ML21152A238

NRC-2020-000314 - Resp 4 - Final, Agency Records Subject to the Request Are Enclosed

ML21152A238
Person / Time
Issue date:	05/21/2021
From:	NRC/OCIO
To:
Shared Package
ML21152A236	List: ML21152A237 ML21152A238
References
NRC-2020-000314
Download: ML21152A238 (113)

Text

NLS2020018 Page 1 of 1 Enclosure 4 NPPD Drawings (11 pages) 4088 Structural Turbine Generator Building Elevations Sheet No. 1 4089 Structural Turbine Generator Building Elevations Sheet No. 2 9150 Turbine Generating Building Sheet ElOl Roof Framing Plan 9150 Turbine Generating Building Sheet E107 Elevation 9150 Turbine Generating Building Sheet E106 Elevations 9150 Turbine Generating Building Sheet 133 Girts 9150 Turbine Generating Building Sheet 139 Girts and Sag Rods 9150 Turbine Generating Building Sheet 156 Column Details 9150 Turbine Generating Building Sheet 157 Column Details 9150 Turbine Generating Building Sheet 158 Column Details 9150 Turbine Generating Building Sheet 159 Column Details

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NLS202001 8 Page 1 of 1 Enclosure 1 NPPD Calculation NEDC 16-003, Rev. 0, "Structural Evaluation of the Turbine Building Blowout Panels Steel Supports" (100 pages)

--===-Entergy NUCLEAR MANAGEMENT MANUAL QUAL ITY R ELATED INFORMATION Use 3-EN-DC-126 PAGE 1 OF 4 I REV. 3C3 Engineering Calculation Process ATTACHMENT 9.2 ENGINEERING CALCULATION COVER PAGE Sheet 2 of 3 20 5 ( l E~ctive Date:

CALCULATION ( lcALCULATION NO: 16-003 3 -i~/212 COVER PAGE 5

( ) REVISION/Change Notice No: .Q 2

( ) Page

~'1 of 1 7

1 ( l

Title:

Structural Evaluation of the Turbine Building Blowout Panels

( l EC #: (EE)13-041 Steel Supports 3 9 10

( l Design Basis Cale: ( ) System(s)/Structure: ( l Discipline:

[ZI YES ONO Turbine Building Panel Siding Civil/Structural 11 12

< l Safety Class: ( l Component/Equipment/Structure:

[ZI Quality Related Turbine Building 0 Non-Quality Related 18

( ) Proprietary:

YES [ZI NO 4

( l Superseded:

YES [ZI NO 14

( l Keywords (Description/Topical Codes):

Turbine Building, Siding, Panel, Blowout, FSAR Amendment 25, HELB, Finite Element Analysis, ANSYS , Owner Acceptance Calculation, LPI (Lucius Pitkin) 5

< l Calculation DescriQtion:

The purpose of this calculation is to determine the Turbine Building pressure from a High Energy Line Break (HELB), which would cause failure of the siding structural support system, which would in turn result in failure (blowout) of the siding. The CNS Updated Safety Analysis Report (USAR)

Amendment 25 states that the building siding will blowout at 0.5 psig thereby venting released steam (HELB) completely, relieving pressure in the Turbine Building to the atmosphere. This vendor prepared calculation utilizes ANSYS to analyze the panel support systems in the Turbine Building north and south walls.

13

( >Conclusion/Recommendations:

The steel girts supporting the blowout panels on the north and south Turbine Building walls were analyzed to determine if failure would occur at a HELB pressure of 0.5 psi. The analysis concludes at a HELB pressure of 0.45 psi, failure of the panel support system (girts and connections) would occur and result in the loss (blowout) of 5,362 ft 2 of total panel area on the north and south Turbine Building walls.

REVIEWS 1 1 1 PbJ Name/Signature/Date '" Name/Signature/Date < 'I Name/Signature/Date A\ c-- I., A 'l1\C...

Vendor LPI, Inc. (Lucius Pitkin) 2-4-16 f/~ /Fn Z Bl;b c..J2c,,-,,L.ak"--

D Design erifier 3 ,z..J ,1~

signatures on ca/c cover [ZI Technical Reviewer Supervisor/Approval Responsible Engineer [ZI Comments Attached 0 Comments Attached

='~*~Entergy NUCLEAR MANAGEMENT MANUAL QUALITY RELATED INFORMATION USE 3-EN-DC-126 I

PAGE 20F4 REV. 3C3 Engineering Calculation Process 5

ATTACHMENT 9.3 CALCULATION REFERENCE SHEET Sheet 2 of 2 CALCULATION CALCULATION NO: 16-003 REFERENCE SHEET REVISION/Change Notice: Q I.a. Change Notices Incorporated List: None l.b. Change Notices NOT Incorporated List: None Input Pending Output Impact Tracking II. Relationships: Sht. Rev.

Doc Changes Doc Y/N No.

1. DWG. 9150 133 00/AA [g] None No N/A

2. DWG. 9150 156 00/AA [g] None No N/A

3. DWG. 9150 157 00/AA fZl None No N/A

4. DWG. 9150 158 00/AA fZl None No N/A

5. DWG. 9150 159 00/AA fZl None No N/A

6. DWG. 9150 E101 00/AA fZl None No N/A

7. DWG. 9150 E106 00/AA cg) None No N/A

8. DWG. 9150 E107 00/AA [g] None No N/A

9. USAR Amendment 25 Stearns-Roger, CMTRs

- - [g] None No N/A 10.

[Media 09031-2021 thru 2107]

- - cg) None No N/A Burns & Roe, Computer Analysis of Turbine Building 11.

Pressure History [Media (1)

- - fZl None No N/A 8317-1718, (2) 64158-1094]

12. EC # (EE)13-041 - 3 None ~ Yes N/A Ill.

REFERENCES:

1. NPPD Purchase Order 4200002638, Including Amendment 1

2. AISC Manual of Steel Construction, Sixth Edition

3. RE. Peterson, "Stress Concentration Factors," John Wiley & Sons, 1974

4. Blodgett, O .W. "Design of Welded Structures", Cleveland, James F. Lincoln Arc Welding Foundation, 1966

5. Shigley, J.E., Mechanical Engineering Design, McGraw-Hill Book Co., 1972, 2nd Edition (unless otherwise indicated)

6. E. Oberg, et.al., Machinery's Handbook, Industrial Press, 27th Edition (unless otherwise indicated)

7. MATHCAD, Version 14.0, Parametric Technology Corp., 2007

8. ASTM SA-307, "Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength"

9. NUREG/CR-2137, "Realistic Seismic Design Margins of Pumps, Valves, and Piping", June 1981

10. lnryco Wall Systems Technical Data, L 10 Series Liner Panel (obtained from vendor)

11. lnryco Job No.49054, "Vacuum Load Test L10 Steel/lW21A Aluminum 1820 Gage Wall Panel Cooper Nuclear Power Station, Nebraska", March 1973

~ NUCLEAR 3-EN-DC-126 REV. JCJ

-- Entergy MANAGEMENT QUALITY RELATED-I MANUAL INFORMATION USE PAGE 3 OF4 Engineering Calculation Process 5

ATTACHMENT 9.3 CALCULATION REFERENCE SHEET Sheet 3 of 2

12. National Aerospace Standards Committee NASM1312-13, :Fastener Test Method 13 - Double Shear Test", 2013

13. Baumeister T. , et.al., "Mark's Standard Handbook for Mechanical Engineers", 8th Edition, McGraw-Hill

14. AISC Shapes Database v13.1 Historic.xis

15. Email Correspondence K. Tom (NPPD/CNS) to B. Elaidi (LPI), "Hardness of Supplied Bolts",

November 28th, 2015

16. CNS Construction Contract No.E69-15, "Structural Steel for Turbine Generator and Reactor Buildings and Intake Structure", Revision 11 , Dated 7/11/69 17 CNS Calculation NEDC 13-028, Revision 1, "Ultimate Internal Pressure of Turbine Building Blowout Panels and Metal Wall System"

18. ANSYS

References:

18.A ANSYS General Purpose Finite Element Analysis Software Code, Version 14, ANSYS Inc., LPI Report No. V&V-ANSYS-14, Rev.0, "Verification and Validation of ANSYS Software Program"

18. B LPI Quality Assurance Procedure No. 4 .1, Revision 5, "Software Control" IV. SOFTWARE USED:

Title:

ANSYS Version/Release: 14 MSI No.: N/A

Title:

MATHCAD Version/Release: 14.0 MSI No.: N/A V. DISK/CDS INCLUDED: None Description of Contents: _ _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ _ __ _ _ _ __

VI. OTHER CHANGES: None

-=-Entergy NUCLEAR MANAGEMENT MANUAL QUALITY R ELATED INFORMATION USE 3-EN-DC-126 I

PAGE 40F4 REV. 3C3 Engineering Calculation Process ATTACHMENT 9.4 RECORD OF REVISION Sheet 1 of 1 Revision Record of Revision 0 Initial issue.

~Entergy NUCLEAR MANAGEMENT MANUAL QUALITY RELATED INFORMATIONAL USE 3-EN-DC-134 I

PAGE XX OF XX REV. 5C2 Design Verification A TTACHMENT 9.7 D ESIGN V ERIFICATION COMMENT S HEET REVIEWER COMMENT/RESOLUTION RECORD Document: LPI Calculation No. A15406-C-001, Rev.1 REVIEWER REVIEWER REVIEWER PREPARER PREPARER ACCEPT NUMBER COMMENTS INIT/DATE RESPONSE INIT/DATE INIT/DATE CODE 1 Editorial comments have been provided in the TES BME TES 1

calculation markup. 1-14-16 All editorial comments are incorporated 2-8-16 2-8-16 The analysis shows that failure is predicted in the weld and bolts. The angle as a component is not part of the failure modes described. The only contribution is from the resulting size of weld along the vertical leg.

The 4x3 angle was selected to be consistent Section 1.0 Purpose (Page 7): with the girt spacing of the North wall that is Both the north and south walls are said to be used in the analysis. As shown in Figures analyzed but the analysis only considers the 4.2-4 and 4.2-8, the maximum weld stresses connection angle on the north wall, which is smaller for the 4x3 angle are concentrated at the TES BME TES 2 than the connection angle of the south wall. Why lower ends of the welds and decreases' 11-23-15 11-23-15 12-1-15 wasn't the south wall analyzed specifically? Does the significantly toward the upper end of the north wall analysis bound the south wall? If so, add weld. This characteristic of weld stress statement to the calculation (maybe best placed in the distribution remains true for the larger size methodology section?). angle (5x3.5) and the peak stress will drop

. slightly. As shown in Figure 4.2-5, maximum weld stresses for the 4x3-angle significantly exceed the failure limit. Thus, any slight drop in weld stress will not invalidate the conclusion of weld failure. A discussion will be added for the South wall configuration.

Page 1 of 10

~ Entergy NUCLEAR MANAGEMENT MANUAL QUALITY RELATED INFORMATIONAL Use 3-EN-DC-134 I REV. 5C2 PAGE.XX OF XX Design Verification REVIEWER COMMENT/RESOLUTION RECORD Document: LPI Calculation No. A 15406-C-001, Rev.1 REVIEWER REVIEWER REVIEWER PREPARER PREPARER ACCEPT 1

NUMBER COMMENTS INIT/DATE RESPONSE INIT/DATE INIT/DATE CODE Section 2.2.4 Assumptions (Page 9):

3 Does this create sufficient blow area to vent the TES LPI will document the corresponding blowout BME TES Turbine Building per FSAR Amendment 25? Or do 11-23-15 siding area in the calculation. 11-23-15 1-12-15 we need to consider smaller spacings?

This assumption is related to the yield strength of the bolt material which is not known from hardness testing. Due to the 4

Section 2.2.6 Assumptions (Page 10): TES short length of the bolts, this assumption is BME TES Why is the bolt hardness field test data not used? 11-23-15 11-23-15 12-1-15 not critical. This was confirmed by initial trial computer runs. The bolt double shear test results will be included into the report.

Stress field in fillet welds is a complex combination of axial, shear, and bending stress. Therefore, failure stress of fillet welds falls within the range of tensile, bending, and Section 4.1 Nonlinear Load Step Analysis (Page 20):

shear failure stresses. The failure stress 5

Is there a reference document for the statement "weld TES range for carbon steel is 0.75Fu (for shear)

BME TES failure in general is postulated at some stress 11-23-15 11-23-15 12-1-15 to 1.0Fu (for tension). In the present between these two limits"?

analysis, the upper bound failure stress is used to predict conservative higher failure loads. Additional words will be added to clarify this point.

Page 2 of 10

-:::::=-Entergy NUCLEAR MANAGEMENT MANUAL Q UALITY RELATED INFORMATIONAL USE 3-EN-DC-134 I REV. 5C2 PAGE XX OF XX Design Verification REVIEWER COMMENT/RESOLUTION RECORD Document: LPI Calculation No. A 15406-C-001, Rev.1 REVIEWER REVIEWER REVIEWER PREPARER PREPARER ACCEPT 1

NUMBER COMMENTS INIT/DATE RESPONSE INIT/DATE INIT/DATE CODE The complete failure of the weld is followed Section 4.3 Failure Mechanism (Page 29): by excessive rotation of the girt and bending Does the weld failure mechanism ensure the panel stresses that are significantly over the assemblies will be released from the Turbine ultimate strength. This causes failure of the TES BME TES 6 Building? The connection angles are not affected by girt midspan section in bending and 11-23-15 11-23-15 12-1-15 the weld failure, and are still bolted to the girt. How subsequent sliding of the girt ends off the do the angles release from the outer flange of the column flanges. Additional explanation is structural steel columns after the welds fail? added into the analysis section to expand upon this point.

Section 5.0 Summary & Conclusions (Page 32):

TES BME TES 7 Failure mode 3 occurs after the welds failure (failure The conclusions will be rewarded to clarify.

11-23-15 11-23-15 12-1-15 mode 2). Failure modes 2 and 3 shou ld be combined.

Section 5.0 Summary & Conclusions (Page 32):

TES BME TES 8 State the pressure value that causes the stated failure Will be included.

11-23-15 11-23-15 12-1-15 mechanisms.

Page 3 of 10

~

--:-Entergy NUCLEAR MANAGEMENT QUALITY RELATED 3-EN-DC-134 I REV. 5C2 INFORMATIONAL Use MANUAL PAGE XX OF XX Design Verification REVIEWER COMMENT/RESOLUTION RECORD Document: LPI Calculation No. A15406-C-001. Rev.1 REVIEWER REVIEWER REVIEWER PREPARER PREPARER ACCEPT 1

NUMBER COMMENTS INIT/DATE RESPONSE INIT/DATE INIT/DATE CODE The analysis identifies two possible failure mechanisms that are predicted to occur at nominally same amount of loading. Noting the variations in material properties and stress concentration at bolt threads, ranking Section 5.0 Summary & Conclusions (Page 32): one mechanism over the other is purely a 9

Can a more definitive conclusion be drawn from the TES theoretical issue and would not be of much BME TES analysis? That is, can the controlling failure 11-23-15 practical value. However, a discussion on 11-23-15 12-1-15 mechanism be determined? the potential additional strength from the noted field weld could push the failure to more likely the bolts, for those connections that have the additional field weld.

Additional explanation will be added to discuss this point.

Section 5.0 Summary & Conclusions (Page 45):

Both failure modes state that the panels will fail but Panel failure will be defined in the report as 10 there is no definition of what panel failure implies. TES blowout of the panels as a result of failure of BME TES Define panel failure as the physical deformation or 12-1-15 1/15/16 2-4-16 the panels structural support system.

blowout of panels that releases the internal HELB pressure to the atmosphere.

The sheet number on the drawing is not Section 6.0 References (Page 46): TES BME TES 11 legible. The sheet number will be changed Is Reference 7c a typo? It should be sheet E106. 12-1-15 1/15/16 2-4-16 to E106.

Page 4 of 10

-===-Entergy NUCLEAR MANAGEMENT MANUAL QUALITY RELATED INFORMATIONAL USE 3-EN-DC-1 34 I REV. 5C2 PAGE XX OF XX Design Verification REVIEWER COMMENT/RESOLUTION RECORD Document: LPI Calculation No. A 15406-C-001, Rev.1 REVIEWER REVIEWER REVIEWER PREPARER PREPARER ACCEPT 1

NUMBER COMMENTS INIT/DATE RESPONSE INIT/DATE INIT/DATE CODE The LPI report is not proprietary. However, LPI requests that NPPD limit the distribution Should this analysis be treated as LPI proprietary TES of the report in accordance with the purpose BME TES 12 information? 1-12-16 it is intended for. The ANSYS files should 1/15/16 2-4-16 be shared only in connection with investigation of the TB blowout panels.

Appendix 8 .5 Deadweight and HELB Pressure The dead weight was applied in the first load Loadings (Pages 83 and 84):

step and then the HELB loads were applied In regards to the preceding comment, to satisfy in a subsequent load step. In nonlinear curiosity, were both the panel deadweight twisting TES BME TES 13 analysis, the order of load application can be moment (-10.06 lbf-in) and the HELB twisting moment 1-12-16 1/15/16 2-4-16 important since the structural response is (14.12 lbf-in) applied to the girt, or was the difference history dependent. This is the correct between the two (4.06 lbf-in) applied? Either method sequence of loading the girts.

would generate the same result.

