5555.580'  0o.000  06. 00o            o:oo000          1,0i2.34                               CD ,-
If'    -325.938        7885.580  0.000    0.000              0.000        -44015:-2 45 8       10      3702.376      -2824.655   0.000   0..000             0.000              42,76.59'0 11    -'3702.376       4154"_655    10000 000     0.000:             0,000         +/-21724.865 88       10         7-!70.094 -3206-_311  0.000   o,6do              0.000              6112.358                             0       C) 11        170.094      4536.312  0.000   0o,:006            0.0060        -25468.914

'.~ I  ~I 1&#xb6;LJtfl.. I -  ti.V~ti.UflJ.                                                                                       14:.10:46     September 20,, 2007 Page 10 GT     STRWL        2 1 RESULTANT JOINT LOADS SUPPORTS JOINT                         LOADING                                 ---- FORCE-                            --- MOMENT---
Y MOMENT            Z MOMENT, X FORCE       X FORCE     Z7FORCE    X MOMENT 1                  GLOBAL 1612.101      8614.876       0.000        0. 000         0.0.00       -i24(68.597 1
1116.070       5964 :145     0.000        0.000          0.000          -8,632:105
                                                           -4541.654      -2136. 800      0.000        0.900          0.000         22096.289 3
33                         657,836     -2520.456       0.000        0.600          0_.000         -1534 .07-8 4870.893     -6161.757       0.000                                    -18719.312 4
314.318      0.000        0.000                         -9091.620 5                         1941.300                                  o . boo 7140.831        -67.338      0.000                                    -32721.:,986 55                                                                  0..000         OsOGoo 1445.269    -2336,413        0..000                      0&#xfd;.000         -5255'.128 6
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3                       -2586.306      -3381.2oi                    0.000           0 .0.00       200041.377 Q:.000                       0.000        '16260. 328 33                        1286.164     -2999.544       0.000        0.000
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: 8.                      -3702.376        4154 .655                  0_000 88                         170,094,      4536.311
: 0. 000      0.-coo0        .0.000       -25468. 914                                   z 0
80)*>      LIST    DISP ,ALL
        ,* ** * * **.**.* ** ** *     .* *+*- * ** ******
        -*RESULTS OF LATEST ANALYSES*
                                ********'*****.*******                                                                                                                             4 (DZc-PROBLEM      -   FILENAME          TITLE     - NONE  GIVEN ACTIVE ,UNITS           FEET &#xfd;LB          DEG   DEGF SEC
                                                                                                                                                                             =02 C (0
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C (D =    C-RESULTANT JOINT DISPLACEMENTS SUPPORTS JOINT                        .LOADING                /              -DISPLACEMENT--                ----------   ROTATION-        -------- --   --
X DISP.        Y DISP. Z DISP. X "ROT.       Y ROT.            Z -ROT.

GT STRUDL 27   - *ABWALLI                                                                                            214:160:46      September 20, 2007 ,Page i.
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Z RESULTANT JOINT DISPLACEMENTS FREE JOINTS                                                                                                                       z 0
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GT STRUDL 27 - ABWALLI                                                      14;10:46       September. 20; 2007 Pbge 13 3   0.000     0.001   0.000       "0.000       0."00o              0. 002:
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:0. OOi 6   0.000     0.000   o. oo0        0.000      0.000 0:1000        0.000      0.000              0. 001 66  0.000     0.000 7   0.000   -0.001    0.000         0.600     .0.000            -. 004; 77  0.000   -0.001    0.000         0.000                       -60:00.4 8   0.000   -0.001    0.000                    0.000            -0.002 88  0,000   -0.001 o .oboo    0.000            -0.002 0.00'0 GLOBAL                         o.,0oo; 0'. 000 0.000   -0.002                             0.000               0-002 2   0.000   -0.001    0:.000        0.-000     o0*000
                                                                  '0.000bo             0'. 002 3   0.000      0.001  0.000                    0.000'           -.0.001 33  0.000     0.001   0.000         0.000 0 A'000    0.000               0.000 4   0.000     0.001   0 .000,       0.000     '0.000
: 5. 0.000     0.000   0 060,                  '0,000 0*.000                         6.,001 55  0.000     0.000   0.6000                   0.000               0.000 6   0. 000    0.000   0.000         0:000      0.000'              0:000 66  0.000     0.000   0.000         0,.000    &#xfd;0..000j             0.-000 7   0 000   -0.001    0.000         0'.000    .0.000'              0.&#xfd;00'1 77  0.000    -0.001   0.,000        0:..000    0,600.              0'. 062 8   0.000   -0.001                             0,.000,             -0. 00 88  0.000   -0.001 0 .00.0 0.000'              0:001.                                   C) 9         GLOBAL                         0.000         0~. 000                                                                5-
                                "-0.001           ... io
                                                      ... o00                      0":002-1   0.000                         .0.000
                                          .0.000                     0.000; 2'  0.000    -0.001 0,.000 3   0.000      0 ;000              '0,.00.0. 0.000 0.-000                                                                                0 33            0.000                 0 . o~o'     0.6006 0.000                                      -*0.*006 4   0.000     0.001                 0:000      0.0600           -0.:00I 0 .000 5   0.000      0.000 0 .000 0 :000
                                                                                    ,-0004                                      z 55  0.000      0.000                  00006    0.000               0.'0025                                 0 0,000                          0.&#xfd;001 6   0.000      0.000
: 0. 000 0.0Doo        6,o doq*
0.000        0.000 66  0.000      0.000                             0. 000 0.0~00 7   0..000  -0.001                             0..0.00             0.'006 0.000
                   .77  0.000   -0.001                  0.000      0.000 0.000 0;000 0-:003                                  Cf) 8   0.000     0. 000                                               0.004                                   C 88  0.000   -0.001 0.000        0.000
: 0. 0o00             0:.006,                                 -4 10        GLOBAL                                      0.000                           0.00.9 1   0.000   -0.001    0.000 0..oo0       0. 000 0o:ooo0       0.000 2   0.000     0.000   0. 000       0. 000;       0.000            0,. 003 3    0.000     0.000   0.000 0.000 0.000               0 . 00.1                            >4 33   0 . 000   0.000   0.000         0,:000     00,000
                                                                      .000            0-0o6.
                                                                                    -0.002' 4              0.000   6.o00'0       0.000:                             ,.ob5.
0                              03C) 0.000                                       G-.000 5   0.000     0.000   0.000         0:000        o. o00           0.002
: 0. 000              :0..000       0.000 0.000            0.0.01 55  0.000             0.000 0,000'      0.000 00o.600
                                                                      ."000                                                CDCD~
6   0.000     0.000   0.000 66  0.000     0.000   0.000
                                                                       -oob 0.000 7                                   6.6,66                         0'. 066 0.000     0..000  0.000 77   0.000     0.000                 0.000
: 0. O00o    0.000
                  '8 (0D0 0.000     0. 000  0>000       S0. 000.                         0.003:
                   .88. 0.'000    0.000   0.000                                        0.004 01

