DOCUMENT RELEASE AND CHANGE FORM Doc No: RPP …€¦ · Quality Assurance Procedure 3.1...

DOCUMENT RELEASE AND CHANGE FORM Prepared For the U.S. Department of Energy, Assistant Secretary for Environmental Management By Washington River Protection Solutions, LLC., PO Box 850, Richland, WA 99352 Contractor For U.S. Department of Energy, Office of River Protection, under Contract DE-AC27-08RV14800

1a. Doc No: RPP-CALC-60653 Rev. 00

1b. Project Number: T2R02☐ N/A

1 SPF-001 (Rev.0)

TRADEMARK DISCLAIMER: Reference herein to any specific commercial product, process, or service by trade name, trademark, manufacturer, or otherwise, does not necessarily constitute or imply its endorsement, recommendation, or favoring by the United States government or any agency thereof or its contractors or subcontractors. Printed in the United States of America.

Release Stamp

2. Document Title

Structural Analysis and Design for Grouting AX-102 and AX-104 Thermocouples

3. Design Verification Required

☒ Yes ☐ No

4. USQ Number ☐ N/A 5. PrHA Number ☒ N/A

N/A-9 Rev.

6. USQ Screening:

a. Does the change introduce any new failure modes to the equipment? ☐ Yes ☒ No

Basis is required for Yes:

b. Does the change increase the probability of existing failure modes? ☐ Yes ☒ No


c. For Safety Significant equipment, does the change require a modification to Chapter 4 of the DSA and/or FRED? ☐ Yes ☒ No ☐ N/A


7. Description of Change and Justification (Use Continuation pages as needed)

Original Issue. Because of the relatively simple nature of the design and the general service status of the equipment, a graded approach was applied and design verification was not performed as allowed by ARES Quality Assurance Procedure 3.5, Design Verfication.

8. Approvals

Title Name Signature Date

Clearance Review BRATTON, GAYLA E BRATTON, GAYLA E 02/10/2016

Design Authority BELLOMY, JIM BELLOMY, JIM 02/03/2016

Checker SIELER, NATHAN W SIELER, NATHAN W 12/30/2015

Document Control Approval SCALES, ANTHONY A SCALES, ANTHONY A 02/10/2016

Originator LASOTA, MICHAEL B LASOTA, MICHAEL B 12/30/2015

Other Approver DEBUIGNE, PAUL B DEBUIGNE, PAUL B 01/27/2016

Other Approver DEBBAN, JEREMY A DEBBAN, JEREMY A 12/30/2015

Other Approver WHITE, MICHAEL A WHITE, MICHAEL A 01/08/2016

Other Approver SNYDER, JOSHUA J SNYDER, JOSHUA J 01/27/2016

Responsible Engineering Manager BAUER, ROGER E BAUER, ROGER E 02/03/2016

Please see continuation sheet

9. Clearance Review:

Restriction Type:

☒ Public

☐ Undefined

☐ Unclassified Controlled Nuclear Information (UCNI)

☐ Export Control Information (ECI)

☐ Official Use Only Exemption 2-Circumvention of Statute (OUO-2)

☐ Official Use Only Exemption 3-Statutory Exemption (OUO-3)

☐ Official Use Only Exemption 4-Commercial/Proprietary (OUO-4)

☐ Official Use Only Exemption 5-Privileged Information (OUO-5)

☐ Official Use Only Exemption 6-Personal Privacy (OUO-6)

☐ Official Use Only Exemption 7-Law Enforcement (OUO-7)

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Feb 10, 2016DATE:

DOCUMENT RELEASE AND CHANGE FORM Doc No: RPP-CALC-60653 Rev. 00

2 SPF-001 (Rev.0)

10. Distribution:

Name Organization

BAUER, ROGER E A/AX RETRIEVAL ENGRNG

BELLOMY, JIM A/AX RETRIEVAL ENGRNG

BRICKER, BRADLEY M

DEBUIGNE, PAUL B A/AX RETRIEVAL ENGRNG

HOPKINS, GARY P R&C CONSTRUCTION

PARKMAN, DAVID B MARS-BASED RETRIEVAL ENGRNG

ROOSENDAAL, GENE

SMITH, DAVID A CONSTRUCTION & COMMISSIONING

SNYDER, JOSHUA J

STEVENS, MICHAEL PRODUCTION CONTROL

WITHERSPOON, JP P A/AX RETRIEVAL ENGRNG

11. TBDs or Holds ☒ N/A

12. Impacted Documents – Engineering ☐ N/A

Document Number Rev. Title

H-14-110571 SH 001 00 AX EQUIPMENT REMOVAL GROUT BOX ASSEMBLY

H-14-110571 SH 002 00 AX EQUIPMENT REMOVAL GROUT BOX ASSEMBLY

H-14-110571 SH 003 00 AX EQUIPMENT REMOVAL GROUT BOX DETAILS

H-14-110572 SH 001 00 GROUT BOX SPREADER BEAM LIFTING ASSEMBLY

13. Other Related Documents ☐ N/A

Document Number Rev. Title

H-2-44733 SH 001 02 INSTRUMETATION TEMPERATURE ELEMENT + SENSING LINE ASSY + DET

RPP-CALC-57920 00 AX Thermocouple Removal Calculation

14. Related Systems, Structures, and Components:

14a. Related Building/Facilities ☐ N/A

241-AX

241-AX-102

241-AX-104

14b. Related Systems ☒ N/A

14c. Related Equipment ID Nos. (EIN) ☒ N/A

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3 SPF-001 (Rev.0)

DOCUMENT RELEASE AND CHANGE FORM CONTINUATION SHEET

Document No: RPP-CALC-60653 Rev. 00

8. Approvals

Title Name Signature Date

USQ Evaluator KOZLOWSKI, STEPHEN D KOZLOWSKI, STEPHEN D 02/03/2016

[THIS PAGE HAS BEEN INTENTIONALLY LEFT BLANK]

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A-6002-767 (REV 3)

RPP-CALC-60653, Rev. 0

Title: Structural Analysis and Design for Grouting AX-102 and AX-104 Thermocouples

Author Name: Michael B. Lasota ARES Corporation for Washington River Protection Solutions, LLC Richland, WA 99352 U.S. Department of Energy Contract DE-AC27-08RV14800 EDT/ECN: DRCF UC: N/A Cost Center: N/A Charge Code: N/A B&R Code: N/A Total Pages: 83

Key Words: Long Length Equipment (LLE), Material at Risk, ERDF, Thermocouples, Grouting,

Abstract: The A and AX Long Length Equipment (LLE) will have high levels of material at risk (MAR) and dose rates. Meeting DOT requirements cannot be achieved for the 60’ box for all pieces of equipment. Grouting/concrete has high potential to enable WRPS to meet all DOT requirements for either ERDF or Permafix. During disposal activities, personnel could be exposed to high doses of radiation. In order to satisfy ALARA requirements, measures to minimize exposure to radiation are implemented. Equipment will be placed in the grout box. After the equipment is securely placed in the box, the box will be filled with the grout and transported to the burial place for final disposal.

TRADEMARK DISCLAIMER. Reference herein to any specific commercial product, process, or service by trade name, trademark, manufacturer, or otherwise, does not necessarily constitute or imply its endorsement, recommendation, or favoring by the United States Government or any agency thereof or its contractors or subcontractors.

Release Approval Date Release Stamp

Approved For Public Release

RPP-CALC-60653 Rev.00 2/10/2016 - 1:32 PM 4 of 83

By G. E. Bratton at 1:41 pm, Feb 10, 2016

Feb 10, 2016DATE:

Quality Assurance Procedure 3.1 Calculation Cover Sheet (08-15)


CALCULATION COVER SHEET

Page No.1 of 79

Date Rev. No.12/30/2015 1

Calculation No:

054409.15.013-S-001

Project No. Project Title: Client:

054409.15.013 AX Equipment Removal Construction Support WRPS Title:

Structural Analysis and Design for Grouting AX-102 and AX-104 Thermocouples Purpose and Objective:

The A and AX Long Length Equipment (LLE) will have high levels of material at risk (MAR) and dose rates. Meeting DOT requirements cannot be achieved for the 60’ box for all pieces of equipment. Grouting/concrete has high potential to enable WRPS to meet all DOT requirements for either ERDF or Permafix.

During disposal activities, personnel could be exposed to high doses of radiation. In order to satisfy ALARA requirements, measures to minimize exposure to radiation are implemented. Equipment will be placed in the grout box. After the equipment is securely placed in the box, the box will be filled with the grout and transported to the burial place for final disposal.

Rev. No.

Total Pages

Prepared By Checked By PM/TL

0 78

Print Name/ Sign:

M. B. Lasota, PE N. W. Sieler J. A. Debban, PE

Date: 11-30-2015 11-30-2015 12-2-2015 Revision Description (Revision Description/Affected Pages):

Original Issue.

1 79

Print Name/ Sign:

M. B. Lasota, PE N. W. Sieler J. A. Debban, PE

Date: 12-30-2015 12-30-2015 12-30-2015 Revision Description (Revision Description/Affected Pages):

Increased side load hoist ring size to accommodate a backing nut on inside of grout box.

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Quality Assurance Procedure 3.1 Calculation Review Checklist (08-15)


CALCULATION REVIEW CHECKLIST

Project No. Calculation No. Rev. Page No.

054409.15.013 054409.15.013-S-001 1 2 of 79

Items Checked Accept Description of Resolution for

Unacceptable Items Initial Date

Y N N/A 1. Cover sheets properly completed. √

2. Calculation sheet headers complete with calculation number, revision number, etc.

√

3. Calculation sheet contents are legible, accurate and complete per format.

√

4. Listed attachments included. √

5. Calculation objective clearly described. √

6. Criteria are suitable and properly referenced to task specific documents.

√

7. Assumptions and input data described and attached or referenced to task documents.

√

8. Calculation method identified and appropriate for the design activity.

√

9. Calculation results reasonable and correctly described in results and conclusions.

√

10. Physical property calculations generated by CAD software verified via hand calculations.

√

11. Computer program identified with version and revision.

√

12. Computer input/output provided or referenced. √

13. Computer run traceable to calculation (file #, etc.). √

14. Computer input data within permissible design input range.

√

15. Computer program validation/verification addressed.

√

16. Computer operating system in use for calculation preparation is the same as when the software was verified on machine.

√

Calculation Checking Method √ Applicable Pages

1. Direct Step-by-Step Check √ All pages

2. Reference Chart(s) or Book(s) Comparison (Append Documentation)

3. Alternate Calculation (Append Documentation)

Comments:

Checker (Print Name and Sign): Date:

N.W. Sieler 12/30/2015

Originator (Print Name and Sign): Date:

M.B. Lasota 12/30/2015

Signatures obtained only after discrepancies are corrected and comments are resolved.

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CALCULATION SHEET

Project No. 054409.15.013 Calculation No. 054409.15.013-S-001 Rev. 1 Page No. 3 of 79


Prepared By: MB Lasota Date: 12-30-15 Checked By: NW Sieler Date: 12-30-15

Quality Assurance Procedure 3.1 Calculation Sheet (05-10)

TABLE OF CONTENTS

1.0 PURPOSE ....................................................................................................................................................5

2.0 METHODOLOGY ......................................................................................................................................5

3.0 DESIGN INPUTS ........................................................................................................................................6

4.0 ASSUMPTIONS ..........................................................................................................................................7

5.0 COMPUTER SOFTWARE .........................................................................................................................7

6.0 RESULTS ....................................................................................................................................................7

7.0 CALCULATIONS. ......................................................................................................................................8

8.0 REFERENCES ..........................................................................................................................................38 Appendices

Appendix A

SAP2000 REPORT

FOR THE MODEL: 054409.15.013-S-001A

Appendix B

SAP2000 REPORT

FOR THE MODEL: 054409.15.013-S-001B

Appendix C

SAP2000 REPORT

FOR THE MODEL: 054409.15.013-S-001C

Attachments

Attachment 1 MANUFACTURERS DATA CATALOG PAGES

Figures

Figure 2-1. Rigging Arrangement .......................................................................................................................... 5 Tables

Table 6-1. Results summary ................................................................................................................................... 7

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CALCULATION SHEET





Acronyms

ACI American Concrete Institute

AISC American Institute of Steel Construction

ASME American Society of Mechanical Engineers

ASTM American Society for Testing and Materials

ALARA As Low as Reasonably Achievable

BTH Below the Hook

DOT Department of Transportation

ERDF Environmental Restoration Disposal Facility

LLE Long Length Equipment

MAR Material at Risk

WRPS Washington River Protection Systems

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CALCULATION SHEET





1.0 PURPOSE

The A and AX Long Length Equipment (LLE) will have high levels of material at risk (MAR) and dose rates. Meeting DOT requirements cannot be achieved for the 60’ box for all pieces of equipment. Grouting/concrete has high potential to enable WRPS to meet all DOT requirements for either ERDF or Permafix.