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~* Entergy NUCLEAR MANAGEMENT QUALITY RELATED 3-EN-DC-134 I REV. 5C2 INFORMATIONAL USE MANUAL PAGE XX OF XX Design Verification REVIEWER COMMENT/RESOLUTION RECORD Document: LPI Calculation No. A 15406-C-001, Rev.1 REVIEWER REVIEWER REVIEWER PREPARER PREPARER ACCEPT 1

NUMBER COMMENTS INIT/DATE RESPONSE INIT/DATE INIT/DATE CODE The amount of dead weight transferred from the girt to the end connections is dependent on the sag rod tightness (preload) and stiffness. The effect of the dead weight is to apply vertical load as well as twisting moment due to the eccentric weight of the panels. The dead weight twisting moments oppose the twisting moment from the HELB pressure. Also, note that the failure modes Section 3.1 Analysis Methodology (Page 20): of the girt are controlled by failure of the end In the Model 4 paragraph, please provide further connections. In Model 1, the dead weight detail explaining how not accounting for dead load in reactions at the connections include HELB Model 4, in contrast to Model 1 where dead load is lateral reaction force, HELB torsional TES BME TES 14 accounted for, bounds the cases. It isn't entirely clear moment that is reduced by panel dead 1-12-16 1/15/16 2-4-16 how accounting for dead load in one model and not weight and vertical dead weight reaction accounting for dead load in another model (two force. The torsional moment and lateral different models with two different inputs) bounds the force reactions have the greatest effect on analysis. the connection. In Model 4, excluding the dead weight increases the torsional moment reaction at the connection and eliminates the vertical reaction. Based on the condition of the sag rods, the amount of the dead weight transferred to the end connections is between the two limits simulated in the Model 1 and Model 4 analyses and therefore the two models bounds possible scenarios for dead weight effects.

Page 6 of 10

~* Entergy NUCLEAR MANAGEMENT QUALITY RELATED 3-EN-DC-134 I REV. 5C2 INFORMATIONAL USE MANUAL PAGE XX OF XX Design Verification REVIEWER COMMENT/RESOLUTION RECORD Document: LPI Calculation No. A 15406-C-00 1, Rev .1 REVIEWER REVIEWER REVIEWER PREPARER PREPARER ACCEPT NUMBER COMMENTS INIT/DATE RESPONSE IN IT/DATE INIT/DATE CODE 1 Section 4 .4 Girt Between Column Lines C&D (Page 43):

The cantilever span that is calculated is for girt 1338.

Girt 133A has a longer span (see drawing 9150 It will be stated in the input section that for Sht133). The span length from column line D to the TES panels between column lines C and D, girt BME TES 15 near flange of column line C (or angle bolts) for girt 1-12-16 1338 is conservatively used in the analysis 1/15/1 6 2-4-16 133A is (6'-4")+(6'-4-1/2")+(6'-4-1 /2")+(5'-7-1 /4")-(2- since it is shorter than girt 133A.

1/2") = 24'-5-3/4". It is conservative to use the span length for girt 1338 for the entire bay, however it should be stated that girt 133A is longer.

Section 4 .7 Siding Blowout Area (Page 49 and 50):

The distance between column lines C and D should 16 be conservatively equal to the cantilever span for girt TES The panel blowout area will be updated to BME TES 1-12-16 use the shorter span. 1/1 5/16 2-4-16 1338, which is 22'-11-1/2". Update the total blowout area accordingly.

A statement will be added in the description of Model 4 in Section 3.1 that says:"The girts Section 5.0 Summary & Conclusions (Page 50): between column lines C and D on the south Ensure the language is clear concerning which wall are types 133 H, V, and W. The 17 column lines on the north and south walls were TES analysis of girt type 1338 on the north wall BME TES 1-12-16 1/1 5/16 2-4-16 analyzed. The second paragraph needs to be bounds those types. Calculation of the corrected. blowout area between column lines C and D does not however consider the south wall for conservatism.

18 Section 6.0 References (Page 51): TES The CMTR will be added to the list of BME TES Add the structural steel CMTRs to the reference list. 1-13-16 references. 1/15/16 2-4-16 Page 7 of 10

• Entergy

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NUCLEAR MANAGEMENT MANUAL QUALITY RELATED INFORMATIONAL USE 3-EN-DC-134 I

PAGE XX OF XX REV. 5C2 Design Verification REVIEWER COMMENT/RESOLUTION RECORD Document: LPI Calculation No. A 15406-C-00 1, Rev .1 REVIEWER REVIEWER REVIEWER PREPARER PREPARER ACCEPT 1

NUMBER COMMENTS INIT/DATE RESPONSE IN IT/DATE INIT/DATE CODE Section 6.0 References (Page 51 ):

Add Contract No. E-69-15, "Structural Steel for Turbine Generator and Reactor Buildings and Intake TES BME TES 19 Reference will be added.

Structure", Revision 11 , Dated 7/ 11/69. This should 1-13-16 1/15/16 2-4-16 be the reference for the bolts (ASTM A307) on page 12.

Section 6.0 References (Page 51):

After a discussion with the knowledgeable mechanical The EDS report is cited because it includes engineer on HELB, the reference to the EDS Report time history plots of the HELB pressure (reference 3) should be removed. In its place, please demonstrating the vibratory characteristic reference Burns & Roe Inc. document "Computer TES nature of the HELB pressure. No design BME TES 20 Analysis of CNS Multi-Compartment Pressure History: 1-13-16 input is used from the EDS report. The 1/15/16 2-4-16 Main Steam, Feedwater, and Extraction Line Breaks Burns & Roe calculation will also be added in Turbine Building", Date:10-25-73 [Media (1 ) 08317- as a reference document, but the EDS 1718, (2) 64158-1094] calculation should remain as a reference.

Page 8 of 10

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~Entergy NUCLEAR MANAGEMENT QUALITY RELATEO 3-EN-DC-134 I REV.5C2 INFORMATIONAL USE MANUAL PAGE XX OF XX Design Verification REVIEWER COMMENT/RESOLUTION RECORD Document: LPI Calculation No. A 15406-C-001, Rev.1 REVIEWER REVIEWER REVIEWER PREPARER PREPARER ACCEPT 1

NUMBER COMMENTS INIT/DATE RESPONSE INIT/DATE INIT/DATE CODE Section 2.2 Assumptions (Page 15):

Add the following figure (from DWG.4088 or DWG.9150 Sht.E106) to this page to help show the connection of the girt at column line C on the north wall.

,_ AS $!4cv-i"'

,.. OPP. ~.AND

.;:i ll"4'" ._

-.Gl!itT ~',)P?ORT

' TES BME TES 21

,r! ----

~

I

._-:_: ___ 1-14-16 Figure will be added.

1/15/16 2-4-16 I

I.

J I SECTIOtJ 1~/4 -ISl4

.SC.AL.£ : le* .. 1' - c

• Page 9 of 10

~* Entergy NUCLEAR MANAGEMENT QUALITY RELATED 3-EN-DC-134 I REV. 5C2 INFORMATIONAL USE MANUAL PAGE XX OF XX Design Verification REVIEWER COMMENT/RESOLUTION RECORD Document: LPI Calculation No. A 15406-C-001, Rev.1 REVIEWER REVIEWER REVIEWER PREPARER PREPARER ACCEPT 1

NUMBER COMMENTS INIT/DATE RESPONSE INIT/DATE INIT/DATE CODE The bolts in question are AST M A-307 Grade A. The applicable strength and chemistry requirements have not changed significantly since the construction of the plant. The A-307 Grade A bolts are Section 2.1.5 Input (Page 12):

standard items that do not require special Is there a justification (standard) for accepting the processes or expertise for production. The testing of non-quality controlled material (the bolts) TES BME TES 22 published ASTM minimum strength for these that comes from a different batch than what is 1-14-16 1/15/16 2-4-16 bolts has not changed since the date of installed, even though both are of the same installation to current date. As such, the bolts specification?

obtained from the warehouse at CNS for testing are reasonably representative of A307 bolts. Thus it is reasonable to consider the tested "lot" would not differ substantially from the installed bolts.

See Step 5.6[6] for code definitions.

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LPI, Inc. Consulting Engineers Adva,,ced A11alysis & Fit11ess for Service Fni/11re & Materials Eval11afio11 No11des/r11cfivc £11gi11ccri11g STRUCTURAL EVALUATION OF THE TURBINE BUILDING BLOWOUT PANELS STEEL SUPPORT Calculation No. A 15406-C-001 ,

Rev. 1 February 2016 Prepared For NEBRASKA PUBLIC POWER DISTRICT Cooper Nuclear Station Prepared By LPI, Inc.

Lucius Pitkin - established 1885 36 Main Street

• Amesbury, MA 01913

• 978.517.3100 New York

• Boston

• Richland

• Sydney

• www.lplny.com E11s11rittg f/,e i11tegrity of today's critical itrfrastr11c/11re for tomorrow's world.

Form: LPl-3. 1-Rev-8-Fig-5-1

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DOCUMENT RECORD Document Type: ~ Calculation D Report D Procedure Document No: A 15406-C-001 Document

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support Client: Nebraska Public Power District Client Facility: Cooper Nuclear Station Client PO No: 4200002638 including amendment 1 Quality Assurance: Nuclear Safety Related? No [2] Yes

1. Check NO when EXCEL, MathCAD and/or s im ilar programs Computer Software No [2J Yes 1 2 are used since algorithms are explic itly displayed.

Used: 2. Include Software Record for each comouter oroaram utilized.

Instrument Used: I INo IXI Yes"J 3. Include Document Instrument Record.

Approval Design Revision Preparers Checkers App rover4* s Date Verifications 0 11 /25/2015 B. Elaidi R.Chen A. Smyth P. Bruck 1 2/4/2016 1/4~- ~

B. Elaidi R. Chen

~ R.Chen 12?<<!

P. Bruck 4

The Approver of this document attests that all project examinations, inspections, tests and analysis (as applicable) have been conducted using approved LPI Procedures and are in conformance to the contract/purchase order.

5 Electronic siunatures may be used only w ith orior concurrence.

Total (include any Title Sheet and Attachments in page count. Document Back Cover, if Page 2 of 85 utilized, not included in page count)

Pages This document is rendered upon the condition that it is not to be reproduced wholly or in part for advertising or other purposes over our signature or in connection with our name without special permission in writing. Be advised that all materials submitted for evaluation will be retained for six months. After such time, all material will be discarded unless otherwise notified in writing to retain beyond six months.

Form: LPl-3.1 -Rev-8-Fig-5-2

CALCULATION Rev Page No. 3 of 55 Cale. No.: A15406-C-001 By R. Chen Date 2/2/16 Chk NIA Date NIA LPI, Inc.

Title:

Structural Evaluatio n of the Turbine Building Blowout Panels Steel Support

~

DESIGN VERIFICATION CHECKLIST Document No(s) 1 : IA15406-C-001 I Rev.: 1 D . .\ Review Method:

I X IDocument Review IAlternate Calcu lation I !Test 2

Criteria DV 1 Were the inputs correctly selected and incorporated into design? RC Are assumptions necessary to perform the design activity adequately described and reasonable? Where necessary, are the RC 2 assumptions identified for subsequent re-verifications when the detailed design activities are completed? If applicable, has an as built verification been oerformed and reconciled ?

3 Are the appropriate quality and quality assurance requirements specified? RC 4 Are the applicable codes, standards and regulatory requirements including issue and addenda properly identified and are RC their requirements for design met?

5 Have applicable construction and operating experience been considered, including operation procedures? nla 6 Have the design interface requirements been satisfied? RC 7 Was an appropriate design method used? RC 8 Is the output reasonable compared to inputs? RC 9 Are the specified parts, equipment, and processes suitable for the required application? nla Are the specified materials compatible with each other and the design environmental conditions to which the material will be nla 10 exposed?

11 Have adequate maintenance features and requirements been specified? n/a 12 Are accessibility and other design provisions adequate for performance of needed maintenance and repair? nla 13 Has adequate accessibility been provided to perform the in-service inspection expected to be requ ired during the plant life? nla 14 Has the design properly considered radiation exposure to the public and plant personnel? nla 15 Are the acceptance criteria incorporated in the design documents sufficient to allow verification that design requirements RC have been satisfactorily accomplished?

16 Have adequate pre-operational and subsequent periodic test requirements been appropriately specified? nla 17 Are adequate handling, storage, cleaning and shipping requirements specified ? nla 18 If software was used, have the computer type and operating system been properly identified ? Is use of the software, RC hardware and O/S aooropriate for the conditions components evaluated? Has a V& V been performed?

19 Are requirements for identification, record preparation review, approval, retention, etc., adequately specified? RC 20 Has an internal design review been performed for applicable design projects? Have comments from the Internal Design n/a Review been aooropriately considered/addressed?

( 1) Include any drawings developed from reviewed documents, or include separate checklist sheet for drawings (2) Design Verifier shall initial indicating review and mark NIA where not applicable Printed Name Signature Date DV Completed By: R. Chen 2/2/16

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Paqe I 1 I ot I 1 ITotal Paqes Include DV Checklist and Comment Resolution sheets in page count Form: LPl-3.1-Rev-8-Fig-5-5

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen

Title:

Structural Evaluatio n of the Turbine Building Blowout Panels Steel Support Page No. 4 of 55 Date Date 1/20/16 1/20/16 Document Software Record 1 (include separate sheet for each software packaoe used) 1 Computer Software Used ANSYS Version 14.0 [5a]

(Code/Version) 2 Software Supplier ANSYS, Inc.

3 Software Update Review IZl Error notices; describe: Reviewed error reports for elements and options used postdate in (Sb) 0 Other; describe:

2 4 Nuclear Safety Related Software ONO If YES, complete the following:

IZl YES 2 Compiuter type: Desktop T -7500 Computer S/N: HC74VR1 Computer O/S: W indows 7 Professional SP1 V & V (include as ref) : f5bl 5 Bases fo r Identify the bases that support use of t his software for the Application application herein; may be separately discussed elsewhere in See Section 3 this document (indicate section) and/or may be addressed in the V& V (identify reference number):

6 Input Listing/Summary 3 IZl Input listing and/or summary: supplied separately:

0 Not attached ; identify File/ Disc ID:

7 Output Data/ldentifier(s)3 IZl Output results attached: selected output included D Not attached; identify File/Disc ID:

Span North3.txt 11-14-2015 8:51pm Span North4.txt 11-17-2015 8:15am Span North5.txt 1-20-2016 7:54a m Span North qb.txt 1-20-2016 9:31am Span North t with one bolt.txt 01-20-2016 10:36am 3

e.g., run date/time; use for reference, as appropriate, within body of calculation 8 Comments None 4

9 Keywords SOLID186, MPC184, BEAM189, CONTA170, CONTA176, TARGE170, MISO, static analysis 4

For use in describing software features used in this calculation; use common terms based on software user manual and/or help files.

10 Project Manager Name : Bahaa Elaidi I

1 If computer software is used on project, complete form with required information.

Update the LPI Comguter Software Use List per LPI Procedure 13. 1 requirements.

Form: LP/-3.1 -Rev-8-Ftg-5-8

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No. 5 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 Document Instrument Record Instrument Instrument Description Serial No. Calibration Due Date Used 1 Tensile Testing Machine (50 kips)

Baldwin Emery 50-SR4-36 2 Tensile Testing Machine (120 3/11 /2016

~ kips)

Baldwin 372005 3

lnstron Tensile Machine 8800R/141 4 ~ Micrometer Mitutoyo 05062457 2/ 12/2016 5

6 7

8 9

10 11 12 13 14 For instruments used (as indicated above), include an accuracy statement using one of the following methods (identify as applicable):

Include discussion of accuracy statement for instruments and results within body of output document.

~ Include calibration records of instruments within output document. (most recent calibration statement is filed and maintained in LPI QA records)

Include instrument accuracy values within output document.

Project Manager Name: I Bahaa Elaidi If instrument(s) was used on project, identify instrument, include the instrument calibration due date.

Update the LPI Instrument Use List per LPI Procedure 13.1 requirements.

Form: LPl-3. 1-Rev-8-Fig-5-10

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 6 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 RECORD OF REVISION Revision Date Description of Change Reason No.

0 11 2015 Original issue

• Revised the entire calculation except Revised to include analysis Appendices A through C for editorial of girts between column changes and inserted description of column lines C and D, incorporate lines C-D girt model and analysis results. review comments and Added Appendix D. make minor editorial changes.

• See Document Record page Form: LPl-3.1 -Rev-8-Fig-5-7

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support Page No.

Date Date 7 of 55 1/20/16 1/20/16 TABLE OF CONTENTS Page No.

COVER SHEET ........................................................................................................ 1 DOCUMENT RECORD SHEET ................................................................................ 2 DESIGN VERIFICATION CHECKLIST ...................................................................... 3 DOCUMENT SOFTWARE RECORD ........................................................................ 4 DOCUMENT INSTRUMENT RECORD ..................................................................... 5 RECORD OF REVISION .......................................................................................... 6 1.0 Purpose/Scope ............................................................................................... 8 2.0 Input and Assumptions ................................................................................. 11 2.1 lnput ............................................................................................................. 11 2.2 Assumptions ................................................................................................. 12 3.0 Methodology and Failure Criteria .................................................................. 17 3.1 Analysis Methodology ................................................................................... 17 3.2 Bolt Failure Testing ....................................................................................... 22 3.3 Failure Criteria .............................................................................................. 22 4.0 Analysis Results ........................................................................................... 29 4.1 Bolt Testing ................................................................................................... 29 4.2 Nonlinear Load Step Analysis ....................................................................... 29 4.3 Post Weld Failure Analysis .................... ....................................................... 38 4.4 Girt Between Column Lines C&D .................................................................44 4.5 Failure Mechanism ....................................................................................... 47 4.6 Angle Size Effect .......................................................................................... 51 4.7 Siding Blowout Area ..................................................................................... 51 5.0 Summary & Conclusions .............................................................................. 53 6.0 References ................................................................................................... 54 Appendices (30 pp total) TOTAL PAGES Appendix A. Vendor Information and Miscellaneous Input ................................... 14 Appendix B. Analysis Parameters and Miscellaneous Calculation ......................... 4 Appendix C. Bolt Testing ........................................................................................ 6 Appendix D. Instrument Calibration Records .......................................................... 6

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 8 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 1.0 Purpose/Scope This calculation documents the structural analysis of the steel components supporting the blowout panels in the Cooper Nuclear Station (CNS) Turbine Building for sustained dead weight and predicted accident pressure loading resulting from a High Energy Line Break (HELB) within the Turbine Building. This document is generated in accordance with Nebraska Public Power District (NPPD) Purchase Order 4200002638 [1 ]1.

