DOCUMENT RELEASE AND CHANGE FORM - hanford.gov

1 SPF-001 (Rev.D1)

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

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

1. Doc No: RPP-CALC-62198 Rev. 00

2. Title:241-A Splitter Box - Design and Analysis

3. Project Number:T2R41

N/A 4. Design Verification Required:

Yes No

5. USQ Number: N/AN/A-8

6. PrHA Number Rev. N/APRHA-02042 00PRHA-02043 00PRHA-02044 00PRHA-02047 00

Clearance Review Restriction Type:public

7. Approvals

Title Name Signature DateClearance Review Raymer, Julia R Raymer, Julia R 09/29/2019Design Authority Anderson, Craig H Anderson, Craig H 09/28/2019Design Verifier Whitted, Daniel T Hagensen, Alan R for Whitted, Daniel T per

email09/28/2019

Checker Davidson, Ronald W Hagensen, Alan R for Davidson, Ronald W per email

09/20/2019

Document Control Approval Hood, Evan Hood, Evan 09/29/2019Engineering Discipline Lead-Civil/Structural McShane, Michael P McShane, Michael P 09/28/2019Originator Augustine, Richard D Hagensen, Alan R for Augustine, Richard D

per email09/28/2019

Other Approver White, Michael A White, Michael A 09/28/2019PrHA Lead Smith, Ryan D Smith, Ryan D 09/28/2019Responsible Engineer Stephens, Randall F Stephens, Randall F 09/25/2019Responsible Engineering Manager Carpenter, Keith E Carpenter, Keith E 09/29/2019USQ Evaluator Smith, Ryan D Smith, Ryan D 09/28/2019

8. Description of Change and Justification

Initial Release.

9. TBDs or Holds N/A

10. Related Structures, Systems, and Components

a. Related Building/Facilities N/A b. Related Systems N/A c. Related Equipment ID Nos. (EIN) N/A

241-APOR-626

241-RC241-WT

11. Impacted Documents – Engineering N/A

Document Number Rev. Title

12. Impacted Documents (Outside SPF):

N/A

13. Related Documents N/A

Document Number Rev. TitleMT-50281 00 A-Farm Retrieval System Installation Design

14. Distribution

Name OrganizationAhmid-Kargbo, Jamal AY/AX FARM RETRIEVAL ENGRNGAnderson, Craig H A/C FARM RETRIEVAL ENGRNGBoettger, Jeff A/C FARM RETRIEVAL ENGRNGBroberg, Blaine C ENGINEERING PROGRAMSBuchanan, Joseph R A/C FARM RETRIEVAL ENGRNGCarpenter, Keith E A/C FARM RETRIEVAL ENGRNGGoodnight, Tyler K A/C FARM RETRIEVAL ENGRNGHull, Kevin J ELECTRICAL ENGINEERINGJohnson, Keith A AY/AX FARM RETRIEVAL ENGRNG

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DATE:

Sep 29,2019

DOCUMENT RELEASE AND CHANGE FORM Doc No: RPP-CALC-62198 Rev. 00

2 SPF-001 (Rev.D1)

14. Distribution

Name OrganizationMcShane, Michael P ENGINEERING PROGRAMSSinclair, Trevor J A/C FARM RETRIEVAL ENGRNGStephens, Randall F A/C FARM RETRIEVAL ENGRNGStowe, Garth J SST RETRIEVALS PROJECT MGMT

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A-6007-231 (REV 0)

RPP-CALC-62198Revision 0

241-A Splitter Box – Design and Analysis

Prepared by

RD AugustineARES ESD, a division of Sargent & Lundy Energy Services Division for Washington River Protection Solutions, LLC

Date PublishedSeptember 2019

Prepared for the U.S. Department of EnergyOffice of River Protection

Contract No. DE-AC27-08RV14800

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Approved for Public Release; Further Dissemination Unlimited

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RPP-CALC-62198, REV. 0 CALCULATION SHEET

Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 3 of 167

Title: 241-A Splitter Box - Design and Analysis

Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28

Quality Assurance Procedure 3.1 Calculation Sheet (05-10)

Table of Contents

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

2.0 METHODOLOGY/BACKGROUND .........................................................................................................5 2.1 BACKGROUND ...................................................................................................................................5 2.2 METHODOLOGY ................................................................................................................................5

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

4.0 ASSUMPTIONS ..........................................................................................................................................6

5.0 COMPUTER SOFTWARE .........................................................................................................................6

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

7.0 CALCULATIONS .......................................................................................................................................9 7.1 Methodology ..........................................................................................................................................9 7.2 Properties of material used in construction ............................................................................................9 7.3 Soil Springs ..........................................................................................................................................10

7.3.1 Soil springs under the HSS members.............................................................................................10 7.3.2 Soil springs under the 4-inch thick wall plates ..............................................................................13

7.4 Loading ................................................................................................................................................16 7.4.1 Live and Dead Load .......................................................................................................................16

7.5 Determine the Natural Phenomena Hazards Forces and Impact Loads on the Splitter Box Assembly..............................................................................................................................................17

7.5.1 Calculate Seismic Force on the Splitter Box Assembly ................................................................17 7.5.2 Calculate Wind Force on the Splitter Box Assembly ....................................................................18 7.5.3 Loads on Vehicle Barrier Systems .................................................................................................19

7.6 Load Combinations ..............................................................................................................................21 7.7 Stress evaluation of Splitter Box Components during operation. ........................................................23

7.7.1 L 2x2x1/4 - Manifold supporting columns. ...................................................................................23 7.7.2 HSS8X6X1/2 - floor beams. ..........................................................................................................34 7.7.3 1/2" floor plate. ..............................................................................................................................40 7.7.4 4" roof and wall plates. ..................................................................................................................41 7.7.5 1" manifold plates. .........................................................................................................................42 7.7.6 Evaluation of weld between manifold support legs and floor plate. ..............................................43 7.7.7 Evaluation of weld between floor beams and long box walls. ......................................................46 7.7.8 Evaluation of weld between walls of the box and the floor plate ..................................................48 7.7.9 Evaluation of weld between walls of the boxes .............................................................................51 7.7.10 Evaluation of bolted connection between roof plate and walls. ....................................................58 7.7.11 Overturning due to Wind and Seismic Loading (Non-grout Filled) ..............................................62 7.7.12 Design of the Connections of the Shield Boxes to the Splitter Box ..............................................63

7.8 Determine the Structural Adequacy of the Splitter Box when filled with grout .................................74 7.8.1 HSS8X6X1/2 - floor beams. ..........................................................................................................74 7.8.2 1/2" floor plate. ..............................................................................................................................75

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7.8.3 4" roof and wall plates. ..................................................................................................................76 7.8.4 Evaluation of the weld between floor beams and long box walls. .................................................76 7.8.5 Evaluation of weld between walls of the box and the floor plate. .................................................77 7.8.6 Evaluation of weld between walls of the box. ...............................................................................77

7.9 Determine the Structural Adequacy of the Splitter Box during rigging. .............................................78 7.9.1 HSS8X6X1/2 - floor beams. ..........................................................................................................78 7.9.2 1/2" floor plate. ..............................................................................................................................79 7.9.3 4" roof and wall plates. ..................................................................................................................79 7.9.4 Evaluation of the weld between floor beams and long box walls. .................................................80 7.9.5 Evaluation of weld between walls of the box and the floor plate. .................................................80 7.9.6 Evaluation of weld between walls of the box. ...............................................................................81 7.9.7 Evaluate lifting bail. .......................................................................................................................82

7.10 Determine the Structural Adequacy of the Splitter Box cover plate during rigging. ..........................90 7.10.1 4" top plate .....................................................................................................................................90 7.10.2 Evaluate rigging arrangement - swivel hoist rings ........................................................................91

7.11 Determine the Structural Adequacy of the Shield Box During Rigging .............................................92 7.11.1 4" Plate ...........................................................................................................................................92 7.11.2 Evaluate rigging arrangement - swivel hoist rings ........................................................................93

8.0 REFERENCES ..........................................................................................................................................94

APPENDICES

APPENDIX A

MODEL: 003A

APPENDIX B

SAP2000 REPORT FOR THE MODEL: 003B

APPENDIX C

SAP2000 REPORT FOR THE MODEL: 003C

APPENDIX D

SAP2000 REPORT FOR THE MODEL: 003D

APPENDIX E SAP2000 REPORT FOR THE MODEL: 003E

ATTACHMENT A

Email from J, Huisingh (ARES) to RD Augustine (ARES) dated 2019/09/12

ATTACHMENT B

Revision 0 Calculation Review Checklist

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1.0 PURPOSE

The purpose of this calculation is to design and analyze the Performance Category 2 (PC-2) Splitter Box as a part of A-Farm Retrieval Equipment Installation Design Support project. This analysis will evaluate the Splitter Box when subject to operating, environmental and rigging loads.

2.0 METHODOLOGY/BACKGROUND

2.1 BACKGROUND

The Splitter Box will be installed outside of the footprint of any Tank in the Tank Farm. Due to waste characteristics there is a minimum shielding requirement of 4" of steel. The Box is set directly on leveled and compacted soil. The walls and top plate are constructed from 4" thick steel plates. The floor of the splitter box is constructed from ½ in thick plate. This floor plate is supported by HSS8x6x1/2 beams which are in turn welded to another ½ in thick plate below them. The lower plate rests on the soil. The floor plate is welded on its perimeter to the Box walls. The top plate is bolted to the Box walls. The internal equipment consists of two manifolds and the piping and piping components. The manifolds are supported on 1" thick plate welded to four columns - L2 1/2x2 1/2x1/4. The shear is restrained by two pins located diagonally.

2.2 METHODOLOGY

In order to analyze the Box, five SAP2000 models are used. Each model represents different boundary conditions

Box during construction and operation founded on the soil – model 003A

Box filled with grout founded on the soil – model 003B

Box without the top plate suspended from the crane – model 003C

Cover plate suspended from the crane – model 003D

Shield Box suspended from the crane – model 003E

The first model includes environmental and Impact loads calculated based on TFC-ENG-STD-06 and utilizes Amplified Response Spectrum (ARS) analysis. The Impact load is based on a frontal collision of 6000 pounds pick-up truck traveling with a speed of 5 mph, and is applied on any of the Shield Boxes. The remaining models are static models subject to gravity loading only.

The seismic analysis of the splitter box will be performed using the response spectrum method. Per ASCE 7-10 Section 12.9.3, the modes will be combined using the Complete Quadratic Combination (CQC) method. Directional loading will be combined by the Square Root of the Sum of the Squares (SRSS) method.

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3.0 DESIGN INPUTS

The configuration/geometry of the Splitter Box is reflected on the drawings H-14-111020 A Farm Retrieval Splitter Box, sht. 1 through 22 Rev A. The load definition is based on TFC-ENG-STD-06. The soil properties are based on “Geotechnical Investigation KEH W-236A, Multi-Function Waste Tank Facility, 200 West Area, Hanford Site Richland, Washington, Volume 2, June 1995”. The 200 West Area soil properties were deemed compatible/equivalent to 200 East Area due to close proximity of both Areas and comparison of Shear Wave Velocities in the top 100 feet of soil presented in RPP-RPT-27570, Figure 18, Shear Wave Velocity Profiles for the WTP and 200 West DST Site – WTP is located in 200 East Area.

The material properties used in the body of calculations are extracted from the above references and are listed in Section 7.

The applied response spectra is defined in RPP-RPT-27570, Development of PC2 Surface Spectra for Double-Shell Tank Farm Facilities, DOE Hanford Site in Washington State.

4.0 ASSUMPTIONS

There are no unverified assumptions in this 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® versions 19.0.0 and 20.2.0 distributed by CSI are used to conduct a finite element analysis of the Splitter Box. The software has been verified per ARES quality assurance procedures and documented in ARES Verification Nos. VV-18-03-241 and VV-18-03-253.

PTC Mathcad1 results are verified using hand held calculator.

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

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6.0 RESULTS

Demand/Capacity ratios of the Splitter Box (Box) components are:

Table 2 - Results

MODEL COMPONENT DCR

Box during normal operation seismic and wind (Section 7.7)

Soil Pressure 0.56

L 2 1/2x2 1/2x1/4 - Manifold supporting columns 0.64

HSS8X6X1/2 - floor beams. 0.04

1/2" floor plate. 0.32

4" roof and wall plates. 0.05

1" manifold support top plates. 0.12 Weld between manifold support legs and floor plate.

0.77

Weld between floor beams and long box walls. 0.17

Weld between walls of the box and the floor plate. 0.23

Weld between walls of the box. 0.54

Bolted connection between roof plate and walls. 0.42

Overturning and sliding due to Wind Loading 0.04

Overturning and sliding due to Seismic Loading 0.39

Connection of Shield Boxes Bolts 0.47

Connection of Shield Boxes connection plate 0.92 Box filled with grout set on the top of soil (Section 7.8)

HSS8X6X1/2 - floor beams when filled with grout.

Note 1

1/2" floor plate when filled with grout. 0.36

4" wall plates when filled with grout. Note 1

Weld between floor beams and long box walls. Note 1

Weld between walls of the box and the floor plate. Note 1

Weld between walls of the box. Note 1 Box empty suspended from the crane (Section 7.9)

(For the splitter box itself, the rigging is achieved using three pairs of slings oriented 45 degrees from horizontal plane utilizing “off the shelf” spreader beam, accommodating 8’-8” span and 30 Ton capacity)

HSS8X6X1/2 - floor beams. Note 1

1/2" floor plate. Note 1

4" wall plates. 0.09

Weld between floor beams and long box walls. Note 1

Weld between walls of the box and the floor plate. Note 1

Weld between walls of the box. Note 1

Lifting bail. 0.11

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MODEL COMPONENT DCR

Box cover plate during rigging (Section 7.10) (The rigging is achieved using four slings oriented 45 degrees from horizontal plane merging at the crane hook)

4" top plate. 0.03

Box cover plate during rigging (Section 7.10) (The rigging is achieved using four slings oriented 45 degrees from horizontal plane merging at the crane hook) Shield Box during rigging (Section 7.11) (The rigging is achieved using four slings oriented 45 degrees from horizontal plane merging at the crane hook)

Swivel hoist rings for top plate. 0.26

4" plate. 0.03

Shield Box during rigging (Section 7.11) (The rigging is achieved using four slings oriented 45 degrees from horizontal plane merging at the crane hook)

Supports for the internal piping

4" plates weld. Note 2

Swivel hoist rings for shield box. 0.23

L 2 1/2x2 1/2x1/4 - Pipe Supports. Note 3

Supports for the internal piping

Weld between the support and the floor plate. Note 3

Note 1: Enveloped by DCR for normal operating conditions.

Note 2: Enveloped by DCR for the lifted conditions.

Note 3: See Section 7.7.

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Project No.: 054413.18.003

RPP-CALC-62198, Rev. 0

CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design

and Analysis.