During disposal activities, personnel could be exposed to high doses of radiation. In order to satisfy ALARA requirements, measures to minimize exposure to radiation are implemented. Equipment will be placed in the grout box. After the equipment is securely placed in the box, the box will be filled with the grout and transported to the burial place for final disposal.

2.0 METHODOLOGY

Figure 2-1. Rigging Arrangement

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CALCULATION SHEET





This calculation provides design and analysis of the Equipment Disposal Grout Box for loads due to wet grout and gravity loads for rigging. RPP-8360 guidelines are followed.

In order to analyze the box two SAP2000 models are used.

The first model represents the side wall of the box, subjected to hydrostatic load from wet grout. This model consists of shell elements and is used to arrive with the spacing of saddles/stiffeners while controlling the lateral displacement of the walls due to applied surface pressure.

The second model represents the box during rigging and consists of the frame elements. The grout strength is conservatively neglected. The dynamic load factor of 1.25 is applied to all gravity loads.

Acceptance criteria from the American Institute of Steel Construction (AISC 2011) Steel Construction Manual are used.

3.0 DESIGN INPUTS

1. Dynamic factor, µ = 1.25, will be applied to the total weight calculated for lifting based on RPP-8360.

2. Loads imposed on the assembly will consist of hydrostatic loads, and the weight of the assembly and waste with dynamic amplification due to rigging.

3. The details on H-2-44733 are used to estimate the weight of the lower Thermocouple Assembly.

4. The yield strength of American Society for Testing and Materials (ASTM) A36 is 36,000 psi and the tensile strength is 58,000 psi.

5. The Thermocouple Assembly was sealed and filled with argon gas; however there is no guarantee that during service time the pressure boundary was not breached. Therefore, the voids in the Thermocouple Assembly could include waste. The specific gravity of the waste is 1.50; however its weight was conservatively calculated using grout density.

6. A weight contingency factor of 5% is incorporated to account for miscellaneous weight on the thermocouple assembly. (RPP-8360)

7. The minimum 28 day compressive strength of the grout is taken as 3000 psi.

8. Two layers of 8 mil poly are required as a barrier on the equipment BEFORE grouting.

9. The minimum sling angles from horizontal of 60 degrees for upper slings and 75 degrees for lower slings are used in rigging arrangement.

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CALCULATION SHEET





4.0 ASSUMPTIONS

There are no unverified assumptions in this calculation. Engineering judgments are used and justified in the body of the calculation.

5.0 COMPUTER SOFTWARE

No unverified computer software was used in this analysis.

The following software is used in this calculation:

Computers and Structures Inc. SAP2000® version 17.3.0 distributed by CSI is used to conduct a finite element analysis of the Grout Box and Spreader Beam. The software has been verified per ARES quality assurance procedures and documented in ARES Verification No. VV-15-03-180. The software is run on an ARES computer (Computer ID: 2V4F8P1 which is a DELL Precision T5500 running Microsoft Windows 7 Professional x64 Edition Version 2009 Service Pack 1.

PTC Mathcad1 15.0.0.436 – Mathcad results are verified using hand held calculator.

6.0 RESULTS

Table 6-1. Results summary

Stress in the 1/2 inch box side walls due to hydrostatic pressure 0.13

Stress in weld between walls of the box and the floor plate 0.14

Flexural stresses in the box 0.53

Shear stress in the box. 0.08

Side Load Hoist Ring 0.65

Local stress in side wall due to Hoist Ring action. 0.80

Spreader Beam stress per BTH-1 [2011] 0.46

Top Crane Lifting Bails 0.67

Top Crane Lifting Bails stress in the weld 0.48

Bottom Spreader Beam Lifting Bails 0.83

Bottom Spreader Beam Lifting Bails stress in the weld 0.37

The controlling Demand/Capacity Ratio is for the Bottom Spreader Beam Lifting Bails and is highlighted in the table above.

The Maximum Allowable Rated Capacity is 65715 pounds.

The Not-To-Exceed Lifting Pull is 54341 pounds.

1 Mathcad is a registered trademark of Parametric Technology Corporation, Needham, Massachusetts.

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Project No.: 054409.15.013


CALCULATION SHEET

Calculation Title: Structural Analysis and Design for Grouting AX-102 and AX-104

Thermocouples

Calc. No. 054409.15.013-S-001 Rev. 1 Page 8 of 79

Prepared By: MB Lasota Date: 12/30/15 Checked By: NW Sieler Date: 12/30/15

7.0 Calculation

The AX Tank Farm Temperature Element & Sensing Line Assemblies (H-2-44733), shown below, are evaluated for groutingand disposal, using disposable grout box.

7.1 Properties of material used in construction.

Common steel properties: Common concrete properties:

ρs 490lb

ft3

Density of steel. ρc 140lb

ft3

Density of concrete.

γst ρs g γc ρc g

γst 490 pcf Specific weight of steel γc 140 pcf Specific weight of concrete.

Est 29000000 psi steel modulus of elasticity f'c 3000 psi concrete 28 day strength

conc. modulus of elasticity -ACI-318 [2011] Sect.8.5.1ν 0.3 steel Poisson's ratio Ec

γc

pcf

1.5

33f'c

psi psi 2994.1 ksi

Steel - plates:

Plates are to be fabricated from ASTM A 36/A 36M.

fy36 36000 psi minimum yield stress fu36 58000 psi minimum ultimate tensile stress

7.2 Load Cases.

Only the gravity loads will be considered in design of the box. The long side walls will be checked for the hydrostaticpressure of the grout.

7.2.1 Dead Load.

The weight of two Thermocouples with corresponding location of Center of Gravity is calculated below - based on theirvolume of steel :

---------------- SOLIDS ----------------Volume: 1483.9389Bounding box: X: 6.5000 -- 692.8967 Y: 7.3899 -- 23.6101 Z: 7.5000 -- 16.5000Centroid: X: 349.6984 Y: 15.4477 Z: 11.9126

VTC 1483.9389 in3

WTC 1.05 VTC γst 441.83 lbf

xTC 349.6984 in

yTC 15.4477 in

zTC 11.9126 inTWO THERMOCOUPLES ORIENTED SYMMETRICALLY IN THE BOX

Mathcad

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CALCULATION SHEET


Thermocouples



---------------- SOLIDS ----------------Volume: 436600.6238Bounding box: X: 0.5000 -- 698.8967 Y: 0.5000 -- 30.5000 Z: 1.5000 -- 22.5000Centroid: X: 349.6984 Y: 15.4997 Z: 12.0126

Vgrout 436600.6238 in3

Wgrout Vgrout γc 35372.74 lbf

xgrout 349.6984 in

ygrout 15.4997 in

zgrout 12.0126 in

GROUT INSIDE THE GROUT BOX EXCLUDING WASTE INSIDE THERMOCOUPLES

---------------- SOLIDS ----------------Volume: 49889.8150Bounding box: X: 0.0000 -- 699.3967 Y: 0.0000 -- 31.0000 Z: -2.2225 -- 20.2775Centroid: X: 349.6984 Y: 15.5000 Z: 2.3364

Vbox 49889.8150 in3

Wbox Vbox γst 14147 lbf

xbox 349.6984 in

ybox 15.5000 in

zbox 2.3364 in

STEEL COMPONENTS OF GROUT BOX EXCLUDING LID

The weight and CG of the lid

---------------- SOLIDS ----------------Volume: 2433.2158Bounding box: X: -0.1046 -- 699.5013 Y: -0.1046 -- 31.1046 Z: 19.2775 -- 20.3821Centroid: X: 349.6984 Y: 15.5000 Z: 20.2951

Vlid 2433.2158 in3

xlid 349.6984 in

Wlid Vlid γst ylid 15.5000 in

Wlid 689.97 lbf zlid 20.2951 in

Mathcad

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CALCULATION SHEET


Thermocouples



Total weight of the grout box including two Thermocouples, lid and grout is:

WS_Box WTC Wgrout Wbox Wlid 50651.54 lbf

The location of the Center of Gravity of the grout box including the two Thermocouples lid and grout is:

xS_Box

WTC xTC Wgrout xgrout Wbox xbox Wlid xlid

WS_Box349.7 in

yS_Box

WTC yTC Wgrout ygrout Wbox ybox Wlid ylid

WS_Box15.5 in

zS_Box

WTC zTC Wgrout zgrout Wbox zbox Wlid zlid

WS_Box9.42 in

Total weight of the Thermocouples lid and grout is:

WS_PL WTC Wgrout Wlid 36504.54 lbf

The location of the Center of Gravity of the Thermocouples lid and grout is:

xS_PL

WTC xTC Wgrout xgrout Wlid xlid

WTC Wgrout Wlid349.7 in yS_PL

WTC yTC Wgrout ygrout Wlid ylid

WTC Wgrout Wlid15.5 in

zS_PLx

WTC zTC Wgrout zgrout Wlid zlid

WTC Wgrout Wlid12.17 in

Uniform load on the box, not including self weight:

Lbox 699.4 in

qPL

WS_PL

Lbox626.33 plf The load used in SAP2000 model 054409.15.013-S-001A is 623.12 plf which is within less than

1% of actual load - discrepancy is found to be insignificant by engineering judgement.

The computed CG of the box is very close to the geometric center of the box, therefore use the geometric center as thebasis for the location of the swivel hoist rings.

7.3 Determine the stress in the 1/2 inch side walls due to hydrostatic pressure from wet grout.

Using the SAP2000 model 054409.15.013-S-001B representing side walls and four different stiffener spacing, the stressesand corresponding displacements at the top of the vertical walls are as follows:

TABLE: Joint Displacements 120U1 U2 U3 R1 R2 R3in in in Radians Radians Radians

0 0 0 0.017 0 0.0090 -0.348 0 0 0 -0.009

Mathcad

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CALCULATION SHEET


Thermocouples



TABLE: Element Stresses - Area Shells 120S11Top S22Top S12Top SVMTop S11Bot S22Bot S12Bot SVMBotKip/in2 Kip/in2 Kip/in2 Kip/in2 Kip/in2 Kip/in2 Kip/in2 Kip/in2

2.085 1.2426 2.504 8.8439 9.9362 2.9809 2.5033 8.8449-9.9347 -2.9804 -2.504 0.0971 -2.0853 -1.2494 -2.5033 0.097


0 0 0 0.01 0 0.0060 -0.194 0 0 0 -0.006


1.959 1.192 1.772 6.595 7.412 2.224 1.772 6.596-7.410 -2.223 -1.772 0.093 -1.959 -1.199 -1.772 0.093


0 0 0 0.005 0 0.0040 -0.085 0 0 0 -0.004


1.671 1.076 1.110 4.358 4.900 1.470 1.109 4.360-4.899 -1.470 -1.110 0.083 -1.672 -1.083 -1.109 0.083


0 0 0 0.002 0 0.0010 -0.022 0 0 0 -0.001


1.096 0.832 0.574 2.201 2.477 0.743 0.573 2.202-2.476 -0.743 -0.574 0.066 -1.098 -0.840 -0.573 0.066

The SAP2000 model 054409.15.013-S-001B represents rectangular plate with clamped boundary condition at the location ofthe stiffener, free at the top and pinned at the bottom. The local change in thickness at the hoist ring location isconservatively neglected.