The CNS Updated Safety Analysis Report (USAR) Amendment 25 [2] states that the building siding will blowout at 0.5 psig internal pressure, thereby limiting the resulting accident pressure within the Turbine Building. The blowout panels considered in this analysis are located on the north and south walls of the upper Turbine Building above elevation 932'. The steel structure supporting the panels consists of horizontal C10x15.3 steel channels extending between building wide flange steel columns. The channels (girts) are oriented so that the web is horizontal and the siding panels are fastened with screws to the channel flange. The girts are attached to the building columns via steel angles that are bolted to the channel web with two A307 Grade A 3/4" bolts and welded to the building column flange with two fillet line welds (Figure 1-1)2. The girt vertical spacing varies in the north and south sides of the Turbine Building (Figures 1-2 and 1-3). The girt weight is also supported with the use of sag rods, as can be seen in Figure 1-2.

The purpose of this calculation is to determine the Turbine Building pressure from a HELB that would cause failure of the siding structural support system, which would in turn result in failure (blowout) of the sidiing.

The scope of this calculation is the Turbine Building siding structural support system on the north and south walls of the building. Evaluation of the siding and attachment to the structural support system was previously assessed by CNS [14], and found not to be limiting.

1 Numbers in [x] refer to numbered references listed in Section 6.0.

2 The two vertical line welds are per the design drawings. Additional horizontal weld was observed on several of the supports, including the one in Figure 1-1.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 9 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 "far weld" "near weld" Design weld Design weld (backside)

Connection Angle Connection Bolts Figure 1-1: General View of the Blowout Panel Girt Attachment to Building Sag rods

--..... ~

Column Blowout panels Girt TB column Figure 1-2: General View of the Turbine Building North Wall

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No. 10 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 TB column Blowout Sag panels rods Figure 1-3: General View of the Turbine Building South Wall

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 11 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 2.0 Input and Assumptions 2.1 Input

1. The peak pressure included in this analysis is 0.5 psig dynamic pressure. Per USAR Amendment 25 [2], this is the maximum HELB pressure that can occur inside the Turbine Building with the postulated venting area in the siding (i.e., the minimum siding "blowout" area achieved).

2. Dimensions and geometry of the steel structure are per the Turbine Building structural drawings [7] listed in the reference section, together with walkdown photographs included within the body of this calculation. Some of the key input parameters include:

a. The blowout panels on the North and South walls are located between column lines C and F. The column spacing in this area is 24 ft. on center except for the spacing between column lines C and D which is 25.5 ft.

b. Girts supporting the blowout panels on the North and South Walls between column lines C and F are identified as parts 133A, 1338, 133C, 133H, 133V, and 133W. These part IDs are for a steel channel section C10x15.3.

c. Range of girt spacing on North Wall: 6'-4" to 7'-0"

d. Range of girt spacing on South Wall: 3'-0" to 7'-0"

e. 7'-0" girt spacing is the dominant spacing on both walls and is considered as a reference spacing value in the present analysis. Effect of the various spacing values is discussed within the calculation.

f. Connection angle size is 4x3x3/8 (part C 157) on the North wall and 5x3.5x3/8 (part C156) on the South wall. Effects of the two angle sizes are addressed herein.

g. The girt connection design at column lines D, E, and F for the girts identified above is identical (see Figure 1-1).

h. The North wall girt connection at column line C is a different design as depicted in Figure 2-1 and shown in the photograph in Figure 2-2 (contrasted to the connection shown in Figure 1-1). The girt channel is double bolted to a steel angle that is welded to the flange of the column. The angle is oriented normal to the channel and the weld length and layout provide for stronger welds. The girt extends eastward beyond the angle where it is bolted to the corresponding perpendicular girt on the adjacent East wall. Because of the angle orientation, the angle transfers the HELB pressure from the girt to the column in bending instead of torsion (at column lines D through F connections). The arrangement

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 12 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 of the bolts with the bolt line normal to the channel also reduces the resulting bending on the bolts.

3. Details of the blowout siding are per vendor information included in Appendix A.

4. Material properties for the structural steel are per the original construction Certified Material Test Reports (CMTRs) included in Appendix A. Based on those records, the enveloped yield and tensile (ultimate) strength of carbon steel are 47,200 psi and 78,400 psi, respectively. For a failure analysis, use of actual material strength values vs. minimum specification values is important to better predict failure. As such, enveloped material properties from the CMTRs are used.

5. The bolts used in the channel girt connection to the Turbine Building columns are specified as ASTM A307 Grade A [19]. Based on hardness testing for a group of 7 bolts retrieved from stock at CNS (see Appendix A), the hardness values (Rockwell B (HRB)) were determined, and converted into approximate tensile strength values. The average of the group tested was 75,800 psi, with a low of 73,600 psi and a high of 78,900 psi. The ASTM standard for A307 Grade A [12] lists a minimum value of 60 ksi. Shear failure testing of the supplied bolts was performed as outlined in Section 3.0. The actual failure capability of the bolts will be derived from the test data and utilized in this evaluation.

6. Section properties for the structural elements are derived from the AISC Manual [4].

See Appendix B for input parameters used.

7. Based on testing performed by the siding manufacturer, lnryco [14], the screws attaching the siding to the channel girts are considered adequate to carry the applied load, beyond the HELB pressure of 0.5 psi.

8. Material stiffness properties for steel used in tlhe analysis are [4]:

E, modulus of elasticity = 29,000 ksi Poisson's ratio = 0.3 2.2 Assumptions

1. The steel structure supporting the panel siding is analyzed statically for the peak HELB pressure of 0.5 psig using material strength appropriately derived from static type load tests (i.e., not fast acting dynamic load tests). The dynamic nature of the HELB load (see for example figure 3-28 in [3]) would result in dynamic amplification of the applied load to the steel structure, with corresponding dynamic material strength

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Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 13 of 55 1/20/16 1/20/16 being exhibited. Such dynamic material strength would exceed the corresponding static strength. As such, the application of the HELB load in a static manner is considered acceptable, since the resulting increase in the material strength is offset and/or bounded by the resulting dynamic amplification of the load.

2. The TB siding blowout panels are considered fastened to the girt flange at mid flange width. Based on review of walkdown photographs (Figures 2-3 and 2-4), the location of the attachment points vary and tend to be toward the toe of the flange. This assumption (of fasteners in the center of the channel's flange) results in lower eccentricity of the blowout pressure on the girt cross section and, it is therefore conservative for this failure analysis relative to the prediction of upper bound strength.

3. The sag rods supporting the channel girts are flexible in bending because of the relative large span (between girts) and small cross section, resulting in flexibility and low bending resistance. Therefore the sag rods do not provide significant resistance to twisting of the gi1rt channel. The relative stiffness of the blowout panels is likewise small compared to the stiffness of the girt channel and will not significantly affect the twisting of the girt channel.

4. The analysis is based on girt vertical spacing of 7 ft. Other smaller spacings are not modeled (see Figures 1-2 and 1-3). The use of the girt spacing will be justified and other spacing values will be discussed based on the results derived from the analysis.

5. The fillet weld material is considered as strong as the parent metal. This is a reasonable assumption for evaluation of the weld, where failure will occur either through the root of the weld, or along the weld to base metal fusion line. The use of CMTR material properties further supports this assumption.

6. The bolt hardness (Appendix A) and shear testing (Appendix C) do not provide yield strength values for the bolt material. The nominal bolt material yield strength used in the analytical modeling is considered to be 33% higher than the minimum specified values for similar A36 material. This is considered a reasonable upper bound estimate of actual strength (see for instance [13) where it is shown in Table A 1 that the increase over minimum specified yield strength for comparable carbon steel materials ranges from 19% to 31%). Failure criteria of the bolts will be based on the mechanical testing results of a sample.

7. The weight of the blowout panel is based on the weight supplied by the vendor for the inside 18 gage steel lining, an assumed similar weight for the outside cover, and assumed 1.65 lb/ft 3 density for the insulation sheets. Combining the weights of the

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 14 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 steel and insulation results in total unit panel weight of approximately 6 lb per square foot. Based on the presence of the sag rods and integral manner the panels are positioned, the panel and girt self-weight effect on the girt is minimal. However, as shown in Appendix B, the twisting moment resulting in the girt due to eccentricity of the HELB pressure load is opposed by the twisting moment from the panel weight. As a result, for added conservatism with respect to applied torsion, the deadweight and associated torsional loading are applied to the girt.

8. Some of the welded connections (see for example Figure 1-1) include an additional field weld that was added for installation of the angles, typically referred to as a "tack" weld. These field welds are approximately 1" to 1.5" long and of smaller leg size than the structural vertical design welds. Based on the relative size of the tack welds, and their location, these welds provide minimal increase in the angle weld strength. On this basis, and consistent with typical structural design methods, the tack welds are not credited as a load carrying component.

9. Friction between steel surfaces is credited to transfer load between the angle and channel and between the angle and column fllanges following weld failure. A range of friction for carbon steels is provided in various text (see [16] as an example). A dry mild steel on mild steel value of 0.78 is listed under static conditions, with a sliding value around 0.42.. A value of 0.35 has been commonly used as a lower bound friction value for most steel on steel surface conditions. Since selecting a low value is considered conservative, a value of 0.25 is utillized herein.

10. As shown in Figure 1-2, the duct running in the E-W direction adjacent to the North wall is supported off the girts above and below the duct and off the building steel columns. This imparts additional deadweight on the lower two elevation girts. This additional deadweight is not considered in the analysis. This is acceptable because the duct support points on the girts are located in-between the sag rods and far from the girt supports. As such, most of the duct weight is picked up by the sag rods and the impact on the girt supports is small and negligible.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No.

Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 15 of 55 1/20/16 1/20/16

,AS S.llc,w" OPP, ;.1,4NfJ North SECT I O\J 11:>14 -1 Sl4

.SCALE : le'i. l

• e,*

Figure 2-1: Drawing of North Wall Girt Connection at Column Lines C&G [7c]

Blowout panel

.,__ _ _ _ _ _ _""""'l---1 Connectio angle girt Column flange Figure 2-2: North Wall Girt Connection at Column Line C

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No. 16 of 55 Date Date

Title:

Structural Evaluatio n of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 Figure 2-3: General View of Blowout Panel Fasteners to Girt Flange Figure 2-4: General View of Blowout Panel Fastener to Girt Flange

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 17 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 3.0 Methodology and Failure Criteria 3.1 Analysis Methodology As discussed in Section 1.0, the purpose of this analysis is to predict the failure pressure of the structural supporting system of the siding with respect to the stated value of 0.5 psi in CNS USAR [2]. Prior evalluations [14, 20] have determined the fasteners attaching the siding to the girts and siding panels have sufficient strength to preclude their failure below 0.5 psi.

As such the structural support system is the focus of this evaluation performed herein.

For failure to initiate in the support system, the load path in the girt channel beam and its corresponding end connections needs to be investigated. The connector angles (except at column line C), under HELB Turbine Building pressure bear against the flanges of the vertical Turbine Building columns .. The angles are welded to the building columns, and bolted to the girts (refer to Figure 3-1). The failure mechanism of this system is investigated as described herein. The girt connection at column line C is a stronger design, is not postullated to fail, as such analysis of column line C connection is not performed.

The analysis of the girt channel, connecting angles, bolts, and welds is performed by means of computer model simulation using the finite element analysis (FEA) method3

• Figure 3-1 depicts the structural components that constitute the structural support of the blow-out panel siding. The finite element analysis is performed by application of the pressure loading in a static manner. Material properties of the structural elements are included in the model in a non-linear fashion, crediting the materials yield point, and the material behavior following the onset of yielding. To perform this analysis, the load is applied in a load step manner, where the load is increased with each subsequent load step.

Using this approach it is then possible to develop the response history of the girt and its connections, considering the non-linear response of the material as the connection is subjected to the applied loads. A manual (i.e.,, "hand") calculation is performed and documented in Appendix B, to determine the deadweight and HELB pressure load acting on the girt and the end connections.

The HELB pressure acts horizontally and is reacted by the girt by bending about its strong axis. The deadweight includes the girt channel self-weight and blowout panel weight. Both the lateral HELB pressure and vertical deadweight of the attached siding are eccentric with 3

The FEA method is a numerical technique for finding solutions to boundary value problems for partial differential equations. It uses subdivision of a whole problem domain into simpler parts,, called finite elements. Analogous to the idea that connecting many tiny straight lines can approximate a larger circle, FEA encompasses methods for connecting many simple element equations over many small subdomains, named finite elements, to approximate a more complex equation over a larger domain.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 18 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 respect to the channel section and, therefore, torsional moments are introduced on the girts.

The inclusion of the torsional effects of the deadweight is appropriate, since they reduce the torsional effect of the lateral HELB pressure. Details of the load calculation are provided in Appendix B.

Geometric properties of the steel shapes of the channel and connection angles are obtained from the AISC Manual of Steel Construction [4). The girt loads are applied as they occur on the channel and resulting load eccentricities are accounted for.

The ANSYS [Sa] computer software code was used to perform the finite element analysis.

The following analytical models were developed to investigate different parts of the support system.

1. For investigation of the response of the connections to the Turbine Building columns, the analytical model included detailed modeling of the girt end connection and used line beam elements for the remainder of the girt span. This model is half symmetry4 as shown in Figure 3-2 with symmetry boundary conditions applied at the midspan of the girt.

2. To derive bolt loads, the above model was modified by removing the 3D solid elements used to model the bolts, and replacing them with equivalent beam elements.

This modification simplifies post processing of the shear forces and bending moments in the bolts.

3. To investigate the behavior of the girt, following predicted failure of the end connection welds, a study was performed using a variation of the model described above that included explicit modelling of the girt along its complete length with detailed solid element modeling. This model replaced the detailed solid model of the connection angle with line to line contact to represent bearing and sliding of the end connection angles, against the edge of the column flange.

4. Additional simulation is performed for girts between column lines C&D due to the different connection design at column line C. This simulation includes detailed modeling of the connection at column line D and fixed boundary condition at column line C (the connection at column line C is not modeled in detail consistent with the evident strength of the connection as discussed above). This model includes 4

Half symmetry refers to a modelling technique, where only one half of a symmetric system is modeled and the software develops the structural equations and matrices considering the reflective symmetry without requiring a full model. Since the girt system is considered symmetric about the girt mid-span, use of a half symmetry model and symmetry boundary condition is appropriate.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 19 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 application of the 0.5 psi HELB pressure and assessment of the welding and bolting stresses at column line D.

The ANSYS software program is a well-established structural/mechanical analysis code that is widely used in both the commercial and nuclear industry for analysis of structural and mechanical systems, subjected to a wide range of static and dynamic loading. The program includes capabilities to incorporate various material constitutive modeling, contact problems, large deformation and large strain. This software is verified and validated (V&V) [5b] in accordance with LPI quality assurance program procedures [5c], applicable for safety related work applications.

Model 1 and Model 2:

These finite element models consist of the 3-D quadratic beam element BEAM189 for the majority of the girt channel with three translation, three rotation, and one warping degrees of freedom at each node. Near the end support a detailed model is used (Figure 3-3) where the girt is modeled with the 3-D 20-node solid element SOLID186. Three elements are used across the thickness of the web and thickness of the flanges of the girt channel. With the mid-side node feature, 7 nodes are used through alll thicknesses. Similar modeling is used for the connection angle. The bolts are modeled with solid elements5 . Rigid connectors (MPC1846) are used to transition the girt's section modeled with BEAM189 with the girt's section modeled with SOLID186 elements. The miixed modeling of the girt is adequate for this analysis (Model 1, Model 2) since the intent of this analysis was to capture the detailed behavior at the connection.

Contact element pairs CONTA174 and TARGE170 are used between the angle and channel, and between the solid model bolt shank and angle/channel hole surface. The welds are simulated by restraining the boundary condition of the nodes along the two weld lines.

Self-weight of the steel girt is included by specifying unit weight of steel of 0.284 lb/in3 [4] for SOLID186 elements and BEAM189 elements. Weight of the panels was applied as external forces and twisting moments on the channel model.

The material behavior of the girt channel and connecting angle is simulated with multilinear isotropic hardening material using the typical shape of the stress-strain relationship for carbon steel material. The stress-strain relationship is scaled to achieve at least the yield 5

Model 2 was similar, but this model was based on BEAM189 elements used to model the bolts for ease of obtaining the bolt shear forces and bending moments.

6 These are short rigid elements that are used to effect coupling of connected nodes. The element size is small and is not shown graphically for clarity.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 20 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 and ultimate stresses recorded in the CMTRs (Appendix A), see item #4 in Section 2.1. The scaled relationship is then converted to true stress-true strain relation using the following:

Gtrue = Geng (1+ eeng)

Btrue = In (1 +eeng)

Where:

cr = stress s = strain A graph of the true stress-strain curve is shown in Figure 3-4. The bolts are modeled with a bilinear isotropic hardening law using a yield strength of 47.3 ksi 7 and post yield stiffness of 2%8 of the elastic modulus of steel of 29,000 ksi. A Poisson's ratio of 0.3 is used for all steel components.

Model 3:

Post weld failure behavior was studied using a variation of the model described above that included detailed solid modeling of the entire span and BEAM189 elements at the support.

The model included line to line contact to represent bearing and sliding of BEAM189 against the edge of the column flange.

Model 4:

This model is used for the girts between column lines C and D. It is similar to Model 1 but includes solid modeling of the full length of the girt channel with SOLID186 elements (Figure 3-5). The North wall girts between column lines C and D are 133A and 133B. The shorter span for 133B is conservatively used in the analysis. The girt finite element nodes at column line C are fully restrained. The analysis of Medell 4 does not include deadweight of the channel or the panels assuming that the sag rods are effectively supporting the deadweight.

This contrasts with Model 1 where the full deadweight is applied to the girt. The analysis of both models therefore bounds possible cases of deadweight sharing by the sag rods.

Though the South wall girts are similar, Model 4 is used for analysis of the North wall girts.

Potential failure modes that are investigated by the analysis include the following:

7 The yield stress is estimated as a value approximating that of A36, but increased by 33%, as outlined in Section 2.2. This value is conservative by comparison to the increase in ultimate strength demonstrated by bolt testing results in Section 4.0.