Calc. No. 054413.18.003-S-003 Rev. 1 Page 9 of 167


7.0 CALCULATIONS

The following sections will evaluate the Splitter Box Assembly.

7.1 Methodology.

The analysis of the Splitter box is performed using SAP2000 software. The model consists of shell and frameelements. The interface between frame and shell elements is modeled as rigid links connecting frame elementnodes - located on the center line of the members - to the corresponding nodes on the mid-plane of shell elements.The soil is modeled as a series of elastic springs located at the bottom of the members as well as Splitter box wallbottom plates.

The internal pipe supports are also a part of the model. They will be loaded with an enveloped load for addedconservatism.

The loads are defined in accordance to TFC-ENG-STD-06. The acceptance criteria is from AISC 14th editionusing ASD method.

7.2 Properties of material used in construction.

Common steel properties:

ρs 490lb

ft3

Density of steel, (AISC 14th Ed., Table 2-4)

γst ρs g γst 490 pcf Specific weight of carbon steel.

Est 29000000 psi steel modulus of elasticity

Steel - plates:

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

fyA36 36000 psi minimum yield stress

fuA36 58000 psi minimum ultimate tensile stress

Steel - HSS rectangular:

HSS sections are to be fabricated from ASTM A 500/A 500M Grade B.

fyA500 46000 psi minimum yield stress

fuA500 58000 psi minimum ultimate tensile stress

Soil properties:

From Tables 8-1 "Summary of Static Soil Properties" and 8-2 "Summary of Dynamic Soil Properties" (Shannon[1994]).

E 720 tsf E 10000 psi tsf 2000 lbf ft2

ton per square foot

μ 0.27 G E 2 1 μ( )[ ]1

G 3.94 ksi - Poisson's ratio and shear modulus of soilThe analysis of the Box requires an input of elastic properties of the provided foundation. The following is anestimate of the elastic springs later used in SAP2000 input (Bowles [1996]).

Mathcad

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7.3 Soil Springs

7.3.1 Soil springs under the HSS members

From Table 20-3, Bowles [1996]

S - factors from Table 20-3, Bowles [1996] can be expressed as follows:

Definition of Abase, Ja and Jb:

widthHSS 8 in Drawing H-12-111020, sheets 1 and 7

100-inches plus (2) 4" plates. Drawing H-12-111020,sheet 7.lengthHSS 108 in

Bowles, Foundation Analysis and Design, page 1100.BHSS

widthHSS

24 in

LHSS

lengthHSS

254 in Bowles, Foundation Analysis and Design, page 1100.

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and Analysis.



Y

X

Supported Area Outline

AreaHSS widthHSS lengthHSS 6.0 ft2

JaHSS

AreaHSS

4 LHSS 2

0.07 Bowles, Foundation Analysis and Design, equation20-8, page 1101.

JbHSS

BHSS

LHSS0.07 Ratio used for Table 20-3 equation simplification.

IθyHSS 1.333 LHSS BHSS 3 0.22 ft

4

Plan moment of inertia, Bowles, Foundation Analysisand Design, page 1100.

IθxHSS 1.333 BHSS LHSS 3 40.49 ft

4

S factors from Table 20-3 of Bowles, Foundation Analysis and Design

JaHSS 0.07

JbHSS 0.07

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SzHSS 0.73 1.54 JaHSS 0.75 0.95 Vertical mode factor

SyHSS 2.24 Horizontal mode factor

SθxHSS 2.54 Rocking mode factor.

SθyHSS 3.2 Rocking mode factor.

StHSS 3.8 10.7 1 JbHSS 10 8.76 Torsion mode factor

KzHSS SzHSS

2 LHSS G( )

1 μ

552.56kip

in

KyHSS SyHSS

2 LHSS G( )

2 μ

550.54kip

in

KxHSS KyHSS

0.21 LHSS G( )

0.75 μ1 JbHSS 464.42

kip

in

KθxHSS SθxHSSG

1 μ

IθxHSS 0.75 JbHSS 0.25

728306.43 kip in

KθyHSS SθyHSSG

1 μ

IθyHSS 0.75 9650.42 kip in

KtHSS StHSS G( ) IθxHSS IθyHSS 0.75 960099.81 kip in

Average length of member nodes.

Screen shot from SAP model showing boundary springs forHSS8x6x0.5"

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bnodeHSS 3 in lengthHSS 108 in

Knode_xHSS

KxHSS

lengthHSSbnodeHSS 12.90

kip

in

Knode_yHSS

KyHSS


kip

in

Knode_zHSS

KzHSS


kip

in

7.3.2 Soil springs under the 4-inch thick wall plates

From Table 20-3, Bowles [1996]

S - factors from Table 20-3, Bowles [1996] can be expressed as follows:

Definition of Abase, Ja

and Jb:

widthfdn 9 in Width of support plate under walls

lengthfdn120.5 108( )in

2114.25 in Average length of wall.

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Bfdn

widthfdn

24.5 in

Lfdn

lengthfdn

257.13 in

Areafdn widthfdn lengthfdn 7.14 ft2

Y

X

Jafdn

Areafdn

4 Lfdn 2

0.08

Jbfdn

Bfdn

Lfdn0.08

Iθyfdn

widthfdn lengthfdn 3

1253.94 ft

4

Iθxfdn

lengthfdn widthfdn 3

120.33 ft

4

S factors from Table 20-3 of Bowles

Jafdn 0.08

Jbfdn 0.08

Szfdn 0.73 1.54 Jafdn 0.75 0.96 Vertical mode factor

Syfdn 2.24 Horizontal mode factor

Rocking mode factor.Sθxfdn 2.54

Sθyfdn 3.2 Rocking mode factor.

Stfdn 3.8 10.7 1 Jbfdn 10 8.51 Torsion mode factor

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Kzfdn Szfdn

2 Lfdn G( )

1 μ

590.9kip

in

Kyfdn Syfdn

2 Lfdn G( )

2 μ

582.4kip

in

Kxfdn Kyfdn

0.21 Lfdn G( )

0.75 μ1 Jbfdn 491.76

kip

in

Kθxfdn SθxfdnG

1 μ

Iθxfdn 0.75 Jbfdn 0.25

19662.21 kip in

Kθyfdn SθyfdnG

1 μ

Iθyfdn 0.75 593561.63 kip in

Ktfdn Stfdn G( ) Iθxfdn Iθyfdn 0.75 1157698.15 kip in

Representative size of foundation area nodes.

bnodefdn 3 in

lfdn 2.25 in

Knode_xfdn

Kxfdn

Areafdnbnodefdn lfdn 3.23

kip

in

Knode_yfdn

Kyfdn


kip

in

Knode_zfdn

Kzfdn


kip

in

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7.4 Loading

7.4.1 Live and Dead Load

The Live Load on the top of the Roof Plate was conservatively assumed to be 125 psf to cover the unknownweight of the components located on the top of the box. With limited access on top of the Splitter Box there isenough conservatism in the assumed load to cover both the live load and the weight of covers.

The live load applied on the top of the Manifold Tables and floor was assumed to be 50 psf. This load isrepresenting weight of the piping supported from the floor and manifold tables.

Check the soil pressure under HSS8x6x0.5

The enveloped vertical reactions under the beam from the model "003A" are:

R8x6 0.282 kip q'soil

R8x6

2 bnodefdn 4 in( )1692 psf

Check the soil pressure under wall bearing plate

The enveloped vertical reactions under the wall from the model model "003A" are:

Rb_pl 0.076 kip q''soil

Rb_pl

bnodefdn2

1216 psf

qsoil max q'soil q''soil 1692 psf

DCRsoil

qsoil

2000 psf0.85 < 1.0, OK

The live load applied on the top of the Manifold Tables and the area of the Box floor outside the table shadow isassumed to be 50 psf. This load is representing weight of the piping supported from the floor and manifold tables.

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7.5 Determine the Natural Phenomena Hazards Forces and Impact Loads on the Splitter Box Assembly

7.5.1 Calculate Seismic Force on the Splitter Box Assembly

Ip 1.5 Component importance factor that varies from 1.0 to 1.5 (seeASCE 7-10, Section 15.4.1.1 and see Design Inputs).

The horizontal design spectral acceleration parameter at shortperiods. TFC-ENG-STD-06.SDS 0.588

The vertical design spectral acceleration parameter at shortperiods. TFC-ENG-STD-06.SDS_v 0.346

The height of the attachment point on the support structure (z)over the height of the structure (h); z/h = 0 (ground level) perASCE 7-10.

z_over_h 0

The lateral shear force for rigid nonbuilding structures having aperiod T < 0.06 sec according to ASCE 7-10, Sec. 15.4.2. Theassembly has 4" thick steel walls so by inspection it meets thisdefinition.

V W( ) 0.3 SDS Ip W

fred 0.3 Ip 0.45 This factor is applied as a multiplier on the spectra scaling.

g( ) fred 14.4783ft

s2

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7.5.2 Calculate Wind Force on the Splitter Box Assembly

Vw 115 mph The Basic Straight Wind Design Speed from Table 4 forPC-2 of TFC-END-STD-06.

The velocity pressure coefficient using exposure categoryC per Table 28.3-1, (ASCE 7-10) for height less than15-feet above ground.

Kz 0.85

Kd 0.90 Wind directionality factor per Table 26.6-1 (ASCE 7-10)for square tanks.

Kzt 1.0 Topographical factor per Section 26.8.2 (ASCE 7-10).

qz 0.00256 Kz Kd KztVw

mph

2

psf 25.9 psf Velocity pressure equation 29.3-1 (ASCE7-10).

Consider gust factor G and force coefficient Cf

G 0.85 Gust effect factor from Section 26.9.1 (ASCE 7-10).

See Figure 29.5-1 (ASCE 7-10) for following attributes

h 45 in The height of the box assembly. (H-14-111020, Sheet 4)

D0 118.5 in D1 106 in The width and length of the box assembly.(H-14-111020, Sheet 4)

h

D10.42 The height to width ratio for the box assembly.

Conservative Force Coefficient (ASCE 7-10, Figure29.5-1 for a square cross section with the wind normal tothe face).

Cf 1.3

Af h( ) max D0 D1 37.03 ft2

The projected wind area of the box assembly.

fwind qz G( ) Cf 29 psf Lateral Wind Force per Equation 29.5-1 (ASCE 7-10) onthe box assembly. Use wind pressure as 30 psf

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and Analysis.



7.5.3 Loads on Vehicle Barrier Systems

Section 3.0 of TFC-ENG-STD-27 states the required performance criteria of a vehicle impact target basedon whether the target is anchored or not. The splitter box is a massive steel structure which can bereasonably expected not to move appreciably as a result of the postulated vehicle impact, and hence providean anchor for the shield boxes. This can be shown simply by conservatively calculating the maximumpossible movement of the shield box as a result of the vehicle impact, as follows:

Section 3.2 requires that the target is capable of dissipating the kinetic energy of a 6,000 lb mass traveling ata velocity of 5 miles per hour without resulting in impact to the above grade portions of HIHTLs and wastetransfer primary piping systems. This defines the postulated vehicle impact.

mass_vehicle6000 lbf

g6000 lb This defines the postulated vehicle impact.

velocity_vehicle 5 mph

Kinetic energy of impacting vehicle.KE

1

2mass_vehicle( ) velocity_vehicle( )

2 161333.33

lb ft2

s2

Wtshield_box 70 kip Weight of Splitter Box is approximately 70 kip.

Conservatively ignoring friction between the shield box and the ground, and conservatively assuming that noenergy is lost during the crushing of the vehicle and that all of the energy is transmitted to the shield box,which also does not crush, determine the resulting displacement of the shield box.

Conservative maximum displacement of the shield boxfollowing a vehicle impact and ignoring friction andenergy dissipation during the impact.

ΔboxKE

Wtshield_box0.86 in

Based on a review of H-14-111020 Sheet 15, the opening in the shield box is 62 in. across. PerH-14-111051 Sheet 1, and H-14-111015 Sheet 17, two 14-in. wide concrete shield tunnel blocks will be placed inside the shield box, leaving 34 inches opening between shield blocks. Each of the HIHTLs, with 2 in. of insulation, have an OD of 8.9 in., for a total width of ~27 in. for three hoses. This leaves 7 in. (34 in.-7 in.) to be divided for spacing between the blocks and hoses, allowing ~1.75 in. of space between the insulation of each hose and the concrete block and/or the insulation on the neighboring hose. This spacing is greater than the highly conservative calculated movement of 0.86 in., and the additional 2 in. of compressive insulation on each hose provides even greater spacing/protection from any contact with the hose. Note that the frictional resistance to sliding is calculated in Section 7.7.11 at 37.67 kips. Taking this into account, the actual movement of the box due to impact will be negligible. Thus, the spacing to the hose is more than adequate, and the box may be considered anchored.

If the target is considered to be anchored, Section 3.1 of TFC-ENG-STD-27 states that the target shalldemonstrate that it is capable of resisting a single load of 6,000 lb force applied horizontally in any directionto the barrier system.

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Conservatively, a factor of safety greater than 2 was used and the shield box model was evaluated by applyingindependently a point load of 12.5 kip at the exterior corner nodes of the shield box in each horizontal direction. Atypical loading is shown below.

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7.6 Load Combinations

The load combination from ASCE 7 2010 section 2.4 COMBINING NOMINAL LOADS USING ALLOWABLESTRESS DESIGN with exception that the reduction factor for seismic load will be conservatively used as 1.0

1. D2. D + L3. D + (Lr or S or R)4. D + 0.75L + 0.75(Lr or S or R)5. D + (0.6W or 0.7E)6a. D + 0.75L + 0.75(0.6W) + 0.75(Lr or S orR)6b. D + 0.75L + 0.75(0.7E) + 0.75S7. 0.6D + 0.6W8. 0.6D + 0.7E

Given that the Lr, and R loads are absent, seismic/wind load reduction factor is 1.0 and since LL is 125 psf and Sis 20 psf, Equation 2 envelopes Equations 3 and 4, the set of above combinations is reduced to the following

1. D2. D + L5. D + (W or E)6a. D + 0.75L + 0.75(W) + 0.75S6b. D + 0.75L + 0.75(E) + 0.75S7. 0.6D + W8. 0.6D + E

Using the fact that the 0.75(L+S) is less than L further simplification to the Equations 6a and 6b yields a set ofequations used in SAP2000 analysis.

1. D2. D + L5. D + (W or E)6a. D + L + 0.75(W)6b. D + L + 0.75(E)7. 0.6D + W8. 0.6D + E

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Rearranging and separating wind from earthquake yields:

1. D2. D + L3. D + Wx4. D - Wx5. D + Wy6. D - Wy7. D + L + 0.75(Wx)8. D + L - 0.75(Wx)9. D + L + 0.75(Wy)10. D + L - 0.75(Wy)11. 0.6D + Wx12. 0.6D - Wx13. 0.6D + Wy14. 0.6D - Wy15. D + E16. D + L + 0.75(E)17. 0.6D + E

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7.7 Stress evaluation of Splitter Box Components during operation.