The spans of 10 and 8 feet result in the relatively high deflection. The span of 6 feet offers an optimum condition wherelateral deflection at the top of the side wall and a peak von Mises stress are:

δhydro 0.085 in and σVM 4.36 ksi

Mathcad

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CALCULATION SHEET


Thermocouples



σmax σVM 4360 psi t 0.5 in thickness of the side wall

Check the strength of the side wall.

Steel ASTM A36 E Est Fy fy36 Fu fu36

E 29000 ksi Fy 36 ksi Fu 58 ksi

The side plate is bent about the minor axis, therefore lateral-torsional buckling is prevented.

Ωb 1.67 Reduction Factor for members in bending - AISC [2011] F1.

bunit 1 in Unit width of the side wall (from the floor to the top)

elastic section modulus of theside plate (unit width)

plastic section modulus ofthe side plate (unit width)Swl

bunit t2

60.04 in

3 Zwl

bunit t2

40.06 in

3

νwl

Zwl

Swl1.5 shape factor

DCR0

Ωb σmax

νwl fy36 DCR

00.13

7.4 Evaluation of the weld between walls of the box and the floor plate (model 054409.15.013-S-001B & C)

a 21 in Height of the box

q γc a 1.7 psi Grout hydrostatic pressure

From model 054409.15.013-S-001C rigging load

Peak reaction in the joint due to rigging - see plot on the left

Psap 1.67 kip

The tributary width for the reaction is the size of the shell element

bsap 3 in

Mweld σmax Swl 181.67 lbf in Vweld 0.5 q bunit a 17.86 lbf Pweld

Psap

bsapbunit 556.67 lbf

Mathcad

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CALCULATION SHEET


Thermocouples



d

b

V 3, M

3

V 3, M

3

V 2, M

2 V

2, M 2

P, T

Weld Geometry:

b 0.5 in Weld width.

d 1 in Weld length.

wact5

16in Weld size.

FEXX 70 ksi Ultimate stress of the weld metal.

Inputs from AISC [2011], Table J2.5:

Ω 2.0 The safety factor for welds.

Rn 0.6 FEXX Rn 42 ksi Weld design strength.

Connection forces and moments.

P Pweld V2 Vweld V3 0 T 0 M2 0 M3 Mweld

Weld Properties Per Blodgett 1991, Table 5, Page 7.4-7.

C2b

2 C2 0.25 in The distance from the neutral axis to the outer fiber along

the 2-2 axis.

C3d


the 3-3 axis.Aw 2 d Aw 2 in The linear area of the weld.

Aw2 2 d Aw2 2 in The linear shear area of the weld along the 2-2 axis.

Aw34

3d Aw3 1.33 in The linear shear area of the weld along the 3-3 axis

(AISC [2011], Eq. C-G4-1).

Sw2d

2

3 Sw2 0.33 in

2 The linear section modulus about the 2-2 axis.

Sw3 b d Sw3 0.5 in2

The linear section modulus about the 3-3 axis.

Jwd 3 b

2 d

2

6 Jw 0.29 in

3 The linear polar moment of inertia.

AlinP

Aw

M2

Sw2

M3

Sw3

2V2

Aw2

T C3

Jw

2

V3

Aw3

T C2

Jw

2

Alin 641.73lbf

in Linear weld stress.

Ru

Alin

0.707wact Ru 2.9 ksi Actual stress in the weld.

DCR1

Ω Ru

Rn DCR

10.14 The demand/capacity ratio is < 1; therefore, OK.

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7.5 Support system and rigging of the grout box filled with grout. (model 054409.15.013-S-001A)

Per RPP-8360 - use special rigging arrangement of six pick points. The arrangement depends on use of the spreader beam. The spreader beam is lifted with use of two 30 ft slings. The grout box pick points are chosen to distribute the load asevenly as possible at three pairs of lower slings. The lower slings are oriented 75 degrees from horizontal.

7.5.1 Steel mechanical properties

Shear modulus is:

GE

2 1 ν( ) G 11153.85 ksi

7.5.2 Build-up Channel

The envelopes of internal forces from the SAP2000 model 054409.15.013-S-001A are:

P V2 V3 T M2 M3 Station

Lb Lb Lb Lb-ft Lb-ft Lb-ft ft

max 0 11488 0 0 0 24284 20.75

min 0 -11488 0 0 0 -37532 0

TABLE: Element Forces - Frames

Res

"TABLE: Element Forces - Frames"

""

""

"max"

"min"

""

"P"

"Lb"

0

0

""

"V2"

"Lb"

11488

11488

""

"V3"

"Lb"

0

0

""

"T"

"Lb-ft"

0

0

""

"M2"

"Lb-ft"

0

0

""

"M3"

"Lb-ft"

24284

37532

""

"Station"

"ft"

20.75

0

Data Extraction

Lmem 249 in L Lmem 249 in

Pd 0 lbf V2'd V2d V3'd V3d

Td 0 kip in M2'd M2d M3'd M3d

The section in SAP2000 model 054409.15.013-S-001A is rotated 90 degrees with respect to AISC defined axes. Theloads about axes 2 and 3 have to be switched.

Pd 0 kip V2d V3'd 0 kip V3d V2'd 11.49 kip

Td 0 kip in M2d M3'd 450.38 kip in M3d M2'd 0 in kip

Section properties were calculated in SAP2000 model 054409.15.013-S-001A and are as follows:

SectionName Area TorsConst I33 I22 I23 AS2 AS3 S33 S22 Z33 Z22 R33 R22Text in2 in4 in4 in4 in4 in2 in2 in3 in3 in3 in3 in in

box 67.5 35.67 2611.41 8608.13 0 19.9 44.59 143.09 555.36 250.13 680.63 6.2199 11.2928

Sect "box" Wt 229.69 plf A 67.5 in2

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d 31 in bf 22.5 in tw 1.5 in

tf 0.5 in kdes 0.5 in kdet 0.5 in

b_tbf

tf45 h_tw

d 2 tf

tw20

Ix 8608.13 in4

Zx 680.63 in3

Sx 555.36 in3

rx 11.2928 in

Iy 2611.41 in4

Zy 250.13 in3

Sy 143.09 in3

ry 6.2199 in

J 35.67 in4

x bf

Iy

Sy 4.25 in - distance to centroid from the back of the web - from definition of minimum section modulus

ho d tf 30.5 in - AISC DG-9 Eq. 3.20

b' bf 0.5 tw - AISC DG-9 Eq. 3.21

Eo

tf b'2

2 b' tfho tw

3

6.39 in - AISC DG-9 Eq. 3.19

eo Eo

tw

2 5.64 in - AISC DG-9 Fig. 3.1 or Eq. 3.19

u b' Eo 15.36 in - AISC DG-9 Eq. 3.22

Cw tf ho2

b'2

b' 2 Eo

6 Eo

2Ix 680538.06 in

6 - AISC DG-9 Eq. 3.18

Wno

u ho

2234.2 in

2 - AISC DG-9 Eq. 3.13

Wn2

Eo ho

297.49 in

2 - AISC DG-9 Eq. 3.14

Sw1

u2

ho tf

4899.16 in

4 - AISC DG-9 Eq. 3.15

Sw2

ho b' tf b' 2 Eo

4743.36 in

4 - AISC DG-9 Eq. 3.16

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Sw3 Sw2

Eo ho2

tw

8 371.68 in

4 - AISC DG-9 Eq. 3.17

aE Cw

G J222.72 in - AISC DG-9 Eq. 3.12

rts

Iy Cw

Sx8.71 in - AISC [2011] Eq. F2-7

xo x eo 9.89 in - distance from the centroid to shear center AISC DG-9 Fig. 3.1

yo 0 in - distance from the centroid to shear center

ro xo2

yo2

Ix Iy

A 16.25 in - polar radius of gyration about the shear center AISC [2011] Eq.

E4-11

H 1xo

2yo

2

ro2

0.63 - AISC [2011] Eq. E4-10

Strength check SAP2000 model 054409.15.013-S-001A force results - previously defined

Pd 0 lbf compression in member

M3d 0 in kip strong axis bending moment i end V3d 11488 lbf strong axis shear

M2d 450.38 in kip weak axis bending moment i end V2d 0 lbf weak axis shear

M2d.2 M2d Td 0 in kip torsionweak axis bending moment j end

M3d.2 M3d strong axis bending moment j end

Nominal flexural strength of C and MC members. (AISC [2011] Chapter F.)

Limits for b/t ratio - Table B4.1b

TABLE B4.1b Items 10 and 13 TABLE B4.1b Item 15

λpf 0.38E

Fy λpf 10.79 check for compact section λpw 3.76

E

Fy λpw 106.72

λrf 1.0E

Fy λrf 28.38 check for non-compact section λrw 5.70

E

Fy λrw 161.78

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b_t 45 H_t h_tw H_t 20

Sfl 1 b_t λpfif

2 λpf b_t λrfif

3 otherwise

Sw 1 H_t λpwif

2 λpw H_t λrwif

3 otherwise

FLANGE "C" Sfl 1=if

"NC" Sfl 2=if

"SL" otherwise

WEB "C" Sw 1=if

"NC" Sw 2=if

"SL" otherwise

"C" - compact

"NC" - non-compact

"SL" - slender

FLANGE "SL" flanges are slender WEB "C" web is compact

Ωb 1.67 Reduction Factor for members in bending - AISC [2011] F1.

Lb Lmem 249 in Length over which buckling may occur

- absolute value of maximum moment in theunbraced segment, kip-in.*Mzmax M3d 0.001 kip in 0 kip in Mymax M2d 450.38 kip in

*small moment added to where bending moment is null to avoid illconditioning.

- absolute value of moment at quarter pointof the unbraced segment, kip-in.MAz 0.5 Mzmax 0 kip in MAy 0.5 Mymax 225.19 kip in

- absolute value of moment at centerline ofthe unbraced segment, kip-in.MBz Mzmax 0 kip in MBy Mymax 450.38 kip in

- absolute value of moment at three-quarterpoint of the unbraced segment, kip-in.MCz 0.5 Mzmax 0 kip in MCy 0.5 Mymax 225.19 kip in

Lateral torsional buckling modificationfactors AISC [2011] EQN F1-1.Cby

12.5 Mymax

2.5 Mymax 3 MAy 4 MBy 3 MCy Cby 1.32

Cbz

12.5 Mzmax

2.5 Mzmax 3 MAz 4 MBz 3 MCz Cbz 1.32

Yielding (Section F2.1)

Mpx Zx Fy Mnx1Mpx 24502.68 in kip Plastic Moment AISC [2011] EQN F2-1

Lateral - Torsional Buckling (Section F2.2)

Lpx 1.76 ryE

Fy Lpx 25.89 ft AISC [2011] EQN F2-5

rts 8.71 in Previously defined

cho

2

Iy

Cw 0.94 AISC [2011] EQN F2-8b

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Lrx 1.95 rtsE

0.7 Fy

J c

Sx ho

J c

Sx ho

2

6.760.7 Fy

E

2

Lrx 115.2 ft AISC [2011] EQN F2-6

Fcr

Cbz π2

E

Lb

rts

21 0.078

J c

Sx ho

Lb

rts

2

Fcr 489.43 ksi AISC [2011] EQN F2-4

Lb 249 in

Mnx2Mnx1

Lb Lpxif

min Cbz Mnx1Mnx1

0.7 Fy Sx

Lb Lpx

Lrx Lpx

Mnx1

Lpx Lb Lrxif

min Fcr Sx Mnx1

otherwise

AISC [2011] EQN F2-2, F2-4and provision of F2.2.(a)

Mnx224502.68 kip in

Mnx min Mnx1Mnx2

24502.68 in kip

I-shaped members and channels bent about their minor axis F6.