14:10:4.6 September 20, 2007 Pig 14, GT STRUDL 27 -    ABWALLI 81} >
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Calculation No.         S07-0037      Revision         0 Attachment           E Page        El ATTACHMENT E             LOAD COMBINATION - DESIGN VERIFICATION REVIEW: ALTERNATE CALCULATION METHOD The load combination used in Calc section 4.1 [C = (1.0 + 0.05)D + 1.OWt + 1.OPt] is specifically for containment design and does not apply to "Other Class I Structures". This combination is tabulated in the FSAR Section 5.2.3.2.1 together with other accident load combinations (including accident temperature and pressure) for design of the RB. Note that tornado missile is not included in any of these load combinations. Page 13 of 48 of the Containment DBD states that consideration of tornado missile was not included in the design load combinations (for containment) due to analysis at TMI for aircraft impact. FSAR section 5.4 contains design requirements for "Other Class I Structures and Systems" (other than containment). The following pertinent information can be found in this section:
: a. Section 5.4.1.2 states that for tornado loads including missiles refer to Section 5.2.1.2.6. This section identifies the loads but not the load combinations.
: b. Section 5.4.3 states that the design is based on ACI 3 18-63 "Ultimate Strength Design" for tornado, earthquake and missile.
: c. Section 5.4.3.2.2 states that the AB has been designed to withstand short term tornado loadings, including tornado generated missiles. Structural design is in accordance with ACI 318-63 "Ultimate Strength Design".
: d. Section 5.4.5.3 states that the structural design for tornado generated missiles including the wood pole and 2000# auto are per the ultimate strength provisions of ACI 318-63.
Note that ACI 318-63 does not directly address tornado wind loads or tornado generated missiles. This code does apply a load factor of 1.25 when checking wind loads. Also note that G/C generally applied a load factor of 1.25 to both tornado wind and missile loads. However, the SER dated July 5, 1974 Section 3.3 "Wind and Tornado Design Criteria" specifically states that for tornado loads on concrete structures a load factor of 1.0 is to be used.
It has also been noted that GIC calculations generally combine tornado missile with tornado wind.
My interpretation/recommendation:
I believe the intent of the FSAR and SER is that missile load is evaluated separately from wind. Also that the LF of 1.25 is not required. Based on this interpretation the following load cases should be valid but must be confirmed.
C = DL + LL   + Ww + Wp C = DL + LL   + Ww C=Wm Ww = Tornado wind          Wp = tornado depressurization         Wm = tornado missile

Calculation No.        S07-0037        Revision  0 Attachment     F Page  F1 ATTACHMENT F               VERIFY ULTIMATE UNIFORM DISTRIBUTED LOAD DERIVES BY YIELD LINE STANDARD EQUATIONS USING WORK ENERGY METHODS Strain energy is the mechanical energy stored up in stressed material. Stress within the elastic limit is implied; therefore, the strain energy is equal to the work done by the external forces in producing the stress and is recoverable. Ref. Roark 5 th Edition, page 11.
Aceolu&#xfd;:A V2-
* p\.
Determine ultimate load w
* that can be carried by the wall.
Concrete compressive strength, f' c =         3000      psi Steel yield stress, f y =       40      ksi Slab thickness, t =        24      in Slab width, S x =        24      ft Slab height, S y =        24      ft Slab unit width, b =        12      in Re-bar cover, c c =          2     in Reinforcement in both directions Direction     Location   Re-bar #     Spacing    As(in        Dia., in X      -    Top            6         12         0.44       0.75 Bottom          6         12         0.44       0.75 Y           Top            6         12         0.44       0.75
                               !Bottom            6         12         0.44       0.75 Effective depth in x-direction, d x =     t-cc-Dia/2
                                        =   24- 2.000- 0.750 / 2
                                        =     21.625 in Effective depth in y-direction, d y =     t-cc-Dia-Dia/2                         dI
                                        =   24 - 2.000 - 0.750 - 0.750 / 2
                                        =    20.875     in
                                        =      0.9 For X-direction d x =        dx         21.625     in For X-direction d y =        dy         20.875     in

Calculation No.             S07-0037    Revision  0 Attachment   F Page  F2 0.85 f                                  C= 85 PCab T~   ~                           ,     .8fT d             d-d'             d-4/
Calculation of the moments per unit length in both directions Positive bending moment in X-direction z
Fig. .2Positiv'e bending inoment.if;X direction Top re-bar spacing, s ,t =            12       in Bottom re-bar spacing, s xb =             12       in Re-bar area, A s, =          0.44       in 2 As=         ( 12  /Sxb)AS
                                   =    (12/12)'0.4
                                   =       0.44       in 2 a= fyAs/(0.85f'cb)
                                   = 40000" 0.44 (0.85              3000" 12)
                                   =      0.575       in m ux, pos=       pAsfy(dx-a/2)
                                   =    0.9" 0.440" 40.0" (21.6- 0.575/ 2
                                   =     337.98       in - kip
                                   =      28.17       ft- kip Negqative bendingq moment in X-direction z
x FMg. 3 Negativebending moment inXdirction.
A,=         (12/sxt)A
                                   =    (12/12)*0.4
                                   =       0.44       in 2 a= fyAs/(0.85f' b)
                                   = 40000" 0.44 /(0.85" 3000" 12)
                                   =      0.575       in

Calculation No.          S07-0037    Revision  0 Attachment   F Page  F3 m ux,neg=      0Asfy(dx-a/2)
                                  =   0.9"0.44"40.0"(21.6-0.575/2)
                                  =     337.98        in - kip
                                  =       28.17       ft - kip Positive bending moment in Y-direction z
x 11g. 4 Positive'bending moment in Y'direction Top re-bar spacing, s yt =            12       in Bottom re-bar spacing, s yb =             12       in Re-bar area, A y =            0.44       in 2 2
A           11= /sxb)As
                                  =    (12/12)'0.4 0.44       in 2 a= fYAs/(0.85f'cb)
                                  = 40000" 0.44 /(0.85" 3000" 12 0.575       in m uy, pos=         A sf y( dy -a /2)
                                  =    0.9 *0.440
* 40.0 *(20.9- 0.575/ 2)
                                  =     326.10        in - kip
                                  =       27.18       ft - kip Negative bending moment in Y-direction y
Fig&#xfd; 5 Negative bending momeht in X direction As=       (12/     syt )A s
                                  =    (12112)*0.4
                                  =        0.44       in 2 a=     fyAs/(0.85f'ob)
                                  =    40000 0.44 /(0.85" 3000" 12)
                                  =       0.575       in m  uy, neg 0.9
* 0.44
* 40.0 *  ( 20.9 - 0.575 / 2) 326.10        in - kip 27.18       ft - kip