This model - 054409.15.072-S-003A Appendix A - represents the Box founded on leveled and compacted soil.The Box is fully assembled. The walls, roof, manifold support plates and the floor plate are modeled as thin shells.The shells are manually meshed using mostly quadrilateral elements. The floor supporting beams and manifoldsupporting columns are modeled as frames. The columns have some degrees of freedom released at the top. Forcolumns without the shear pin all degrees of freedom except force in vertical direction are released. For columnswith the shear pin all moments are released. The floor beams are offset from the mid-plane of the floor. Thisoffset is filled with rigid links. The loads acting on the floor and manifold contain an additional 50 psf dead load toaccount for the weight of the piping and piping components. The mass is generated from dead loads.

7.7.1 L 2-1/2x2-1/2x1/4 - Manifold supporting columns.

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

Member "L2-1/2X2-1/2X1/4"

Variables in AISC data file

Sect "L2-1/2X2-1/2X1/4" Wt 4.1 plf A 1.19 in2

tan_α 1

d 2.5 in b 2.5 in t 0.25 in

kdes 0.5 in kdet 0.5 in x 0.711 in

y 0.711 in xp 0.238 in yp 0.238 in b_t 10

Ix 0.692 in4

Zx 0.695 in3

Sx 0.387 in3

rx 0.764 in

Iy 0.692 in4

Zy 0.695 in3

Sy 0.387 in3

ry 0.764 in

Iz 0.276 in4

rz 0.482 in Sz 0.274 in3

J 0.0261 in4

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Cw 0.0116 in6

ro 1.36 in

Piping Loads from pipe on top of manifold tables: Per Sections K-K and N-N from drawing H-14-111020, eachpipe is supported on top of two 2.5"x2.5"x1/2" angles. The pipe supports are located on the manifold tables asshown below.

Left Manifold Table Right Manifold Table

The pipe support loading will be modeled as a summation of the loads from the supports on top of each table tobe applied to a rigid massless cantilever member located at the center of the table. Each pipe support iscomprised of two 2-1/2"x2-1/2"x1/4" angles. The table itself is supported on four 2-1/2"x2-1/2"x1/4" angles,which will provide the enveloping evaluation for the angle members.

From Attachment A

Vertical for piping loads (enveloping values)

FX.left 500 lbf FY.left 565 lbf FZ.left 400 lbf

FX.right 250 lbf FY.right 250 lbf FZ.right 400 lbf

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Pipe loads modeled as LIVE loads.

Pipe CL is 7 inches above table surface,which has a center 10 7/16" above floor

From Appendix A, SAP2000 enveloped internal OPERATING forces are as follows:

Pd 0.74 kip V2d 0.31 kip V3d 0.32 kip

Td 0 kip in M2d 3.85 kip in M3d 3.74 kip in

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P Pd 0.74 kip

V2 V2d 0.31 kip Final loads on the manifold table legs derived bycombining the operating and the PIPE LOAD.

V3 V3d 0.32 kip

M3 M3d 3.74 kip in

M2 M2d 3.85 kip in

T Td 0 kip in

Mxb M3 3.74 kip in The maximum moment that is induced on the angle supportdue to the loading.

Myb M2 3.85 kip in

AISC 360-10, Section F10: Single Angles

Steel ASTM A36 E Est E 29000 ksi Fy fyA36 Fy 36 ksi Fu fuA36 Fu 58 ksi

Unsupported length L 8.9375 in

b 2.5 in The width of the member section

t 0.25 in The thickness of the member section

Sx 0.387 in3

Sy 0.387 in3

Elastic section modulus of the angle about the x- andy-axis. AISC 14th.

La L 8.94 in The laterally unbraced length of the angle.

Fa P 0.74 kip The load acting on the center of the span.

Cb 1.0 The lateral-torsional buckling modification factor. AISC 14th,Section F1, pg. 16.1-46

Mxy Sx Fy 13.93 kip in The yield moment of the angle bent about x axis.

Myy Sy Fy 13.93 kip in The yield moment of the angle bent about y axis.

Mxn_y 1.5 Mxy 20.9 kip in The nominal flexural strength (X) of the angle (Yielding).AISC 14th, Eq. F10-1

Myn_y 1.5 Myy 20.9 kip in The nominal flexural strength (Y) of the angle (Yielding).AISC 14th, Eq. F10-1

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Conservatively apply the bending load per AISC, Eq. F10-6a with the compression at the toe.

Me

0.66 E b4

t Cb

La2

1 0.78La t

b2

2

1

The elastic lateral-torsional buckling moment with maximum compressionat the toe. AISC 14th, Equation F10-6aMe 113.86 kip in

The actual span-to-depth ratio of the angle. AISC 2011, pg. 16.1-62, UserNotestdract

La

b3.57

The limiting span-to-depth ratio of the angle to use Mn = My. AISC 214th, pg. 16.1-62, User Note.stdrlim

1.64 EFy

t

b

2

1.4Fy

E 120.08

Mxn_ltb 0.920.17 Me

Mxy

Me Me Mxy stdract stdrlimif

min 1.92 1.17Mxy

Me

Mxy 1.5 Mxy

Me Mxyif

Mxy otherwise

Mxn_ltb 20.9 kip in The nominal flexural strength of the angle bent about X axis(Lateral-Torsional Buckling). AISC 14th, Equations F10-2, F10-3, andUser Note on pg. 16.1-62

Myn_ltb 0.920.17 Me

Myy

Me Me Myy stdract stdrlimif

min 1.92 1.17Myy

Me

Myy 1.5 Myy

Me Myyif

Myy otherwise

Myn_ltb 20.9 kip in The nominal flexural strength of the angle bent about y axis(Lateral-Torsional Buckling). AISC 2011, Equations F10-2, F10-3, andUser Note on pg. 16.1-62.

c_nc_s "The angle is compact."b

t0.54

E

Fyif

"The angle is noncompact."b

t0.54

E

Fy

b

t0.91

E

Fyif

"The angle is slender." otherwise

b

t10

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c_nc_s "The angle is compact." Check to determine if the angle is compact, non compact, or slender.AISC 14th, Table B4.1b, pg. 16.1-17

Mxn_llb min Mxn_y Mxn_ltb b

t0.54

E

Fyif

Fy 0.8 Sx 2.43 1.72b

t

Fy

E

b

t0.54

E

Fy

b

t0.91

E

Fyif

0.71 E

b

t

20.8 Sx otherwise

Mxn_llb 20.9 kip in The nominal flexural strength of the angle bent about x axis (Leg LocalBuckling). AISC 14th, Equations F10-7, F10-8, and F10-9

Mxn min Mxn_y Mxn_ltb Mxn_llb

Mxn 20.9 kip in The nominal flexural strength of the angle bent about x axis. AISC2011, Section F10

Ωbc 1.67 The ASD reduction factor. AISC 14th, Section F1, pg. 16.1-46

MxnΩ

Mxn

Ωbc12.51 kip in Available flexural strength of L2-1/2x2-1/2x1/4 bent about x axis. AISC

14th.

Myn_llb min Myn_y Myn_ltb b

t0.54

E

Fyif

Fy 0.8 Sy 2.43 1.72b

t

Fy

E

b

t0.54

E

Fy

b

t0.91

E

Fyif

0.71 E

b

t

20.8 Sy otherwise

Myn_llb 20.9 kip in The nominal flexural strength of the angle bent about y axis (Leg LocalBuckling). AISC 14th, Equations F10-7, F10-8, and F10-9

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Myn min Myn_y Myn_ltb Myn_llb

Myn 20.9 kip in The nominal flexural strength of the angle bent about y axis. AISC14th, Section F10

MynΩ

Myn

Ωbc12.51 kip in Available flexural strength of L2-1/2x2-1/2x1/4 bent about y axis. AISC

14th.

Pmax Fa 0.74 kip The maximum column force on the angle due to the loading.

Ωc 1.67 ASD reduction factor for members in compression. AISC 14th,Section E1.

Ag A 1.19 in2

Gross area for L2-1/2x2-1/2x1/4 AISC 14th,

K 2.1 The effective length factor. AISC 14th, Table C-A-7.1

L 8.94 in The laterally unbraced length of theColumn.

rx 0.76 in rz 0.48 in Radii of gyration for L2-1/2x2-1/2x1/4. AISC 2011,

K Lrz

38.94 The slenderness ratio KL/r should not exceed 200; Therefore,OK.

Feπ

2E

K Lrz

2 Fe 188.76 ksi Elastic critical buckling stress. AISC 14th, Equation E3-4

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Fcr 0.658

Fy

Fe

Fy

K Lrz

4.71E

Fyif

0.877 Fe otherwise

The flexural buckling stress. AISC 2011, Section E3

Fcr 33.24 ksi

PnΩ

Fcr Ag Ωc

PnΩ 23.68 kip Available compressive strength of L2-1/2x2-1/2x1/4.AISC 14th, Section E3

Check Combined Flexure and Axial Force Interaction equation for angle bent about geometric axes.

fbx

Mxb

Sx9.66 ksi fby

Myb

Sy9.95 ksi fa

Pmax

Ag0.62 ksi

Fbx

MxnΩ

Sx32.34 ksi Fby

MynΩ

Sy32.34 ksi Fa

PnΩ

Ag19.9 ksi

The DCR for members subject tocombined flexure about geometric axes.DCRangle.geom.operating

fa

Fa

fbx

Fbx

fby

Fby

0.64

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Evaluate section for the bending about principal axes.

α atan tan_α( ) 45 deg

Mz Mxb cos α( ) Myb sin α( ) 5.37 kip in

Mw Mxb sin α( ) Myb cos α( ) 0.08 kip in

Iz 0.276 in4

Iw Ix Iy Iz 1.11 in4

b 2.5 in x 0.71 in y 0.71 in

cz_max max y sin α( ) x cos α( ) d y( )sin α( ) x cos α( ) b x( )cos α( ) y sin α( )[ ] 1.01 in

cw_max max b x( )sin α( ) y cos α( ) d y( )cos α( ) x sin α( )[ ] 1.77 in

Sz

Iz

cz_max Sz 0.274 in

3 Sw

Iw

cw_max Sw 0.627 in

3

Mzy Sz Fy 9.88 kip in The yield moment of the angle bent about z axis.

Mwy Sw Fy 22.56 kip in The yield moment of the angle bent about w axis.

Mzn_y 1.5 Mzy 14.82 kip in The nominal flexural strength (Z) of the angle (Yielding). AISC 14th,Eq. F10-1

Mwn_y 1.5 Mwy 33.85 kip in The nominal flexural strength (W) of the angle (Yielding). AISC 14th,Eq. F10-1

Mzn_ltb 0.920.17 Me

Mzy

Me Me Mzy stdract stdrlimif

min 1.92 1.17Mzy

Me

Mzy 1.5 Mzy

Me Mzyif

Mzy otherwise

Mzn_ltb 14.82 kip in The nominal flexural strength of the angle bent about z axis(Lateral-Torsional Buckling). AISC 2011, Equations F10-2, F10-3, andUser Note on pg. 16.1-60.

Mwn_ltb 0.920.17 Me

Mwy

Mwy Me Mwy stdract stdrlimif

min 1.92 1.17Mwy

Me

Mwy 1.5 Mwy

Me Mwyif

Mwy otherwise

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Mwn_ltb 31.57 kip in The nominal flexural strength of the angle bent about w axis(Lateral-Torsional Buckling). AISC 2011, Equations F10-2, F10-3, andUser Note on pg. 16.1-60.

Mzn_llb min Mzn_y Mzn_ltb b

t0.54

E

Fyif

Fy 0.8 Sz 2.43 1.72b

t

Fy

E

b

t0.54

E

Fy

b

t0.91

E

Fyif

0.71 E

b

t

20.8 Sz otherwise

Mzn_llb 14.82 kip in The nominal flexural strength of the angle bent about x axis (Leg LocalBuckling). AISC 2011, Equations F10-7, F10-8, and F10-9

Mzn min Mzn_y Mzn_ltb Mzn_llb

Mzn 14.82 kip in The nominal flexural strength of the angle bent about x axis. AISC 2011,Section F10

Ωbc 1.67 The ASD reduction factor. AISC 2011, Section F1, pg. 16.1-46.

MznΩ

Mzn

Ωbc8.88 kip in Available flexural strength of L2-1/2x2-1/2x1/4 bent about x axis. AISC

2011.

Mwn_llb min Mwn_y Mwn_ltb b

t0.54

E

Fyif

Fy 0.8 Sw 2.43 1.72b

t

Fy

E

b

t0.54

E

Fy

b

t0.91

E

Fyif

0.71 E

b

t

20.8 Sw otherwise

Mwn_llb 31.57 kip in The nominal flexural strength of the angle bent about y axis (Leg LocalBuckling). AISC 2011, Equations F10-7, F10-8, and F10-9

Mwn min Mwn_y Mwn_ltb Mwn_llb

Mwn 31.57 kip in The nominal flexural strength of the angle bent about y axis. AISC 2011,Section F10.

MwnΩ

Mwn

Ωbc18.9 kip in Available flexural strength of L2-1/2x2-1/2x1/4 bent about y axis.

AISC 2011.

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fbz Mz

cz_max

Iz 19.55 ksi fbw Mw

cw_max

Iw 0.1241 ksi fa

Pmax

Ag0.62 ksi

Fbz MznΩ

cz_max

Iz 32.34 ksi Fbw MwnΩ

cw_max

Iw 30.16 ksi Fa

PnΩ

Ag19.9 ksi

Check Combined Flexure and Axial Force Interaction equation for angle bent about principal axes.

The DCR for members subject to combinedflexure and axial force is less than 1.0; Therefore,OK. AISC 2011, Section H2.

DCRangle.princ.operating

fa

Fa

fbz

Fbz

fbw

Fbw

0.63

Evaluate section for the shear.

Vmax V3 2V2 2

0.45 kip The maximum shear load on the angle conservatively usingSRSS method.

Ωv 1.67 ASD reduction factor for shear. AISC 14th, Chapter G

Aw b t 0.625 in2

The gross area of the member. AISC 14th, Section G4

kv 1.2 The shear coefficient. AISC 14th, Chapter G4

h_tw b_t 10 The shear coefficient. AISC 2011, Chapter G4

Cv 1 h_tw 1.1kv E

Fyif

1.1

h_tw

kv E

Fy 1.1

kv E

Fyh_tw 1.37

kv E

Fyif

1.51 kv E

h_tw2

Fyotherwise

The shear coefficient. AISC2011,Chapter G4 formulas G2-3,G2-4 and G2-5

Cv 1

Vn 0.6 Fy Aw Cv 13 kip The nominal shear strength of the member. AISC 2011, Equations G2-1

VnΩ

Vn

Ωv8.08 kip The design shear strength of the member. AISC 2011, Section G

The DCR formemberssubject to shearis less than 1.0;Therefore, OK.AISC 2011,Section G.