Yielding F6.1

Mpy Zy Fy Mny1min Mpy 1.6 Fy Sy AISC [2011] EQN F6-1

Mny18241.98 kip in

Flange Local Buckling F6.2

λbf

tf45 AISC [2011] EQN F6-4 notes

Fcr0.69 E

bf

tf

29.88 ksi AISC [2011] EQN F6-4

Mny2Mny1

FLANGE "C"=if

Mpy Mpy 0.7 Fy Sy λ λpf

λrf λpf FLANGE "NC"=if

Fcr Sy FLANGE "SL"=if

AISC [2011] EQN F6-2, F6-3 andprovision of F6.2.(a)

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Mny21413.94 in kip

Mny min Mny1Mny2

1413.94 in kip

DCR2

maxΩb M3d

Mnx

Ωb M2d

Mny

0.53

Evaluate section for the shear.

V2d 0 kip The maximum shear load on the angle along 2-2 local axis - previously defined.

V3d 11.49 kip The maximum shear load on the angle along 3-3 local axis - previously defined.

Ωv2 1.67 ASD design safety factor for shear. AISC [2011], Chapter G

Aw2 d tw 46.5 in2

Area of the member resisting strong axis shear. AISC [2011], Section G2

Aw3 bf tf 11.25 in2

Area of the member resisting weak axis shear. AISC [2011], Section G7

a 105

in Clear distance between transverse stiffeners (high number signifies no stiffeners).

h h_tw tw 30 in For rolled shapes, the clear distance between flanges less the fillet or cornerradii - calculated from definition of h_tw.

kv2 55

a

h

2 5 Web plate buckling coefficient AISC [2011], Section G2.1

Cv2 1 h_tw 1.1kv2 E

Fyif

1.1

h_tw

kv2 E

Fy 1.1

kv2 E

Fy h_tw 1.37

kv2 E

Fyif

1.51 kv2 E

h_tw2

Fyotherwise

Cv2 1 The shear coefficient. AISC [2011],Chapter G2

Vn2 0.6 Fy Aw2 Cv2 1004 kip The nominal shear strength of the member along 2-2 local axis -AISC [2011], Equation G2-1

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Ωv3 1.67 ASD design safety factor for shear. AISC [2011], Chapter G

kv3 1.2 Flange plate buckling coefficient AISC [2011], Section G7

Cv3 1 b_t 1.1kv2 E

Fyif

1.1

b_t

kv2 E

Fy

1.1kv2 E

Fy b_t 1.37

kv2 E

Fyif

1.51 kv2 E

b_t2

Fyotherwise

Cv3 1 The shear coefficient. AISC [2011],Chapter G2

Vn3 0.6 Fy Aw3 Cv3 243 kip The nominal shear strength of the member along 3-3 local axis -AISC [2011], Equation G2-1

Vn2Ω

Vn2

Ωv2601.44 kip The design shear strength of the member along 2-2 local axis - AISC [2011], Section G

Vn3Ω

Vn3

Ωv3145.51 kip The design shear strength of the member along 3-3 local axis - AISC [2011], Section G

DCR'v2

V2d

Vn2Ω

DCR'v2 0

DCR'v3

V3d

Vn3Ω

DCR'v3 0.08

DCR3

max DCR'v2 DCR'v3

DCR3

0.079 The DCR for members subject to shear force is less than 1.0; Therefore, OK.

7.5.3 Maximum deflections of Build-up Channel from the SAP2000 model 054409.15.013-S-001A

TABLE: Joint DisplacementsU1 U2 U3 R1 R2 R3in in in Radians Radians Radians

-0.00013 0.00000 -0.30363 0.00000 0.00033 0.00000-0.00013 0.00000 -0.34732 0.00000 -0.00033 0.00000

The above deflection include elastic deformation of the spreader beam.

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7.5.4 Stress in concrete/grout

Tensile stress in the steel at the top of webs due to lifting:

σt_web

Pd

A

M2d

Sy 3147.56 psi

Corresponding strain in steel is:

εweb_st

σt_web

Est0.000109

Since assumption about plain sections remaining plain implies that the strain in concrete is the same as in steel.

εconc εweb_st

ft_conc εconc Ec 324.97 psi tensile stress in concrete

On compression side:

x 4.25 in Location of the centroid along 3-3 axis

σcomp

Pd

A

M2d x

Iy 732.97 psi

Corresponding strain in steel is:

εcomp_st

σcomp

Est0.000025

εcomp_conc εcomp_st

fc_conc εcomp_conc Ec 75.68 psi compressive stress in concrete

λ 1 for normal weight concrete Modification factor λ, ACI-318 [2011] Sect. 8.6.1

fr 7.5 λf'c

psi psi 410.79 psi concrete modulus of rupture - ACI-318 [2011] Eq. 9-10

ft_conc fr which indicates that the concrete will not crack in the tension zone.

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7.5.5 Evaluation of Side Load Hoist Ring and the stress in side wall due to Hoist Ring action.

The load applied on hoist ring based on the maximum lower sling load from SAP2000 model 054409.15.013-S-001A is:

PL_sling 21.35 kip Maximum reaction resisted by a pair of slings during rigging.

Pring 0.5 PL_sling1

cos 15 deg( ) 11.05 kip Force applied to a single Side Load Hoist

Ring due to angled slings as shown insketch. Note that backing nuts are usedbut not shown in sketch.

P43550 17 kip Actek 43550 Side Load Hoist RingRated Load Capacity. (Attachment 1)

DCR'4

Pring

P43550 DCR'

40.65

Bearing Strength at Bolt Holes AISC [2011] Sect J3-10

dbolt 1.5 in AISC [2011] Table 7-17 tbm 1 in lc 4.5 in

Rn min 1.2 lc tbm Fu 2.4 dbolt tbm Fu Rn 208.8 kip AISC [2011] EQN J3-6a

Ωbrg 2

DCR''4

Ωbrg Pring

Rn DCR''

40.11

Block Shear Strength AISC [2011] Sect J4-3

Ωbs 2 Ubs 1.0 Ant 2 tbm lc 9 in2

Rn Ubs Fu Ant 522 kip AISC [2011] EQN J4-5

DCR'''4

Ωbs Pring

Rn DCR'''

40.04

DCR4

max DCR'4

DCR''4

DCR'''4

0.65 DCR4

1 therefore OK.

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The following are calculation of spring constants used in modeling the effect of the concrete - compression elements only.The average size of interior shell element is 3in x 3in. The top springs stiffness is 50% of the interior springs. The springs atthe nodes where mesh is refined are adjusted accordingly.

kspring_int

3 in( )2

Ec

30 in898.23

kip

in

kspring_ref

0.5 1.0735 1.4212( ) in2

Ec

30 in124.49

kip

in

kspring_ext

1.5 in 3 in Ec

30 in449.12

kip

in

Von Mises stress as a result of SAP2000 model054409.15.013-S-001C analysis is:

sVM_05 2.729 ksi in 1/2 in thick plate

sVM_1 25.832 ksi in 1 in thick plate

Ωb 1.67 ASD safety factor for bending

νpl 1.5 plate shape factor

DCR5

sVM_1 Ωb

νpl Fy DCR

50.80

Stress SVM Diagram - Visible Face (RIGGING)

7.6 Design of Spreader Beam.

7.6.1 Steel - W, S, M and HP sections:

W, S, M and HP sections shall be fabricated from ASTM A992/A992M.

fy992 50000 psi minimum yield stress

fu992 65000 psi minimum ultimate tensile stress

Fy fy992 50 ksi Fu fu992 65 ksi E Est 29000 ksi ν 0.3

G 11153.85 ksi

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Member Properties ref AISC [2011]

7.6.2. Section input table (all sections in Manual of Steel Construction, Fourteenth Edition)

Spreader Beam. Member "W18X86"

Variables in data file

Sect "W18X86" Wt 86 plf A 25.30 in2

d 18.4 in

bf 11.1 in tw 0.48 in tf 0.77 in kdes 1.17 in

kdet 1.63 in k1 1.06 in b_2tf 7.2 h_tw 33.4

Ix 1530 in4

Zx 186 in3

Sx 166 in3

rx 7.77 in

Iy 175 in4

Zy 48.4 in3

Sy 31.6 in3

ry 2.63 in

J 4.1 in4

Cw 13600 in6

Wno 48.9 in2

Sw1 105 in4

Qf 36 in3

Qw 92.4 in3

rts 3.05 in ho 17.6 in

rT 2.97 in Ref. AISC [1989]

7.6.3 Enveloped load combinations from SAP2000 analysis, shape is Sect "W18X86"

The envelopes of internal forces from SAP2000 model 054409.15.013-S-001A analysis are:

P V2 V3 T M2 M3 Station

Lb Lb Lb Lb-ft Lb-ft Lb-ft ft

max 0 21139.1 0 0 0 77152.71 15

min -19493.53 -21139.1 0 0 0 -119770.87 0

TABLE: Element Forces - Frames

Res

"TABLE: Element Forces - Frames"

""

""

"max"

"min"

""

"P"

"Lb"

0

19493.53

""

"V2"

"Lb"

21139.1

21139.1

""

"V3"

"Lb"

0

0

""

"T"

"Lb-ft"

0

0

""

"M2"

"Lb-ft"

0

0

""

"M3"

"Lb-ft"

77152.71

119770.87

""

"Station"

"ft"

15

0

Data Extraction

length between slings L' 2 246 in 492 in total member lengthL 2 Lmem 360 in

Pd 19.49 kip Compression Td 0 kip in

V2d 21.14 kip M2d 0 kip in

V3d 0 kip M3d 1437.25 kip in M3max 925.83 kip in M3min 1437.25 kip in

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Unsupported length L 30 ft

Stress check SAP2000 force results from model 054409.15.013-S-001A

P Pd P 19.49 kip

Mz_i M3d Mz_i 1437.25 kip in Mz_j M3d Mz_j 1437.25 kip in

My_i M2d My_i 0 kip in My_j M2d My_j 0 kip in

faP

A fa 0.77 ksi

fby

My_i

Sy fby 0.00 ksi

fbx

Mz_i

Sx fbx 8.66 ksi

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7.6.4 Evaluation of the Section according to ASME BTH-1 2011

Use a Category A Lifter per BTH-1-2011, Section 2-2.1

For Category A lifter: Nd 2 BTH-1-2011, Section 3-1.3 Static Design Basis

7.6.4.1 Check section for compactness with regard to local buckling (limits for b/t ratio) - ref Table 3-1.

Flanges:

λfC 0.38E

Fy λfC 9.15 limit for compact section

λfNC 0.83E

min Fy Fy 10 ksi λfNC 22.35 limit for non-compact section, Note 1

Web:

λwC 3.76 1 2.75Nd fa

Fy

E

Fy

Nd fa

Fy0.125if

max 1.12 2.33Nd fa

Fy

E

Fy 1.49

E

Fy

otherwise

λwC 82.88 limit for compact section

λwNC 5.70 1 0.74Nd fa

Fy

E

Fy λwNC 134.14 limit for non-compact section

b_2tf 7.2 h_tw 33.4

Sfl 1 b_2tf λfCif

2 λfC b_2tf λfNCif

3 otherwise

Sfl 1 Sw 1 h_tw λwCif

2 λwC h_tw λwNCif

3 otherwise

Sw 1

SECTION "COMPACT" Sfl Sw 1=if

"NONCOMPACT" Sfl Sw 2= Sfl Sw 4=if

"SLENDER" otherwise

SECTION "COMPACT"

Wide Flange is SECTION "COMPACT" with respect to local buckling.

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7.6.4.2 Allowable stress for tension members. (BTH-1-2011 Section 3-2.1)

The allowable tensile stress Ft shall not exceed the value given by Eq. (3-1) on the gross area nor the value given byEq. (3-2) on the effective net tensile area.