Calculation No.        S07-0037    Revision  0 Attachment    F Page   F4 Segment     Location           M,, L 0             Value      Remark A         +Mu            28.27*24/12=           56.34         (1)
     -M    (Support)                               56.34 B         +Mu            28.27*24/12=           56.34         (1)
     -M    (Support)                               56.34 C         +MU            27.18   24/12=         54.36         (1)
     - M u (Support)                               54.36 D         +MU            27.18
* 24 / 12=       54.36         (1)
     - M u (Support)                               54.36 Z M u L E=       442.8 Note: (1)   Moment varies along yield lines. Values used are conservative.
YP =       2*(w*24 *12*        1 /2)2*     1 /3
                    =    192 w By conservation of energy the sum of internal and external work must be zero and this will make it possible to calculate the failure load of the construction.
EP6=       YMuLO 192 w =      442.8 w=     442.8/192
                    =    2.306      ksf                  CHECKS OK

STRUCTUREPOINT - pcaColumn v4.10 (TM)                                                               Page    1 Licensed to: Sargent & Lundy Engineers. License ID: 54143-1013717-4-2801B-21AB0                     04/01/09 D: \PROJECTS\CRYSTAL RIVER\YIELD LINE ANALYSIS\Column Check\Column.col                              05:12 PM Calculation No. S07-0037 Revision     1 Attachment   G Page   G1 00000 00   00 00   00 0000000     00000    00000    00          00000    00     00    00     00000000        0000 00     00  00       00   00   00         00   00   00     00    00    00    00   00   00   00 00     00  00       0000000   00   00    00   00   00     00    00    00    00   00   00   00 0000000    00       00   00   00   00    00   00   00     00    00    00    00   00   00   00 00          00000   00   00    00000      00000    00000   00000      00    00   00   00   00 (TM) pcaColumn v4.10 (TM)
Computer program for the Strength Design of Reinforced Concrete Sections Copyright &#xa9; 1988-2008, STRUCTUREPOINT, LLC.
All rights reserved Licensee    stated above acknowledges        that STRUCTUREPOINT       (SP)    is    not and cannot be responsible for either the       accuracy or adequacy of the material             supplied as input for processing by the pcaColumn computer program. Furthermore). SP neither makes                  any warranty expressed nor implied with respect          to the   correctness of the output prepared by the pcaColumn program. Although SP has endeavored to produce pcaColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design    and engineering    documents    is   the   licensees. Accordingly,       SP disclaims       all responsibility    in  contract,    negligence     or other tort      for any analysis,           design or engineering documents prepared in connection with the use of the pcaColumn program.

STRUCTUREPOINT - pcaColumn v4.10 (TM)                                                                                   Page     2 Licensed to: Sargent & Lundy Engineers. License ID: 54143-1013717-4-2801B-21ABO                                         04/01/09 D:\PROJECTS\CRYSTAL RIVER\YIELD LINE ANALYSIS\Column Check\Column.c6l                                                   05:12 PM Calculation No. S07-0037    Revision    1 General Information:                                                                                              Attachment     G Page    G2 File Name: D:\PROJECTS\CRYSTAL RIVER\YIELD LINE ANALYSIS\Column Check\Column.col Project:       CR3 AB East Wall Column:        01                                         Engineer: MWM Code:          ACI 318-02                                 Units: English Run Option: Investigation                                 Slenderness: Not considered Run Axis:         X-axis                                  Column Type: Structural Material     Properties:
f'c      = 3 ksi                                          fy         40 ksi Ec       = 3320.56     ksi                                Es         29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section:
Rectangular:       Width = 36 in                          Depth = 50.25 in Gross section area,         Ag        1809 in^2 Ix = 380653 in^4                                          Iy    =   195372   in^4 Xo =     0 in                                             Yo =      0 in Reinforcement:
Bar Set: ASTM A615 Size Diam (in) Area           (in^2)       Size Diam       (in)    Area  (in^2)      Size Diam (in)       Area    (in^2)
      # 3            0.38              0.11      # 4            0.50             0.20      # 5           0.63             0.31
      #     6        0.75              0.44      # 7            0.88             0.60      # 8           1.00             0.79
      #     9        1.13              1.00      # 10           1.27             1.27      # 11          1.41             1.56
      # 14           1.69              2.25      # 18           2.26             4.00 Confinement:       Tied;   #3    ties with #10 bars,              #4 with larger bars.
phi(a)     = 0.8,     phi(b)      =  0.9,    phi(c)     =  0.65 Layout: Rectangular Pattern: Sides Different               (Cover to longitudinal reinforcement)
Total steel       area:  As = 32.00 in^2          at   rho    =   1.77%
Top            Bottom                   Left           Right Bars               4   #18           4   #18                0   #18        0    #18 Cover (in)                 2                2                      2              2 Factored Loads and Moments with Corresponding Capacities:
Pu                Mux                fMnx       fMn/Mu    N.A. depth       epst         Phi No.                 kip               k-ft                k-ft                            in 1          340.60            1822.25             2760.23         1.515            5.64     0.02208     0.900
      *** End of output ***

0        0        0       0 Y
              +x 0        0        0       0 36 x 50.25 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered               -4000 Column type: Structural Bars: ASTM A615 Date: 04/01/09 Time: 17:12:32
                                                                             -1500 pcaColumn v4.10. Licensed to: Sargent & Lundy Engineers. License ID: 54143-1013717-4-2801B-21ABO File: D:\PROJECTS\CRYSTAL RIVER\YIELD LINE ANALYSIS\ColumnCheck\Column.col Project: CR3 AB East Wall Column: 01                                               Engineer: MWM fc = 3 ksi                  fy = 40 ksi                  Ag= 1809 inA2               8#1 8 bars Ec = 3321 ksi               Es = 29000 ksi               As = 32.00 inA2             rho = 1.77%
fc = 2.55 ksi                                            Xo     0.00 in.             Ix = 380653 inA4 e_u = 0.003 in/in                                        Yo = 0.00 in                ly = 195372 inA4 Betal = 0.85                                             Min clear spacing = 7.66 in Cleair cover = 2.00 in Confinement: Tied           phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65