8 A post yield stiffness of 2% is considered as reasonable based on carbon steel stress-strain behavior.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 21 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16

1. Global bending failure of the girt channel at midspan. This failure mode would initiate by the formation of a plastic hinge at midspan which would then lead to large strains, material strain hardening, and rotation of the girt at the hinge. This would lead to failure of the support system (i.e. , The beam would be unable to carry any additional load).

2. Bending failure of the connecting angle at end supports. This mechanism would release and limit the bending at the end condition, resulting in the releasing of end moment and increasing the mid-span moment in the girt (see# 1 above). The limited bending at the angle would be associated with strain hardening that is based on the rotational slope of the girt at the support. This failure leads to failure scenario "1" and/

or "3" below.

3. Lateral torsional buckling instability of the girt channel. This is difficult to calculate by manual methods with adequate accuracy due to lack of full symmetry of the girt channel cross-section. ANSYS finite element analysis is utilized to estimate this load limit. At the torsional buckling instability point, the girt is unable to carry additional load because of buckling of the compression flange. This is also associated with rotation of the girt, causing the resulting stress from the girt bending moment to increase as a result of decreased bending resistance (i.e., the plastic section modulus is decreased from a maximum with bending about the strong axis to a minimum with rotation to the weak axis). This results in formation of a hinge similar to "1" above.

4. Torsional failure of the angle. The resulting torsional shear stresses are expected to be large because of the low torsional resistance of single angle sections. However, due to the short length of the angle, the torsional response will be complex and would involve bending and twisting of the angle legs. This is investigated by review of the deformed shape and strain field of the angle. Failure of the angle would lead to scenario "1" or "3" above.

5. Tearing of channel web at bolted connection. This tendency results due to the transfer of the twisting moment from the girt to the angle. If the bolts should tear through the channel 's web, the support system has failed.

6. Shear and or bending failure of bolts. The two bolts are subjected to single shear mechanism and bending due to twisting of the girt. Failure of the bolts would result in failure of the support system.

7. Failure of weld. Considering the vertical two lines of weld between the end angles and the column flange, the outer weld can potentially fail due to the bending and twisting of

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 22 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 the angle. Subsequent to failure of the outer weld, the stresses would increase on the inner weld and can potentially reach the failure limit. Failure of the weld alone, will not result in failure of the support system, but could result in additional loads being transferred to other components of the support system, leading to complete failure of the girt (I.e., under "1" and/or "3" above).

8. The fastening of the panels to the girt was evaluated by CNS [14] and found to be not a credible failure mode at the given pressure load for 7 ft girt spacing. That evaluation investigated tensile failure, pullout, and pull-over of the connecting screws and concluded that 0.5 psi pressure would not fail the panel connection to the channel.

The evaluation did not consider the twisting of the girt channel which would cause additional forces on the screws and panel sheet metal. This however is a difficult mechanism to evaluate without detailed modeling of the panel sheet metal. At this time, additional failure mechanisms involving the panel fasteners were not investigated.

The above potential failure modes were investigated by review of the results of the FEA. The girt connection at column line C is of different design that is considered to be more rugged.

Therefore, the above connection failure mechanisms are concerned with the girt connections at column lines D, E, and F.

The results of the analysis are discussed in Section 4.0 3.2 Bolt Failure Testing CNS provided LPI a sample of A307 bolting from stock for failure testing. The bolts were hardness tested by CNS, with obtained results listed in Appendix A. The Rockwell B (HRB) hardness testing results were converted to approximate tensile strength values, with an average tensile strength of 75,800 psi.

Shear testing of the supplied bolts was performed by LPI per the National Aerospace Standard NASM 1312-13 test method [15], as outlined in Appendix C. The purpose of the testing was to demonstrate the actual shear failure stress for the bolts and to derive the ultimate tensile strength of the bolt material. The bolts were tested in double shear configuration (consistent with the standard). The configuration of the bolts in the connection are in single shear. The double shear test results provide a basis for determination of the absolute strength of the bolt.

3.3 Failure Criteria Failure criteria of the evaluated elements are generally based on component stresses exceeding the material tensile limit (Fu) under tensile load, 75%Fu for shear loading, the

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No.

Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 23 of 55 1/20/16 1/20/16 formation of plastic hinges (i.e., predicted moment exceeds the plastic moment capacity of the evaluated section), and the formation of instability through buckling (i.e., compression flange failure and resulting incipient buckling of the section). Fillet welds contain complex state of stresses that involve tension, shear, compression, and bearing. As such, a conservative limit for fillet weld failure to take place was postulated to occur between 0.75%Fu (shear failure) and Fu (tensile failure). The shear failure limit of 0.75%Fu is based on guidance in Table 13 of reference [10].

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No. 24 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 WELD #2 (Opposite side)

WELD#1 INNER BOLT OUTER BOLT HELB PRESSURE ttttttttttttt L4x3x3/8 3/4" 0 BOLTS 1/2" C10

'----W24X84 6'

TOP VIEW Not to Scale Figure 3-1: General View of the Girt Channel and End Connection.

(lower: plan view on connection)

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No. 25 of 55

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support Date Date 1/20/16 1/20/16 ELEMENTS J\N NOV 4 201S 21 : )2 : 13 bolted angle SOLID1 86 girt channel symmetry BC Figure 3-2: General View of the Finite Element Model - Half Symmetry Boundary Condition (BC)

(Symmetry boundary condition at mid-span point)

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No. 26 of 55

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support Date Date 1/20/16 1/20/16 t Lt NENTS /\N NOV 4 2 015 2 1 : 36 : l S Design weld Figure 3-3: Detailed FE Model at Connection

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No. 27 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 100 90 .....

\

80 70 ./ .......-- ,...... \.

'vi

~

60

/2 :;..--" \

VI so QJ t; 40 - engi neering 30 - true 20 10 -

0 - - --- - - --

0 0.05 0.1 0.15 0.2 0.25 strain Figure 3-4: True Stress Strain Curve Used for the Girt Channel and Angle Finite Element Analysis

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen

Title:

Structural Evaluatio n of the Turbine Building Blowout Panels Steel Support Page No. 28 of 55 Date Date 1/20/16 1/20/16 J\N J AN 6 2016 07 : 50:13 I

column line D column line C ELEl!ENTS J\N JAN 6 2016 r outer 06 : 03 : 39 bolt far weld inner (weld # 1) bolt Column line D connection details Figure 3-5: General View of FEA Model 4 of Girt Between Column Lines C&D.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No.

Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 29 of 55 1/20/16 1/20/16 4.0 Analysis Results The results of bolt testing and the finite element analyses described in Section 3.0 are presented in this section.

4.1 Bolt Testing Bolt testing was performed, as outlined in Section 3.0 with results presented in Appendix C.

Bolt failure results are summarized in Table 4-1 below. The average derived ultimate strength value is about 10% higher than the minimum code specified value of 60 ksi (12].

This indicates that the 33% increase assumed for the yield strength (see Assumption number 6 in Section 2.2) is conservative relative to driving an upper bound failure limit and is thus acceptable.

Table 4-1: Bolt Test Results Derived Ultimate Single Shear Failure Bolt Peak Double Shear Strength of Bolt Load, Number Force, kips Material, kips Ksi 31.726 15.863 70 2 28.425 14.213 63 3 29.858 14.929 66 4 28.267 14.134 62 5 28.877 14.439 64 6(1) 33.860 16.930 75 7 30.432 15.216 67 Average (excluding minimum and maximum values - 5 66 bolts)

Notes:

(1) Results for bolt #6 are presented for information only. The results were biased upward due to binding in the test fixture that caused the measured load to be higher than the actual force in the bolt.

(2) The derived ultimate strength is based on bolt root area of 0.302 inch 2 [4] and shear failure stress of 0.75 of the ultimate strength tor carbon steel materials (1 O].

4.2 Nonlinear Load Step Analysis The analytical model (Model 1) incorporated elastic-plastic material properties to simulate the behavior of the girt support system under increasing load. The model included solid modeling of the angle and a short piece of the chan nel, the bolting, and the contact between the angle and channel. The vertical leg of the angle is restrained by the two vertical weld

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 30 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 lines. The HELB pressure load is applied by increasing the load with each subsequent load step.

Figure 4-1 and Figure 4-2 show the vertical and lateral displacement contours, respectively.

The vertical displacement shows significant twisting of the girt. The maximum lateral displacement at mid-span is 5.2 inches. Figure 4-3 and Figure 4-4 show total mechanical strain intensity contours in the angle. Significant strain is obtained around the bolt holes, along the weld lines and in the angle fillet. Twisting of the angle is also noticeable.

Bolt forces and moments are obtained from the analysis model (Model 2) with the bolts modeled with the beam elements. The bolt section corresponds to the tensile area of 0.334 inch2 [4]. The results at 0.5 psi HELB pressure loading and with both fillet welds in place, show maximum bolt tensile stress of 62.4 ksi at the nut (dominated by bending) and shear stress of 11.7 ksi in the two orthogonal direction (resultant shear of 16.5 ksi). The shear stress is well within the failure threshold of 0.75 Fu (i.e., 16.5 ksi < 0.75 x 66.0 ksi = 49.5 ksi) 9. The tensile stress is within the ultimate strength of the bolt material (i.e., 62.4 ksi <

66.0 ksi). However, since this stress is dominated by bending and is applied to the threaded section of the bolt, the true tensile stress in the threads is larger because of geometric discontinuity of the threaded bolt. Per reference (6], 65% of bolt failures occur in the threads at the nut face. Though the discussion in reference [6] is related more to fatigue loading which is not present in this case, bending and stress concentrations are detrimental to bolts.

Per reference [6], stress concentration factors (SCF) in bolts vary. Based on ranges of values in reference [6], a value of 2.5 is considered a conservative lower bound. This indicates that the bolts would fail before the pressure reaches 0.5 psi. Using Model 2 results to derive the history of the maximum bolt tension, this evaluation indicates a maximum un-intensified bolt tensile stress of 34 ksi at 0.25 psi HELB pressure. With the 2.5 SCF, the bolt stress can reach the ultimate strength (i.e., 2.5 x 34 ksi = 85 ksi > 66.0 ksi failure strength) 10.

The weld forces are obtained by square-root-sum-of-squares (SRSS) combination of the orthogonal reactions. This is an appropriate method, but consistent with typical design practice, to assess stresses in the weld elements. The weld stress is computed by dividing the weld force by the weld area along the throat of the 0.25" leg size of the fillet welds (the throat thickness is typicallly considered as 0.707 x leg length, or 0.177 in). As shown in Figure 4-4, weld stresses are highest at the lower length of the weld (near the "crotch" of the angle), because of the diaphragm (stiffening) action of the horizontal leg of the angle. A graph of the weld stress vs. load step is shown in Figure 4-5. Weld stress shown in the 9

Where Fu was derived in Table 4-1, as 66.0 ksi.

10 Resulting failure could be approximated at a pressure of 66/85 x 0.25 = 0.194 psi , conservatively use 0.25 psi.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 31 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 graph is the maximum stress in the line weld which occurs at the lower end. The graph shows the maximum weld stress for both the near and far welds 11

• The initial value of stress at the beginning of the graph is due to deadweight loading. The horizontal axis indicates the fraction of the HELB pressure load of 0.5 psi. It is shown that as the weld stresses increase with the increase in the HELB pressure load, the weld stress at some point exceeds the failure limit 12 . The graph also shows the near weld stress is higher than the far weld stress.

This is due to significant bearing of the angle against the column at the near weld. Due to the higher strength in bearing, the bearing stress component is not postulated to induce failure for this configuration. Therefore, the stress in the near weld is recalculated excluding the bearing stress component. This is shown in the graph as "near weld exclude bearing".

The failure of the far weld is postulated to occur at approximately 50% of the 0.5 psi pressure load (i.e., at 0.25 psi) where the far weld stress is well above 75% Fu and slightly below Fu.

With the failure of the far weld, the stress in the near weld shows a sharp increase and follows a new curve labeled as "near weld; far weld fails at 0.25 psi.

It is postulated that weld failure for both the near and far welds begins at the lower edge of the weld leg. Once failure initiates, it will propagate upward because the lower end of the remaining weld ligament will always have stresses exceeding the failure limit.

Following the curve of the near weld stress (with far weld failed), the stress increases as the pressure continues to ramp up and exceed the failure limit at about 55% to 75% of 0.5 psi pressure load (i.e., 0.275 to 0.38 psi). Thus, it is postulated that the welds will tail at or below 0.5 psi.

Results of the analysis with near weld in place, far weld failed and removed, for pressure at 0.5 psi are shown in Figure 4-6 through Figure 4-9. In these figures, the contour values have been adjusted so that more detail of high strain distribution can be displayed. Gray areas indicate strains outside the range of the shown contour values (typically higher than the maximum value shown). The plots show that the strain is well into the plastic range and concentrated at the bolt holes, angle fillet, on the angle corner edge bearing against the channel web, and on the back of the angle along weld lines. High strain is also shown at the location of the removed far weld. This is due to residual strain remaining in the back of the angle after unloading associated with failure of the weld.

11 The terminology of near and far is with respect to the girt channel (see also Figure 1-1 ).

12 The failure of the weld is dependent on the state of stresses and the dominant stress in the weld. Shear failure is set at 0.75% of ultimate strength (Fu) and tensile failure is set at Fu. Because of the complex state of stresses in fillet welds, fillet weld failure would occur at some stress between these two limits.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No.

Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 32 of 55 1/20/16 1/20/16 By review of the strain intensity contours at 0.5 psi pressure with far weld failed in those figures, failure of the angle and/or channel web at the bolt location due to plate tearing is not likely. The high strain intensity is localized at the bolt hole and within limited distance from the bolt hole and is dominated by bearing action against the bolts. Note that the bolt head and nut are not modeled and therefore, this strain limit is likely overestimated. Since the strain field in the angle and channel web does not approach failure strains for carbon steel, plate tearing around the bolts is not a credible failure mechanism.

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Cale. No.: A15406-C-001 CALCULATION

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support Rev By B. Elaidi Chk R. Chen Page No. 33 of 55 Date Date 1/20/16 1/20/16 NODAL SOLUTIOO J\N NC/I/ 16 2 015 STtP*3 0 8 : 02 : 03 SUB =SOS TIME*3 UY (AVG)

RSYS*O OMX *S.2377 SMN =- . 7 50032 SMX =. 7 63044

\

. 25 86 8 5

. 0 9 05 66 . 4 2 6605 Figure 4-1 : Contours of Vertical Displacement - 0.5 psi l

NODU SOLUTION J\N NOV 1 6 20 15 ST EP=3 08:03 : 37 SUB *SOS TIB! *3 uz (AVG)

RSYS*O DMX =5 . 23 77 S MN * -5.20096 S MX * . 063937 Symmetry BC BEAM189 Column I I 1111 support ti]

- 5 . 20 09 6 - 4 .03 0 96 -2. 661 -1. 69 103 -.52 1051

-4. 6159? -3 . 44599 -2 . 27602 - 1. 10604 . 06393?

Figure 4-2: Contours of Lateral Displacement- 0.5 psi

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Title : Structural Evaluation of the Turbine Building Blowout Panels Steel Support Page No.

Date Date 34 of 55 1/20/16 1/20/16 NODAL SOLUTION J\N NOV 16 2 015 ST!P*3 SUB =SOS TIME*3 EPTOINT 0 . 02 222 2 . 0 4 4444 . 0 66 667 . 088889

. 0 11111 . 033333 . 055556 . 077778 .l Figure 4-3: Contours of Strain Intensity in the Angle - 0.5 psi 1

NODAL 50LUTION J\N NOV 16 2015 5 TEP*3 0 8: 3 1:40 S UB *SOS TIHE*3 EPTOI NT (AVG)

DMX * . 5252 66 5 MN *. 9 7SE-0S SMX *. 40 6099

. 975E-05 . 090 252 . 180494 . 27 073 6

. 0'1513 1 , 135373 , 225615 , 315857 * '10 6099 Figure 4-4: Contours of Strain Intensity i n the Back of Angle - 0.5 psi

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 35 of 55

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support Date Date 1/20/16 1/20/16 200,000 150,000

'iii "C a.

i ~ 100,000

~ ...QI

....VI 50,000 0

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0,8 0.9 1 HELBpressure load fraction

- near weld - farweld

- near weld exclude bearing - near weld; far weld fails at 0.25 psi

---* 0.75 Fu ---* Fu Figure 4-5: History of Maximum Weld Stress (Horizontal axis represents the fraction of HELB pressure of 0.5 psi)

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Title : Structural Evaluation of the Turbine Building Blowout Panels Steel Support Page No.

Date Date 36 of 55 1/20/16 1/20/16 0 .0222 2 2 . 044444 . 066 6 67 . 088 889

.011111 .033333 . 055556 . 077778 .I Figure 4-6: Strain Intensity Contours in the Angle - 0.5 psi, far weld removed NODAL SOLUTION J\N NOV 17 2015 S TEP* 4 08 : 03 : 27 SUB

• 305 TI ME*3 EPTOINT I AVG)

OMX * . 871559 SMN * . 103 E- 04 SMX * . 9'10'12 6

.044444 . 066667 .088889

. 0 11111 . 033 333 . 055556 . 077778 .1 Figure 4-7: Strain Intensity Contours in the Angle - 0.5 psi, far weld removed

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Title : Structural Evaluatio n of the Turbine Building Blowout Panels Steel Support Page No.