Ft_gr

Fy

Nd Ft_gr 25000 psi Ft_net

Fu

1.2 Nd Ft_net 27083 psi

7.6.4.4 Allowable stress for compression members. (BTH-1-2011 Section 3-2.2)

Cc2 π

2 E

Fy Cc 107 BTH-1-2011 Eq. 3-4

side sway in both directions

Ky 1.0 Kx 1.0

SRy

Ky L

ry SRy 136.88 SRx

Kx L

rx SRx 46.33

SR SRy SRy SRxif

SRx otherwise

SR 136.88

Fa

11

2

SR

Cc

2

Fy

Nd 19

40

SR

Cc

3

40

SR

Cc

3

SR Ccif

π2

E

1.15 Nd SR2

otherwise

Fa 6.64 ksi BTH-1-2011 Eq. 3-3 and Eq. 3-5

7.6.4.5 Allowable stress for flexural wide flange members. (BTH-1-2011 Section 3-2.3)

Check for compact section in bending. Major axis bending.

The rT is not defined in 2014 AISC data base. Use the value from AISC ASD Ninth Edition.

rT 2.97 in Lb L 360 in

Lp min 1.76 ryE

Fy

0.67 bf tf E

Fy d

Lp 9.29 ft Lb 30 ft Lb Lp BTH-1-2011 Eq. 3-7

SECTIONfl "NON_COMPACT_Lp" SECTION "COMPACT" Lb Lpif

"COMPACT_Lp" otherwise

SECTIONfl "NON_COMPACT_Lp"

M1 M3max 925.83 kip in M2 M3min 1437.25 kip in

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In lieu of Cb factor from BTH-1 [2011] the Cb factor from AISC [2011] will be used. The AISC factor represents moreprecisely reversed curvature bending.

Per AISC [2011] Section F1.

Mmax M3min 1437.25 in kip MB M3max 925.83 in kip

MA

Mmax MB

18090 MB 255.71 in kip MC MA 255.71 in kip

Cb_AISC

12.5 Mmax

2.5 Mmax 3 MA 4 MB 3 MC2.03 AISC [2011] Eq. F1-1

Cb Cb_AISC

Lr rT

3.19 E Cb

Fy Lr 15.18 ft BTH-1-2011 Eq. 3-10

L3_13 rT

17.59 E Cb

Fy L3_13 35.66 ft BTH-1-2011 Eq. 3-13

CLTB min3 bf

Lb

Ix

J 1

CLTB 1 BTH-1-2011 Sect. 3-2.3.2

Based BTH-1-2011 Eq. 3-14 and Eq. 3-17

Fb_314_317 max 1.1Lb

rT

21

31.9 Cb

Fy

E

Fy

Nd CLTB

bf tf

Lb d

0.66 E Cb

Nd

Fb_314_317 25121.88 psi

Based BTH-1-2011 Eq. 3-16 and Eq. 3-17

Fb_316_317 max CLTB

Lb

rT

2

π

2E Cb

Nd CLTB

bf tf

Lb d

0.66 E Cb

Nd

Fb_316_317 25121.88 psi

Fbx

1.1 Fy

NdSECTIONfl "COMPACT_Lp"=if

Fy

NdSECTIONfl "NON_COMPACT_Lp"= Lp Lb Lrif

min Fb_314_317

Fy

Nd

SECTIONfl "NON_COMPACT_Lp"= Lr Lb L3_13if

min Fb_316_317

Fy

Nd

otherwise

Fbx 25 ksi

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Minor axis bending

Fb_NC

1.25 Fy

Nd

L bf

tf2

0.08E

Fyif

min Cb 1.52 0.274L bf

tf2

Fy

E

Fy

Nd

1.25 Fy

Nd

0.08E

Fy

L bf

tf2

1.9E

Fyif

1.9 E Cb

Nd

L bf

tf2

otherwise

BTH-1-2011 Eq. 3-20 & 3-19

BTH-1-2011 Eq. 3-22 & 3-21

BTH-1-2011 Eq. 3-24

Fb_NC 8.32 ksi

Fby Fb_NC SECTION "COMPACT"if

1.25 Fy

Ndotherwise

Fby 31.25 ksi BTH-1-2011 Eq. 3-25

7.6.4.6 Combined stresses - axial compression and bending. (BTH-1-2011 Section 3-2.4)

Cmx 1.0 Cmy 1.0 BTH-1-2011 Section 3-2.4

Feypπ

2E

1.15 NdKy L

ry

2

Feyp 6.64 ksi Fexpπ

2E

1.15 NdKx L

rx

2

Fexp 57.97 ksi

IFH1_1

fa

Fa

Cmy fby

1fa

Feyp

Fby

Cmx fbx

1fa

Fexp

Fbx

IFH1_1 0.47 BTH-1-2011, Eq. 3-29

IFH1_2

fa Nd

Fy

fby

Fby

fbx

Fbx IFH1_2 0.38 BTH-1-2011, Eq. 3-30

IFH1_3

fa

Fa

fby

Fby

fbx

Fbx IFH1_3 0.462 BTH-1-2011, Eq. 3-31

IF1_2 IFH1_2 IFH1_2 IFH1_1if

IFH1_1 otherwise

DCR6

IFH1_3

fa

Fa0.15if

IF1_2 otherwise

DCR6

0.46

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7.7 Determine Adequacy of Lifting Bails using BTH-1-2011

Fy fy36 36 ksi Redefine material yield strength to simplify equations in the following section.

Fu fu36 58 ksi Redefine material ultimate strength to simplify equations in the following section.

Service Class 0 will be used per BTH-1-2011. It is unlikely that the spreader bar will be used more than 20,000 timesthroughout its usable life span. Fatigue need not be analyzed for members and connections subjected to fewer than 20,000cycles. (BTH-1-2011, Section 3-1.4)

BTH-1-2011, Section 3-3-3.1 Static Strength of the Plates commentary identifies that "A pin-connected plate may fail in theregion of the pinhole in any of four modes. These are tension on the effective area on a plane through the center of thepinhole perpendicular to the line of action of the applied load, fracture on a single plane beyond the pinhole parallel to the linof action of the applied load, shear on two planes beyond the pinhole parallel to the line of action of the applied load, and byout of plane buckling, commonly called dishing."

7.7.1 Top Crane Lift ing Bails

V2d_r 12.29 kip shear in the beam between slings

Recall components of the sling forces:

Pd 19.49 kip V2d 21.14 kip V V2d V2d_r 33.43 kip

Slingforce Pd2

V2

0.538.7 kip α asin

V

Slingforce

59.75 deg about 60 deg - OK

Load Slingforce 38.7 kip Maximum force at the pin hole.

Dimensions of the Crane Lifting Bail

teye 1.25 in Thickness of eye.

weye 3.75 in Width of the eye at hole location.

diahole 2.125 in Diameter of pin hole.

diapin 2.04 in Diameter of pin. (Attachment 1)

be 1.53 in Actual distance from edge of plate to edgeof hole, perpendicular to the line of action.

beff min be 0.6Fu

Fy

diahole

be 4teye be

1.53 in Effective edge width. (BTH-1-2011, Eq. 3-47 and 3-48)

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Failure Mode 1: Tensile failure of the lifting bail

Cr 1 0.275 1diapin

2

diahole2

0.92 (BTH-1-2011, Equation 3-46)

Allowable tensile strength through the pin hole.(BTH-1-2011, Equation 3-45)Pt Cr

Fu

1.20 Nd 2 teye beff 85.3 kip

DCRtensionLoad

Pt0.45 DCR for tensile failure of the lifting eye.

Failure Mode 2: Fracture of single plane perpendicular to line of action

R be

diahole

2 2.59 in Distance from center of hole to edge of plate parallel

to the applied load. (BTH-1-2011, Section 3-3.3.1)

Allowable single plane shear strength of thelifting eye. (BTH-1-2011, Equation 3-49)Pb Cr

Fu

1.20 Nd

1.13 Rdiahole

2

0.92 be

1be

diahole

teye 71.0 kip

DCRfractureLoad

Pb0.54 DCR for fracture perpendicular to applied load.

Failure Mode 3: Shear on two planes beyond the pinhole parallel to line of action

ϕ 55diapin

diahole 52.8 (BTH-1-2011, Equation 3-52)

a Rdiahole

2 1.53 in Distance from edge of pinhole to edge of plate in direction of

applied load.

Total area of the two shear planes beyond the pin hole.(BTH-1-2011, Equation 3-51)Av 2 a

diapin

21 cos ϕ deg( )( )

teye 4.83 in2

Pv

0.70 Fu

1.20 NdAv 81.8 kip Allowable double plane shear strength beyond the pinhole.

(BTH-1-2011, Equation 3-50)

DCRshearLoad

Pv0.47 DCR for shear on two planes parallel to applied load.

Failure Mode 4: Dishing of the plate

Limiting the effective width with the use of BTH-1-2011 Equation 3-47 eliminates the possibility of dishing.

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Bearing Stress between the pin and the plate

Fp

1.25 Fy

Nd22.5 ksi The allowable bearing stress on the contact area.


Abear teye diapin 2.55 in2

Projected bearing area.

Pbear Fp Abear 57.4 kip Allowable bearing force.

DCRbearingLoad

Pbear0.67 DCR for bearing of the pin on the lifting eye.

Shear of the pin

Per Attachment 1, a Crosby G-2130 Bolt Type Shackle with a 1 3/4" nominal size is to be used with the Crane Lifting Bailson top of the spreader beam. This shackle has a Working Load Limit of 25 tons (See Attachment 1), which is greater thanthe maximum load on this Bail. Therefore the pin is adequate.

Demand-to-Capacity Ratio Summary and Conclusions

DCR7

max DCRtension DCRfracture DCRshear DCRbearing

DCR7

0.67 DCR < 1.0, OK. Bails are adequate for expected loading conditions.

7.7.2 Check the stress in the weld

Psling Slingforce 38.7 kip

Vweld Psling cos 60 deg( ) 19348.79 lbf Pweld Psling sin 60 deg( ) 33513.08 lbf

d

b

V 3, M

3

V 3, M

3

V 2, M

2 V

2, M 2

P, T

Weld Geometry:


d 12 in Weld length.

wact5

16in Weld size.



P Pweld V2 0 V3 Vweld T 0 M2 0 M3 0

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C2b


the 2-2 axis.

C3d

2 C3 6 in The distance from the neutral axis to the outer fiber along

the 3-3 axis.

Aw 2 d Aw 24 in The linear area of the weld.

Aw2 2 d Aw2 24 in The linear shear area of the weld along the 2-2 axis.

Aw34

3d Aw3 16 in The linear shear area of the weld along the 3-3 axis

(AISC [2011], Eq. C-G4-1).

Sw2d

2

3 Sw2 48 in


Sw3 b d Sw3 15 in2


Jwd 3 b

2 d

2

6 Jw 297.37 in


AlinP

Aw

M2

Sw2

M3

Sw3

2V2

Aw2

T C3

Jw

2

V3

Aw3

T C2

Jw

2

Alin 1847.24lbf


Ru

Alin


Rn

0.6 FEXX

1.2 Nd Rn 17.5 ksi The allowable weld stress (BTH-1-2011, Equation 3-55)

DCR8

Ru

Rn DCR


7.7.3 Bottom Spreader Beam Lifting Bails

Forces on the bottom Bails

A Crosby G-2130 Bolt Type Shackle with a 1 3/8" nominal size is to be used with the lower bails below the spreader beam.This shackle has a Working Load Limit of 13.5 tons (See Attachment 1). The working load of this shackle is used here asthe maximum force that can be transferred through the lower bails.

Load 21350 lbf The maximum load at the lower slings from SAP2000 model 054409.15.013-S-001A.