PROGRESS ENERGY FLORIDA, INC.
CRYSTAL RIVER UNIT 3 DOCKET Number 50-302 /License Number DPR-72 LICENSE AMENDMENT REQUEST #303, Revision 1 Revision to Final Safety Analysis Report Sections 5.4.3, "Structural Design Criteria," and 5.4.5.3, "Missile Analysis" Attachment C Description of Proposed Change, Background, Technical Analysis, Determination of No Significant Hazards Considerations, and the Environmental Assessment

U. S. Nuclear Regulatory Commission                                                   Attachment C 3F0409-04                                                                                Page 1 of 6 Description of Proposed Change, Background, Technical Analysis, Determination of No Significant Hazards Consideration, and the Environmental Assessment 1.0      Description of Proposed Chance The proposed License Amendment Request (LAR) will revise the Crystal River Unit 3 (CR-3)
Final Safety Analysis Report (FSAR) Sections 5.4.3 and 5.4.5.3 to include a statement regarding the design of the east wall of the CR-3 Auxiliary Building.
Verbatim FSAR Section 5.4.3 currently states that the design of Class 1 structures is based on American Concrete Institute (ACI) standard ACI 318-63, "Working Stress Design," for normal operating conditions, and "Ultimate Strength Design" for tornado, earthquake, and missile impact conditions. FSAR Section 5.4.5.3, states that for Class 1 structures, the structural design shall be checked by the ultimate strength provisions of ACI 318-63. These sections are being revised to read:
(5.4.3) This design has been based on ACI 318-63 "Working Stress Design" for normal operating conditions and "Ultimate Stress Design" for tornado, earthquake, and missile impact conditions, except for the east wall of the Auxiliary Building, which has been based on ACI 349-97, "Code Requirementsfor Nuclear Safety Related Concrete Structures."
(5.4.3.1) Same as Section 5.2.3.1 a, b, c, and e, and AC1 349-97.
(5.4.3.2.2) The structural design is in accordance with ACI 318-63, "Ultimate Strength Design,"
except for the east wall of the Auxiliary building, which has been based on ACI 349-97.
(5.4.5.3) The orientation of the pole to give the most critical load is end-on. For this condition, standard column formulas indicate that the pole will elastically buckle at a loading of 148 kips, which is considerably smaller than the crushing strength of either the pole or the concrete. The structural design was then checked by the ultimate strength provisions of ACI 318-63 for capacity to withstand this load, exceptfor the east wall of the Auxiliary Building, which has been based on ACI 349-9 7.
The analysis for the automobile is based on the approach used in Reference 40, which has been verified + 20% in tests conducted by Dr. T. J. Hirsh of the Texas Transportation Institute at Texas A&M University, and by tests indicated in the Reference. This approach was extrapolated for the case of a 2,000 lb automobile traveling at 150 mph. Although the variation of deceleration is sinusoidal, due to the scatter of the test results the analysis was based on maximum deceleration to develop a maximum force applied to the structure. The structural design was then checked by the ultimate strength provisions of ACI 318-63 for capacity to withstand this automobile load, except for the east wall of the Auxiliary Building, which has been based on ACI 349-97.

U. S. Nuclear Regulatory Commission                                                 Attachment C 3F0409-04                                                                             Page 2 of 6 2.0     Background The CR-3 Auxiliary Building, excluding the steel roof support, is a Class 1 structure. As described in the CR-3 FSAR, a Class 1 structure is a structure whose failure might cause or increase the severity of a Loss of Coolant Accident (LOCA) or result in an uncontrolled release of radioactivity. Class 1 structures are also vital to the safe shutdown and isolation of the reactor. CR-3 Class 1 structures, including the Auxiliary Building, contain and protect safety-related equipment.
The loads used in the design of these Class 1 structures have been determined based on operating and accident requirements, as specified below, :in addition to regular loads as required by applicable codes:
Loads  During Normal Operation
    "   Dead load
    "   Live load
    "   Wind load
    "   Equipment loads
* Design Basis Earthquake (DBE)
Abnormal Loads
    " Tornado loads
* Main steam turbine missiles
* Tornado missiles
    " Maximum Hypothetical Earthquake (MHE)
The tornado loading includes tornado generated missiles. Tornado design requirements are:
: a. Tangential wind velocity of 300 miles per hour (mph)
: b. An external pressure drop of 3 pounds per square inch gauge (psig)
: c. Missile equivalent to a utility pole 35 feet long, 14 inches in diameter, density of 50 pounds per cubic foot, and traveling at 150 mph
: d. Missile equivalent to a one ton automobile traveling at 150 mph. (Limiting design basis missile)
The CR-3 FSAR summarizes Class 1 structural design criteria in Section 5.4.3, "...design has been based on ACI 318-63, "Working Stress Design," for normal operating conditions, and "Ultimate Stress Design," for tornado, earthquake, and missile impact conditions."
Upon review of the original design basis structural calculations for the east and south Auxiliary Building walls, it was discovered that calculations were not performed to reflect loading related to tornado driven missiles or tornado wind load combinations as described in the FSAR. An investigation and an assessment of the operability of the east and south walls of the Auxiliary Building were completed. The south wall was qualified using the methods described in the FSAR (ACI 318-63). Calculations indicate the east wall is operable and does not pose a nuclear safety risk.
Calculations to qualify the east wall were performed using the Yield Line Theory methodology.
Application of the Yield Line Theory methodology to qualify the east wall is based on meeting