DCRangle.shear.operating

Vmax

VnΩ

0.06

DCRangle max DCRangle.geom.operating DCRangle.princ.operating DCRangle.shear.operating 0.64

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7.7.2 HSS8X6X1/2 - floor beams. A500, Gr B:

Fy.A500 46 ksi Yield strength of A500 Gr. B HSS,

Fu.A500 58 ksi Ultimate strength of A500 Gr. B HSS,

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

Member "HSS8X6X1/2"

Variables in data file

Sect "HSS8X6X1/2" Wt 42.05 plf A 11.60 in2

Ht 8 in b 6 in tnom 0.5 in

tdes 0.465 in b_t 9.90 Ht_t 14.2

Ix 98.2 in4

Zx 30.5 in3

Sx 24.6 in3

rx 2.91 in

Iy 62.5 in4

Zy 24.9 in3

Sy 20.8 in3

ry 2.32 in

J 127 in4

C 38.4 in3

SAP2000 enveloped internal forces are as follows:

PM1.HSS.7.11.1 3.52 kip My.M1.HSS 14.04 kip in Weak axis bending

Vz.M1.HSS 0.64 kip Mz.M1.HSS 4.59 kip in Strong axis bending

Mx.M1.HSS.7.11.1 2.18 kip in TorsionVy.M1.HSS 1.90 kip

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To provide enveloping evaluation loads for this condition, and others, use the following values:

PM1.HSS max PM1.HSS.7.11.1 3.80 kip 3.80 kip Axial

Mx.M1.HSS max Mx.M1.HSS.7.11.1 4.50 kip in 4.50 kip in Torsion

Lmem 12 in HSS8x6 is welded to shim plates every 12" which in turn are welded to floor diaphragm.

Nominal strength for compression members. (AISC 14th Chapter E)

Ωc 1.67 ASD reduction factor for members in compression. AISC 14th,Section E1

Flexural Buckling - E-3

sidesway in both directions fixed at base

Kx K 2.1 Ky K 2.1 The effective length factor. AISC 14th,Table C-A-7.1

λcx

Kx Lmem

rx λcy

Ky Lmem

ry

λcx 8.66 λcy 10.86

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

λr 1.40E

Fy.A500 λr 35.15 check for nonslender/slender section - Table B4.1a Case 6.

b_t 9.9 Ht_t 14.2 HSS ratios for b/t and H/t

rb_t b_t b_t Ht_tif

Ht_t otherwise

rb_t 14.2 Maximum of width/thickness ratios

SECTION "NONSLENDER" rb_t λrif

"SLENDER" otherwise

SECTION "NONSLENDER" tube is nonslender in bothdirections

λcx 8.66 λcy 10.86 λc.HSS max λcx λcy 10.86 HSS kl/r ratios

Fe.HSSπ

2E

λc.HSS2

Fe.HSS 2425.9 ksi AISC 14th Eq E3-4

Qs 1.0 No unstiffened elements

f Fy.A500 46000psi User note pg 16.1-43

Fy.HSS Fy.A500 46000psi HSS yield stress, previously defined.

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4.71E

fyA500 118.26 kl/r limit

Fcr.HSS 0.658

Fy.HSS

EfyA500 λc.HSS 4.71

E

Fy.HSSif

0.877 Fe.HSS otherwise

AISC 14th Eq's E3-2 and E3-3

Fcr.HSS 45.97 ksi

Ag.HSS A Ag.HSS 11.6 in2

Pn.HSS Fcr.HSS Ag.HSS Pn.HSS 533.2 kip

Pc.HSS

Pn.HSS

Ωc Pc.HSS 319.3 kip

Nominal strength for Square and Rectangular HSS and Box-Shaped Members in flexure.(AISC 14th Chapter F-F7.)

Ωb 1.67 ASD reduction factor for members in bending AISC 14th,Section F1.

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

λp.HSS 1.12E

Fy.HSS λp.HSS 28.12 check for compact section - Table

B4.1b, Case 17

λr.HSS 1.40E

Fy.HSS λr.HSS 35.15 check for non-compact section - Table

B4.1b, Case 17

b_t 9.9 Ht_t 14.2 tube is compact in both directions

rb_t.HSS b_t b_t Ht_tif

Ht_t otherwise

rb_t.HSS 14.2

SECTION "COMPACT" rb_t.HSS λp.HSSif

"NONCOMPACT" λp.HSS rb_t.HSS λr.HSSif

"SLENDER" otherwise

SECTION "COMPACT"

SECTION "COMPACT" HSS is compact with respect to local buckling.

Check for compact section in bending. Major axis bending.

ZHSS.maj Zx 30.5 in3

Plastic modulus of HSS, strong axis

Mn.HSS.maj Fy.HSS ZHSS.maj 1403 kip in AISC 14th, Equation F7-1

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and Analysis.



Mc.HSS.maj

Mn.HSS.maj

Ωb840.12 kip in Factored strong axis bending capacity of HSS

Similarly for the weak axis moment My

ZHSS.minor Zy 24.9 in3

Plastic modulus of HSS, weak axis

Mn.HSS.minor Fy.HSS ZHSS.minor 1145.4 kip in AISC 14th, Equation F7-1

Mc.HSS.minor

Mn.HSS.minor

Ωb685.9 kip in Factored weak axis bending capacity of HSS

Nominal strength for hollow rectangular members in shear. (AISC 14th Edition Chapter G-G5.)

The nominal shear strength, Vn, of rectangular HSS and box members shall be determined using the provisions ofSection G2.1 with Aw = 2ht where h for the width resisting the shear force shall be taken as the clear distance

between the flanges less the inside corner radius on each side and tw = tdes and kv = 5. If the corner radius is not

known, h shall be taken as the corresponding outside dimension minus three times the thickness.

hv.HSS Ht 3 tdes Awx.HSS 2 hv.HSS tdes 6.14 in2

bv.HSS b 3 tdes Awy.HSS 2 bv.HSS tdes 4.28 in2

kv.HSS 5

Based on AISC 14th Eq's G2-3, G2-4 and G2-5

λv.HSS

kv.HSS E

Fy.HSS56.14

Cvx.HSS 1bv.HSS

tdes1.10 λv.HSS if

tdes

bv.HSS1.10

kv.HSS E

Fy.HSS 1.10 λv.HSS

bv.HSS

tdes 1.37 λv.HSSif

1.51 E kv.HSS

Fy.HSS

tdes

bv.HSS

2

otherwise

Cvx.HSS 1.0

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and Analysis.



Cvy.HSS 1hv.HSS

tdes1.10 λv.HSS if

tdes

hv.HSS1.10

kv.HSS E

Fy.HSS 1.10 λv.HSS

hv.HSS

tdes 1.37 λv.HSSif

1.51 E kv.HSS

Fy.HSS

tdes

hv.HSS

2

otherwise

Cvy.HSS 1.0

The nominal shear strength, Vn, of unstiffened or stiffened webs, according to the limit states of shear yielding

and shear buckling AISC 2011 Eq. G2-1, is:

Ωv 1.67 ASD reduction factor for members in shear AISC 14th, Section G1

Vnx.HSS 0.6 Fy.HSS Awx.HSS Cvx.HSS 169.5 kip

Vny.HSS 0.6 Fy.HSS Awy.HSS Cvy.HSS 118.2 kip

Vcx.HSS

Vnx.HSS

Ωv101.5 kip Factored allowable shear load for HSS strong axis.

Vcy.HSS

Vny.HSS

Ωv70.8 kip Factored allowable shear load for HSS weak axis.

Torsional Strength of Round and Rectangular HSS (AISC 14th Edition Chapter H-H3.)

h_tHSS maxbv.HSS

tdes

hv.HSS

tdes

14.2

AISC 14th Eq's H3-3, H3-4 and H3-5

Fcr.HSS.tor 0.6 Fy.HSS h_tHSS 2.45E

Fy.HSSif

0.6 Fy.HSS 2.45E

Fy.HSS

1

h_tHSS 2.45

E

Fy.HSS h_tHSS 3.07

E

Fy.HSSif

0.458 π2

E h_tHSS2

otherwise

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and Analysis.



Fcr.HSS.tor 27.6 ksi

The nominal torsional strength, Tn, according to the limit states of torsional yielding and torsional buckling is:

CHSS C 38.4 in3

HSS torsional constant. previously defined.

Tn.HSS Fcr.HSS.tor CHSS 1059.8 kip in AISC 14th Eq. H3-1

The allowable torsional strength, Tn/ΩT , for round and rectangular HSS shall be determined as follows:

ΩT 1.67 ASD reduction factor for members in torsion AISC 14th, Section H3.1.

Tc.HSS

Tn.HSS

ΩT634.6 kip in Factored allowable torsion on HSS

HSS Subject to Combined Torsion, Shear, Flexure and Axial Force (AISC 14th Chapter H-H3-2.)

Pr.HSS PM1.HSS 3.80 kip Mrx.HSS Mz.M1.HSS 4.59 kip in Mry.HSS My.M1.HSS 14.04 kip in

Vrx.HSS Vy.M1.HSS 1.9 kip Vry.HSS Vz.M1.HSS 0.64 kip Tr.HSS Mx.M1.HSS 4.5 kip in

AISC 14thEq. H3-6DCRHSS

Pr.HSS

Pc.HSS

Mrx.HSS

Mc.HSS.maj

Mry.HSS

Mc.HSS.minor

Vrx.HSS

Vcx.HSS

Vry.HSS

Vcy.HSS

Tr.HSS

Tc.HSS

2

0.04

The DCR for members subject tocombined torsion, shear, flexure andaxial force is less than 1.0; Therefore,OK. AISC 2011, Section H.

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and Analysis.



7.7.3 1/2" floor plate.

The maximum stress occurs in the element 9848 and node 595 due to Combination 16.

sflr.plate_operating 9.95 ksi

Steel ASTMA36

E Est 29000 ksi

FyA36 fyA36 36 ksi

FuA36 fuA36 58 ksi

tpl_fl 0.5 in

Ωb 1.67 ASD capacity reduction factor.

bunit 1 in

elastic sectionmodulus of the floorplate (unit width)

plastic sectionmodulus of thefloor plate (unitwidth)

Sflr.plate

bunit tpl_fl2

60.04 in

3 Zflr.plate

bunit tpl_fl2

40.06 in

3

νflr.plate

Zflr.plate

Sflr.plate1.5 shape factor

The DCR for floor plate memberssubject to combined torsion, shear,flexure and axial force is less than 1.0;Therefore, OK. AISC 14th.

DCRflr.plate_operating

Ωb sflr.plate_operating

νflr.plate fyA36 0.31

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and Analysis.



7.7.4 4" roof and wall plates.

The maximum Von Mises stress occurs in the element 4034 and node 204 due to CombinationIMP31 - ESB-I-NORTH.

swall.plate_operating 1.71 ksi

Steel ASTM A36 E 29000 ksi

FyA36 36 ksi

FuA36 58 ksi

tpl_wall 4.0 in


bunit 1 in

plastic sectionmodulus of thefloor plate (unitwidth)

elastic sectionmodulus of the floorplate (unit width)

Swall.plate

bunit tpl_wall2

62.67 in

3 Zwall.plate

bunit tpl_wall2

44 in

3

νwall.plate

Zwall.plate

Swall.plate1.5 shape factor

The DCR for the wall and roofmembers subject to combined torsion,shear, flexure and axial force is lessthan 1.0; Therefore, OK. AISC 14th.

DCRwall.plate_operating

Ωb swall.plate_operating

νwall.plate fyA36 0.05

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and Analysis.



7.7.5 1" manifold plates.

The maximum Von Mises stress occurs in the element 720 and node 1231 due to Combination 16

smanf.plate 3.69 ksi

Steel ASTMA36

E 29000 ksi

FyA36 36 ksi

FuA36 58 ksi

tpl_manf 1 in


bunit 1 in

Smanf.plate

bunit tpl_manf2

60.17 in

3 elastic section modulus of the manifold plate (unit width)

plastic section modulus of the manifold plate (unit width)Zmanf.plate

bunit tpl_manf2

40.25 in

3

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and Analysis.



νmanf.plate

Zmanf.plate

Smanf.plate1.5 shape factor

The DCR for the manifold platemembers subject to combined torsion,shear, flexure and axial force is lessthan 1.0; Therefore, OK. AISC 14th.

DCRmanf.plate.operating

Ωb smanf.plate

νmanf.plate fyA36 0.11

7.7.6 Evaluation of weld between manifold support legs and floor plate. The enveloping loads and loadcases are shown below. Loads are enveloping of both ends of leg. Same loads as Section 7.7.1.

Pleg 0.74 kip V2leg 0.31 kip V3leg 0.32 kip

Tleg 0 kip in M2leg 3.85 kip in M3leg 3.74 kip in

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and Analysis.



Weld Geometry:

bleg 2.3125 in Weld width, use average width of thetwo welds.

wact3

16in The actual weld size.

dleg 2.3125 in Weld length, use average length of thetwo welds.

FEXX 70000 psi Ultimate stress of theweld metal.

to account for all-around 3/16" fillet weld, increase to 3/8 wleg3

8in

d

b

V 3, M

3

V 3, M

3

V 2, M

2 V

2, M 2

P, T

Ref. H-14-110065, Sht. 13

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

Cx.leg

dleg2

2 bleg dleg 0.58 in The distance to the outer fiber in the x-direction.

(V2-V2)

Cy.leg

bleg2

2 bleg dleg 0.58 in The distance to the outer fiber in the y-direction.

(V3-V3)

Aw.leg bleg dleg Aw.leg 4.63 in The linear area of the weld.

The linear section modulusabout the x-axis. (V2-V2)Swx.leg min

4 bleg dleg dleg2

6

dleg2

4 bleg dleg

6 2 bleg dleg

1.49 in2

Swy.leg Swx.leg 1.49 in2

The linear section modulusabout the y-axis. (V3-V3)

Jw.leg

bleg dleg 46 bleg

2 dleg

2

12 bleg dleg 5.15 in

3 The linear polar moment of inertia.

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and Analysis.



Alin.leg.tens

Pleg

Aw.leg

M2leg

Swx.leg

M3leg

Swy.leg

5270lbf

in Linear weld tensile stress:

Alin.leg.shear

V2legAw.leg

2

Tleg Cy.leg

Jw.leg

2V3legAw.leg

2

Tleg Cx.leg

Jw.leg

2

193lbf

in

Alin.leg.res Alin.leg.tens 2Alin.leg.shear 2

5273lbf

in

Ru.leg

Alin.leg.res

0.707wleg Ru.leg 19.9 ksi Actual stress in the weld.

Ωweld 2.0 The safety factor for fillet welds.

The design strength of the weld per AISC 2011 TableJ2.5, Page 16.1-115.Rn 0.6 FEXX Rn 42 ksi

DCRleg

Ωweld Ru.leg

Rn DCRleg 0.95 The demand capacity ratio is < 1, therefore, OK

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and Analysis.