Date Date 37 of 55 1/20/16 1/20/16 NODAL S OLUTION J\N NC/V 17 20 15 sn:P* 4 0 8 : 06 : 27 SUB - 305 TIME*3 EP TOINT ( AUG) 0 . 0 66667 . 13 33 33 .2 . 2 66 6 67

. 033333 .l - 166 667 . 233333 .3 Figure 4-8: Strain Intensity Contours in the Back of Angle - 0.5 psi, far weld removed NODAL S OLUTION SUB

• 305 TIME*3 Figure 4-9: Strain Intensity Contours in the back of Channel - 0.5 psi, far weld removed

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 38 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 4.3 Post Weld Failure Analysis Post weld failure, the girt angles bear against the column flanges due to the effect of the lateral pressure (see configuration in Figure 3-1 as an example). The deadweight of the girt and panel will be shared by the sag rods and by friction at the support point of the angle bearing against the Turbine Building column flange. Based on assessment below, this friction is adequate to carry the applied deadweight:

13 Reaction from HELB pressure, R_pr = HELB_pressure x Trib. Width x 1/2 Span

= 0.5 psi x 7 ft x 12 ft x 144 (inch/ft) 2 = 6,048 lbs This reaction force is applied at each column flange Maximum friction force (using conservative lower bound coefficient of friction of 0.25 - See Section 2.2):

R_fr = 6,048 lbs x 0.25 = 1,512 lbs Deadweight reaction, R_wt = Girt Wt x 1/2 Span + Siding Wt x Trib. Width x 1/2 Span

= (15.3 lb/ft x 12 ft) + (6 lb/ft 2 x 7 ft x 12 ft) = 687.6 lbs Thus, the full deadweight reaction 14 demand R_wt (687.6 lbs) is well below the friction limit capability R_fr (1,512 lbs) .

The girt will continue to bend laterally and twist until it reaches instability due to lateral torsional buckling. This is simulated using a similar model (Model 3) that excludes the welds and the detailed end connection model and includes detailed modeling of the girt at mid-span. This model will accurately capture the deformed shape of the twisting, bending and lateral torsional buckling. The model included line to line friction at the end support to represent sliding of the girt angle against the edge of the column flange. The remaining part of the girt is modeled using BEAM189 elements which extend to the support. A symmetry boundary condition is applied at the mid-span end of the model. Figure 4-12 shows a general view of the model. The analysis is simplified by not modeling the angle and excluding the deadweight effect. This analytical approach is acceptable, since the lateral torsional buckling is highly influenced by the lateral pressure.

13 Distance between Turbine 8 1Uilding columns on North and South walls is 24 ft. Thus, half span of the girt is12ft.

14 This is conservative, since most of this weight could potentially remain supported by the sag-rod, if still functional following failure of the girt connection welds, which would reduce the demand on the friction support.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 39 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 The nonlinear material, load step analysis of the 0.5 psi pressure was applied using a refined load step until a converged solution could not be obtained. A non-converged solution is an indication of instability in the model, as the analysiis predicts buckling. Results of the last converged solution are shown in Figure 4-13. It is shown that the maximum strain at mid-span of the girt indicates rotation of the girt and yielding at the extremities of the cross section; however, there exists potential for additional strength due to yielding and strain hardening. The strain profile along the mid-span cross section indicates also significant rotation of the cross section.

Figure 4-14 shows a graph of the deflection history at mid-span. The deflections are obtained at two nodes at the top and bottom flanges of the girt. The deflections show significant rotation of the girt at mid-span. It is also shown that at approximately 85% of the 0.5 psi pressure (0.425 psi), the behavior becomes unstable and indicates lateral torsional buckling mode of response. For conservatism, the load step at which the solution did not converge is taken to be the critical load for lateral instability. At this point, the channel in the buckled configuration cannot support the applied load.

At low level of HELB pressure and prior to any rotation of the channel, the lateral load is reacted entirely by the strong axis moment of inertia of the channel. The rotation of the channel causes the lateral load reacted by the strong axis moment of inertia to decrease while the component affecting the weak axis builds up15 . Using the illustration below in Figure 4-10, this is represented mathematically as follows :

bending component on strong axis bending

\ moment vector

- -- bending component on weak axis Figure 4-10: Configuration of Channel during Rotation under Load 15 In the limit when the rotation is theoretically 90 degrees, the full pressure load would be reacted by the weak axis moment of inertia.

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No. 40 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 3 plastic bending section modulus about strong axis [17) 3/4 x_c1o:= 15.8-in 3 plastic bending section modulus about weak axis [17)

Zyy_c10 := 2.35-in 2

spa1gir1 Mx :=WPr girt*--- girt mid-span bending moment for simply supported beam,

- 8 load density is obtained from Appendix B Mx_c10(0) := Mx-cos(0) component of bending moment about strong axis My_c10(0) := Mx-sin(0) component of bending moment about weak axis Mx_c10(0) My_c10(0)

O"z (e) := - - - + - - - combined bending stress 3/4 x_c10 Zyy_c10

<Yult := 78.4- ksi ultimate stress of channel steel material (Section 2.1)

The results of this evaluation are illustrated below in Figure 4-11 .

200.-----..-----~---~-----.-----,

crz(e) 150 ultimate strength capacity channel ksi bending - - 100 O" ult stress ks i 50 10 20 30 40 e

deg channel rotation Figure 4-11: Bending Stress Variation with Channel Rotation Figure 4-11 shows that the bending stresses in the channel increase significantly with small rotation of the channel due to the very low moment of inertia about the weak axis. Therefore,

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 41 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 rotation of the channel due to torsion and lateral buckling is detrimental to the state of axial (longitudinal) strains and would quickly lead to complete failure of the mid-span section by literally forming a plastic hinge in the girt. Based on the displacement results in Figure 4-14, the rotation of the channel at mid-span exceeds 20 degrees and therefore, bending failure at the mid-span section is predicted. Since the HELB pressure is applied in the FEA model as a surface pressure, the direction of the pressure remains normal to the channel flange surface as the channel section rotates. This is conservative in the evaluation model since this reduces the effect of loading the channel about its weak axis.

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No. 42 of 55

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support Date Date 1/20/16 1/20/16 ELEMENTS J\N NOV 18 2015 18: 05: 25 mmetry at mid Li ne to line contact at end support

- 16 .1538 35 . 5385

-9.69231 29 . 0769 42 t

r t,.

r Figure 4-12: General View of the FEA Model

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No.

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support Date Date 43 of 55 1/20/16 1/20/16 NOD.A.L SOLUTI ON J\N NCN 18 2015

~TEP* l 18 :11:47 SUB

• 2 60 Tln?* . 662S EPTOINT (AVG)

DMX

• 6.B5063 SMII * . 689E-06 SMX * . 00497S

, 0 0 22 11

. 001~59 . 002'76'1 Figure 4-13: Total Strain Intensity Contours at Mid-Span - 0.86 x 0.5 psi P03T26 J\N NCN 18 2015 18806uz V 18: 19 : 58 1919uy 4919uz:

Incipience of Instability

3. 75 2.5

.c u l. 2S C

-a JC e

- 1 . 25 u -2.5 0.

-3. 75

-a

-s

-6. 25

-7.5 0

T

.1

.2

.3

. . .5 fraction of app lied O. 5 poi

.6

.7

. _g Figure 4-14: History of Displacements at Mid-Span Section

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 44 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 4.4 Girt Between Column Lines C&D Model 4 was subjected to 0.5 psi HELB pressure which results in 42 lb/in load on the girt for 7 ft girt spacing. Investigation of the weld and bolt stresses (at column line D connection) indicated that failure of the bolts and/or the welds would occur below 0.5 psi HELB pressure as shown in Figure 4-15 and 4-16. Figure 4-15 shows the stress history of the maximum bending stress in the two bolts in the connection. At 78% of the 0.5 psi HELB pressure, the far bolt is predicted to fail and is removed from the model. This is followed closely with failure of the near bolt at approximately 79% of the HELB pressure.

Figure 4-16 show the history of the maximum stresses in the two line welds. As shown, weld failure is predicted at loads between 66% and 86% of the 0.5 psi HELB pressure load.

Allowing for uncertainty in weld strength and bolt strength, the failure pressure limits for the bolts and welds can practically be treated as the same (i.e., failure of the girt will be initiated by either failure of the bolts or the welds). This is similar to the results discussed earlier for the girts between column lines D and F.

Failure of the welds will disconnect the girt at column line D and cause it to slide over the edge of the column flange under the HELB pressure. As the girt slides, bending and twisting increase leading to signi1ficant stresses and instability similar to the results of Model 3 described in Section 4.3.

Failure of both bolts causes the girt to react the HELB pressure loads in a cantilever mode of response (anchored at column line C connection). The calculation below demonstrates that the channel section at the fixed end of the cantilever would fail due to bending stresses about the channel strong axis. It is to be noted that the channel section is stronger than the connection angle and likely the bolts and welds. Therefore, the evaluation below demonstrates total failure of the girt at column C connection.

Cantilever span= (6'-4")+(6'-4.5")+(6'-4.5")+(4'-1")-2.5" = 275.5 inches Cantilever moment = 42 lb/in x (275.5 in) 2 / 2 = 1,594 kip.in Plastic section modulus of C 1Ox15.3 about strong axis = 15.8 in 3 Moment capacity at ultimate strength = 15.8 in 3 x 78,400 psi = 1,239 kip.in

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No.

Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 45 of 55 1/20/16 1/20/16 Thus, the cantilever moment is well above the failure limit, with the bolts failed at column line D, a plastic hinge would form at column line C connection 16 and the attached siding would fail.

16 As explained earlier, in tlhe cantilever mode of response, failure of column line C connection (i.e., bolts, angle, and/or welds) can potentially occur prior to formation of the plastic hinge in the channel. Complete failure of the panel supporting steel would occur irrespective of the failure mode at column line C being in the connection or in the channel.

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No.

Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 46 of 55 1/20/16 1/20/16 140000 120000 100000

• - - near bolt c.. 80000 V,

"' 60000 - - Far bolt VI 0

al 40000

- - - - bolt material ultimate 20000 strength 0

-20000°* O HELB Pressure Load Fraction Figure 4-15: History of Maximum Bolt Stress at Column Line D (Horizontal axis represents the fraction of HELB pressure of 0.5 psi) 120000 100000

• v; c.. 80000 --- --

"'<II - far weld

~ 60000 "Cl

- --- - - near we ld "ii

~ 40000 - - - 0.75 Fu Fu 20000 0

0.0 0.2 0.4 0.6 0.8 1.0 HELB Pressure Load Fractiorn Figure 4-16: History of Maximum Weld Stress at Column Line D (Horizontal axis represents the fraction of HELB pressure of 0.5 psi)

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No.

Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 47 of 55 1/20/16 1/20/16 4.5 Failure Mechanism Based on the analysis results described in Section 4.0, significant deformation and failure is anticipated in the blowout panel steel support structure. The failure is anticipated to occur at a HELB pressure below 0.5 psi. Based on the results of the analysis, two possible failure mechanisms will take place and both can initiate at about the same HELB pressure load level. During an event, only one of the two mechanisms will occur, leading to failure.

1. Failure of the weld This failure mechanism begins with failure of the fillet weld farthest from the girt at about 0.25 psi. The other (near) fillet weld will follow at about 0.38 psi. The response of the girt following complete weld failure involves significant twisting of the channel and buckling in a lateral torsional buckling mode slightly below 0.5 psi (approximately 0.425 psi). This mechanism is illustrated schematically in Figure 4-17. Rotation of the channel also causes significant reduction in its load resistance due to reacting more of the pressure load by bending about its weak axis. With the failure of the girt angle weld to the TB column flange and rotation of the channel, the bending strains at mid-span increase significantly and reach failure limits, causing complete collapse of the channel.

2. Failure of the bolts This mechanism involves failure of the outer bolt at about 0.25 psi due to bending stresses that result from rotation of the channel. This would be rapidly followed by failure of the second (inner) bolt in a similar manner, which is subjected to rise in the bolt bending stress after failure of the outer bolt. Figure 4-18 provides an illustration of this mechanism. Once failure of the bolts occurs, the support steel channel becomes unsupported and bllowout under the lateral pressure load.

The failure mechanism for girts between column lines C and D is similar to the above mechanism where failure initiates at the connection at column line D by bolt failure and/or weld failure. The connection at column line C is considered rugged. Post connection failure is similar to above except that for the case of bolt failure the girt reacts the pressure load as a cantilever and fails in bending at column line C as demonstrated in Figure 4-19.

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No.

Title : Structural Evaluation of the Turbine Building Blowout Panels Steel Support Date Date 48 of 55 1/20/16 1/20/16 ttttttttttttttttttt FAILURE SEQUENCE #1 : WALL PANELS UNDER HELB PRESSURE PULL Weld Failure CHANNEL OUTWARD:

CAUSING OVERSTRESS ON WELD GROUP 2

AS CHANNEL BENDS, THE CROSS-SECTION ROTATES IN TORSION:

WELDS BETWEEN ANGLE AND CHANNEL FAIL rH C SEQUENTIALLY 3

COMPRESSION FLANGE ON CHANNEL BUCKLES:

HINGE FORMS AT MID-SPAN OF CHANNEL.

G) ANGLES ROTATE WALL PANELS UNDER FREELY ABOUT

__, HELB PRESSURE PULL COLUMN FLANGE 9;;.. CHANNEL OUTWARD

-:.. 4 i

I.

AS CHANNEL CONTINUES

~

TO BEND AROUND H INGE A ND H INGE MOVES AWAY

© CHANNEL & ANGLE

-:.. FROM ORIGI NAL C.L., THE ANGLES BECOME FREE ~

ROTATE: ANGLE SLIDES FREE OF COLUMN FLANGE -:.. OF T HE COLU MN FLANGE AND THE ENTIRE CHANNEL AND WALL PANELS

~ SEPARATE FROM TH E COLUMN.

HINGE FORMS IN CHANNEL CHANNEL AT MIDSPAN; CROSS-SECTION COMPRESSION ROTATES FLANGE BUCKLES Figure 4-17: Sequence of Failure Mechanism 1 - "Failure of the Weld" Leading to Girt Failure and Structural Collapse

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Title : Structural Evaluation of the Turbine Building Blowout Panels Steel Support Page No. 49 of 55 Date Date 1/20/16 1/20/16 FAILURE SEQUENCE #2: WALL PANELS UNDER HELB PRESSURE PULL Sequential Bolt Failure CHANNEL OUTWARD:

TWISTING THE. CHANNEL ANO CAUSING OVER-STRESS OF BOLTS.

2 AS CHANNEL BENDS, THE CROSS-SECTION ROTATES IN TORSION:

BOLTS FAIL IN BENDING BEGINNING WITH THE OUTER BOLT OUTER BOLT FAILS IN BENDING 3 FOLLOWING FAILURE OF THE OUTER BOLT, THE ENTIRE LOAD IS ASSUMED BY THE G) INNER BOLT, WHIC H SUBSEQUENTLY WALL PANELS UNDER FAILS

~ HELB PRESSURE PULL

. . . . CHANNEL OUTWARD

~

~ 4

~

r THE GIRT BECOMES

=r INNER BOLT

~

FAILS IN BENDING ' UNSUPPORTED

LATERALLY ANO

SEPARATES FROM

~ THE COLUMN, MOVING OUTWARD.

~

AFTER BOLTS FAIL WALL PANEL AND

CHANNEL SEPARATE FROM COLUMN

G)

CHANNEL

CROSS-SECTION ROTATES Figure 4-18: Sequence of Failure Mechanism 2 - "Failure of the Bolts" Leading to Loss of Structural Integrity

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Cale. No.: A15406-C-001 CALCULATION Rev By B. Elaidi Chk R. Chen Page No. 50 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 COL. LINE COL. LINE D C FAILURE SEQUENCE FOR GIRT ON COL. LINES C AND D: Sequential Bolt Failure on One Side of Non-Symmetrically Attached Girt WALL PANELS UNDER HELB PRESSURE tttttttttttttttttttttttt PULL CHANNEL OUTWARD: TWISTING THE GIRT AND CAUSING OVERSTRESS AND FAILURE OF THE FAR BOLT ON THE COL. D SIDE.

r- -~

2 THE NEAR BOLT ON THE COL. D SIDE FAILS ttttttttttttttttttttttttt IMMEDIATELY, CAUSING THE GIRT TO ACT AS A CANTILEVER BEAM.

3 ,,,,,,,,,,,,,,,,,,,,~

DUE TO CASCADING LOADS ON THE COL.

C CONNECTION, FAILURE CAN OCCUR AT THE BOLTS, WELDS OR IN THE CHANNEL OR ANGLE.

4 f------- I THE GIRT COMPLETELY SEPARATES FROM ~ tfttttttttttttttttttttt COL. C DUE TO WELD OR BOLT FAILURE.

ALTERNATELY, THE CONNECTION CAN FAIL THROUGH FORMATION OF A PLASTIC HINGE IN THE ANGLIE OR GIRT.

r ~

Figure 4-19: Sequence of Failure of Girts Between Column Lines C and D (Shown is scenario of bolt failure at col umn line D. See Figure 4-17 for mec hanism for failure initiated by weld failure at column line D)

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No.

Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 51 of 55 1/20/16 1/20/16 4.6 Angle Size Effect The finite element models considered the 4x3x3/8 angle installed in the North wall girt connections. The girt connections on the South wall use 5x3.5x3/8 angles. The larger angle is associated with larger weld length (3.5 inch vs 3 inch).

The use of the smaller angle in the analysis is justified because the weld stresses are concentrated at the lower end of the line welds as seen in the finite element strain contour plot in Figure 4-4. The progression of the weld failure beginning from the lower end will always have weld stress concentration at the lower end of the remaining weld ligament and this stress concentration is the driver that fails the weld. The strains in the angle itself are shown to be high but the angle is not predicted to fail as part of the failure mechanisms predicted herein. The larger angle would also have an un-conservative effect since it will initially draw more end moment at the support because it is stiffer than the slightly smaller evaluated angle. The stress concentration at the lower end of the weld would also be higher for the larger angle because the diaphragm action of the horizontal leg that causes the stress concentration. This would result in increased stress for the stiffer larger angle.

In conclusion, the larger angle is not considered to change the failure mechanism and failure pressures developed herein, considering the L4x3x3/8 used in the analytical models.

4. 7 Siding Blowout Area The finite element analysis was performed using a HELB pressure load that corresponds to a nominal 7 ft girt spacing. The analysis for girts between column lines D and F predicted failure could occur at a pressure load as high as 0.425 psi when failure is initiated at the welds (weld failure at approximately 0.38 psi, leading to lateral torsional buckling of the channel at 0.425 psi). This indicates that for a girt spacing smaller than 7 ft, a girt can still fail at or below 0.5 psi. The limiting girt spacing for failure to occur at 0.5 psi is obtained using a conservative lower failure pressure of 0.45 psi, which gives a limiting spacing of 79 inches 17 (6' - 7"). This limit spacing is the tributary spacing which is the average of the two adjacent spacings above and below the girt.