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Dimensions of the Lower Bails

teye 0.75 in Thickness of eye.

weye 9.25 in Width of the eye.

diahole 1.625 in Diameter of pin hole.

diapin 1.53 in Diameter of pin. (Attachment 1)

be 1.56 in Actual distance from edge of plate to edge ofhole, perpendicular to the line of action.

beff min be 0.6Fu

Fy

diahole

be 4teye be

1.54 in Effective edge width. (BTH-1-2011, Eq. 3-47 and 3-48)

Failure Mode 1: Tensile failure of the lifting bail

Cr 1 0.275 1diapin

2

diahole2

0.91 (BTH-1-2011, Equation 3-46)

Allowable tensile strength through the pin hole.(BTH-1-2011, Equation 3-45)Pt Cr

Fu

1.20 Nd 2 teye beff 50.6 kip

DCRtensionLoad

Pt0.42 DCR for tensile failure of the lifting eye.

Failure Mode 2: Fracture of single plane perpendicular to line of action

R be

diahole

2 2.37 in Distance from center of hole to edge of plate parallel to

the applied load. (BTH-1-2011, Section 3-3.3.1)

Allowable single plane shearstrength of the lifting eye.(BTH-1-2011, Equation 3-49)

Pb Cr

Fu

1.20 Nd

1.13 Rdiahole

2

0.92 be

1be

diahole

teye 41.0 kip

DCRfractureLoad

Pb0.52 DCR for fracture perpendicular to applied load.

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Failure Mode 3: Shear on two planes beyond the pinhole parallel to line of action

ϕ 55diapin

diahole 51.78 (BTH-1-2011, Equation 3-52)

a Rdiahole

2 1.56 in Distance from edge of pinhole to edge of plate in

direction of applied load.

Total area of the two shear planes beyond the pinhole. (BTH-1-2011, Equation 3-51)Av 2 a

diapin

21 cos ϕ deg( )( )

teye 2.78 in2

Pv

0.70 Fu

1.20 NdAv 47.0 kip Allowable double plane shear strength beyond the

pinhole. (BTH-1-2011, Equation 3-50)

DCRshearLoad

Pv0.45 DCR for shear on two planes parallel to applied load.

Failure Mode 4: Dishing of the plate

Limiting the effective width with the use of BTH-1-2011 Equation 3-47 eliminates the possibility of dishing.

Bearing Stress between the pin and the plate

Fp

1.25 Fy

Nd22.5 ksi The allowable bearing stress on the contact area.


Abear teye diapin 1.15 in2

Projected bearing area.

Pbear Fp Abear 25.8 kip Allowable bearing force.

DCRbearingLoad

Pbear0.83 DCR for bearing of the pin on the lifting eye.

Shear of the pin

The pin comes with the shackle. The load has been set to the max sling forces from SAP2000 model054409.15.013-S-001A analysis which is less than the working load limit for the shackle. Therefore, the pin is adequatefor this load.

Demand-to-Capacity Ratio Summary and Conclusions

DCR9

max DCRtension DCRfracture DCRshear DCRbearing

DCR9

0.83 DCR < 1.0, OK. Bails are adequate for expected loading conditions.

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7.7.4 Check the stress in the weld

Pd Load 21350 lbf V 0

Mweld 0 Vweld 0 Pweld Pd 21350 lbf

db

V 3, M

3

V 3, M

3

V 2, M

2 V

2, M 2

P, T

Weld Geometry:


d 9.25 in Weld length.

wact1

4in Weld size.



P Pweld 21350 lbf V2 Vweld 0 V3 0 T 0 M2 Mweld 0 M3 0


C2b


the 2-2 axis.

C3d


the 3-3 axis.

Aw 2 d Aw 18.5 in The linear area of the weld.

Aw2 2 d Aw2 18.5 in The linear shear area of the weld along the 2-2 axis.

Aw34

3d Aw3 12.33 in The linear shear area of the weld along the 3-3 axis

(AISC [2011], Eq. C-G4-1).

Sw2d

2

3 Sw2 28.52 in


Sw3 b d Sw3 6.94 in2


Jwd 3 b

2 d

2

6 Jw 134.51 in


AlinP

Aw

M2

Sw2

M3

Sw3

2V2

Aw2

T C3

Jw

2

V3

Aw3

T C2

Jw

2

Alin 1154.05lbf


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Ru

Alin


Rn

0.6 FEXX

1.2 Nd Rn 17.5 ksi The allowable weld stress (BTH-1-2011, Equation 3-55)

DCR10

Ru

Rn DCR


7.8 Results Summary

COMPONENT DCRStress in the 1/2 inch box side walls due to hydrostatic pressure 0.13Stress in weld between walls of the box and the floor plate 0.14Flexural stresses in the box 0.53Shear stress in the box. 0.08Side Load Hoist Ring 0.65Local stress in side wall due to Hoist Ring action. 0.80Spreader Beam stress per BTH-1 [2011] 0.46Top Crane Lifting Bails 0.67Top Crane Lifting Bails stress in the weld 0.48Bottom Spreader Beam Lifting Bails 0.83Bottom Spreader Beam Lifting Bails stress in the weld 0.37

DCR

0.13

0.14

0.53

0.08

0.65

0.80

0.46

0.67

0.48

0.83

0.37

In order to maintain rotational stability in analysis weak springs at the end of the box were introduced. As shown in thereaction table, the reactions at weak springs are negligible.

TABLE: Joint Reactions

Joint OutputCase F1 F2 F3 M1 M2 M3

Text Text Lb Lb Lb Lb-ft Lb-ft Lb-ft

32 Rigging 0 0 0.25 0 0 0

41 Rigging 0 0 0.25 0 0 0

62 Rigging -3.77E-11 0 67925.88 0 0 0

The reaction at the hook with 1.25 dynamic amplification factor is:

W125_rigg 67925.88 lbf DLF 1.25

Wrigg

W125_rigg

DLF54340.7 lbf

max DCR( ) 0.83 maximum DCR in these calculations.

Wmarc1

max DCR( )Wrigg 65715 lbf The Maximum Allowable Rated Capacity. (RPP-8360, Sect. 5.2.1)

Not_To_Exceed_Lifting_Pull Wrigg 54341 lbf The Not-To-Exceed Lifting Pull. (RPP-8360, Sect. 5.2.1)

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8.0 REFERENCES

ACI 318, 2011, Building Code Requirements for Structural Concrete (ACI 318-11), an ACI Standard, American Concrete Institute, Farmington Hills, MI

AISC, 2011, Steel Construction Manual, Fourteenth Edition, American Institute of Steel Construction, Inc., Chicago, IL

AISC, 1989, Steel Construction Manual, Allowable Stress Design, Ninth Edition, American Institute of Steel Construction, Inc., Chicago, IL

AISC, 1997, Torsional Analysis of Structural Steel Members, Design Guide 9, DESIGN GUIDE SERIES, American Institute of Steel Construction, Inc., Chicago, IL

ASME B1.1, 2003, Revision of ASME B1.1-1989 (R2001), Unified Inch Screw Threads (UN and UNR Thread Form), American Society of Mechanical Engineers, New York, NY

ASME BTH-1-2011, Design of Below-the-Hook Lifting Devices, American Society of Mechanical Engineers, New York, NY

ASTM A 36/A 36M - 03a, Standard Specification for Carbon Structural Steel, American Standards for Testing and Materials, West Conshohocken, PA

ASTM A 992/A 992M - 06a, Standard Specification for Structural Steel Shapes, American Standards for Testing and Materials, West Conshohocken, PA

Blodgett, Omer W., 1976, Design of Welded Structures, the James F. Lincoln Arc Welding Foundation, Cleveland, Ohio.

H-2-44733, Instrumentation, Temperature Element & Sensing Line Assemblies & Details, Rev. 2, U.S. Department of Energy, Richland, WA

H-14-110571, AX Equip. Removal, Grout Box Assembly, Rev. A, U.S. Department of Energy, Richland, WA

H-14-110572, Grout Box, Spreader Bar Lifting Assembly, Rev. A, U.S. Department of Energy, Richland, WA

PTC, 2010, Mathcad 15.0 (15.0.0.436 [006041742]), Parametric Technology Corporation, Needham, Massachusetts

RPP-8360, Rev 4, Lifting Point Evaluation Process, U.S. Department of Energy, Richland, WA

SAP2000 Advanced, Version 17.3.0, 2015, Structural Analysis Program, Computers and Structures, Inc., Berkeley, California.

TFC-ENG-STD-06, REV C-8, Design Loads for Tank Farm Facilities, Washington River Protections Solutions, LLC, Richland, Washington.

VV-15-03-180, 2015, Software Verification & Validation, SAP2000, ADVANCED, Release 17.3.0, ARES Corporation, Richland, Washington

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APPENDIX A

SAP2000 REPORT

FOR THE MODEL: 054409.15.013-S-001A

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License #*1ZL9CYATHW4YNFB

AX Equipment Removal Construction Support.

Project Number: 054409.15.013

Prepared for

WRPS

SAP2000 Analysis Report

Prepared by

ARES Corporation

Model Name: 054409.15.013-S-001A

5 November 2015

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Contents 1. Model geometry ......................................................................................................................................................... 43

1.1. Joint coordinates .............................................................................................................................................. 43 1.2. Joint restraints .................................................................................................................................................. 44 1.3. Element connectivity ........................................................................................................................................ 44

2. Material properties ..................................................................................................................................................... 47 3. Section properties ...................................................................................................................................................... 47

3.1. Frames ............................................................................................................................................................. 47 4. Load patterns ............................................................................................................................................................. 49

4.1. Definitions ......................................................................................................................................................... 49 5. Load cases ................................................................................................................................................................. 49

5.1. Definitions ......................................................................................................................................................... 49 5.2. Static case load assignments ........................................................................................................................... 49

6. Load combinations ..................................................................................................................................................... 50 7. Structure results ......................................................................................................................................................... 51

7.1. Base reactions .................................................................................................................................................. 51 8. Joint results ................................................................................................................................................................ 52 9. Frame results ............................................................................................................................................................. 53 11. Material take-off ....................................................................................................................................................... 53

List of Figures

Figure 1: Finite element model .................................................................................................................................... 43 Figure 2: Deformed shape ........................................................................................................................................... 51

List of Tables Table 1: Joint Coordinates ........................................................................................................................................... 43 Table 2: Joint Restraint Assignments .......................................................................................................................... 44 Table 3: Connectivity - Frame ...................................................................................................................................... 44 Table 4: Frame Section Assignments .......................................................................................................................... 45 Table 5: Frame Release Assignments 1 - General, Part 1 of 2 ................................................................................... 46 Table 5: Frame Release Assignments 1 - General, Part 2 of 2 ................................................................................... 46 Table 7: Material Properties 02 - Basic Mechanical Properties ................................................................................... 47 Table 8: Material Properties 03a - Steel Data ............................................................................................................. 47 Table 9: Frame Section Properties 01 - General, Part 1 of 4 ...................................................................................... 47 Table 9: Frame Section Properties 01 - General, Part 2 of 4 ...................................................................................... 47 Table 9: Frame Section Properties 01 - General, Part 3 of 4 ...................................................................................... 48 Table 9: Frame Section Properties 01 - General, Part 4 of 4 ...................................................................................... 48 Table 10: Frame Property Modifiers, Part 1 of 2 ......................................................................................................... 48 Table 10: Frame Property Modifiers, Part 2 of 2 ......................................................................................................... 48 Table 11: Load Pattern Definitions .............................................................................................................................. 49 Table 12: Load Case Definitions.................................................................................................................................. 49 Table 13: Case - Static 1 - Load Assignments ............................................................................................................ 49 Table 14: Combination Definitions ............................................................................................................................... 50 Table 15: Base Reactions ............................................................................................................................................ 51 Table 16: Joint Displacements ..................................................................................................................................... 52 Table 17: Joint Reactions ............................................................................................................................................ 53

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Table 18: Element Forces - Frames, Part 1 of 2 ......................................................................................................... 53 Table 19: Element Forces - Frames, Part 2 of 2 ......................................................................................................... 53 Table 26: Material List 2 - By Section Property ........................................................................................................... 53

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1. Model geometry This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity.