7.7.7 Evaluation of weld between floor beams and long box walls.

PHSSe 3.52 kip THSSe 0.75 kip in

V2HSSe 0.64 kip M2HSSe 14.04 kip in

V3HSSe 1.90 kip M3HSSe 4.59 kip in

d

b

V 3, M

3

V 3, M

3

V 2, M

2 V

2, M 2

P, T

Weld Geometry:

bHSSe 8 in Weld width.

dHSSe 6 in Weld length.

wHSSe3

16in Weld size. use uniform fillet weld size (bottom pass is slightly larger)

FEXX 70000psi Ultimate stress of the weld metal.

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and Analysis.




The distance from the Neutral Axis (NA) to the outerfiber in the x-direction. (V2-V2)CxHSSe

bHSSe

24 in

The distance from the Neutral Axis (NA) to the outerfiber in the y-direction. (V3-V3)CyHSSe

dHSSe

23 in

AwHSSe 2 bHSSe dHSSe 28 in The linear area of theweld.

SwxHSSe bHSSe dHSSe dHSSe

2

3 The linear section modulus about the x-axis. (V2-V2)

SwyHSSe bHSSe dHSSe bHSSe

2

3 The linear section modulus about the y-axis. (V3-V3)

JwHSSe

bHSSe dHSSe 3

6 The linear polar moment of

inertia.

Alin.HSSe.tens

PHSSe

AwHSSe

M2HSSe

SwxHSSe

M3HSSe

SwyHSSe

426lbf


Linearshearstress

Alin.HSSe.shear

V2HSSe

2( ) bHSSe

THSSe CyHSSe

JwHSSe

2V3HSSe

2( ) dHSSe

THSSe CxHSSe

JwHSSe

2

171lbf

in

Alin.HSSe.res Alin.HSSe.tens 2Alin.HSSe.shear 2

459lbf

in Linear resultant stress

RuHSSe

Alin.HSSe.res

0.707wHSSe3.46 ksi Actual stress in the weld.


The design strength of the weld per AISC 2011 TableJ2.5, Page 16.1-115.Rn.weld 0.6 FEXX 42000psi

DCRHSSe

Ωweld RuHSSe

Rn.weld0.16 The demand capacity ratio is < 1, therefore, OK

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and Analysis.



7.7.8 Evaluation of weld between walls of the box and the floor plate - ref. H-14-110065 Sht. 7.

The joint coordinate system is aligned with global coordinate system, therefore weld internal forces for long wallsand short walls have to be examined separately.

Local 1 = RED = Global X

Local 2 = GREEN = Global Y

Local 3 = BLUE = Global ZLong walls: floor shells along the X axis

Weld Geometry for Evaluation

PlwF2 600 lbf V2lwF3 50 lbf V3lwF1 230 lbfForces aligned with welds forlong wall

TlwM2.7.11.8 30 in lbf M2lwM3 30 in lbf M3lwM1 180 in lbf


TlwM2 max TlwM2.7.11.8 100 in lbf 100 in lbf

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and Analysis.



Short walls along Y axis:

Local 1 = RED = Global X

Local 2 = GREEN = Global Y

Local 3 = BLUE = Global Z

Floor shells along Y axis

PswF1 330 lbf V2swF3.7.11.8 50 lbf V3swF2 130 lbfForces aligned with weldsfor short wall

TswM1.7.11.8 40 in lbf M2swM3 10 in lbf M3swM2.7.11.8 160 in lbf


V2swF3 max V2swF3.7.11.8 200 lbf 200 lbf

TswM1 max TswM1.7.11.8 0.20 kip in 0.20 kip in

M3swM2 max M3swM2.7.11.8 0.80 kip in 0.80 kip in

Pfloor max PlwF2 PswF1 600 lbf

V2floor max V2lwF3 V2swF3 200 lbf 200 lbf

V3floor max V3lwF1 V3swF2 230 lbf Enveloping operating loads

Tfloor max TlwM2 TswM1 200 in lbf

M2floor max M2lwM3 M2swM3 30 in lbf

M3floor max M3lwM1 M3swM2 350 in lbf 800 in lbf

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and Analysis.



d

b

V 3, M

3

V 3, M

3

V 2, M

2 V

2, M 2

P, T

Weld Geometry.

bfloor 0.5 in The width of the weld.

dfloor 3 in The length of the weld.

wfloor3




Cxfloor

bfloor

20.25 in The distance to the outer fiber in the x-direction. (V2-V2)

The distance to the outer fiber in the y-direction. (V3-V3)Cyfloor

dfloor

2

Awfloor 2 dfloor 6 in The linear area of the weld.

Swxfloor

dfloor2

33 in


Swyfloor bfloor dfloor 1.5 in2

The linear section modulus about the y-axis. (V3-V3)

Jwfloor

dfloor 3 bfloor 2 dfloor

2

64.87 in


Alin.floor.tens

Pfloor

Awfloor

M2floor

Swxfloor

M3floor

Swyfloor

643lbf


Alin.floor.shear

V2floor

Awfloor

Tfloor Cyfloor

Jwfloor

2V3floor

Awfloor

Tfloor Cxfloor

Jwfloor

2

107lbf

in Linear shear stress

Alin.floor.res Alin.floor.tens 2Alin.floor.shear 2

652lbf


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and Analysis.



Rufloor

Alin.floor.res

0.707wfloor4.92 ksi Actual stress in the weld.



DCRfloor

Ωweld Rufloor


7.7.9 Evaluation of weld between walls of the boxes - ref. H-14-110065 Sht. 7.

The wall plates are connected to each other at the corners with two parallel vertical welds. The external weld is apartial joint penetration (PJP) weld with effective throat of 0.5 in. Internal weld is 5/16 in fillet. For simplicityconservatively use external weld as 5/16 in fillet, located at the center of PJP. Conservatively include, forenveloping loads, the wall plate-to-top plate loads.

Weld geometry for evaluation

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and Analysis.



Areas noted as Wall Welds Vertical NS

Red = F1 local = Y global = P weld M1 local = T weld

Green = F2 local = Z global = V3 weld M2 local = M3 weld

Blue = F3 local = X global = V2 weld M3 local = M2 weld

PvertNS 5.23 kip TvertNS 0.13 kip in

V2vertNS 0.73 kip M2vertNS 2.45 kip in

V3vertNS 3.26 kip M3vertNS 2.83 kip in

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and Analysis.



Areas noted as Wall Welds Vertical EW

Red = F1 local = X global = P weld M1 local = T weld

Green = F2 local = Z global = V3 weld M2 local = M3 weld

Blue = F3 local = Y global = V2 weld M3 local = M2 weld

PvertEW 3.56 kip TvertEW 1.56 kip in

V2vertEW 0.71 kip M2vertEW 2.90 kip in

V3vertEW 3.47 kip M3vertEW 0.15 kip in

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and Analysis.



Areas noted as Wall Welds Horizontal EW

Weld geometry for evaluation

Red = F1 local = X global = V3 weld M1 local = M3 weld

Green = F2 local = Y global = V2 weld M2 local = M2 weld

Blue = F3 local = Z global = P weld M3 local = T weld

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and Analysis.



PhorizEW 0.60 kip ThorizEW 3.69 kip in

V2horizEW 5.22 kip M2horizEW 0.23 kip in

V3horizEW 3.24 kip M3horizEW 2.84 kip in

Areas noted as Wall Welds Horizontal NS

Red = F1 local = X global = V2 weld M1 local = M2 weld

Green = F2 local = Y global = V3 weld M2 local = M3 weld

Blue = F3 local = z global = P weld M3 local = T weld

Weld geometryfor evaluation

Plan View of Weld

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and Analysis.



PhorizNS 0.73 kip ThorizNS 2.96 kip in

V2horizNS 5.23 kip M2horizNS 0.15 kip in

V3horizNS 3.58 kip M3horizNS 2.83 kip in

Pwallweld max PvertNS PvertEW PhorizEW PhorizNS 5.23 kip

V2wallweld max V2vertNS V2vertEW V2horizEW V2horizNS 5.23 kip

V3wallweld max V3vertNS V3vertEW V3horizEW V3horizNS 3.58 kip

Twallweld max TvertNS TvertEW ThorizEW ThorizNS 3.69 kip in

M2wallweld max M2vertNS M2vertEW M2horizEW M2horizNS 2.90 kip in

M3wallweld max M3vertNS M3vertEW M3horizEW M3horizNS 2.84 kip in

d

b

V 3, M

3

V 3, M

3

V 2, M

2 V

2, M 2

P, T

Weld Geometry.

bwallweld 3.75 in The width of the weld.

dwallweld 3 in The length of the weld.

wwallweld5




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and Analysis.



Cx.wallweld

bwallweld

2 The distance to the outer fiber in the x-direction. (V2-V2)

The distance to the outer fiber in the y-direction. (V3-V3)Cy.wallweld

dwallweld

2

Aw.wallweld 2 dwallweld The linear area of the weld.

Swx.wallweld

dwallweld 2


Swy.wallweld bwallweld dwallweld The linear section modulus about the y-axis. (V3-V3)

Jw.wallweld

dwallweld 3 bwallweld 2 dwallweld 2


Alin.wallweld.tens

Pwallweld

Aw.wallweld

M2wallweld

Swx.wallweld

M3wallweld

Swy.wallweld

2091lbf


Alin.wallweld.shear

V2wallweld

Aw.wallweld

Twallweld Cy.wallweld

Jw.wallweld

2V3wallweld

Aw.wallweld

Twallweld Cx.wallweld

Jw.wallweld

2

1391lbf

in

Linear shear stress

Alin.wallweld.res Alin.wallweld.tens 2Alin.wallweld.shear 2

2511lbf


Ru.wallweld

Alin.wallweld.res

0.707wwallweld11.37 ksi Actual stress in the weld.



DCRwallweld

Ωweld Ru.wallweld


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and Analysis.



7.7.10 Evaluation of bolted connection between roof plate and walls.

The forces extracted from SAP2000 will be multiplied by tributary length (spacing between the bolts). In-planebending moment will be resolved into a couple spaced at half the thickness of the wall.

Bolts along long wall

Horizontal elements: 10869, 10929, 10925)Vertical elements: (7069, 7068, 7067, 702)

Red = local F1 = X global = along wall

Green = local F2 = Z global = vertical

Blue = local F3 = Y global = across wall

F3acrosslongwall 250 lbf M3alonglongwall 540 in lbf

F2vertlongwall 670 lbf M2vertlongwall 30 in lbf

F1alonglongwall 320 lbf M1acrosslongwall 1840 in lbf

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and Analysis.



Bolts Along Short Wall

Red = local F1 = Y global = along wall

Green = local F2 = Z global = vertical

Blue = local F3 = X global = across wall

Joint element forces.

F3acrossshortwall 200 lbf M3alongshortwall 300 in lbf

F2vertshortwall 190 lbf M2vertshortwall 1760 in lbf

F1alongshortwall 360 lbf M1acrossshortwall 10 in lbf

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and Analysis.



PwallboltsTens max F2vertlongwall F2vertshortwall 670 lbf

F3acrosswallbolts max F3acrosslongwall F3acrossshortwall 250 lbf

F1alongwallbolts max F1alonglongwall F1alongshortwall 360 lbf

Twallbolts max M2vertlongwall M2vertshortwall 1.76 kip in

M1acrosswallbolts max M1acrosslongwall M1acrossshortwall 1.84 kip in

M3alongwallbolts max M3alonglongwall M3alongshortwall 0.54 kip in

From drawing H-14-111020 Sheet 14

spabolt 19.25 in bnode 3 in twall 4 in

Amplification factor to convert the results from nodalforces to actual bolt spacingfamp

spabolt

bnode6.42

Pwallbolts famp PwallboltsTens

M1acrosswallbolts

twall

M3alongwallbolts spabolt

7.43 kip

Vacross_bolt famp F3acrosswallbolts

Twallbolts

spabolt

2.19 kip

Valong_bolt famp F1alongwallbolts 2.31 kip

Vwallbolts Vacross_bolt2

Valong_bolt2

0.53.18 kip

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Using 1 inch A307 Gr. B bolts the available strength is: (Use of ASTM A193 Gr. B7 is acceptable)

Ab1inch 0.785 in2

AISC 14th Table 7-1, pg 7-22.

FntA307 45 ksi AISC 14th Table J3.2, pg 16.1-120.

FnvA307 27 ksi AISC 14th Table J3.2, pg 16.1-120.

TnA307 17.7 kip AISC 14th Table 7-2, pg 7-23. Allowable ASD loading.

VnA307 10.6 kip AISC 14th Table 7-1, pg. 7-22, single shear. AllowableASD loading.

Ωbolts 2 AISC 14th Section J3.6, pg. 16.1-125.

frv.wallbolts

Vwallbolts

Ab1inch4.06 ksi Fv_allA307

FnvA307

Ωbolts13.5 ksi frv Fv_all

F'nt 1.3 FntA307 Ωbolts FntA307

FnvA307frv.wallbolts 44.98 ksi AISC 14th Eq J3-3b, pg. 16.1-125.

frt.wallbolts

Pwallbolts

Ab1inch9.47 ksi Ft_all

F'nt

Ωbolts22.49 ksi

DCRwallbolts

frt.wallbolts

Ft_all0.42 1.0, wall bolts are adequate.

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7.7.11 Overturning due to Wind and Seismic Loading (Non-grout Filled)

The Base Reactions for dead, seismic and wind loads from the model "003A" are:

Stabilizing moments can be extracted directly from the above table and are:

M_stx 3108.14 kip in M_sty 4479.13 kip in

μsoil 0.5 Friction coefficient is from Table 10-2 Shannon [1994]

Sliding resisting force

Fz_dwt 75.34 kip Rsld μsoil Fz_dwt 37.67 kip

Overturning and sliding due to Wind Loading

M_owx 32.75 kip in M_owy 24.49 kip in Pw_sld 1.68 kip

DCRsliding maxM_owx

M_stx

M_owy

M_sty

Pw_sld

Rsld

0.04

Overturning and sliding due to Seismic Loading

M_osx 792.16 kip in M_osy 914.75 kip in Pe_sld 14.80 kip

DCRseismic maxM_osx

M_stx

M_osy

M_sty

Pe_sld

Rsld

0.39

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7.7.12 Design of the Connections of the Shield Boxes to the Splitter Box.

The 3 shield boxes each have one opening. The area joint forces for the shield box elements closest to the mainbox will be used. These elements are oriented in both the vertical and horizontal directions. As such, the localaxes are different and will be converted to global forces.

BOLT GEOMETRY

CGbolt_vert2 bolts( ) 4 16.25( ) in 5 bolts( ) 29.5( ) in

9 bolts20.89 in

South Shield Box

Horiz elements along top of south box.

Global axis

Local Axes

Red = local F1 = X global

Green = local F2 = Y global

Blue = local F3 = Z global (vertical)

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Red = local F1 = Y global

Green = local F2 = Z global (vertical)

Blue = local F3 = X global

The connection bolts were initially evaluated using an enveloping of the worst case loads for all elements. Thiswas found to be too conservative and resulted in a DCR > 1.0.