Based on the limiting spacings above for the wall area between column lines D and F, all girts on the North wall would fail at or below 0.5 psi. On the South wall, only two consecutive levels of girts bounded by spacing of 6'-10" and 7'-0" would fail at or below 0.5 psi.

Thus, the resulting blowout area between column lines D and F would be:

17 The limiting spacing tor 0.45 psi failure pressure is calculated as 0.425 psi x 7 ft / 0.45 psi =

6.611 ft = 6' - 7" = 79 inches

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No.

Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 52 of 55 1/20/16 1/20/16 Area_blowout_North =24' x 2 x (994'-932'-6.25") =2 ,951 ft2 Area_blowout_South =24' x 2 x (7' x 2 + 6' +1 0") = 1,000 ft2 For the area between column lines C and D, only the North wall is considered and the additional area in the South wall is not included. The area associated with panels between column lines C and D is:

Area_blowout_North = (22'+11.5") x (994'-932'-6.25" ) = 1,411 ft2 2

Total blowout area = 5,362 ft

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LPI, Inc.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 53 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16 5.0 Summary & Conclusions The steel girts supporting the blowout panels in the Turbine Building were analyzed to determine if the steel support system would fail due to HELB pressure of 0.5 psi. The analysis was based on the use of finite element analyses methods, with consideration of material and geometric nonlinearities. Material properties included the use of Certified Material Test Report (CMTR) properties of actual yield and ultimate stress, together with bolt strength derived from test data, such that accurate upper bound structural failure capacity could be simulated.

The analysis included girts located between column lines D and F on the North and South walls and girts between column lines C and D on the North wall of the operating floor. The analysis indicates that one or more of the following failure modes will be reached under application of the 0.5 psi HELB pressure:

1. Failure of the connection welds at pressures of approximately 0.38 psi. This leads to lateral torsional buckling of the girt channel at a pressure of approximately 0.425 psi.

Once lateral torsional buckling of the girt channel occurs, the mid-span strain will increase significantly, the channel will be incapable of carrying load, and the support system is lost, and the panels will blowout.

2. Failure of the 3/4" bolts in bending. The elastic bending stress obtained at 0.25 psi HELB pressure after application of thread stress concentration factors exceeding the bolt material ultimate strength. Once failure of bolting at one or both ends of a girt occurs, the structural support system is lost and the panels will blowout. Failure in this scenario appears to occur at a lower pressure than "Scenario 1" above.

3. The girts between column lines C and D would fail similar to above by failure of the welds and/or bolts in the west end connection (column line D). The connection at column line C is considered rugged. Subsequent to a bolt failure at column line D, the structural system of the girt transforms to a cantilever fixed at column line C which results in immediate failure of the girt at the east connection. The support system for the siding is then lost leading to its blowout.

Since the above failure pressures are below 0.5 psi and correspond to girt spacing of 7 ft.,

girts at spacings down to 6'-7" would fail at pressures below 0.5 psi. Using a HELB pressure of 0.45 psi, it is predicted failure of the panel support system at this pressure will result in a loss (blowout) of total panel area of 5,362 ft2 .

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LPI, Inc.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No.

Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 54 of 55 1/20/16 1/20/16 6.0 References

1. NPPD Purchase Order 4200002638, Including Amendment 1.

2. NPPD Cooper Nuclear Station (CNS) Updated Safety Analysis Report (USAR)

Amendment 25.

3. EDS Nuclear Inc., Report 01-0840-11 15, Revision 0, "Cooper Nuclear Station -

Environmental Effects Due to Pipe Rupture," October 1988.

4. AISC Manual of Steel Construction, Sixth Edition.

5. ANSYS

References:

a. ANSYS General Purpose Finite Element Analysis Software Code, Version 14, Ansys Inc.

b. ANSYS General Purpose Finite Element Analysis Software Code, Version 14, ANSYS Inc., LPI Report No. V&V-ANSYS-14, Rev. 0, "Verificatiion and Validation of ANSYS Software Program."

c. LPI Quality Assurance Procedure No. 4.1 , Revision 5, "Software Control".

6. RE. Peterson, "Stress Concentration Factors," John Wiley & Sons, 1974.

7. Turbine Building Structure Steel Drawings:

?a. Capitol Steell and Iron Contract 9150, sheet 133

?b. Capitol Steell and Iron Contract 9150, sheet E101

?c. Capitol Steel and Iron Contract 9150, sheet E106 7d. Capitol Steell and Iron Contract 9150, sheet E107

?e. Capitol Steel and Iron Contract 9150, sheet 158

?f. Capitol Steell and Iron Contract 9150, sheet 156

?g. Capitol Steell and Iron Contract 9150, sheet 157

?h. Capitol Steell and Iron Contract 9150, sheet 159

8. Blodgett, O.W., "Design of Welded Structures," Cleveland, James F. Lincoln Arc Welding Foundation, 1966.

9. Shigley, J.E., Mechanical Engineering Design, McGraw-Hill Book Co., 1972 (2nd ed. unless otherwise indicated).

10. E. Oberg, et. al., Machinery's Handbook, Industrial Press (27th ed. unless otherwise indicated).

11 . MATHCAD, Version 14.0, Parametric Technology Corp., 2007.

12. ASTM A-307 "Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength"

13. NUREG/CR-2137 "Realistic Seismic Design Margins of Pumps, Valves, and Piping," June 1981.

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LPI, Inc.

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Cale. No.: A15406-C-001 CALCULATION Rev 1 By B. Elaidi Chk R. Chen Page No. 55 of 55 Date Date

Title:

Structural Evaluation of the Turbine Building Blowout Panels Steel Support 1/20/16 1/20/16

14. lnryco Job. NO. 49054 "Vacuum Load Test L 10 Steel/lW21A Aluminum 1820 Gage Wall Panel Cooper Nuclear Power Station, Nebraska," Dated March 1973.

15. National Aerospace Standards Committee NASM1312-13, "Fastener Test Method 13 - Double Shear Test," 2013.

16. Baumeister T, et.al. "Mark's Standard Handbook for Mechanical Engineers", 8th Edition, McGraw-Hill.

17. AISC Shapes Database v13.1 Historic.xis

18. Email Correspondence K. Tom (- NPPD/CNS) to B. Elaidi (-LPI) "Hardness of Supplied Bolts", Dated 10/28/2015 (see Appendix A for Data).

19. Contract No. E-69-15, "Structural Steel for Turbine Generator and Reactor Buildings and Intake Structure," Revision 11 , Dated 7/ 11 /69.

20. NPPD Calculation NEDC 13-028, Revision 1, "Ultimate Internal Pressure of Turbine Building Blowout Panels and Metal Wall System."

21. Burns and Roe Inc. Document, "Computer Analysis of CNS Multi -Compartment Pressure History: Main Steam, Feedwater, and Extraction Line Breaks in Turbine Building,"10-25-73 [Media (1) 08317-1718, (2) 64158-1094].

22. Stearns-Roger Quality Assurance Mill Test Reports; Dated March 31, 1970

'Turbine Generator Building."

CALCULATION Rev O Page No. A1 of 14 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

APPENDIX A Vendor Information and Miscellaneous Input

CALCULATION Rev 0 Page No. A2 of 14 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

INOINHU

• CON$TllUCTOlS 660 IANNOCK ~,Reer P. o. IOX $888, 0£NVER, CO\ORADO !0217 UTAILISHEO IIU TWX 910,931,04S3 March 31, 1970 Capitol Steel and Iron Conu>any 1'. O. Box 26487 Oklahoma City, *llclah"oma 73126 Attention: Mr, B. H. Wimsett Gentlemen:

Stearns-:Roger quality assurance has revf.ewP.d the mill test reports u fo~

warded b:y your letter c,f March 19, 1970. l'ollowi11g are Steams-Roan'*

comnents:

l. Intake Struc.:ure

• • 'the following are hereby returneo "Not Apprc>ved".

• l t is -ceques ted that the indicated deficiencies be. corrected and the MTR resub*

111.tted:

(1) 'IJAited States Steel Corp9rat1on heat nlllllber 731341. In copying the certification the column indicating results of die bend tests wae cut off. Please subD11t a copy showing tbla column.

I' (2) Armco Steel Corporation heat number 13276, the first yield point reading uas illegible. Piease submf.t a legible copy.

(3) .Jones and Laughlin Steel Company varies heats with 10 Ga, 11 ca, 12 Ga, 14 Ga and 16 Ga sheet, The material npeci-flcat:lon (ASTM No.) ls not indicated.

b. 'the following are hereby returned "Approved": Inland heats 35292, 18559, 24371, 36688, 36687; .u. s. Steel hea t 38i816; Northwestern heats 49709t 49720, 57240; Inlan~ heats 18660, 27360; Northwestern heats 40143, *S'/715; Inland heat 26584; CF&I beats W6425, W6424; Northwe:.tern heats 57801, 48929, 57675; Armco heats 18664, 65751, 93141, 66131, 31218, 24732, 31933, 11716, 31596; Northwestern heats 60124, 41605i CF&I heats W6598, W5634, W5636; Armco heats 93141 , 93149, 93150, 66492; Northwestern heats 40250, 60073; U.S. Steel heat

CALCULATION Rev 0 Page No. A3 of 14 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

~Pl.tbl Steel and Iron Company

., Oklahoma City1 Oklahoma.-

Attn: M.r, E, 11, IUmsett March 31, 1970 E64106; CF&I heat *X-4554; Armco ~eat 12760; CF&I heat 16-104; An~o beats 26297, 64182; U, S, Steel h~at 38P408; Armco beat, 186051 53601, 15649; CF&I beat W-7425; U.S. Steel beats D64110, 58'.C294; Armco heats 72055, 72109, 18688, 62175, 62159, 80170; CF&I beats11-526, 11-524, 8-259; Northwestern heats 58039, t,9753; CF{&I heats X-65841 17-482; U, S, Steel beat 361'671, 28R08l, :!'7R354; Noi:thwes,tem heats 568681 56994, 57055, 57067, 57216, -54548, 'i7348, 56!141 1 57690; CF&I heats W-4920,17-886, 9-954, X-5183, X-:642.'**

W-1026; Armco heats 17145, 51314. 13942, 14041; Bethlehem Steel heats S17t!l729, 531K)273, 492M1+76l. 532~0368, 516Ml.615, 518Ml.760, 517?-11819, 516Ml760, .517Ml.8191 5l.7MU3J, 516Ml.763, 5161-11772; 1,J, s.

Steel heats R81156, 1180938; Nort~wastexn beats 47601, 47645, 47805, 66132, 770251 41S58, 61116, 41931, 42110,** 61307., 41733,,

59318, 42061, 58;l24, 61250, U. S, Steel heat 37T636

• CFf,I heat 17-564; Armco heats 76598, 26672, 81023, 58053, 26835, 75962.

66656 0 76730 0 26824; U. s. Steel beat 33R406; Armco beat 80170; Northwestern beat 48878.

2. Turbine Generator Building

• • The following are hereby returned "Not Approved".

(1) Jone* and Laughlin for various hoata with 10 ea. 11 aa.

12 Ga1 14 Ca and 16 Ga aheet, 'rhe material specification (ASTM No,) 1* not indicated, (2) JonH and Laughlin heat numbers 957360 and 95767, no material epeclfication. *

(3) U, S, Steel heat 30T742

• band tes~ results not visible on our copy.

b, 'the following are hereby returned "Approved": Northwes tern heat S7936; U, S, Steel heats 29TS05, 33T550, 277445, 36T512; CF&I heate W-4920, X-6743, W-2366,. W-501~.17-157 1 X-4135; Northwestern heat* 58047; 40527; Armco heat* 12399, 12714, 31218, 24732,

.3l9l21 .31933r 23837 1 31934, 12244, 19636; 24752, 11716,11:7~.

31564, A270924, 12291, 23406, 31596, 89927, 31722, 12417, 31101, .

66131; U.S. Steel heats 39PSOO, 36P368, 38P669, 3~P370; Armco

-heats 18664, 65751, 93141; CF&I heats W- 4920 1 17-886, 9*954, X-5183, X-6425, W-1026;17-883, X-1640, W-2467 1 X-4051; Armco

CALCULATION Rev o Page No. A4 of 14 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

n,Company n\4 ' . ' '

., imsett'

• 7Q heijt8 *76S9~, 26672, 12663, 72268; Northwes~*r~ h~ats ~l~OS, 6)861J

. *:.c r,,t' l,,~*t:s ,lt-1_4S,St., W-3836, W-3835, W-382~, ~-S099; 1' Armco lieatg

• 641,,6l, 1 25).,6,

• l.2~15, 26297, 6S201; Northwestern he11,ts 57777, 57>14~, ,40315, 57875, 40889, 41,2,'19, 60919, 609.0 4, 48802, 4863l*,

56211; U.,1 s. Steel heats H80669, J80499,

• X80119; Northwuterr heats 77025, 41858, 61116, 41937, 42110, 61307, 41733, 59318.

4Wlil, 511224,. 42272; CF&I heat U-8651; Nor!;hweste.:n heat 4881*2; Aruco h~*t' 75086; Northwestern beat 601136; U. S. s't~ol he~t*

31]*4111, 29J'47ft;.* 3liP446; Armco heats 65371, 5654$;, Northwes,teru

'h~at':.,61()58; CF&I heats W-0636, W-0640, ll*54S, W-6279; North-weat*rn heat 60636, Vei:y truly yours, 8tBAllNS*ROGER CORPORATION

_f:/4'?4-

r. s. r110,t itroJect Manager, Ql

rsriaib , .

. 0~1 lir.~tu;::11ager

-~~-, Reder A~ 'J . 'Dlvit D. Te~chrier 1, Gabel w/ 1 W. B, Gubb w/1 BCtw/1

~l'w/1

• Gen. Ff.le

CALCULATION Rev O Page No. A5 of 14 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

CALCULATION Rev O Page No. A6 of 14 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

--.:ia:==-==~=..=Clll;.__;._;._~;__....._ _

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _o,, _ _ _ _ _...,,..... =--,..,.,.--

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CALCULATION Rev O Page No. A7 of 14 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

rUM IIIHllt IHVOICI

O,c .... At,004,.

colcr'rf. 7 LIO 1968 *.

..,. . . . . .A"'f&OillOl.*Ho, ,.., * *.,. tL'iiau11iiiM~

• *~ - - - - -- - -

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____.;__..:;..;;.;.._ _ _ _ ___:;.__ _ __;_.;__.....;;;,~~!Ht-1}il~l,IIN~WDIKOVl'fr0,,. - ----

CAPITOL STEEL Al-:0 , I RON co:4PANY 18:5<ib>Att0MA Ct'rY; L~:::,_;,":.:::..-**-,,.-..,.---

P.O. eox 26487 ---0A1'l*IIOMiOA1&. .INW'Gtc&

• OKLAHOl*:A CI !Y I OKLAHOMA 73126 DUeNff--.,.TA

.iO. .MOWff'W"- *1 M.I..O\-.IIC>OfllA#'f

...AMOI' .,...,_lll'QIIIITA'10M C"-"lrGlt. OIi ON t'AQ.8 AXO AIIIICHUUff* CMMlGI<<*

CAPITOL STEEL ANO I RON COMPANY M\& t4PlluMDIJI.

c.**c.a.vtO.'OftOJt.VTa li'CC*"** *u**

O_i<LAHOt*:A CI TY* q~.M-~!>J!A ...C.'f 'NI Pl:'f.U. CAIM PllOCIH U ltNe

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....... OTMI. .

68 P- )t-0202 rr&M O&SCllfllT10N

.STRUCTURAL A~IIILES ASTU A-36(21 .9. )

..... AMOUNT It, X-lt X 3/8 60 "

• 1 tr1'* HO. V...1+920 3-1/2 X 2-1/2 X 3/8 lton HT. NO. 17-88, *

' 3*1/2 X 3 X 3/8 60 FT 3

f HT* NO. 9*95'+

60 FT \

60 FT

CALCULATION Rev O Page No. A8 of 14 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

. ~~ ~. $1UUNG, IUINOlUIOII METALLURGICAL DEPAIITMENl'

• CIRTIFIED MIU TEST REPORT r~*.,,,,..* ' * ~i,MNI

• t *,IIO. O.,Sto.lP,O.IIO.

L_:!~~7 , ,.20-b? 75566 l46tl '*L'

~

u~s

~.s

- STlt CtfjH A*I~

STR CHAN A!'J6 INC 60.

~01 lO 1

6900 1702' H~u UH STR CHAti A;l6 601 lC 1<1' IEAII bJ* 001 I 1~80 41131. 41200

\;F BUii A.:.J, 601 2 1110 ~tJll 42900

if BUH 1,.30 601 3 70ZO 4ZO~l 45200

.,, aux A*l* ,o, 10 1~000 58224 46700

CALCULATION Rev O Page No. A9 of 14 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

lnryco Wall Systems Technical Data Field-insulated Walls

,r-*, o lnryco 11n I 111/rnd Steel comptJny L1Q Series Liner Panel Aveiloble In lwo surface toxtures, L10 end L11 panolc ,uu doslonod !or uao ar;. ln1orior IIMrs In comblnotlon whh any lnryco ux1arlor pnnal or L10 o thor suitabl e facing svstem In cavity Wllll cona

&truclfon or on Inter for pettltloo systcnlS. Siana dard 111 090 11001. I IUCCO nmboHod. wilh I two coat polyester (Ouoprlmor9) on both sldos. Otticr m otols and coatings avollnblc on a specle l Inquiry bosl1.