U. S. Nuclear Regulatory Commission                                                 Attachment C 3F0409-04                                                                              Page 3 of 6 the requirements of ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures," and is contrary to the FSAR Section 5.4.3 and 5.4.5 statement that, "The design has been based on ACI 318-63." Therefore, a revision to the FSAR is required.
The Yield Line Theory methodology has been used as an acceptable methodology for internal missiles inside the Reactor Building at CR-3. FSAR Section 5.2.4.1.3 documents the application of this methodology. Additionally, a letter from the NRC to Florida Power Corporation, dated September 1, 1973, discusses the use of the Yield Line Theory methodology as an acceptable technique for determining the failure capacity of concrete structures for a High Energy Line Break in Category 1 structures outside containment.
3.0      Technical Analysis The proposed amendment will revise FSAR described methodology for determining ultimate yield strength of the east wall of the CR-3 Auxiliary Building. The design basis structural design criteria described in the FSAR for Class 1 structures is that of ACI 318-63. Upon review of the original design basis calculations for the Auxiliary Building, it was discovered that calculations were not performed on the east or south wall that reflect loading related to tornado driven missiles or tornado wind load combinations as described in the FSAR.
The east wall of the Auxiliary Building is approximately 2 feet thick, constructed of reinforced concrete. FSAR Section 5.2.1.2.6, "Tornado Load," has determined that a minimum of two feet of concrete provides sufficient resistance to the postulated missile spectrum and no additional penetration calculations are required.
Calculation S07-0037, Revision 1, (Attachment B) was performed to confirm that the east wall of the Auxiliary Building is OPERABLE. The calculation also qualifies the wall to the FSAR described postulated tornado driven missile and wind loads using standard structural analysis techniques.
Calculations were performed to qualify the east wall using methods of ACI 318-63 as described in the FSAR. These calculations were not successful. The stresses on the wall due to tornado wind pressure and missiles are not within the allowable limits of ACI 318-63. However, the east wall can be qualified utilizing the Yield Line Theory methodology. The Yield Line Theory methodology is one of the methods discussed in ACI 349-97.
The guidelines of Standard Review Plan (NUREG-0800, Revision 2 - March 2007) Section 3.8.4, "Other Seismic Category 1 Structures," provide direction that the design and analysis of Category 1 buildings be in accordance with ACI 349-97. A review of the requirements of ACI 349-97 was performed to verify that the east wall of the Auxiliary Building would satisfy the applicable design requirements due to the amount of reinforcement in the wall.
Appendix C of ACI 349-97 does not specify any requirements for minimum reinforcement so Section 10.5.3 is applied for minimum reinforcement of flexural members which refers to Section 7.12 for structural slabs of uniform thickness. Section 7.12.5 requires that the ratio of reinforcement area provided at the tension face to gross area of concrete not be less than 0.0018 unless the area of reinforcement provided is at least one-third greater than that required by analysis. The ratio provided in the CR-3 Auxiliary Building east wall is 0.0015. In order to satisfy Section 7.12.5 for a lower ratio of reinforcement, the requirements of Appendix C have

U. S. Nuclear Regulatory Commission                                                  Attachment C 3F0409-04                                                                               Page 4 of 6 been checked for a wall with a reduced area of reinforcement which is three-quarters of the actual reinforcement area in the east wall. The result satisfies the requirement of ACI 349-97, Section 7.12.5, in that the area of reinforcement provided on the tension face is at least one third greater than required by analysis. The shear capacity of the east wall has been reviewed to ensure that the wall meets the requirements of Section C.3.6 for flexure to control the design.
The collapse load due to tornado missiles used to calculate ductility demand was determined by using a circular fan yield pattern based on the Yield Line Theory methodology. This analysis assumes fixed boundary conditions at the ends of the wall panel. The two-foot thick wall is bounded by three-foot thick slabs on the top and bottom, and three-foot wide by four-foot deep columns on each side. These members provide enough rigidity to assume fixed boundary conditions. The columns have also been checked to withstand the missile impact loads.
The governing loads for the Auxiliary Building east wall are the tornado wind plus depressurization and the tornado missile. The tornado wind plus depressurization load is qualified against the ultimate moment strength of the wall with reduced reinforcement area. The tornado missile loading is governed by the one ton automobile. The resulting missile load is a rectangular force pulse with duration of 0.081 seconds.
Structural Calculation S07-0037, Revision 1, (Attachment B) was performed using the Yield Line Theory methodology and concludes that the ultimate strength of the Auxiliary Building east wall exceeds the applied tornado and pressure drop loads and no overall failure for the walls will occur due to missile impact.
4.0      No Significant Hazard Consideration Determination The proposed License Amendment Request (LAR) #303, Revision 1, will revise the Crystal River Unit 3 (CR-3) Final Safety Analysis Report (FSAR) Sections 5.4.3, "Structural Design Criteria," and 5.4.5.3, "Missile Analysis." The proposed amendment will revise the analysis utilized to qualify specific portions of Class 1 structures.
: 1. Does not involve a significant increase in the probabilityor consequences of an accident previously evaluated The proposed LAR will revise the methodology used to qualify the east wall of the CR-3 Auxiliary Building for all expected and postulated loads including tornado wind and missile loading. The Yield Line Theory methodology is an industry standard that is used for the design and analysis of concrete slabs and is applied to CR-3 in accordance with American Concrete Institute (ACI) 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures." A change in the methodology of an analysis used to verify qualification of an existing structure will not have any impact on the probability of accidents previously evaluated.
The analysis performed demonstrates that the CR-3 Auxiliary Building east wall will remain structurally intact following the worst case loadings assumed in the calculation. Therefore, this proposed change does not involve a significant increase in the probability or consequences previously evaluated.

U. S. Nuclear Regulatory Commission                                                    Attachment C 3F0409-04                                                                                 Page 5 of 6 2, Does not create the probability of a new or different type of accidentfrom any accident previously evaluated.
The function of the CR-3 Auxiliary Building wall is to house and protect the equipment that is important to safety from damage during normal operation, transients, and design basis accidents.
The use of ACI 349-97 for qualifying the east wall of the CR-3 Auxiliary Building has no impact on the capability of the structure. A calculation that uses the Yield Line Theory methodology demonstrated that the structure meets required design criteria. This ensures that the wall is capable of performing its design basis function without alteration or compensatory actions of any kind. No changes to any plant system, structure, or component (SSC) are proposed. No changes to any plant operating practices, procedures, computer firmware/software will occur.
Therefore, the proposed change will not create the possibility of new or different type of accident from any previously evaluated.
: 3. Does not involve a significantreduction in the margin of safety.
The design basis of the plant requires structures to be capable of withstanding normal and accident loads including those from a design basis tornado. The requirements of ACI 349-97, as applied in an approved plant calculation, demonstrated that the east wall of the CR-3 Auxiliary Building is capable of performing its design function. There is a slight reduction in conservatism between the method used for the remaining Class 1 structures, ACI 318-63 and ACI 349-97, but the calculation performed validates the requirement that the east wall of the Auxiliary Building will protect the important to safety systems, structures, and components located in proximity to the wall from damage.
Therefore, the proposed change does not involve a significant reduction in the margin of safety.
Based on the above, Florida Power Corporation concludes that the proposed amendment presents no significant hazards consideration under the standards set forth in 10 CFR 50.92(c) and, accordingly, a finding of "no significant hazards consideration" is justified.
5.0      Applicable Regulatory Regquirements/Criteria The proposed amendment is not a risk-informed change. The operation of the system will be the same as is currently considered in the CR-3 Probabilistic Risk Analysis. Requirements in 10 CFR 50, Appendix A, "General Design Criteria," do not directly apply to CR-3 since CR-3 was licensed prior to the General Design Criteria. However, there is a similarity to some of the criteria that CR-3 was licensed to, and of these, Criteria, 1, 2, and 40 are applicable as referenced in the CR-3 FSAR.
Criterion 1, "Quality Standards," requires systems, structures and components used in the prevention of accidents or mitigating the effects of an accident to be constructed according to quality standards. The Yield Line Theory methodology is an industry standard used in verifying that the design of the east wall of the Auxiliary Building assures its design function is satisfied.
The calculation performed to demonstrate adequacy of the Auxiliary Building east wall is performed using this methodology, and is applicable for use in this application under ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures."