Figure 1: Finite element model

1.1. Joint coordinates Table 1: Joint Coordinates

Table 1: Joint Coordinates

Joint CoordSys CoordType GlobalX GlobalY GlobalZ

in in in

1 GLOBAL Cartesian -180.000 0.000 93.700

2 GLOBAL Cartesian 180.000 0.000 93.700








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Table 1: Joint Coordinates

Joint CoordSys CoordType GlobalX GlobalY GlobalZ

in in in























61 GLOBAL Cartesian -2.840E-14 0.000 78.500

62 GLOBAL Cartesian -2.840E-14 0.000 405.469

1.2. Joint restraints Table 2: Joint Restraint Assignments

Table 2: Joint Restraint Assignments

Joint U1 U2 U3 R1 R2 R3

62 Yes Yes Yes No No No

1.3. Element connectivity Table 3: Connectivity - Frame

Table 3: Connectivity - Frame

Frame JointI JointJ Length

in

1 58 1 15.200

2 59 2 15.200

10 32 33 25.175

35 33 34 25.176

36 34 35 25.175

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in

37 35 36 25.175

38 37 38 25.175

39 38 39 25.175

40 39 40 25.176

41 40 41 25.175

42 42 43 31.126

43 43 44 31.124

44 44 45 31.126

45 45 46 31.124

46 46 47 31.126

47 47 48 31.124

48 48 49 31.126

49 49 37 31.124

50 36 50 31.124

51 50 51 31.126

52 51 52 31.124

53 52 53 31.126

54 53 54 31.124

55 54 55 31.126

56 55 56 31.124

57 56 42 31.126

58 36 57 78.500

59 57 58 69.000

60 59 60 69.000

61 37 60 78.500

62 42 61 78.500

63 58 61 180.000

64 61 59 180.000

65 1 62 360.000

66 2 62 360.000

Table 4: Frame Section Assignments


Frame AnalSect DesignSect MatProp

1 W18X86 W18X86 Default


10 box N.A. Default

35 box N.A. Default

36 box N.A. Default

37 box N.A. Default

38 box N.A. Default

39 box N.A. Default

40 box N.A. Default

41 box N.A. Default

42 box N.A. Default

43 box N.A. Default

44 box N.A. Default

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45 box N.A. Default

46 box N.A. Default

47 box N.A. Default

48 box N.A. Default

49 box N.A. Default

50 box N.A. Default

51 box N.A. Default

52 box N.A. Default

53 box N.A. Default

54 box N.A. Default

55 box N.A. Default

56 box N.A. Default

57 box N.A. Default

58 slings N.A. Default









Table 5: Frame Release Assignments 1 - General, Part 1 of 2


Frame PI V2I V3I TI M2I M3I

58 No No No No Yes Yes







Frame PJ V2J V3J TJ M2J M3J

58 No No No Yes Yes Yes





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2. Material properties This section provides material property information for materials used in the model. Table 7: Material Properties 02 - Basic Mechanical Properties

Table 7: Material Properties 02 - Basic Mechanical Properties

Material UnitWeight UnitMass E1 G12 U12 A1

Kip/in3 Kip-s2/in4 Kip/in2 Kip/in2 1/F

A36 2.8356E-04 7.3446E-07 29000.000 11153.846 0.300000 6.5000E-06

A992Fy50 2.8356E-04 7.3446E-07 29000.000 11153.846 0.300000 6.5000E-06

Table 8: Material Properties 03a - Steel Data


Material Fy Fu FinalSlope

Kip/in2 Kip/in2

A36 36.000 58.000 -0.100000

A992Fy50 50.000 65.000 -0.100000

3. Section properties This section provides section property information for objects used in the model.

3.1. Frames Table 9: Frame Section Properties 01 - General, Part 1 of 4

Table 9: Frame Section Properties 01 - General, Part 1 of 4

SectionName Material Shape t3 t2 tf tw t2b tfb

in in in in in in

box A36 SD Section

slings A36 SD Section

W18X86 A992Fy50 I/Wide Flange 18.4000 11.1000 0.7700 0.4800 11.1000 0.7700



SectionName Area TorsConst I33 I22 I23 AS2 AS3

in3 in3 in3 in3 in in

box 67.50 35.67 2611.41 8608.13 0.00 19.90 44.59

slings 3.12 1.55 0.78 0.78 0.00 2.82 2.82

W18X86 25.30 4.10 1530.00 175.00 0.00 8.83 14.24

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Table 9: Frame Section Properties 01 - General, Part 3 of 4 Table 9: Frame Section Properties 01 - General, Part 3 of 4

SectionName S33 S22 Z33 Z22 R33 R22


box 143.09 555.36 250.13 680.63 6.2199 11.2928

slings 0.78 0.78 1.32 1.32 0.4984 0.4984

W18X86 166.30 31.53 186.00 48.40 7.7765 2.6300



SectionName AMod A2Mod A3Mod JMod I2Mod I3Mod MMod WMod

box 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000

slings 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000

W18X86 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000

Table 10: Frame Property Modifiers, Part 1 of 2


Frame AMod AS2Mod AS3Mod JMod I22Mod I33Mod MassMod WeightMod

in in

59 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000

60 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000

63 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000

64 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000



Frame EAModifier EIModifier

59 0.800000 0.800000

60 0.800000 0.800000

63 0.800000 0.800000

64 0.800000 0.800000

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4. Load patterns This section provides loading information as applied to the model.

4.1. Definitions Table 11: Load Pattern Definitions

Table 11: Load Pattern Definitions

LoadPat DesignType SelfWtMult AutoLoad

DEAD DEAD 1.000000

5. Load cases This section provides load case information.

5.1. Definitions Table 12: Load Case Definitions

Table 12: Load Case Definitions

Case Type InitialCond ModalCase BaseCase MassSource DesActOpt DesignAct

DEAD LinStatic Zero Prog Det Non-Composite

5.2. Static case load assignments Table 13: Case - Static 1 - Load Assignments

Table 13: Case - Static 1 - Load Assignments

Case LoadType LoadName LoadSF

DEAD Load pattern DEAD 1.000000

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6. Load combinations This section provides load combination information. Table 14: Combination Definitions

Table 14: Combination Definitions

ComboName ComboType CaseName ScaleFactor

Rigging Linear Add DEAD 1.250000

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7. Structure results This section provides structure results, including items such as structural periods and base reactions.

Figure 2: Deformed shape

7.1. Base reactions Table 15: Base Reactions

Table 15: Base Reactions

OutputCase GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ

Kip Kip Kip Kip-in Kip-in Kip-in

DEAD -3.020E-14 0.000 53.835 0.000 -3.604E-10 0.000

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8. Joint results This section provides joint results, including items such as displacements and reactions. Table 16: Joint Displacements

Table 16: Load Case Definitions

Joint OutputCase U1 U2 U3 R1 R2 R3

in in in Radians Radians Radians

1 DEAD 0.002462 0.000000 -0.143308 0.000000 -0.000293 0.000000

2 DEAD -0.002462 0.000000 -0.143308 0.000000 0.000293 0.000000

32 DEAD -0.000105 0.000000 -0.240371 0.000000 4.493E-06 0.000000

33 DEAD -0.000105 0.000000 -0.240399 0.000000 6.962E-06 0.000000

34 DEAD -0.000105 0.000000 -0.240444 0.000000 0.000024 0.000000

35 DEAD -0.000105 0.000000 -0.241065 0.000000 0.000071 0.000000

36 DEAD -0.000105 0.000000 -0.243196 0.000000 0.000163 0.000000

37 DEAD -0.000105 0.000000 -0.243196 0.000000 -0.000163 0.000000

38 DEAD -0.000105 0.000000 -0.241065 0.000000 -0.000071 0.000000

39 DEAD -0.000105 0.000000 -0.240444 0.000000 -0.000024 0.000000

40 DEAD -0.000105 0.000000 -0.240399 0.000000 -6.962E-06 0.000000

41 DEAD -0.000105 0.000000 -0.240371 0.000000 -4.493E-06 0.000000

42 DEAD -0.000105 0.000000 -0.269637 0.000000 1.718E-12 0.000000

43 DEAD -0.000105 0.000000 -0.271877 0.000000 0.000062 0.000000

44 DEAD -0.000105 0.000000 -0.274440 0.000000 0.000045 0.000000

45 DEAD -0.000105 0.000000 -0.275282 0.000000 -0.000024 0.000000

46 DEAD -0.000105 0.000000 -0.273231 0.000000 -0.000116 0.000000

47 DEAD -0.000105 0.000000 -0.267989 0.000000 -0.000204 0.000000

48 DEAD -0.000105 0.000000 -0.260128 0.000000 -0.000260 0.000000

49 DEAD -0.000105 0.000000 -0.251092 0.000000 -0.000256 0.000000

50 DEAD -0.000105 0.000000 -0.251092 0.000000 0.000256 0.000000

51 DEAD -0.000105 0.000000 -0.260128 0.000000 0.000260 0.000000

52 DEAD -0.000105 0.000000 -0.267989 0.000000 0.000204 0.000000

53 DEAD -0.000105 0.000000 -0.273231 0.000000 0.000116 0.000000

54 DEAD -0.000105 0.000000 -0.275282 0.000000 0.000024 0.000000

55 DEAD -0.000105 0.000000 -0.274440 0.000000 -0.000045 0.000000

56 DEAD -0.000105 0.000000 -0.271877 0.000000 -0.000062 0.000000

57 DEAD 0.004738 0.000000 -0.229131 0.000000 -0.001434 0.000000

58 DEAD 0.004738 0.000000 -0.143858 0.000000 -0.000333 0.000000

59 DEAD -0.004738 0.000000 -0.143858 0.000000 0.000333 0.000000

60 DEAD -0.004738 0.000000 -0.229131 0.000000 0.001434 0.000000

61 DEAD -5.619E-10 0.000000 -0.255012 0.000000 1.718E-12 0.000000

62 DEAD 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000

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Table 17: Joint Reactions

Table 17: Joint Reactions

Joint OutputCase F1 F2 F3 M1 M2 M3


32 DEAD 0.000 0.000 2.003E-04 0.000 0.000 0.000

41 DEAD 0.000 0.000 2.003E-04 0.000 0.000 0.000

62 DEAD -3.018E-14 0.000 53.835 0.000 0.000 0.000

9. Frame results This section provides frame force results. Table 18: Element Forces - Frames, Part 1 of 2 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 19: Element Forces - Frames, Part 2 of 2 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.