Tho steal panel with ctu1kcd J°'nts, pc1fonns as tho v.;por barri tt. At:t.s with the *xtulor panul in j UfJ*

r>orllng oppliod lo11d1. L11 Accessories:

Avallnblft for uu with tho L10 lntmlor Wall Peno1 Sades:

1. 0111 01 roll type insuletlon

2. Top, hose, ond cornnr trim 3 Sub-t,irt i.e~ction 1', r-asltlner typo *olctctlon

5. Bioko lorrnod trim for 11p111:iol condllion,

6. Sceh1111-foctory/or llctd-OppUed ,10 i;; (...[or ,,, L 1.Ior l*- ,,..--1 f--1>'-*1

,---.._ Panel properties L1 o series r>oncl lhlcknoos ... ... ... . . I Yr IOA..J: IIA,.J; 11tinel w idth ..* , , . , **12"' J00U'OfilAtL8 Joint c:or,ligurflllun, ...... .Continuuur. caulked In*

terlocltioy sh.le.

U-Focto, *. , , *** , , , . . ...135 (&IOol foco p,ncl,

, 1/," g l,DSI flher lnaull)*

lion}.

0i>sc materiel , ******.* , .G~0 ga:lvani1c.d steol.

33.000 p,I y1old.

Hni9he!I glncc,: Holpful Information on flrc-wall 1a1lngs, nit F.xpo11ed s111facr. * **Duoprinior 111ncl w,1e, lnlUiratlon crltorta, cnrro1ivu mtposuras, lnmir li'1tfaco *.* , *. Duoprrmor rnl1111o*wo11 1p1,1ic:otion1, unu1u[1I onvlronmonlft1 condltlona. spodnl matoriol or Rnlsk roqulromontt, Avallablllty and mony olhcr 1>0rtlncn1 subjoc11.

Penot length*

The following oaoe:. ond tengl hs ilfR recom* Performance Features mondod 10 foclli11u1 oractloo, minimize handling Thorm ol pro pcrtle1 demngo ond surfoce abc,ffnlons: U-va1ue of .135 UTU/lnJUtl, flJ.,. whtin com:cto:d 10 a Profilos Gages M,ix. Lcngt1,

• 15 mph wind condilion.

L10or 10A . . . . n 2-0" Air lnfiltrtttlon 20 24'*0" No olr lt,okogc, por 1oQu11,o foot of awfoce. orootor 18 l8'-0" thon .00 cfm nl 1.!>6 psi olr pressure d1llc,cnti11I.

L11 or 11A .. Z4 20' -0" Wot or lntllt rotlon 22 22' O" Ne> un1:iont1ulltJ wato1 tookogo ot 4 pof* .tir r,ro11v,a 20 24'-0" dlti!!1cntlal.

10 . . . . . . . 20' - ......* L01,g1h!\ ovilleblo 10 38'~0" on lf>Oclol roquoat. Acou Jllcal p,0 1>ertics I W 13 ovnlloblu podornted lor ucc H en ocous11cll1 liner wilh on NnC ol .00 and un STC ol 34.

Special Applications:

• Oritu h1 b&1r.ct on intorlor IJ&nel rnsu~d witk el<tNio,

/\Hlsuanco on s,wtclltl or onwwel n11p1lcnt10 111;ol lW ganols are uvc1ilubta from your lnryco Sal~ En* por,ul In ploce,

CALCULATION Rev 0 Page No. A10 of 14 Cale. No.: A 15406-C-001 By B. Elaidi Date 11 /24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

• Design Tables Maximum Spans - L1 0 Liner Panel Series L1 O Serios Llnor ParH)l s Explanatory Noto, fo r Oesio11 Toble.'i

1. Panol spooning conditions S ~ Simple Span; O - Ooublo ~pon; I - rrlple S D ~ S O T Span l uad MAXIMUM SPAN' Lf!NOTHS IN rur 2, Numbo,s ln tho tal>los lndict1te dl1t&nce betwoon 6, PSF ' 13.23 13,,23 ; u..)9; 115.S!l 15.!5 17.38 pdjac8nt structural suppor1s (gifts),

16 8.6* e.1-< ,_ e,ao 10.1e 10.1a 11.n  :.., Span length llmitntion tnc10rs PSF fl GM 9.23 ,,,8,51 7,02 10.22 ._.2 r K Stress rector limitation. using 10,G iFvll **

design stress, Increased 33% for w ind loading.

20 7.itS 7.48 *i Q.37 ll.79 8.79 U.8J 1:,.

• L/180 es t he mn)(imum nllowablo doflettlon PSF fl o.:ze 1u~ *~1.n IJ,93 9.28

• 8-68 (For L/120, use : ((L Tobi e) x 11.146)]1 6.69 6,(1$1 1..48 7,81 7.87 : 8.78

4. Static l oad in rol ation lo w ind velocity :

6 6,BJ 7,7B 17,1& l).'3 11,02 7.84 PSF

• I0.002561 !MPH)'

8,11 6.1 1 e!.83 7.18 7,10 8..03 5. Shaded .:ircas indicate that if the panel were to 30 rs, f,, 5.46 7.32 S.76 5.06 8.11 VUl I.Ja w;ed at tho:.e ipon lengtlis and number of B.36 S.06 G.Jt CU& 8..66 7.43 1p.1ns, tha pano1 would exceod max. length rec-31 ommended.

PSF I\ G.1 9 0,9ft IJ,41 5.7S 7.70 7.10 6.29 *.,8 5.22 6.81 40 f'Sf -I I\ '1.96 6.IHI 6.82

&.14 8.22

~50 7.31 6.19 L10 Sorlo* i;; LI 1~*

6 1-- ,r--l PSF 4.77 G.40 fl.BO IU9 7.08 8.63 "I 4.73 4,73  !:i 28 S.fi.6 t>.66 6.1:i' 60 PS f ,.. 4,B1 8 10 1.70 5.10 IS.U fl,:t1 N*,--1*

ltl1c*

• WtltM

• • s ., .,

Ci,,. ~

1,..m-1 111,.,,111*, In Jt /1 ln ')/F\ l n4/II. li..4 Jh, 24 ,60 l ,U .0153 .097 .056 .11 5 L10 Sorios Llnor Ponols o-,ts 22

,90 178 2.16

.09 1

.114

.1 18

. l'14 .10J

.1'11

,e 1.17 ~.Ol .\ D7 , 106 .161 ,2?3 MAXIMUM SPAN Ll:'.NGTtlS IN f l:H *

• soc1ion pJoportics and toad c.ar,ying cepacily of LIO &nd 6.4 PSF ' n.so n.eo .* 10.00 ,o.4e *20.ee 23,35 l \ I ilro ldo.il!~ol, JP011!l1'* dosii,nat*I u,p surtact ol PilnOI in comp11ulon,) Jo, c,rrylno cor,achY whh l*c* p1nol HO

,s 11 .02 11.e, 1,,13.oo 11.e, 13.64 1ft_2e, epp,opt/110 taco P*MI 1111* s.hoot PSr* IIUIVJX),Mc NIIUtdll,. o~til i.,~,~.. tlo* (if;lif"'"" lfllul1

• lli*i,r~ur.h,..li....l 10,0'1 HI.OJ t.1.26 IUU 11 ,81 , l S,21

• CIIII**** Stt(.lft1 \llr**,.u,lt~ l ., It ~ ..... iw ,"'41 i,11....,i,,,, ..........., ,.,oi,.,~ **~

20 .,..,.11,,11vt01tft1tntltl*~-

PSF A 7.66 10 .27 ~!).47 8.11 11.67 *10.?6 l"el/>tMll IMt~.lh*ifl,.._it,,,__..tlhflt..,lt.tcC101tl9 ,.._,...._

_If),., IHlll'l'CO, N - .... ,11:1 ,!11i5,i.1.u,,._, .,,.,1, , w1..,, **IUllijh., ... 1...

9.00 8,00 10,07 10,6? 10,67 11.1 1 .Ch*tc.l' ef fie111411tl*Nn ef , . . i,,we,#IO,i- oNI -.,,"#li.,,I - * "'** ,.....kt

• lfltl illtko..,,.,,i.,,. ...... . ...., ....,el l~'I' ..........., ***lt"IJI loll~I WI* C -

fl 7,11 9.64 ':.}8,79 6.08 10.83

• 9.H .......'"'"', .... MO - t,1.,.e~w...111,c,o 1..Cllu* rlo ... k t,1"'9'_..., .. Wt~ ...~ -

II 1ht 1o,l1 ,-,,.,., ll)ll~y

• t !ht ~u*.

I 8,22 8.22 ,ll!,8,18 V,65 9.65 .:10.78 t.

s.10 6.97 ..*U7 l."1 10.20 . a.,u 36 f 7.61 7.61 . 8.61 8.$3 8.93 9.98 6 6.36 8.&! l,H 7,22 9.06 0.13 40 7. 12 7.12 7.96 (1.35 8.35 9.3 PSF A 6.00 8.1 6 7.~2 G.~~~- ~

1 s.,, 0.11 0

7.50 1.aa 1.00 a.e 1 45 PSF t,, 6,85 8.37 7.84 0,37 1.2:J 7,12 ll.15 J,1 8.!11

).47

~.21 8.36

,0 lnryco mi lnlond Stool compunv 60 PSF .6 6,65 7.61 6.90 0. 1 8.GO 7.93 INOYCO. lhC, {Genor*I Oltlctts, Molfoise Pat"k, lniooh;J uun.OINO PANll!LS CNVISIOW

• Po, UIO wt1on Ifnet 111 lO ba IVlnpon,rlly loll w!1h 1}0 fu1.e fllill'loJ: P. O, Gow 3'03, ~,lwaukoo. WfKc.in>>r11 ~201 datnrmload by usif'lg

• 8.4 180 mfll't) wl,..d ln11d. no doflootfon P l,ono 1 /383..4030 l lmh,

(JI~ CALCULATION Rev O Page No. A 11 of 14 I

D '"'.\

LPI, Inc.

Cale. No.: A15406-C-001 By Chk B. Elaidi R. Chen Date 11/24/ 15 Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel CNS Hardness Testing of Bolts Sample (18) :

Bolt #1 83.2 1st Discarded due to irregular strike Shank 81.8 2nd 82.2 3rd 80.4 4th Discarded due to irregular strike 81.9 5th 246 Total 81.96667 Average 82 HRB value 75 Approximate Tensile Strength (ksi) Interpolated value from LTI Rockwell B Hardness Conversion Chart 76 Approximate Tensile Strength {ksi) Interpolated value from "Tensile Strength to Hardness Conversion Chart" Bolt#2 82.8 1st Shank 83.1 2nd 82.3 3rd 248 Total 82.73333 Average 82.7 HRB value 76.4 Approximate Tensile Strengt h {ksi) Interpolated value from LTI Rockwell B Hardness Conversion Chart 77.4 Approximate Tensile Strength {ksi) Interpolat ed value from "Tensile Strength to Hardness Conversion Chart"

(JI~ CALCULATION Rev O Page No. A12 of 14 I

D '"'.\

LPI, Inc.

Cale. No.: A15406-C-001 By Chk B. Elaidi R. Chen Date 11/24/ 15 Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel Bolt #3 81.2 1st Shank 79.9 2nd 80 3rd 241 Total 80.36667 Average 80.4 HRB value 72.8 Approximate Tensile Strength (ksi) Interpolated value from LTI Rockwell B Hardness Conversion Chart 74.4 Approximate Tensile Strength (ksi) Interpolated value from "Tensile Strength to Hardness Conversion Chart" Bolt#4 83.4 1st Shank 80.5 2nd 82.7 3rd 247 Total 82.2 Average 82.2 HRB value 75.4 Approximate Tensile Strength (ksi) Interpolated value from LTI Rockwell B Hard ness Conversion Chart 76.4 Approximate Tensile Strength (ksi) Interpolated value from "Tensile Strength to Hardness Conversion Chart"

(JI~ CALCULATION Rev O Page No. A13 of 14 I

D '"'.\

LPI, Inc.

Cale. No.: A15406-C-001 By Chk B. Elaidi R. Chen Date 11/24/ 15 Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel Bolt#S 80.1 1st Shank 81.3 2nd 78.1 3rd Discarded due to irregular strike 80.9 4th 242 Total 80.76667 Average 80.8 HRB value 73.6 Approximate Tensile Strength (ksi) Interpolated value from LTI Rockwell B Hardness Conversion Chart 74.8 Approximate Tensile Strength (ksi) Interpolated value from "Tensile Strength to Hardness Conversion Chart" Bolt#6 83.9 1st Shank 78.2 2nd Discarded due to irregular strike 84.8 3rd 83.1 4th 252 Total 83.93333 Average 83.9 HRB value 77.9 Approximate Tensile Strength (ksi) Interpolated value from LTI Rockwell B Hardness Conversion Chart 79.8 Approximate Tensile Strength (ksi) Interpolated value from "Tensile Strength to Hardness Conversion Chart"

(JI~ CALCULATION Rev O Page No. A14 of 14 I

D '"'.\

LPI, Inc.

Cale. No.: A15406-C-001 By Chk B. Elaidi R. Chen Date 11/24/ 15 Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel Bolt#l 81.3 1st Shank 82.7 2nd 82.6 3rd 82.1 4th 329 Total 82.175 Average 82.2 HRB value 75.4 Approximate Tensile Strength (ksi) Interpolated value from LTI Rockwell B Hardness Conversion Chart 76.4 Approximate Tensile Strength (ksi) Interpolated value from " Tensile Strength to Hardness Conversion Chart"

APPENDIX B Cale No.: A15406-C-001 Rev. 0 Page B1 of 4

Title:

Structural Evaluation of the Turbine Prepared by: B. Elaidi Date: 11/24/15 Building Blowout Panels Steel Support Checked by: R. Chen Date: 11/24/15 Appendix B Analysis Parameters and Hand Calculations This Appendix documents the geometric properties of the girt channel, angle, bolt, and welds; and deadweight and HELB pressure loading. Section parameters for the girt C1O and connection steel angle are obtained from (4). These data provide input into the finite element analysis.

Input Parameters of C10x15.3 2

A01 o := 4.47 ,in cross section area b1_010 := 2.625-in flange width 7

t1 c10 := - -in average flange thickness

- 16 15 d01 o:= 8.125 -in + 2-- ,in depth 16 d010 = 1O -in tw_c10 := O.25-in web thickness e01 o := O.796 ,in shear center eccentricity Xc,o := O.64- in geometric center eccentricity 4

lxx_c10 := 66.9- in area moment of inertia about strong axis 3

Sxx_c10 := 13.4,in area bending modulus about strong axis

. 4 Iyy_cl0 := 2.3- in area moment of inertia about weak axis 3

Syy_clO := 1.16,in area bending modulus about weak axis 4

J 010 := O.21 ,in torsional constant lbf wt010 := 15.3*- selfweight ft

APPENDIX B Cale No.: A15406-C-001 Rev. 0 Page B2 of 4

Title:

Structural Evaluation of the Turbine Prepared by: B. Elaidi Date: 11/24/15 Building Blowout Panels Steel Support Checked by: R. Chen Date: 11/24/15 Input Parameters of L 4x3 x3/8 (North Wall) The angle size used is for the North Wall girt connections. See discussion 2 within the body of the report for effects Aa4x3 := 2.48-in cross section area of the larger angle on the South Wall connections.

Sxx_a4x3 := 1.46-in3 bending modulus about strong axis 3 plastic bending modulus about strong axis Zxx_a4x3 := 2.64- in 3 bending modulus about weak axis Syy_a4x3 := 0.866-in 3

Zyy_a4x3 := 1.56-in plastic bending modulus about weak axis 4

Ja4x3 := 0.116-in torsional constant Other Geometric Parameters 13 dbolt hole := - . in bolt hole diameter (1 /16" larger than bolt nominal size per [7))

- 16 span 91 r1 := 23-ft + 11 -in - 2*(6 -in + 3-in) effective span of the girt between two inside bolts using the fabrication length of girt ID 133C.

span 91 rt = 22.42 *ft girt_spacing := 7-ft nominal vertical spacing of girts. The north wall has 4 equal spaces of 7ft. The south wall has 2 adjacent spaces of 7 ft.. The spacing determines the tributary pressure load acting on each girt.

3 .

Dn  := - -in nominal diameter of bolt 4

2 A1 := 0.334 -in tensile area of bolts 2

A5 := 0.302 -in shear area of bolts Steel Properties elastic modulus V := Q.3 Poisson's Ratio E

G:= - - - Shear modulus 2*(1 + v)

APPENDIX B Cale No.: A15406-C-001 Rev. 0 Page B3 of 4

Title:

Structural Evaluation of the Turbine Prepared by: B. Elaidi Date: 11/24/15 Building Blowout Panels Steel Support Checked by: R. Chen Date: 11/24/15 B.5 Deadweight and HELB Pressure Loadings Deadweight includes the girt channel weight and the blowout panel weight.

lbf ) lbf panel weight based on assumed insulation density and Wtp1:= 1.65*-*1.5-in +2*2.81*-

thickness and double 18 gage lining sheet obtained from

(

ft3 ft2 vendor data sheet (Attachment A) lbf lbf Wtp1= 5.83*- use Wtp1:= 6*-

ft2 ft2 wtp1_girt := Wtpi- girt_spacing panel weight distribution on girt lbf Wtpl girt = 3.5*-;-

- in The girt finite element (FE) beam model is located at the geometric center of the C10. Thus all weight/force eccentricities are calculated with respect to the geometric center of C 10. The panel weight is eccentric with respect to the geometric center of the girt channel as shown in the sketch below. This creates twisting moment that is computed per FE node as follows :

dc10 1.5-in)

Mw1p := - wtpi_girt' ( + - - *0.5 -in panel weight torsional load distributed to BEAM 189 nodes 2 2 using node spacing of 0.5 inch. This twisting moment is applied in the FE at each nodal point aloing the girt.

Mw1p = - 10.06 -lbf -in shear twisting center moment The steel structure includes sag rods that support the weight of the panels. Since the twisting moment of the panel weight opposes the geometric twisting moment of the HELB center pressure calculated below, including the panel weight is panel conservative and accounts for possible loosening in the sag weight rods.

L,

/)

µgirt:= Wtc10 + Wtpl_girt total deadweight distributed along girt

~..