U. S. Nuclear Regulatory Commission                                                    Attachment C 3F0409-04                                                                                 Page 6 of 6 Criterion 2, "Performance Standards," requires systems, structures, and components to be designed, fabricated, and erected in accordance to performance standards that will enable the facility to withstand, without loss of the capability to protect the public, additional forces that may be imposed by natural forces such as earthquakes, tornados, flooding, etc. ACI 318-63 is one such performance standard. ACI 349-97 is another performance standard that provides for similar design and construction techniques and methodologies that will assure protection to the public from failures of structures that could allow the release of radioactive materials. The Yield Line Theory methodology is applicable for use at CR-3 under the provisions of ACI 349-97.
Criterion 40, "Missile Protection," requires protection of engineered safeguard equipment from the effects of internal and externally generated missiles. Inherent in this requirement is the protection afforded by the external walls of the building that houses the equipment. The calculation performed on the east wall of the Auxiliary Building, satisfying the requirements of ACI 349-97, demonstrates that the Auxiliary Building east wall will successfully perform this function against all required loading combinations.
6.0        Environmental Impact Evaluation 10 CFR 51.22 (c)(9) provides criteria for identification of licensing and regulatory actions eligible for categorical exclusion from performing an environmental assessment. A proposed amendment to an operating license for a facility requires no environmental assessment if operation of the facility in accordance with the proposed amendment would not:
(i)      Involve a significant hazards consideration, (ii)     Result in a significant change in the types or significant increase in the amounts of any effluents that may be released offsite, and (iii)   Result in a significant increase in individual or cumulative occupational radiation exposure.
FPC has reviewed proposed License Amendment Request #303, Revision 1, and concludes it meets the eligibility criteria for categorical exclusion set forth in 10 CFR 51.22(c)(9). Pursuant to 10 CFR 51.22(c), no environmental impact statement or environmental assessment needs be prepared in connection with this request.

PROGRESS ENERGY FLORIDA, INC.
CRYSTAL RIVER UNIT 3 DOCKET Number 50-302 /License Number DPR-72 LICENSE AMENDMENT REQUEST #303, Revision 1 Revision to Final Safety Analysis Report Sections 5.4.3, "Structural Design Criteria," and 5.4.5.3, "Missile Analysis" Attachment D Proposed Revised Final Safety Analysis Report Pages Strikeout and Shadowed Text Format

FINAL SAFETY ANALYSIS REPORT                                 Revision:           31.2 Florida       Power A Progress Energy Company CONTAINMENT SYSTEM & OTHER                                  Chapter:                5 SPECIAL STRUCTURES                                Page:           55 of 92 5.4       OTHER CLASS I STRUCTURES AND SYSTEMS Other Class I structures are listed in Section 5.1.1.1. With the exception of the Dedicated Emergency Feedwater Tank Enclosure and the Diesel Driven Emergency Feedwater Pump Enclosure, other Class I structures are designed as discussed in Sections 5.4.1 through 5.4.3. Design of the Dedicated Emergency Feedwater Tank Enclosure is discussed in Section 5.4.6. Design of the Diesel Driven Emergency Feedwater Pump Enclosure is discussed in section 5.4.7.
5.4.1          STRUCTURAL DESIGN PARAMETERS The loads used in design of these other Class I structures have been determined based on operating and accident requirements, as specified below, in addition to regular loads as required by applicable codes.
5.4.1.1        Loads During Normal Operation The loads due to normal operating conditions are:
: a. Dead load
: b. Live load
: c. Wind load
: d. Equipment loads
: e. Design Basis Earthquake (DBE), see Section 5.2.1.2.9a 5.4.1.2        Abnormal Loads (Protection of Safeguards)
These Class I structures which protect Class I Systems and equipment have been designed for such incidents as:
: a. Tornado loads, see Section 5.2.1.2.6.
: b. Main steam turbine missiles.
: c. Tornado missiles, see Section 5.2.1.2.6.
: d. Maximum Hypothetical Earthquake (MHE), see Section 5.1.2.1.
5.4.2          MATERIALS AND SPECIFICATIONS The material and specifications for these other Class I structures are similar to those detailed in Section 5.2.2, except for the concrete which has a minimum compressive strength of 3,000 psi in 28 days (see Section 5.2.2.1).
5.4.3          STRUCTURAL DESIGN CRITERIA This design has been based on ACI 318-63 "Working Stress Design" for normal operating conditions, and "Ultimate Strength Design" for tornado, earthquake, and missile impact conditions! except for the east wall of the Auxiliaryj
&#xfd;Biilding, which has been based on ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Strucures.'i 5.4.3.1        Codes Same as Section 5.2.3.1 a, b, c, and el, and-ACI 349-971.