11. Material take-off This section provides a material take-off. Table 26: Material List 2 - By Section Property

Table 26: Material List 2 - By Section Property

Section ObjectType NumPieces TotalLength TotalWeight

in Kip

box Frame 24 699.401 13.387

slings Frame 5 955.500 0.846

W18X86 Frame 6 528.400 3.791

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APPENDIX B

SAP2000 REPORT

FOR THE MODEL: 054409.15.013-S-001B

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AX Equipment Removal Construction Support Project Number: 054406.11.070-S-009

Prepared for

WRPS


Prepared by

ARES Corporation

Model Name: 054409.15.013-S-001B

5 November 2015

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Contents 1. Model geometry ...................................................................................................................................................... 58

1.1. Joint coordinates ........................................................................................................................................... 58 1.2. Joint restraints ............................................................................................................................................... 58 1.3. Element connectivity ..................................................................................................................................... 59

2. Material properties .................................................................................................................................................. 59 3. Section properties ................................................................................................................................................... 59

3.1. Areas ............................................................................................................................................................. 59 4. Load patterns .......................................................................................................................................................... 60

4.1. Definitions ...................................................................................................................................................... 60 5. Load cases.............................................................................................................................................................. 60

5.1. Definitions ...................................................................................................................................................... 60 5.2. Static case load assignments ........................................................................................................................ 61

6. Structure results ...................................................................................................................................................... 61 6.1. Mass summary .............................................................................................................................................. 62 6.2. Base reactions ............................................................................................................................................... 62

7. Joint results ............................................................................................................................................................. 62 8. Area results ............................................................................................................................................................. 62 9. Material take-off ...................................................................................................................................................... 63

List of Figures

Figure 1: Finite element model ................................................................................................................................... 58 Figure 2: Deformed shape .......................................................................................................................................... 61

List of Tables Table 1: Joint Coordinates .......................................................................................................................................... 58 Table 2: Joint Restraint Assignments ......................................................................................................................... 58 Table 3: Connectivity - Area ....................................................................................................................................... 59 Table 4: Area Section Assignments ........................................................................................................................... 59 Table 5: Material Properties 02 - Basic Mechanical Properties .................................................................................. 59 Table 6: Material Properties 03a - Steel Data ............................................................................................................ 59 Table 7: Area Section Properties, Part 1 of 3 ............................................................................................................. 59 Table 7: Area Section Properties, Part 2 of 3 ............................................................................................................. 60 Table 7: Area Section Properties, Part 3 of 3 ............................................................................................................. 60 Table 8: Load Pattern Definitions ............................................................................................................................... 60 Table 9: Load Case Definitions, Part 1 of 2 ................................................................................................................ 60 Table 9: Load Case Definitions, Part 2 of 2 ................................................................................................................ 61 Table 10: Case - Static 1 - Load Assignments ........................................................................................................... 61 Table 11: Assembled Joint Masses ............................................................................................................................ 62 Table 12: Base Reactions ........................................................................................................................................... 62 Table 13: Joint Displacements .................................................................................................................................... 62 Table 14: Joint Reactions ........................................................................................................................................... 62 Table 15: Element Forces - Area Shells, Part 1 of 3 .................................................................................................. 62 Table 15: Element Forces - Area Shells, Part 2 of 3 .................................................................................................. 62 Table 15: Element Forces - Area Shells, Part 3 of 3 .................................................................................................. 62 Table 16: Element Stresses - Area Shells, Part 1 of 3 ............................................................................................... 63 Table 16: Element Stresses - Area Shells, Part 2 of 3 ............................................................................................... 63

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Table 16: Element Stresses - Area Shells, Part 3 of 3 ............................................................................................... 63 Table 17: Material List 2 - By Section Property .......................................................................................................... 63

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1.1. Joint coordinates Table 1: Joint Coordinates Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.

1.2. Joint restraints Table 2: Joint Restraint Assignments Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.

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1.3. Element connectivity Table 3: Connectivity - Area Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 4: Area Section Assignments Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.





A36 2.8356E-04 7.3446E-07 29000.000 11153.846 0.300000 6.5000E-06




Kip/in2 Kip/in2

A36 36.000 58.000 -0.100000


3.1. Areas Table 7: Area Section Properties, Part 1 of 3

Table 7: Area Section Properties, Part 1 of 3

Section Material AreaType Type DrillDOF Thickness BendThick F11Mod

in in

side wall A36 Shell Shell-Thin Yes 0.50000 0.50000 1.000000

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Table 7: Area Section Properties, Part 2 of 3 Table 7: Area Section Properties, Part 2 of 3

Section F22Mod F12Mod M11Mod M22Mod M12Mod V13Mod V23Mod MMod

side wall 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000



Section WMod

side wall 1.000000





DEAD DEAD 1.000000


5.1. Definitions Table 9: Load Case Definitions, Part 1 of 2

Table 9: Load Case Definitions, Part 1 of 2

Case Type InitialCond ModalCase BaseCase MassSource DesActOpt

DEAD LinStatic Zero Prog Det

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Table 9: Load Case Definitions, Part 2 of 2 Table 9: Load Case Definitions, Part 2 of 2

Case DesignAct

DEAD Non-Composite







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6.1. Mass summary Table 11: Assembled Joint Masses Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.





DEAD 5.306E-15 6.439 -10.959 -46.683 3396.007 1258.368

7. Joint results This section provides joint results, including items such as displacements and reactions. Table 13: Joint Displacements Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 14: Joint Reactions Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.

8. Area results This section provides area results, including items such as forces and stresses. Table 15: Element Forces - Area Shells, Part 1 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 15: Element Forces - Area Shells, Part 2 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 15: Element Forces - Area Shells, Part 3 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.

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Table 16: Element Stresses - Area Shells, Part 1 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 16: Element Stresses - Area Shells, Part 2 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 16: Element Stresses - Area Shells, Part 3 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.




in Kip

side wall Area 1.036

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APPENDIX C

SAP2000 REPORT

FOR THE MODEL: 054409.15.013-S-001C

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AX Equipment Removal Construction Support.

Project Number: 054406.11.063-S-011

Prepared for

WRPS


Prepared by

ARES Corporation

Model Name: 054409.15.013-S-001C

5 November 2015

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Contents 1. Model geometry ......................................................................................................................................................... 68

1.1. Joint coordinates .............................................................................................................................................. 68 1.2. Joint restraints .................................................................................................................................................. 68 1.3. Element connectivity ........................................................................................................................................ 69

2. Material properties ..................................................................................................................................................... 69 3. Section properties ...................................................................................................................................................... 70

3.1. Frames ............................................................................................................................................................. 70 3.2. Areas ................................................................................................................................................................ 70

4. Load patterns ............................................................................................................................................................. 72 4.1. Definitions ......................................................................................................................................................... 72

5. Load cases................................................................................................................................................................. 72 5.1. Definitions ......................................................................................................................................................... 72 5.2. Static case load assignments ........................................................................................................................... 72

6. Load combinations ..................................................................................................................................................... 73 7. Structure results ......................................................................................................................................................... 74

7.1. Mass summary ................................................................................................................................................. 74 7.2. Base reactions .................................................................................................................................................. 74

8. Joint results ................................................................................................................................................................ 75 9. Frame results ............................................................................................................................................................. 75 10. Area results .............................................................................................................................................................. 75 11. Material take-off ....................................................................................................................................................... 76

List of Figures

Figure 1: Finite element model .......................................................................................................................................... 68

Figure 2: Deformed shape ................................................................................................................................................ 74

List of Tables Table 1: Joint Coordinates ................................................................................................................................................ 68

Table 2: Joint Restraint Assignments ............................................................................................................................... 68

Table 3: Connectivity - Frame ........................................................................................................................................... 69

Table 4: Frame Section Assignments ............................................................................................................................... 69

Table 5: Connectivity - Area .............................................................................................................................................. 69

Table 6: Area Section Assignments .................................................................................................................................. 69

Table 7: Material Properties 02 - Basic Mechanical Properties ........................................................................................ 69

Table 8: Material Properties 03a - Steel Data ................................................................................................................... 69

Table 9: Frame Section Properties 01 - General, Part 1 of 4 ........................................................................................... 70




Table 10: Area Section Properties, Part 1 of 3 ................................................................................................................. 70


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Table 11: Load Pattern Definitions .................................................................................................................................... 72

Table 12: Load Case Definitions, Part 1 of 2 .................................................................................................................... 72

Table 12: Load Case Definitions, Part 2 of 2 .................................................................................................................... 72

Table 13: Case - Static 1 - Load Assignments .................................................................................................................. 72

Table 14: Combination Definitions .................................................................................................................................... 73

Table 15: Assembled Joint Masses .................................................................................................................................. 74

Table 16: Base Reactions ................................................................................................................................................. 74

Table 17: Joint Displacements .......................................................................................................................................... 75

Table 18: Joint Reactions .................................................................................................................................................. 75

Table 19: Element Forces - Frames, Part 1 of 2 ............................................................................................................... 75

Table 19: Element Forces - Frames, Part 2 of 2 ............................................................................................................... 75

Table 20: Element Forces - Area Shells, Part 1 of 3 ........................................................................................................ 75



Table 21: Element Stresses - Area Shells, Part 1 of 3 ..................................................................................................... 75



Table 22: Material List 2 - By Section Property ................................................................................................................. 76

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1.1. Joint coordinates Table 1: Joint Coordinates Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.

1.2. Joint restraints Table 2: Joint Restraint Assignments Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.

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1.3. Element connectivity Table 3: Connectivity - Frame



in

1 3375 3376 7.188

2 3377 3378 2.578

3 3376 3378 2.751




1 hoist ring N.A. Default



Table 5: Connectivity - Area Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 6: Area Section Assignments Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.





A36 2.8356E-04 7.3446E-07 29000.000 11153.846 0.300000 6.5000E-06

A36-rigid 2.8356E-04 7.3446E-07 2900000.000 1115384.615 0.300000 6.5000E-06




Kip/in2 Kip/in2

A36 36.000 58.000 -0.100000

A36-rigid 36.000 58.000 -0.100000

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3.1. Frames Table 9: Frame Section Properties 01 - General, Part 1 of 4


SectionName Material Shape Area TorsConst I33 I22 I23

in2 in4 in4 in4 in4

hoist ring A36 SD Section 3.12 1.55 0.78 0.78 0.00



SectionName AS2 AS3

in2 in2

hoist ring 2.82 2.82



SectionName S33 S22 Z33 Z22 R33 R22


hoist ring 0.78 0.78 1.32 1.32 0.4984 0.4984



SectionName AMod A2Mod A3Mod JMod I2Mod I3Mod MMod WMod

hoist ring 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000

3.2. Areas Table 10: Area Section Properties, Part 1 of 3


Section Material AreaType Type DrillDOF Thickness BendThick F11Mod

in in

plate-rigid A36-rigid Shell Shell-Thin Yes 0.7500 0.7500 1.000000

reinforced A36 Shell Shell-Thin Yes 1.0000 1.0000 1.000000

side wall A36 Shell Shell-Thin Yes 0.5000 0.5000 1.000000

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Section F22Mod F12Mod M11Mod M22Mod M12Mod V13Mod V23Mod

plate-rigid 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000

reinforced 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000

side wall 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000



Section MMod WMod

plate-rigid 1.000000 1.000000

reinforced 1.000000 1.000000

side wall 1.000000 1.000000

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DEAD DEAD 1.000000

RIGGING OTHER 0.000000


5.1. Definitions Table 12: Load Case Definitions, Part 1 of 2


Case Type InitialCond ModalCase BaseCase MassSource DesActOpt

DEAD LinStatic Zero Prog Det

RIGGING NonStatic Zero Prog Det



Case Type

DEAD Non-Composite

RIGGING Other





RIGGING Load pattern RIGGING 1.000000

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6. Load combinations This section provides load combination information. Table 14: Combination Definitions

Table 14: Combination Definitions

ComboName ComboType CaseName ScaleFactor

COMB1 Linear Add DEAD 1.000000

COMB1 RIGGING 1.000000

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7.1. Mass summary Table 15: Assembled Joint Masses Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.





DEAD -9.324E-17 1.380 0.270 -10.023 -80.923 413.937

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8. Joint results This section provides joint results, including items such as displacements and reactions. Table 17: Joint Displacements Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 18: Joint Reactions Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.

9. Frame results This section provides frame force results. Table 19: Element Forces - Frames, Part 1 of 2 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 19: Element Forces - Frames, Part 2 of 2 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.

10. Area results This section provides area results, including items such as forces and stresses. Table 20: Element Forces - Area Shells, Part 1 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 20: Element Forces - Area Shells, Part 2 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 20: Element Forces - Area Shells, Part 3 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 21: Element Stresses - Area Shells, Part 1 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.

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Table 21: Element Stresses - Area Shells, Part 2 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files. Table 21: Element Stresses - Area Shells, Part 3 of 3 Due to large number of data entries this table was not included in the report. It is however available in the native SAP2000 files.




in Kip

hoist ring Frame 3 12.517 0.011

side wall Area 0.185

plate-rigid Area 1.115E-03

reinforced Area 0.073

concrete base top Link 23 0.000

concrete refined Link 16 0.000

concrete_base Link 137 0.000

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ATTACHMENT 1

MANUFACTURERS DATA CATALOG PAGES

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