The following is the evaluation of the connection bolts on a load case by load case basis. The resultingevaluation is contained in Appendix A.

A portion of the evaluation from Appendix A is shown below.

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The loads were extracted from the model and grouped according to the load case.

A summary of these loads was then determined.

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BOLT GEOMETRY - South Shield Box

FX.SOUTH.conn 1.97 kip MX.SOUTH.conn 56.55 kip inLoads are from load caseIMP1 only. They are usedto demonstrate spreadsheetevaluation of bolts.

FY.SOUTH.conn 3.81 kip MY.SOUTH.conn 133.53 kip in

FZ.SOUTH.conn 4.87 kip MZ.SOUTH.conn 117.1 kip in

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fv.FX.south

FX.SOUTH.conn

9 bolts0.22

kip

bolt shear load due to FX

ft.FY.south

FY.SOUTH.conn

9 bolts0.42

kip

bolt tensile load due to FY

fv.FZ.south

FZ.SOUTH.conn

9 bolts0.54

kip

bolt shear load due to FZ

Conservatively assume rotation about top row of bolts for MX.

ft.MX.south

MX.SOUTH.conn 25.5 in( )

2 bolts( ) 25.5 in( )2

2 bolts( ) 13.25 in( )2

0.87 kip tensile load due to MX

Jconn.bolts 6 bolts( ) 39 in( )2

2 bolts( ) 19.5 in( )2

2 bolts( ) CGbolt_vert 4 in 2

2 bolts( ) CGbolt_vert 16.25 in 2 5 bolts( ) CGbolt_vert 29.5 in 2

Jconn.bolts 10870.76 bolt in2

torsional resistance of bolt pattern

fvX.MY.south

MY.SOUTH.conn max CGbolt_vert 4 in 29.5 in CGbolt_vert

Jconn.bolts0.21 kip

shear load in X direction due to MY.

fvZ.MY.south

MY.SOUTH.conn 39 in( )

Jconn.bolts0.48 kip shear load in Z direction due to MY.

Assume rotation for MZ about end row of bolts.

ft.MZ.south

MZ.SOUTH.conn 78 in( )

3 bolts( ) 78 in( )2

1 bolt( ) 19.5 3( ) in[ ]2

1 bolt( ) 19.5 2( ) in[ ]2

1 bolt( ) 19.5 1( ) in[ ]2

0.39

kip

bolt tensile load due to MZ

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RESULTING BOLT LOADS

ft.SOUTH ft.FY.south ft.MX.south ft.MZ.south 1.68 kip resulting tensile load

fv.SOUTH fv.FX.south fvX.MY.south 2fv.FZ.south fvZ.MY.south 2

1.11 kip resultingshear load

Spreadsheet evaluation

BOLT EVALUATION

Using 3/4 inch A307 Gr. B bolts, the available strength is from (AISC [14th], Table J3.2 ):

(Use of ASTM A193 Gr. B7 is acceptable)

Ab.75 0.442 in2

Fnt.A307 45 ksi Fnv.A307 27 ksi Ωbolts 2

frv.south

fv.SOUTH

Ab.752.50 ksi Fv_all.A307

Fnv.A307

Ωbolts13.5 ksi frv Fv_all

F'nt.south min Fnt.A307 1.3 Fnt.A307Ωbolts Fnt.A307

Fnv.A307frv.south

45 ksi

ASD evaluation perJ3-3b and J3-2, AISC14th,frt.south

ft.SOUTH

Ab.753.81 ksi Ft_all.south

F'nt.south

Ωbolts22.5 ksi

DCRconn.bolts.south maxfrt.south

Ft_all.south

frv.south

Fv_all.A307

0.19

Spreadsheet evaluation.

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SUMMARY - South Shield Box Connection Bolts DCRs

All DCR ratios are less than 1.0, bolts are OK.

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West Shield Box

Horiz elements along top of south box.

Local Axes Global axis




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Vertical elements along sides of west box.

Local Axes Global axis




BOLT GEOMETRY - West Shield Box

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SUMMARY - West Shield Box Connection Bolts DCRs

All DCR ratios are less than 1.0, bolts are OK.

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Check connection plate for bending

ft.max 4.84 kip

twall 4 in bplate 8.5 in edge 2 in

bpl bplate twall edge 2.5 in Conservative placement of load for determining bendinglength of plate.

t'pl 0.5 in Plate thickness, Item 33 drawingH-14-111020, sheets 1 and 15.

beff19.5

2in Use effective width of plate of approximately

1/2 of bolt spacing which is 19.5 in.

Strength of the plate is:

Ωb 1.67 ASD bending strength factor

Zpl

beff t'pl2

40.61 in

3

Mn fyA36 Zpl 21937.5 in lbf

DCRconn.plate

Ωb ft.max bpl

Mn0.92 < 1.0, OK

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7.8 Determine the Structural Adequacy of the Splitter Box when filled with grout

The Splitter Box components housing the supernate/slurry manifold assemblies are ultimately filled with grout.This load is defined as a static load on the Box wall and a gravity load on the Box floor. This condition isevaluated in SAP2000 model 054409.15.072-S-003B .The base plate is considered to be flat; there is noconsideration of the slope of the base plate. The model input/output files are contained in Appendix B.

γgrout 115 pcf

floor_load γgrout 34.3 in( ) 328.71 psf

Use 330 psf for the grout floor load.

7.8.1 HSS8X6X1/2 - floor beams.

The enveloped HSS forces and moments are summarized below. These values are all less than theoperating condition evaluated in Section 7.7.2. The HSS are OK for the grout filled condition.

Grouted Model

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The maximum Von Mises stress occurs in the element 9795 and node 946 due to Combination SelfWeight + Grout.

sflr.plate_grout 11.56 ksi

The DCR for floor plate memberssubject to combined torsion, shear,flexure and axial force is less than 1.0;Therefore, OK. AISC 14th.

DCRflr.plate_grout

Ωb sflr.plate_grout

νflr.plate fyA36 0.36

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The maximum Von Mises stress occurs in the element 6374 due to Combination Self Weight+Grout. Theenveloped 4" plates forces and moments are summarized below. These values are all less than theoperating condition of Section 7.7.4. The 4" plates are OK for the grout filled condition.

7.8.4 Evaluation of the weld between floor beams and long box walls.

The enveloped HSS weld forces and moments are summarized below. These values are all less than theoperating condition evaluated in Section 7.7.7. The HSS welds are OK for the grout filled condition.

Grouted Model

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7.8.5 Evaluation of weld between walls of the box and the floor plate.

The enveloped floor plate weld forces and moments are summarized below. These values are all less thanthe operating condition evaluated in Section 7.7.8. The floor plate welds are OK for the grout filledcondition.

Long walls: floor shells along the X axis - Grout Loads

Short walls: floor shells along the Y axis - Grout Loads

7.8.6 Evaluation of weld between walls of the box.

The enveloped wall weld forces and moments are summarized below. These values are all less thanthe operating condition evaluated in Section 7.7.9. The wall welds are OK for the grout filledcondition.


GROUT loading

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7.9 Determine the Structural Adequacy of the Splitter Box during rigging.

The model for this case, 003C, is similar to the Model B with soil springs removed, and slings, spreaderbeam and restraint representing the crane hook being added. Four lateral restraints were added at theconnection of the sling to the Box body to establish lateral stability. The input/output information is providedin Appendix C.

Due to high volume of the grout required to fill the box for final disposal, it is assumed that the box will befirst hauled to the burial place and then filled with grout. Previous section addresses soil bearing stress inthis condition.

Per RPP-8360-06 Weight Contingency Factor and Dynamic Lifting Force Factor will be applied to the deadloadof the model.

Weight ContingencyFactor

Fweight.contingency 1.05 Dynamic LiftingForce

Fdlf 1.25

DynamicLiftFactor Fweight.contingency Fdlf 1.313

7.9.1 HSS8X6X1/2 - floor beams.

The enveloped HSS forces and moments are summarized below. These values are all less than the operatingcondition evaluated in Section 7.7.2. The HSS are OK for the lifted condition.

Lifted Model

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The maximum Von Mises stress occurs in the element 2529 due to the lifted Combination SelfWeight * 1.313. The enveloped 1/2" plates forces and moments are summarized below. Thesevalues are all less than the grouted condition evaluated in Section 7.8.2. The 1/2" plates are OK forthe lifted condition.


The maximum Von Mises stress occurs in the element 7132 due to the lifted Combination SelfWeight * 1.313. The enveloped 4" plates forces and moments are summarized below.

swall.plate_lifted 3.02 ksi

Steel ASTMA36

E 29000 ksi

FyA36 36 ksi

FuA36 58 ksi

tpl_wall 4.0 in

Ωb 1.67 ASD capacityreduction factor.

bunit 1 in

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plastic sectionmodulus of theroof or wall plates(unit width).From Section7.7.4

elastic sectionmodulus of the roof orwall plates (unitwidth). From Section7.7.4

Swall.plate 2.67 in3

Zwall.plate 4.0 in

3

νwall.plate 1.5 shape factor. From Section 7.7.4

The DCR for the wall and roofmembers subject to combinedtorsion, shear, flexure and axialforce is less than 1.0; Therefore,OK. AISC 14th.

DCRwall.plate_lifted

Ωb swall.plate_lifted

νwall.plate fyA36 0.09

7.9.4 Evaluation of the weld between floor beams and long box walls.

The enveloped HSS weld forces and moments are summarized below. These values are all less than theoperating condition evaluated in Section 7.7.7. The HSS welds are OK for the lifted condition.

7.9.5 Evaluation of weld between walls of the box and the floor plate.

The enveloped weld forces and moments are summarized below. These values are all less than theoperating condition evaluated in Section 7.7.8. The welds are OK for the lifted condition.

Long walls: floor shells along the X axis - Lifted Loads

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Short walls: floor shells along the Y axis - Lifted Loads

7.9.6 Evaluation of weld between walls of the box.

The enveloped weld forces and moments are summarized below. These values are all less than theoperating condition evaluated in Section 7.7.9. The welds are OK for the lifted filled condition.


Lifted condition

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7.9.7 Evaluate lifting bail.

Design of lifting lugs. ASME BTH-1, 2017, Design of Below-the Hook Lifting Devices.

C-3.3.3 Static Strength of the Plates. A pin-connected plate may fail in the region of the pinhole in any of fourmodes. These are tension on the effective area on a plane through the center of the pinhole perpendicular to theline of action of the applied load, fracture on a single plane beyond the pinhole parallel to the line of action ofthe applied load, shear on two planes beyond the pinhole parallel to the line of action of the applied load, andby out of plane buckling, commonly called dishing.

The strength equations for the plates are empirical, based on research (Duerr, 2006). The effective width limit ofthe tensile stress area defined by eq. (3-47) serves to eliminate dishing (out of plane buckling of the plate) as afailure mode. Otherwise, the strength equations are fitted to the test results. The dimensions used in theformulas for pin-connected plates are illustrated in Fig. C3-3.3.1-1."

Fig. C3-3.3.1-1 Pin-Connected Plate Notation

The tension in the lower sling is:

TL_sling 19.01 kipLF 2 Conservative to use a dynamic lift factor = 2.0.

Wgross LF( ) TL_sling 38.0 kip One side of box.

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MATERIAL PROPERTIES

Material of construction

Steel modulus of elasticity is: Est 29000 ksi

Steel plates for lifting lugs:

Plates Angles and Channels shall be fabricated from ASTM A 36/A 36M.

fyA36 36000psi minimum yield stress

fuA36 58000psi minimum ultimate tensile stress

Allowable Stresses

The Lifting Lug is an integral part of box long walls:

Per Sections 2-2.1 and 3-1.3.1 of ASME BTH-1, the lifting lug is classified as a Design Category A lifter.The nominal design factor is:

Nd 2 Section 3-1.3, ASME BTH-1-2017.

Shackle Load: Pshackle Wgross Pshackle 38.02 kip

The sling is oriented at the minimum of 45 degrees angle

Allowable Stress for Lifting Lug in tension is as follows:

FtA36 minfyA36

Nd

fuA36

1.2 Nd

FtA36 18.0 ksi Conservatively combining Equations 3-1 and 3-2Pg. 12 , ASME BTH-1, 2017

Allowable Stress for Device in shear is as follows:

FvA36

fyA36

Nd 3 FvA36 10.39 ksi Equation 3-28 Pg. 16, ASME BTH-1, 2017

Allowable Stress for the bolts of the Device in bearing is as follows:

FpA36bolt

2.4( ) fuA36

1.2( ) Nd FpA36bolt 58 ksi Equation 3-42 Pg. 17, ASME BTH-1, 2017

Allowable Stress for the plate of the Device in bearing is as follows:

FpA36plate

1.25( ) fyA36

Nd FpA36plate 22.5 ksi Equation 3-53 Pg. 18, ASME BTH-1, 2017

Allowable Bearing Stress:

FpA36 min FpA36bolt FpA36plate 22.5 ksi

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Allowable Stress for Device in bending (when buckling is prevented) is:

FbA36

1.1( ) fyA36

Nd FbA36 19.8 ksi Equation 3-6 Pg. 13, ASME BTH-1, 2017

Weld metal properties (E70XX - AWS specification A5.1)

Fyw 60 ksi Fuw 70 ksi

Weld allowable shear:

Fvw

0.6( ) Fuw

1.2( ) Nd Fvw 17.5 ksi Equation 3-55 Pg. 19, ASME BTH-1, 2017

The geometry of the lifting lug is described below

t 4 in

Dp 2.75 in pin diameter Dh 2.875 in hole diameter

a 2.125 in be 2.25 in

R a 0.5 Dh 3.56 in R 3.56 in

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Geometric Guidelines:

There are some geometric guidelines to be considered as recommended in AISC [2011]. They willbe called Rule 1 and Rule 2.

Rule 1: The dimension "a" must be greater than or equal to half the hole diameter, d. i.e. a > 1/2 * dFor this example, a = 1.5" and since it is greater than 1/2*d which is 0.75". Rule 1 is satisfied.

Rule_1 if a 0.5 Dp "OK" "NG" Rule_1 "OK"

Rule 2: The dimension "e" must be greater than or equal to 0.67 times the hole diameter, d. Thus, e > 0.67 * dFor this example, e = 1.5" and since it is greater than 0.67*d which is 1.00". Rule 2 is satisfied.