APPENDIX B Cale No.: A15406-C-001 Rev. 0 Page B4 of 4

Title:

Structural Evaluation of the Turbine Prepared by: B. Elaidi Date : 11 /24/15 D Building Blowout Panels Steel Support Checked by: R. Chen Date: 11 /24/15 HELB pressure load is transferred to the girt at midpoint of the channel flange. This force is thus eccentric with respect to the geometric center of the channel will therefore be associated with a twisting moment distributed along the channel length and defined per FE node.

Pr:= 0.5 -psi HELB pressure on siding Wpr_girt := Pr -girt_spacing HELB pressure load distribution on girt lbf Wpr girt = 42 *-:--

- in bf c10 I Mpr := Wpr_girt* ( ~ - Xc,oJ 0.5 -in HELB pressure torsional load distributed to BEAM189 nodes using node spacing of 0.5 inch. This twisting moment is applied in the FE at each nodal point along the girt.

Mpr = 14.12-lbf -in shear twisting center moment 2 1------* pressure geometric load center

CALCULATION Rev O Page No. C1 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

APPENDIX C Bolt Testing A sample of the girt anglle bolts obtained from stock at CNS was submitted to LPl 18 for testing in double shear at LPI laboratories in NYC. Hardness testing of the bolt sample was conducted by CNS [18] and the results are included in Appendix A. The testing was performed in accordance with [15] that describes the test fixture and testing procedure. A fixture was fabricated in the laboratory. Some of the dimensions of the fixture specified in

[15] were modified to ensure appropriate fit-up. This modification did not affect the manner the bolts were loaded, tested and results derived. The fixture was heated and oil quenched to achieve hardness significantly higher than that of the bolts, to ensure failure in the bolts was not influences by deformation in the test fixture.

Testing was conducted oin 11 /19 and 11 /20/2015. The test sample included 7 bolts that were all tested. The rate of loading was significantly less than the rate specified in [15] thus insuring that the obtained results do not include any increase in strength that would be associated with dynamic rate-of-loading.

The testing was conducted on a 120 kip Baldwin Test Equipment made by Sensotec and shown in Figure C-1. Th e bolts were loaded until complete failure of the bolts occurred.

Figure C-2 shows testing of bolt# 1 and Figure C-3 shows the broken bolt after the test (as an example). All bolts showed similar failure.

The failure load, based on the double shear test performed) was divided by 2 to obtain the failure load for single shear, consistent with the arrangement of the evaluated connection).

Considering that shear failure for carbon steel is at 0. 75 of ultimate strength [1 0], the ultimate strength of the bolt material was calculated using the root area of 0.302 in 2 . The results are summarized in Table C-1.

18 Refer to Visual Exam - sheet C-6

CALCULATION Rev O Page No. C2 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

Table C-1: Bolt Test Results Derived Ultimate Single Shear Failure Bolt Peak Double Shear Strength of Bolt Load, Number Force , kips Material, kips Ksi 1 31.726 15.863 70 2 28.425 14.213 63 3 29.858 14.929 66 4 28.267 14. 134 62 5 28.877 14.439 64 33.860 16.930 75 7 30.432 15.216 67 Average (excluding minimum and maximum values - 5 66 bolts)

Notes:

1. Results for bolt #6 are presented for information. The results are biased upward due to binding in the test fixture that caused the measured load to be higher than the actual force in the bollt.

2

2. The derived ultimate strength is based on bolt root area of 0.302 inch and shear failure stress of 0. 75 of the ultimate strength for carbon steel [1 0]

CALCULATION Rev O Page No. C3 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

Figure C-1: General View of Load Frame and Test Fixture

CALCULATION Rev O Page No. C4 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

Figure C-2: Testing of Bolt #1 (as an example)

CALCULATION Rev O Page No. CS of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

Figure C-3: Broken Bolt After Testing (Bolt# 1 as an example)

CALCULATION Rev O Page No. C6 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 11/24/15 Chk R. Chen Date 11/24/15

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

VISUAL EXAMINATION

1. Ensure you are qualified to perform this examination. Verify qualifications al www.lpicert.com.

~~ 2. Ensure y-ou have read and understand any project specific Procedure(s) and/or lnstruction(s) that may apply to this examination.

Check 0 ...\. 3. locate, read and understand examination protocol as specified in industry Standard(s) applicable for this examination (for example ASTM or NA), identify in Examination Standard Box. Box Exam. 4. Ensure All Test & Measuring Equipment (T&ME) used for this examination is calibrated. when Record Al l T&ME serial numbers and calibration information on this form. Identify if complete Instruction calibration is per use.

5. If test tern erature is other than room tern erature identi in Notes section.

Project No:

TesVExam I Proj ect:

Standard{s) : Vl$w.41.-- rt Sketches / Data / Information Notes:

ooo Cr,r-lD1 10...J TEST EQUIPMENT DOCUMENTATION & CERTIFICATION Instrument Used:

CALCULATION Rev 1 Page No. D1 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 1/04/16 Chk R. Chen Date 1/04/16

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

APPENDIX D Instrument Calibration Records See Document Instrument Record on page 5 for list of instruments

1. LPI Micrometer/Dial Gauge/Caliper Calibration Record

2. lnstron Certificate of Calibration

CALCULATION Rev Page No. D2 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 1/04/16 Chk R. Chen Date 1/04/16

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

LPI MICROMETER/DIAL GAUGE/CALIPER CALIBRATION RECORD Serial No.: 05062457 Instrument Location: ~Am~ e=s=b=

u ry~- = - - : : : : - - - - - - - - -

Manufacturer: _,M""i"'tu'-"to,,y.=.o_ _ _ __ Calibrated by: Nicholas Flrfcano ~ ~-* - Date: 2112/2015 Calibration Range: ...,0=--*-'-

1"_ _ _ _ _ __ Reviewed by: Jared Russell !l., 1f/iv Date: 2/12/2015 After Adiustment Ranoe Standard No. Standard Lenath 11n.1 Readlna lln.l Error* Readlna <In.I Error NA O 0.00000 0.00000 Minimum Range Low Range C0858 0.200 0.20005 0.00005 Mid Range C2306 0.500 0.50005 0.00005 High Range C2306, C1812 0.800 0.80005 0.00005 Full Range C2802 1.000 1.00005 0.00005 Calibration Due Date: I 2/12/16 FOlm:LPl-f2.1-FfG..f-l-Rr,-$

• Reading errors are within the measurement accuracy of the caliper (+/-0.00005j Equipment used for calibration:

Gage Blocks from Fowler Gage Block Set, Serial No. 23130:

0.2* Block, Serial No. C0858 0.3" Block, Serial No. C1812 o.s* Block, Serial No. C2306 1.0" Block, Serial No. C2602

CALCULATION Rev Page No. D3 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 1/04/16 Chk R. Chen Date 1/04/16

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

CERTIFICATE OF CALIBRATION ISSUBJ BY: INSTRON CALIBRATION IABORATORY DATE OF ISSUE: 11-Mar-15 CERTIFICATE NUMBER: 445031115102251 INSTRON' lnstron 825 University Avenue NoMOod, MA 02062-2643 Telephone: (800) 4 73-7838 Fax (781 ) 575-5750 Email: service_requests@instron.com APPROVED SIGNATORY Page 1 of 4 pages c.-~- ----~

1'1g1.,_-,**nkao**

........._ ._y_......_....._

Brian

-*-~-

Type of Call bratlon: Force Leary ~---

• - - - " . .. 1......,

01,-.JNa1** . . . . . . .

Relevant standard: ASTM E4-14 Date of Calibration: 11-Mar-15 Customer Requested Due Date: 11-Mar-16 Customer I Name: LP! Inc Address: 304 Hudson St New York, NY 10013 PAli@luciuspitkin com P O.!Contract No : PO#4281

Contact:

Pat* Ali customer Asset No : CONTR.ACT#CALP04 528_4 Machine Trllllsdncer I Ma1.ufacturer; SJ>JEC Manufacturer: SATEC Sena! Number: 372005 Transduoer lD* 372005 System ID: R55120BTEC372005 Capacity: 120000 lbf RangoType Single Typo: Compression Classification I I. Digital Readout

• PASSED'*

Certific:ation Statement l This ceni6es that the forces verified with machine indicator(s) Qisted above) that passed ..-e WITHIN+/- 1% aocuracy, 1%

repeat001lity, and z.ete1 return tolerance.

.All mac:hine indica:ors were veri6ed on-iiite i;i: customer location by Jnstron in accordance withASTM EA.

The cert,ficabon II based on runs I and 2 only A third run is taken to sabsfy uncertainty requirement, according to ISO 17025 specificctions The veri6caiion and equipment used confonn to a controlled Qualiiy Assurance prog,-am which meets the specifications outlined inANSI/NCSLZ54 0-1, ISO 10012, ISO 9001:2008 and ISO/IEC 17025:2005.

"with.In +/-0.5% accwacy and 0.53/4 , .,,eatabllity.

Method I The testing machine was verified in thetas fuund' condition with no a:ijustments carried out.

lnstron CalproCR Version 3.29 The rew11, ildJca11d ontlu1ce1tificG.te Vldt~ rouowirig re!Xf1nllteonlyto the item,verifitd. If there 11Ut1neth.cxllor&ta included. th.ltue notcoverodbylht NVI.AP accrtditation it will be identified m the comments. Anylimita1x>nsofuse asa result oflmsvenfication ~.llbe m:b.:ated. m the comments T}15:replrt mll81 not be us:ed to cWJn productel'IOOmemenlbyNVLAP orthe Urilfd.Sta~.govemment. This nprtshall notberepocb:ed,e:,m:eptinf\Jl~ with:ititthe aFfll'OVl!.ofthe is9Uing l,boru,,y

CALCULATION Rev Page No. D4 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 1/04/16 Chk R. Chen Date 1/04/16

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

CERTIFICATE OF CALIBRATION CERTIFICATE NUMBER*

445031115102251 NVLAP ACCREDITED CALIBRATION LABORATORY No. 200301-0 Page 2 of 4 pages Summary of Result* I Temperanire at start of verification: 74.10 ° F.

Indlcator 1. - Dlgilal Readout (lbf)

Range ASTM E4 ASTM E4 ASTM E4 Full Scale Tested Force Range Mox Ma.~ Repeat Zero Resolution Lower Limit

(%) Qbl) Mode Error(,~) Error(%) Retum (!bl) (lb0 100 -l234.15 to- 11 9753 C -0.30 0.11 Pass 200 Temperan~e at end of verification: 74.70 °F.

Data Point Summary - Indicator I. - Digital Readoot (lbl) I COMPRESSION R,., I R,., 2 Rtu13 ASl'M E4 Relative Uncertainty of

o of Range I I 00% Range (Fnll Scale: -1197~ lbl)

Error (0~)

Error

(',)

Error (O'c,)

Repeat Error

(%)

Uncertainty*

(%)

Measurement*

(+/- lbl)

I ,0,17 -0.18 -0.03 0.01 0 17 2.1 2 -0. 11 -0.10 -0.14 0.01 0.13 12 4 -0.08 -0.07 -0.11 001 0.13 6.3 7 -0.30 -0.19 -0.16 0.11 0.15 13 10 -0.26 -0.24 -0.23 0.02 0.13 16 20 -0.25 -0.25 -0.25 000 0.13 31 40 -0.20 -0.10 -0.1 1 0.10 0.14 69 70 -0,03 -0,08 -0.01 005 0 13 113 100 0.04 0.03 0.04 0.01 0.13 153

• nu.~ n![)Orl*d 4'.XJXlJKkd H11u ,-1aJ,11y iJ bo..kd 0,1 a .tt(IJN.ltvd 111tr1U1ai111y 11111/tipll,u l byacov~ms*factor le

• J. J.Jt'O~l,ling a Ind of e<:mfidtuu ofappro"dmau/y 95%.

Data - i ndicator 1. - Digital Readout (lbl)

CO tl'RESS IO Run 1 Run 2 RunJ

%of Range I lncbcoled (lb()

AIJPlied (lbf)

I lncbcaled (lbl)

Applied (lb()

I Indicated (lb()

A()lllied (lb()

I 001/4 R*nge (Full Scnle: -I 1975J !bl)

O Renirn I 0 0 I *1232 -1234.15 - 1246 - 1248 2 -1220 -1220.4

-2400 -2402.75 -2430 -2432.4 -2400 -2403.35

-4808 -4811 .85 -4820 -4823.25 -4800 -4805,05

-8400 -8424.96 -8400 -8416 -8400 -8413.44 10 -12000 -12030.72 -12000 -12029.44 -12000 *12027.52 20 -24003 -24062.08 -24000 -24060.16 -24020 -24079.36 40 -48000 -48094.08 -48000 -48049.92 -48000 -48053.12 70 -8<1000 -84026.88 -84000 -84064 -84000 -84011.52 100 -119800 - 11 9752.96 -119200 -119158.4 -11 9500 -119457.92 ln.stron Col1xoCR Version 3.29

CALCULATION Rev Page No. D5 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 1/04/16 Chk R. Chen Date 1/04/16

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

CERTIFICATE OF CALIBRATION CERTIFICATE NUMBER 445031115102251 NVLAPACCREOITEO CALIBRATION LABORATORY No. 200301-0 Page 3 of 4 pages T},a Rt!lun, 10 Ztro 10/errun Is

• 1/,e indlcaJor n"so/111/0" QI** o/1Jw ma.riniumJo~e \'trlft,d lit 1lw. mngt', or l"* 0/1/J~ Jo,,.ul.,force

,*erifie.d ;,, tl,e m,1ge., w,l,lchew!r Js gne.oJer, Graphical Data

• Indicator I.

• Dighal Readout (lbf) too*/* R~ui;:e

,__ _ _ _ _ _ _ _ _ _C _ o_n~*P~*-**_*i_on_ _ _ _ _ _ _ _ _ _-,

06 0.4 1-- - - - - - - - - - - - - - - - - - - - - - - - 1 0.2 - - + Run1

+ Run2 0.50%*

-0.50%"

• lnstron Error Tolerance

-0.41-- - - -

-0.6 - - - - - - - - - - - - - - - - - - - - - - - --

Percent of Range Verification Equlpm, nt Serio! Cnlibrntion Make/Model Number Description Agency Capacity Cal Date Cal Due Ex1eoh 445580 10.36629 lemp. mdicotor Masy Sy,;leons Inc. NA 22-Aug-14 22-Aug-16 Flinlec I0KFC7 198916 load cell lt~tron 12000 lbf ll-Apr-14 l l-Apr-16 Interraco 9840 93029 force ilKlicotor hi-;tron NA 06-Jan-15 06-Jnn-16 Tovey 112637A 112637A load cell lnstron 142000 lbf 28-May-14 28-May-15

\ 'eriOcatlon Equipment Usage I Range Full Scale Stand'<d Lower Limit for Mode Serio) N1llnber Percent(s) of Rnnge Srnndnrd Obi) Accuracy(+/-)

100 C 19&916 1/ 2/ 4 Class AI : 200 0. m of reading 11 2637A 7/ IOl 20/ 40/70/ I00 Class Al : 5000 0. 1*~ of reading All C 1036629 All NA 2*F ilt<tron CalproCR Version 3.29

CALCULATION Rev Page No. D6 of 6 Cale. No.: A 15406-C-001 By B. Elaidi Date 1/04/16 Chk R. Chen Date 1/04/16

Title:

Structural Evaluation of the Turbine Building Blowout Panels Supporting Steel LPI, Inc.

CERTIFICATE OF CALIBRATION CERTIFICATE NUMBER:

44503111 5102251 NVLAPACCREDITED CALIBRATION LABORATORY No. 200301-0 Page 4 of 4 pages b1s1ro11 .rtaudan.l.r a,.,. 11*nuabJ, to tlw SI (nw lm,Mtnlional Systm1of U11it.r) 1l1ro11gh stam1ani.s nWVmnhwd by 1/w ,V<itlo,,o/ !11ttit11re of SuuKlanls w,d T<<lmology (NJS1) or other lt11enlalio1KJJ.ly 1l!cog1ri:ed NatiouaJ Metrology J11stit11Us (Mils).

Tl~ srmdm.l CJn.,1 A (o\f'tr liml.t Is "~dJ>r S)'J'ltnu- w/1/1 m, acr11M<)'o/ +/. Joo, mid rJw Jtruldmd Cfa.u A I k,.,.,,r llmil fs u1e.dfar .ry.st,nu

.,...,,1, m, 11tturacyof+/-O. .s,*.

TIHt acc111'0Cy oftheforce lml/c(llor Mse.d \f'/1l1 tla.stlc ck1*Jc11 Is hteor,X>mt.:d l1llo t/,e ck"lcu staud a<<11rac)I Stm'ldardjoru.1 haw~bun 1empera111n compenwed at n,Ut>SJQI)'.

The accuracy ofthe ,*erifica1io,1 eq#Jpme,11 ,ued was eqwil l<J or better than the tlCCNrtlCJI i1tdJca1ed ii! 11,e table M<Jw!,

Commtnlo l Verified by: Brian Leary F,~ld Service Engineer NITTE: Clause 19 ofASTM E4 states; It is recmuncndcd Uiat testing machines be verified a1mnally or more frequently if required. In no case shnll the time in1erval between verificatlons exceed 18 monihs (exceJ)t for m(ichines in which long term test nms beyond the 18 111011th period). Testing machines shall be verified immediotely after repairs U111t 111oy in any way affect the operation of the weighing system or values dlsplayed Verification is required immediately afler a testing machine is reJoca1ed and where there is ;a reo.son 10 doubt the accuracy of the force inclicating s.ystem, regardless of the lime inlerval since the last verification.

lnstron CalproCR Version 3.29

LPI, Inc. Consulting Engineers Advanced Analysis & Fitness for Service Failure & Materials Eva/11atio11 No11destr11ctive Engineering Main Office and Laboratory 304 Hudson Street New York, NY 10013 212.233.2737 Bos.ton Area Office 36 Main Street Amesbury, MA 01913 978.517.3100 Western Regional Office 1165 Jadwin Avenue Richland, WA 99352 509.420.7684 www.lpiny.com LP/ Australia U208, 46-50 Kent Road Mascot, NSW, 2020 02 9693 5500 www.lpinc.com.au Form: LP/-3. 1-Rev-8-Fig-5-11