Revision:            31.2 FINAL SAFETY ANALYSIS REPORT Florida Power                                                                           Chapter:                 5 AProgress Energy Company     CONTAINMENT SYSTEM & OTHER                                 Page:
SPECIAL STRUCTURES                                 Page:           56 of 92 5.4.3.2         Loads The design has been based upon normal operating loads, earthquake loads, and accident loads as described in Sections 5.4.1.1 and 5.4.1.2.
5.4.3.2.1       At Normal Operating Conditions The stresses in the concrete and reinforcing steel resulting from combinations of those loads listed in Section 5.4.1.1 are in accordance with ACI 318-63, "Working Stress Design."
5.4.3.2.2 Abnormal Loads The other Class I structures have been designed to withstand short term tornado loadings, including tornado generated missiles where such structures house systems and components whose failure would result in an inability to safely shutdown and isolate the reactor. Structures that are so designed include the following:
: a. Control building.
: b. Auxiliary building, excluding the steel roof support structure.
The concrete portion of the auxiliary building which houses Class I items is designed for tornado generated missiles. The spent fuel pool and new fuel vault have been evaluated for tornado generated missiles by calculation S06-0010.
The roof was designed considering seismic loads but the roof will not act as a barrier against a tornado missile.
: c. Diesel generator building, including the radiator exhaust air deflector wall and its support structure (EGX-2).
The deflector wall is missile resistant, not missile proof. Structural failure (collapse) of the wall will not occur, but it is not designed to prevent local deformation of the structure or puncture of the wall (Ref 68).
: d. NSSS intake pump structure.
: e. Intermediate building.
: f. Exterior safety related piping and component missile shields.
The tornado design requirements are described in Section 5.2.1.2.6.
The structural design is in accordance with ACI 318-63, "Ultimate Strength Design7 ," except for the east wall of thd LAuxiliary Building, which has been based on ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures.,'
5.4.3.2.3 Turbine Report A vulnerability analysis of the plant design was made to determine what changes would have to be made in the event a turbine-missile could be produced. The basic criteria for this analysis was that plant shutdown and security could not be jeopardized by a turbine-missile strike. Moreover, the consequences of a strike could not cause or result in an uncontrolled release of excessive amounts of radioactivity. On this basis, those systems, structures, and

Revision:          31.2 FINAL SAFETY ANALYSIS REPORT Florida      Power AProgress Energy Company    CONTAINMENT SYSTEM & OTHER                                Chapter:
5 SPECIAL STRUCTURES                                Page:          72 of 92 A detailed stress analysis of the internals under accident conditions is discussed in Babcock & Wilcox Topical Report BAW-10008.
Equipment such as safety features valves, tanks, and heat exchangers were stress analyzed using the equivalent static load method. The analysis includes evaluation of the equipment for normal and abnormal conditions. Seismic shock and vibration tests have been conducted on a valve operator which is typical of the valves used in the Engineered Safeguards (ES) Systems. The valve operator was tested at a 5.3g shock level at 35 cps with no discrepancies observed. A scan from 5 cps to 35 cps was made and no critical resonant frequencies were noted. The valve operator was shock and vibration tested in each of three different axes in a 2 minute "on" - 1 minute "off' cycle for a total of 3 times per axis. The unit was then electrically operated to the full-open and full-closed position, and all torque switches and limit switches functioned properly. All electrical and mechanical devices on the operator functioned properly.
The RCP motors have been dynamically tested by the supplier under operational conditions in a test loop. The tests demonstrated that the pump motor would operate satisfactorily under the worst anticipated vibratory loadings resulting from full flow conditions for Crystal River Unit 3. The natural frequency of the RCP and motor (above 25 cps) is appreciably above the fundamental seismic response spectra (10 cps) of the reactor coolant loop. The pump motors are capable of withstanding the calculated design earthquake loading with unaffected operational capability.
5.4.5.3 Missile Analysis The missile loading requirements for Class I structures are as in Section 5.4.3.2.3 for main steam turbine missiles, and as in Section 5.2.1.2.6 for tornado missiles.
The orientation of the pole to give the most critical load is end-on. For this condition, standard column formulas indicate that the pole will elastically buckle at a loading of 148 kips, which is considerably smaller than the crushing strength of either the pole or the concrete. The structural design was then checked by the ultimate strength provisions of ACI 318-63 for capacity to withstand this pole loadxce t for the east wall of the Auxiliary Bdilding-[
Which has been based on ACI 349-971 The analysis for the automobile is based on the approach used in Reference 40, which has been verified +20% in tests conducted by Dr. T. J. Hirsh of the Texas Transportation Institute at Texas A&M University, and by tests indicated in the Reference. This approach was extrapolated for the case of a 2,000 lb automobile traveling at 150 mph. Although the variation of deceleration is sinusoidal, due to the scatter of the test results the analysis was based on maximum deceleration to develop a maximum force applied to the structure. The structural design was then checked by the ultimate strength provisions of ACI 318-63 for capacity to withstand this automobile load except east wall of the Auxiliary Buildi, which has been based-on ACI 347]
Missile analysis based on Standard Review Plan 3.5.1.4 (Ref 49) guidelines was used for the Emergency Feedwater Tank Enclosure and the Diesel Driven Emergency Feedwater Pump Enclosure. See sections 5.4.6 and 5.4.7 for more information.
5.4.5.4       Seismic Design and Review of Class I (Seismic) Components and Equipment The seismic input, including any necessary feedback from structural and system dynamic analyses, were specified to the vendors of purchased Class I (seismic) components and equipment. Independent engineering review was made within the respective departments by persons other than the original Design Engineer.

PROGRESS ENERGY FLORIDA, INC.
CRYSTAL RIVER UNIT 3 DOCKET Number 50-302 /License Number DPR-72 LICENSE AMENDMENT REQUEST #303, Revision 1 Revision to Final Safety Analysis Report Sections 5.4.3, "Structural Design Criteria," and 5.4.5.3, "Missile Analysis" Attachment E Proposed Revised Final Safety Analysis Report Pages Revision Bar Format

  -4                               FINAL SAFETY ANALYSIS REPORT                                 Revision:           31.2 Florida      Power AProgress EnergyCompany    CONTAINMENT SYSTEM & OTHER                                  Chapter:
5 SPECIAL STRUCTURES                                 Page:           55 of 92 5.4       OTHER CLASS I STRUCTURES AND SYSTEMS Other Class I structures are listed in Section 5.1.1.1. With the exception of the Dedicated Emergency Feedwater Tank Enclosure and the Diesel Driven Emergency Feedwater Pump Enclosure, other Class I structures are designed as discussed in Sections 5.4.1 through 5.4.3. Design of the Dedicated Emergency Feedwater Tank Enclosure is discussed in Section 5.4.6. Design of the Diesel Driven Emergency Feedwater Pump Enclosure is discussed in section 5.4.7.
5.4.1          STRUCTURAL DESIGN PARAMETERS The loads used in design of these other Class I structures have been determined based on operating and accident requirements, as specified below, in addition to regular loads as required by applicable codes.
5.4.1.1        Loads During Normal Operation The loads due to normal operating conditions are:
: a. Dead load
: b. Live load
: c. Wind load
: d. Equipment loads
: e. Design Basis Earthquake (DBE), see Section 5.2.1.2.9a 5.4.1.2        Abnormal Loads (Protection of Safeguards)
These Class I structures which protect Class I Systems and equipment have been designed for such incidents as:
: a. Tornado loads, see Section 5.2.1.2.6.
: b. Main steam turbine missiles.
: c. Tornado missiles, see Section 5.2.1.2.6.
: d. Maximum Hypothetical Earthquake (MHE), see Section 5.1.2.1.
5.4.2          MATERIALS AND SPECIFICATIONS The material and specifications for these other Class I structures are similar to those detailed in Section 5.2.2, except for the concrete which has a minimum compressive strength of 3,000 psi in 28 days (see Section 5.2.2.1).
5.4.3          STRUCTURAL DESIGN CRITERIA This design has been based on ACI 318-63 "Working Stress Design" for normal operating conditions, and "Ultimate Strength Design" for tornado, earthquake, and missile impact conditions, except for the east wall of the Auxiliary Building, which has been based on ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures."
5.4.3.1        Codes Same as Section 5.2.3.1 a, b, c, and e, and ACI 349-97.