Rule_2 if be 0.67 Dp "OK" "NG" Rule_2 "OK"

Evaluation based on Failure Modes:

Failure Mode 1:

Tension on the effective area on a plane through the center of the pin hole perpendicular to the line of action of the appliedload

beff min be 4 t 0.6 befuA36

fyA36

Dh

be

beff 2.25 in (3-47) and(3-48)

Cr 1 0.275 1 Dp2

Dh2

Cr 0.92 (3-46)

Pt Cr

fuA36

1.20( ) Nd 2( ) t( ) beff Pt 400.11 kip (3-45)

P0 Pt

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Failure Mode 2:

Fracture on a single plane beyond the pin hole parallel to the line of action of the applied load

Pb Cr

fuA36

1.20 Nd 1.13 R

Dh

2

0.92 be

1be

Dh

t Pb 316.75 kip (3-49)

P1 Pb

Failure Mode 3:

Shear on two planes beyond the pin hole parallel to the line of action of the applied load

Eqn. 3-52, ASME BTH-1-2017ϕ 55

Dp

Dh 52.61

Eqn. 3-51, ASMEBTH-1-2017Av 2 a

Dp

21 cos ϕ deg( )( )

t 21.32 in2

Pv

0.7 fuA36

1.20 NdAv Pv 360.67 kip (3-50)

P2 Pv

Failure Mode 4:

Out of plane buckling, commonly called dishing.

This failure mode involves the out-of-plane buckling failure of the lug. Per AISC [2011], this failure is prevented byensuring a minimum thickness of lug of 0.5 inches and 0.25 times the hole diameter d.

Rule_3 if t 0.25 Dh "OK" "NG" Rule_3 "OK"

Rule_4 if t 0.5 in "OK" "NG"( ) Rule_4 "OK"

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Failure Mode 5:

The bearing stress between the pin and the plate, based on the projected area of the pin, shall not exceed the valuegiven by Eq. (3-53), where Fy is the yield stress of the pin or plate, whichever is smaller.

Eqn. 3-53, ASMEBTH-1-2017.Pbrg_stress

1.25 fyA36

Nd22.5 ksi

Pbrg Pbrg_stress Dp t( ) 247.5 kip

P3 Pbrg

AISC Code Checks per Section D5.2 (pg 16.1-287):

The above section of AISC Code has three separate geometry checks that can be applied to the lifting lug. If theserequirements are not met, a smaller value for "a" should be used for the calculation of tensile capacity, aeff.

t 4 in a 2.13 in be 2.25 in c be

b'e min 2 t 0.63 in be b'e 2.25 in

w 2 be Dp 7.25 in

Requirement 1:

R1 "R1=OK" a 1.33 beif

"R1=NG" otherwise

R1 "R1=NG"

Requirement 2:

R2 "R2=OK" w 2 be Dpif

"R2=NG" otherwise

R2 "R2=OK"

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Requirement 3:

R3 "R3=OK" c aif

"R3=NG" otherwise

R3 "R3=OK"

Since Requirement 1 is not satisfied use reduced be satisfying this requirement.

b''e 0.75 a 1.59 in

Tensile rupture:

Pn fuA36 2 t b''e 739500 lbf Ωt 2.0

Pall_t

Pn

Ωt Pall_t 369.75 kip

Shear rupture:

Pv 0.6 fuA36 2 t aDp

2

974.4 kip Ωsf 2.0

Pall_sf

Pv

Ωsf Pall_sf 487.2 kip

Therefore, load capacity based on AISC is given by:

P4 min Pall_t Pall_sf P4 369.75 kip

Lug Base Material:

The lug is an integral part of the Box wall and it was evaluated using SAP2000 analysis.

The lug capacity is the minimum capacity from all failure modes.

P

400.11

316.75

360.67

247.5

369.75

kip Plug min P( ) 247.5 kip

Current position of the sling is 45 degrees, as analyzed. The vertical component in the sling will remain the samewith increasing angle measured from horizontal position. Thus

DCRlug

Pshackle sin 45 deg( )

Plug0.11 < 1.0, lug is OK

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The rigging arrangement requires to use a spreader beam. It is recommended to chose a spreader beam with the followingparameters:

From the lifting model, 003C, find the following supported weight.

Weightbox 54 kip

Spreader_axial 27 kip use 30 ton spreader beam

Adjustable to accommodate a span of: Lspan 104 in 8.67 ft

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7.10 Determine the Structural Adequacy of the Splitter Box cover plate during rigging.

The model for this case is similar to the Model C using only the top plate. This is Model 003D. The slings andrestraint representing the crane hook are added. The slings are oriented at a minimum of 45 degrees fromhorizontal plane of the top plate. Four lateral restraints were added at the corners of the top plate to establishlateral stability.The input/outut report is provided in Appendix D.

7.10.1 4" top plate.

The maximum Von Mises stress occurs in the element 1515 and node 1990 due to lifted CombinationSelf Weight * 1.313.

stop.plate_lifted 1.05 ksi

Steel ASTM A36 Est 29000 ksi

fyA36 36 ksi

fuA36 58 ksitpl_top 4 in


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plastic sectionmodulus of thetop plate (unitwidth). FromSection 7.7.3

elastic sectionmodulus of the topplate (unit width).From Section 7.11.3

Stop.plate 2.67 in3

Ztop.plate 4.0 in

3

νtop.plate 1.5 shape factor. From Section 7.11.3The DCR for the top platemembers subject to combinedtorsion, shear, flexure and axialforce is less than 1.0; Therefore,OK. AISC 14th.


Ωb stop.plate_lifted

νtop.plate fyA36 0.03

7.10.2 Evaluate rigging arrangement - swivel hoist rings.

The tension in the sling from SAP2000 model "054406.11.070-S-009D" is:

Load on each swivel hoist ring is: Tsling 6.19 kip

Rated capacity for AK46404 is: WAK46404 24000 lbf

Working Load is:

DCR28Tsling

WAK464040.26

Mathcad

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Project No.: 054413.18.003



and Analysis.



7.11 Determine the Structural Adequacy of the Shield Box During Rigging.

The model, 003E, for this case is similar to the Model A using only the shield box. The slings and restraintrepresenting the crane hook are added. The slings are oriented at a minimum of 45 degrees from horizontal planeof the top plate. Four lateral restraints were added at the corners of the top plate to establish lateral stability.The input/outut report is provided in Appendix D.

7.11.1 4" plate.

The maximum Von Mises stress occurs in the element 2773 and node 854 due to lifted CombinationSelf Weight * 1.313.

stop.plate_lifted 0.86 ksi

Steel ASTM A36 Est 29000 ksi

fyA36 36 ksi

fuA36 58 ksitpl_top 4 in


Mathcad

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and Analysis.



plastic sectionmodulus of thetop plate (unitwidth). FromSection 7.7.3

elastic sectionmodulus of the topplate (unit width).From Section 7.11.3

Stop.plate 2.67 in3

Ztop.plate 4.0 in

3

νtop.plate 1.5 shape factor. From Section 7.11.3The DCR for the top platemembers subject to combinedtorsion, shear, flexure and axialforce is less than 1.0; Therefore,OK. AISC 14th.


Ωb stop.plate_lifted

νtop.plate fyA36 0.03

7.11.2 Evaluate rigging arrangement - swivel hoist rings.

The tension in the sling from SAP2000 model "054406.11.070-S-009D" is:

Load on each swivel hoist ring is: Tsling 5.60 kip

Rated capacity for AK46802 is: WAK46802 15000 lbf

Working Load is:

DCR28Tsling

WAK468020.37

Mathcad

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7.12 References

AASHTO 2012, AASHTO LRFD Bridge Design Specifications, American Association of State Highway and Transportation Officials, Washington, DC

AISC 325, 2011, Steel Construction Manual, Fourteenth Edition, American Institute of Steel Construction, Inc., Chicago, IL

ASCE 7-2010, Minimum Design Loads for Buildings and Other Structures, 2010 Including Supplement No. 1, American Society of Civil Engineers, Reston, VA

ASME BTH-1-2017, 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 500/A 500M - 07, Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and 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.

Bowles, Joseph E., 1996, Foundation analysis and design, McGraw-Hill Companies, Inc. NY, NY

H-14-111020, A Farm Retrieval Splitter Box, Sht. 1 through 22, Rev 0. U.S. Department of Energy, Office of River Protection, Richland, Washington.

Jiang T. et. al. Review of Car Frontal Stiffness Equations for Estimating Vehicle Impact Velocities, Paper Number 439, Monash University, Australia

Mackey T.C., 2006, RPP-RPT-27570, Development of PC2 Surface Spectra for Double-Shell Tank Farm Facilities, DOE Hanford Site in Washington State, prepared by PNNL for the U.S. Department of Energy, Richland, Washington.

RPP-8360, Rev 6, Lifting Point Evaluation Process, U.S. Department of Energy, Richland, WA

Shannon & Wilson, 1995. “Geotechnical Investigation KEH W-236A, Multi-Function Waste Tank Facility, 200 West Area”, Hanford Site, Richland, Washington, Volume 2, June 1995

TFC-ENG-STD-06, REV D-1, Design Loads for Tank Farm Facilities, Washington River Protections Solutions, LLC, Richland, Washington.

TFC-ENG-STD-27, Rev. A-6, Above Ground Transfer System Vehicle Barriers, Washington River Protections Solutions, LLC, Richland, Washington.

VV-18-03-241, 2018, Software Verification & Validation, SAP2000, ADVANCED, Release 19.0.0, ARES Corporation, Richland, Washington

VV-18-03-253, 2018, Software Verification & Validation, SAP2000, ADVANCED, Release 20.2.0, ARES Corporation, Richland, Washington

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APPENDIX A

MODEL: 003A

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CALCULATION SHEET


Title: 241-A Splitter Box – Design and Analysis



License #2010*1JBW4SP74D6T5DH

A-Farm Retrieval Equipment Installation and Design Support

Project Number: 054413.18.003

Prepared for

WRPS LLC

SAP2000 Analysis Report

Prepared by

Sargent & Lundy Corporation

Model Name: Model 003A 2019-01-21 1602.sdb Revision Number: 0

16 September 2019

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CALCULATION SHEET





Contents 1. Model geometry ......................................................................................................................................................... 98

1.1. Joint coordinates ............................................................................................................................................... 98 1.2. Joint restraints ................................................................................................................................................... 98 1.3. Element connectivity ......................................................................................................................................... 99

2. Material properties ..................................................................................................................................................... 99 3. Section properties .................................................................................................................................................... 100

3.2. Areas ............................................................................................................................................................... 101 4. Load patterns ........................................................................................................................................................... 102

4.1. Definitions ........................................................................................................................................................ 102 5. Load cases ............................................................................................................................................................... 103

5.1. Definitions ........................................................................................................................................................ 103 5.2. Static case load assignments .......................................................................................................................... 104

7. Structure results ....................................................................................................................................................... 113 7.1. Base reactions ................................................................................................................................................. 113

8. Joint results .............................................................................................................................................................. 113 9. Area results .............................................................................................................................................................. 114 11. Material take-off ..................................................................................................................................................... 114

List of Figures

Figure 1: Finite element model .................................................................................................................................... 98

List of Tables Table 1: Joint Coordinates ........................................................................................................................................... 98 Table 2: Joint Restraint Assignments .......................................................................................................................... 98 Table 5: Connectivity - Area ........................................................................................................................................ 99 Table 6: Area Section Assignments ............................................................................................................................. 99 Table 7: Material Properties 02 - Basic Mechanical Properties ................................................................................... 99 Table 8: Material Properties 03a - Steel Data.............................................................................................................. 99 Table 11: Load Pattern Definitions ............................................................................................................................ 102 Table 12: Load Case Definitions, Part 1 of 2 ............................................................................................................. 103 Table 2: Load Case Definitions, Part 2 of 2 ............................................................................................................... 104 Table 13: Case - Static 1 - Load Assignments .......................................................................................................... 104 Table 18: Base Reactions, Part 1 of 3 ....................................................................................................................... 113 Table 19 Joint Displacements .................................................................................................................................... 113 Table 21: Element Forces - Area Shells, Part 1 of 3 ................................................................................................. 114 Table 21: Element Forces - Area Shells, Part 3 of 3 ................................................................................................. 114 Table 22: Element Stresses - Area Shells, Part 1 of 3 .............................................................................................. 114 Table 22: Element Stresses - Area Shells, Part 2 of 3 .............................................................................................. 114 Table 22: Element Stresses - Area Shells, Part 3 of 3 .............................................................................................. 114

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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 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 Spring 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 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: Frame 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. 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.

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

TABLE: Material Properties 02 ‐ Basic Mechanical Properties

Material UnitWeight UnitMass E1 G12 U12 A1

Text Kip/in3 Kip‐s2/in4 Kip/in2 Kip/in2 Unitless 1/F

A36 0.000283565 7.34455E‐07 29000 11153.846 0.3 0.0000065

A500GrB46 0.000283565 7.34455E‐07 29000 11153.846 0.3 0.0000065

rigid 0 0 29000000 11153846.15 0.3 0.0000065 Table 8: Material Properties 03a - Steel Data

TABLE: Material Properties 03a ‐ Steel Data

Material Fy Fu

Text Kip/in2 Kip/in2

A36 36 58

A500GrB46 46 58

rigid 36 58

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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 5 TABLE: Frame Section Properties 01 ‐ General

SectionName Material Shape t3 t2 tf tw t2b tfb Area TorsConst

Text Text Text in in in in in in in2 in4

FSEC1 Flex I/Wide Flange 1 1 0.38 0.25 1 0.38 0.82 0.02828

HSS8X6X.500 A500GrB46 Box/Tube 8 6 0.465 0.465 11.6 127

L2‐1/2X2‐1/2X1/4 A36 Angle 2.5 2.5 0.25 0.25 1.19 0.0261

L2X2X1/4 A36 Angle 2 2 0.25 0.25 0.94 0.0209

rigid rigid I/Wide Flange 1 1 0.38 0.25 1 0.38 0.82 0.02828

Table 9: Frame Section Properties 01 - General, Part 2 of 5

I33 I22 I23 AS2 AS3 S33 S22

in4 in4 in4 in2 in2 in3 in3

0.08247 0.06365 0 0.25 0.63 0.16 0.13

98.2 62.5 0 7.44 5.58 24.55 20.83

0.69 0.69 0.42 0.63 0.63 0.39 0.39

0.35 0.35 0.2 0.5 0.5 0.24 0.24

0.08247 0.06365 0 0.25 0.63 0.16 0.13 Table 9: Frame Section Properties 01 - General, Part 3 of 5

Z33 Z22 R33 R22 ConcCol ConcBeam Color TotalWt

in3 in3 in in Yes/No Yes/No Text Kip

0.24 0.19 0.3171 0.2786 No No Blue 0

30.5 24.9 2.9096 2.3212 No No Yellow 1.71

0.69 0.69 0.7626 0.7626 No No Yellow 0

0.44 0.44 0.6054 0.6054 No No Blue 0.025

0.24 0.19 0.3171 0.2786 No No Red 0

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TotalMass FromFile AMod A2Mod A3Mod JMod I2Mod