Revision:          31.2 FINAL SAFETY ANALYSIS REPORT AProgress Energy Company      CONTAINMENT SYSTEM & OTHER                                Chapter:               5 SPECIAL STRUCTURES                                Page:          56 of 92 5.4.3.2        Loads The design has been based upon normal operating loads, earthquake loads, and accident loads as described in Sections 5.4.1.1 and 5.4.1.2.
5.4.3.2.1      At Normal Operating Conditions The stresses in the concrete and reinforcing steel resulting from combinations of those loads listed in Section 5.4.1.1 are in accordance with ACI 318-63, "Working Stress Design."
5.4.3.2.2      Abnormal Loads The other Class I structures have been designed to withstand short term tornado loadings, including tornado generated missiles where such structures house systems and components whose failure would result in an inability to safely shutdown and isolate the reactor. Structures that are so designed include the following:
: a. Control building.
: b. Auxiliary building, excluding the steel roof support structure.
The concrete portion of the auxiliary building which houses Class I items is designed for tornado generated missiles. The spent fuel pool and new fuel vault have been evaluated for tornado generated missiles by calculation S06-0010.
The roof was designed considering seismic loads but the roof will not act as a barrier against a tornado missile.
: c. Diesel generator building, including the radiator exhaust air deflector wall and its support structure (EGX-2).
The deflector wall is missile resistant, not missile proof. Structural failure (collapse) of the wall will not occur, but it is not designed to prevent local deformation of the structure or puncture of the wall (Ref 68).
: d. NSSS intake pump structure.
: e. Intermediate building.
: f. Exterior safety related piping and component missile shields.
The tornado design requirements are described in Section 5.2.1.2.6.
The structural design is in accordance with ACI 318-63, "Ultimate Strength Design," except for the east wall of the Auxiliary Building, which has been based on ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures."
5.4.3.2.3      Turbine Report A vulnerability analysis of the plant design was made to determine what changes would have to be made in the event a turbine-missile could be produced. The basic criteria for this analysis was that plant shutdown and security could not be jeopardized by a turbine-missile strike. Moreover, the consequences of a strike could not cause or result in an uncontrolled release of excessive amounts of radioactivity. On this basis, those systems, structures, and

31.2 i Power FFlorida        oFINAL SAFETY                       ANALYSIS REPORT                   Revision:
5 AProgress Energy Company    CONTAINMENT SYSTEM & OTHER                                Chapter:
SPECIAL STRUCTURES                                Page:          72 of 92 A detailed stress analysis of the internals under accident conditions is discussed in Babcock & Wilcox Topical Report BAW- 10008.
Equipment such as safety features valves, tanks, and heat exchangers were stress analyzed using the equivalent static load method. The analysis includes evaluation of the equipment for normal and abnormal conditions. Seismic shock and vibration tests have been conducted on a valve operator which is typical of the valves used in the Engineered Safeguards (ES) Systems. The valve operator was tested at a 5.3g shock level at 35 cps with no discrepancies observed. A scan from 5 cps to 35 cps was made and no critical resonant frequencies were noted. The valve operator was shock and vibration tested in each of three different axes in a 2 minute "on" - 1 minute "off' cycle for a total of 3 times per axis. The unit was then electrically operated to the full-open and full-closed position, and all torque switches and limit switches functioned properly. All electrical and mechanical devices on the operator functioned properly.
The RCP motors have been dynamically tested by the supplier under operational conditions in a test loop. The tests demonstrated that the pump motor would operate satisfactorily under the worst anticipated vibratory loadings resulting from full flow conditions for Crystal River Unit 3. The natural frequency of the RCP and motor (above 25 cps) is appreciably above the fundamental seismic response spectra (10 cps) of the reactor coolant loop. The pump motors are capable of withstanding the calculated design earthquake loading with unaffected operational capability.
5.4.5.3 Missile Analysis The missile loading requirements for Class I structures are as in Section 5.4.3.2.3 for main steam turbine missiles, and as in Section 5.2.1.2.6 for tornado missiles.
The orientation of the pole to give the most critical load is end-on. For this condition, standard column formulas indicate that the pole will elastically buckle at a loading of 148 kips, which is considerably smaller than the crushing strength of either the pole or the concrete. The structural design was then checked by the ultimate strength provisions of ACI 318-63 for capacity to withstand this pole load, except for the east wall of the Auxiliary Building, which has been based on ACI 349-97.
The analysis for the automobile is based on the approach used in Reference 40, which has been verified +20% in tests conducted by Dr. T. J. Hirsh of the Texas Transportation Institute at Texas A&M University, and by tests indicated in the Reference. This approach was extrapolated for the case of a 2,000 lb automobile traveling at 150 mph. Although the variation of deceleration is sinusoidal, due to the scatter of the test results the analysis was based on maximum deceleration to develop a maximum force applied to the structure. The structural design was then checked by the ultimate strength provisions of ACI 318-63 for capacity to withstand this automobile load, except for the east wall of the Auxiliary Building, which has been based on ACI 349-97.
Missile analysis based on Standard Review Plan 3.5.1.4 (Ref 49) guidelines was used for the Emergency Feedwater Tank Enclosure and the Diesel Driven Emergency Feedwater Pump Enclosure. See sections 5.4.6 and 5.4.7 for more information.
5.4.5.4      Seismic Design and Review of Class I (Seismic) Components and Equipment The seismic input, including any necessary feedback from structural and system dynamic analyses, were specified to the vendors of purchased Class I (seismic) components and equipment. Independent engineering review was made within the respective departments by persons other than the original Design Engineer.}}