Kip‐s2/in Yes/No Unitless Unitless Unitless Unitless Unitless

0 No 1 1 1 1 1

0.0044 Yes 1 1 1 1 1

0 Yes 1 1 1 1 1

0.00006587 Yes 1 1 1 1 1

0 No 1 1 1 1 1 Table 9: Frame Section Properties 01 - General, Part 5 of 5

I3Mod MMod WMod SectInFile

Unitless Unitless Unitless Text

1 1 1

1 1 1 HSS8X6X.500

1 1 1 L2‐1/2X2‐1/2X1/4

1 1 1 L2X2X1/4

1 1 1

3.2. Areas

Table 10: Area Section Properties, Part 1 of

TABLE: Area Section Properties

Section Material MatAngle AreaType Type DrillDOF Thickness

Text Text Degrees Text Text Yes/No in

4 inch Plate rda A36 0 Shell Shell‐Thin Yes 4

cover Flex 0 Shell Shell‐Thin Yes 0.25

floor RDA A36 0 Shell Shell‐Thin Yes 0.5

foundation A36 0 Shell Shell‐Thin Yes 0.5

leg pad RDA A36 0 Shell Shell‐Thin Yes 1

manifold suppt plate RDA A36 0 Shell Shell‐Thin Yes 1

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Table 10: Area Section Properties, Part 2 of 3

BendThick Arc InComp CoordSys Color TotalWt TotalMass F11Mod F22Mod F12Mod

in Degrees Yes/No Text Text Kip Kip‐s2/in Unitless Unitless Unitless

4 14264358 75.938 0.1967 1 1 1

0.25 Magenta 0 0 1 1 1

0.5 16319 2.377 0.0062 1 1 1

0.5 30976 1.295 0.0034 1 1 1

1 30464 0.082 0.0002115 1 1 1

1 16744703 2.396 0.0062 1 1 1 Table 10: Area Section Properties, Part 3 of 3

M11Mod M22Mod M12Mod V13Mod V23Mod MMod WMod

Unitless Unitless Unitless Unitless Unitless Unitless Unitless

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

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

4.1. Definitions

Table 11: Load Pattern Definitions

TABLE: Load Pattern Definitions

LoadPat DesignType SelfWtMult AutoLoad GUID Notes

Text Text Unitless Text Text Text

DEAD Dead 1 LIVE Live 0 EARTHQUAKE Quake 0 None

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WIND X Wind 0 None WIND‐X Wind 0 None WIND Y Wind 0 None WIND‐Y Wind 0 None SSB‐I‐EAST Other 0 SSB‐I‐NORTH Other 0 WSB‐I‐NORTH Other 0 WSB‐I‐EAST Other 0 ESB‐I‐NORTH Other 0 ESB‐I‐WEST Other 0

5. Load cases This section provides load case information.

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

Case Type InitialCond ModalCase BaseCase MassSource DesTypeOpt DesignType

Text Text Text Text Text Text Text Text

DEAD LinStatic Zero Prog Det Dead

MODAL LinModal Zero Prog Det Other

LIVE LinStatic Zero Prog Det Live

QUAKE X LinRespSpec MODAL Prog Det Quake

QUAKE Y LinRespSpec MODAL Prog Det Quake

QUAKE Z LinRespSpec MODAL Prog Det Quake

WIND X LinStatic Zero Prog Det Wind

WIND Y LinStatic Zero Prog Det Wind

WIND ‐X LinStatic Zero Prog Det Wind

WIND ‐Y LinStatic Zero Prog Det Wind

SSB‐I‐EAST LinStatic Zero Prog Det Other

SSB‐I‐NORTH LinStatic Zero Prog Det Other

WSB‐I‐NORTH LinStatic Zero Prog Det Other

WSB‐I‐EAST LinStatic Zero Prog Det Other

ESB‐I‐NORTH LinStatic Zero Prog Det Other

ESB‐I‐WEST LinStatic Zero Prog Det Other

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Table 2: Load Case Definitions, Part 2 of 2

DesActOpt DesignAct AutoType RunCase CaseStatus

Text Text Text Yes/No Text

Prog Det Non‐Composite None Yes Finished

Prog Det Other None Yes Finished

Prog Det Short‐Term Composite None Yes Finished














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

Case LoadType LoadName LoadSF

Text Text Text Unitless

DEAD Load pattern DEAD 1

LIVE Load pattern LIVE 1

WIND X Load pattern WIND X 1

WIND Y Load pattern WIND Y 1

WIND ‐X Load pattern WIND‐X 1

WIND ‐Y Load pattern WIND‐Y 1

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SSB‐I‐EAST Load pattern SSB‐I‐EAST 1

SSB‐I‐NORTH Load pattern SSB‐I‐NORTH 1

WSB‐I‐NORTH Load pattern WSB‐I‐NORTH 1

WSB‐I‐EAST Load pattern WSB‐I‐EAST 1

ESB‐I‐NORTH Load pattern ESB‐I‐NORTH 1

ESB‐I‐WEST Load pattern ESB‐I‐WEST 1

5.3. Response spectrum case load assignments

Table 14: Case - Response Spectrum 1 - General, Part 1 of 2 TABLE: Case ‐ Response Spectrum 1 ‐ General

Case ModalCombo GMCf1 GMCf2 PerRigid DirCombo MotionType DampingType

Text Text Cyc/sec Cyc/sec Text Text Text Text

QUAKE X CQC 1 0 SRSS SRSS Acceleration Constant

QUAKE Y CQC 1 0 SRSS SRSS Acceleration Constant

QUAKE Z CQC 1 0 SRSS SRSS Acceleration Constant Table 14: Case - Response Spectrum 1 - General, Part 2 of 2

ConstDamp EccenRatio NumOverride

Unitless Unitless Unitless

0.05 0 0

0.05 0 0

0.05 0 0 Table 15: Case - Response Spectrum 2 - Load Assignments TABLE: Case ‐ Response Spectrum 2 ‐ Load Assignments

Case LoadType LoadName CoordSys Function Angle TransAccSF

Text Text Text Text Text Degrees in/sec2

QUAKE X Acceleration U1 GLOBAL Tank Farm horizontal 0 173.74

QUAKE Y Acceleration U2 GLOBAL Tank Farm horizontal 0 173.74

QUAKE Z Acceleration U3 GLOBAL Tank Farms vertical 0 173.74

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Table 16: Function - Response Spectrum - Use

TABLE: Function ‐ Response Spectrum ‐ User

Name Period Accel FuncDamp

Text Sec Unitless Unitless

Tank Farm horizontal 0.01 0.2148 0.05

Tank Farm horizontal 0.017 0.2153


























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Tank Farm horizontal 1 0.1917







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Tank Farms vertical 0.01 0.1566 0.05

Tank Farms vertical 0.017 0.157










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Tank Farms vertical 1 0.0983






























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6. Load combinations This section provides load combination information. Table 17: Combination Definitions

TABLE: Combination Definitions

ComboName ComboType AutoDesign CaseType CaseName ScaleFactor

Text Text Yes/No Text Text Unitless

SEISMIC SRSS No Response Spectrum QUAKE X 1

SEISMIC

Response Spectrum QUAKE Y 1

SEISMIC

Response Spectrum QUAKE Z 1

LC1 D Linear Add No Linear Static DEAD 1

LC2 D+L Linear Add No Response Combo LC1 D 1

LC2 D+L Linear Static LIVE 1

LC3 D+Wx Linear Add No Linear Static DEAD 1

LC3 D+Wx Linear Static WIND X 1

LC4 D‐Wx Linear Add No Linear Static DEAD 1

LC4 D‐Wx Linear Static WIND ‐X 1

LC5 D+Wy Linear Add No Linear Static DEAD 1

LC5 D+Wy Linear Static WIND Y 1

LC6 D‐Wy Linear Add No Linear Static DEAD 1

LC6 D‐Wy Linear Static WIND ‐Y 1

LC7 D+L+0.75Wx Linear Add No Linear Static DEAD 1

LC7 D+L+0.75Wx Linear Static LIVE 1

LC7 D+L+0.75Wx Linear Static WIND X 0.75

LC8 D+L‐0.75Wx Linear Add No Linear Static DEAD 1

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LC8 D+L‐0.75Wx Linear Static LIVE 1

LC8 D+L‐0.75Wx Linear Static WIND ‐X 0.75

LC9 D+L+0.75Wy Linear Add No Linear Static DEAD 1

LC9 D+L+0.75Wy Linear Static LIVE 1

LC9 D+L+0.75Wy Linear Static WIND Y 0.75

LC10 D+L‐0.75Wy Linear Add No Linear Static DEAD 1

LC10 D+L‐0.75Wy Linear Static LIVE 1

LC10 D+L‐0.75Wy Linear Static WIND ‐Y 0.75

LC11 0.6D+Wx Linear Add No Linear Static DEAD 0.6

LC11 0.6D+Wx Linear Static WIND X 1

LC12 0.6D‐Wx Linear Add No Linear Static DEAD 0.6

LC12 0.6D‐Wx Linear Static WIND ‐X 1

LC13 0.6D+Wy Linear Add No Linear Static DEAD 0.6

LC13 0.6D+Wy Linear Static WIND Y 1

LC14 0.6D‐Wy Linear Add No Linear Static WIND ‐Y 1

LC14 0.6D‐Wy Linear Static DEAD 0.6

LC15 D+E Linear Add No Linear Static DEAD 1

LC15 D+E Response Combo SEISMIC 1

LC16 D+L+0.75E Linear Add No Linear Static DEAD 1

LC16 D+L+0.75E Linear Static LIVE 1

LC16 D+L+0.75E Response Combo SEISMIC 0.75

LC17 0.6D+E Linear Add No Linear Static DEAD 0.6

LC17 0.6D+E Response Combo SEISMIC 1

IMP1 ‐ ESB‐I‐NORTH Linear Add No Response Combo LC2 D+L 1

IMP1 ‐ ESB‐I‐NORTH Linear Static ESB‐I‐NORTH 1

IMP2 ‐ ESB‐I‐WEST Linear Add No Response Combo LC2 D+L 1

IMP2 ‐ ESB‐I‐WEST Linear Static ESB‐I‐WEST 1

IMP3 ‐ SSB‐I‐EAST Linear Add No Response Combo LC2 D+L 1

IMP3 ‐ SSB‐I‐EAST Linear Static SSB‐I‐EAST 1

IMP4 ‐ SSB‐I‐NORTH Linear Add No Response Combo LC2 D+L 1

IMP4 ‐ SSB‐I‐NORTH Linear Static SSB‐I‐NORTH 1

IMP5 ‐ WSB‐I‐EAST Linear Add No Response Combo LC2 D+L 1

IMP5 ‐ WSB‐I‐EAST Linear Static WSB‐I‐EAST 1

IMP6 ‐ WSB‐I‐NORTH Linear Add No Response Combo LC2 D+L 1

IMP6 ‐ WSB‐I‐NORTH Linear Static

WSB‐I‐NORTH 1

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

7.1. Base reactions

Table 18: Base Reactions, Part 1 of 3

TABLE: Base Reactions

OutputCase CaseType StepType GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ

Text Text Text Kip Kip Kip Kip‐in Kip‐in Kip‐in

DEAD LinStatic ‐9.427E‐11 ‐4.378E‐11 75.342 3108.14 ‐4479.1263.394E‐09

QUAKE X LinRespSpec Max 14.798 2.863 1.038 171.943 914.747 660.131

QUAKE Y LinRespSpec Max 2.863 13.8 2.104 792.159 226.35 815.254

WIND X LinStatic ‐1.221 1.626E‐12 2.785E‐12

1.703E‐10 ‐24.495 44.622

WIND Y LinStatic 1.067E‐12 ‐1.676 ‐2.932E‐12

32.746 ‐4.474E‐11

‐101.64

8. Joint results This section provides joint results, including items such as displacements and reactions. Table 19 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 20: Joint Reactions, 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.

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9. Area results This section provides area results, including items such as forces and stresses. Table 21: 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 21: 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 21: 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 22: 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 22: 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 22: 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.

11. Material take-off This section provides a material take-off. Table 23: Material List 2 - By Section Property

TABLE: Material List 2 ‐ By Section Property

Section ObjectType NumPieces TotalLength TotalWeight

Text Text Unitless in Kip

FSEC1 Frame 376 880.998 0

HSS8X6X.500 Frame 102 312 1.026

L2‐1/2X2‐1/2X1/4 Frame 8 95 0.032

rigid Frame 2 14.5 0

4 inch Plate rda Area 65.584

floor RDA Area 1.677

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foundation Area 0.977

leg pad RDA Area 0.082

manifold suppt plate RDA Area 0.79

cover Area 0

LIN1 Link 99 0

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APPENDIX B

SAP2000 REPORT

FOR THE MODEL: 003B

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CALCULATION SHEET








Prepared for

WRPS LLC


Prepared by


Model Name: Model 003B 2019-04-18 0949.sdb Revision Number: 0

16 September 2019

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CALCULATION SHEET





Contents 1. Model geometry ....................................................................................................................................................... 119

1.1. Joint coordinates ............................................................................................................................................. 119 1.2. Joint restraints ................................................................................................................................................. 120 1.3. Element connectivity ....................................................................................................................................... 120

2. Material properties ................................................................................................................................................... 120 3. Section properties .................................................................................................................................................... 121






List of Figures

Figure 1: Finite element model .................................................................................................................................. 119

List of Tables Table 1: Joint Coordinates ......................................................................................................................................... 119 Table 2: Joint Restraint Assignments ........................................................................................................................ 120 Table 5: Connectivity - Area ...................................................................................................................................... 120 Table 6: Area Section Assignments ........................................................................................................................... 120 Table 7: Material Properties 02 - Basic Mechanical Properties ................................................................................. 120 Table 8: Material Properties 03a - Steel Data............................................................................................................ 121 Table 11: Load Pattern Definitions ............................................................................................................................ 124 Table 12: Load Case Definitions, Part 1 of 2 ............................................................................................................. 124 Table 2: Load Case Definitions, Part 2 of 2 ............................................................................................................... 124 Table 13: Case - Static 1 - Load Assignments .......................................................................................................... 125 Table 18: Base Reactions, Part 1 of 3 ....................................................................................................................... 125 Table 19 Joint Displacements .................................................................................................................................... 125 Table 21: Element Forces - Area Shells, Part 1 of 3 ................................................................................................. 126 Table 21: Element Forces - Area Shells, Part 3 of 3 ................................................................................................. 126 Table 22: Element Stresses - Area Shells, Part 1 of 3 .............................................................................................. 126 Table 22: Element Stresses - Area Shells, Part 2 of 3 .............................................................................................. 126 Table 22: Element Stresses - Area Shells, Part 3 of 3 .............................................................................................. 126

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4000Psi 8.68056E‐05 2.24833E‐

07 3604.997 1502.082 0.2 0.0000055

A36 0.000283565 7.34455E‐

07 29000 11153.846 0.3 0.0000065

A416Gr270 0.000283565 7.34455E‐

07 28500 0.0000065

A500GrB46 0.000283565 7.34455E‐

07 29000 11153.846 0.3 0.0000065

A615Gr60 0.000283565 7.34455E‐

07 29000 0.0000065

Flex 0 0 0.000006944 0.000002671 0.3 0.0000065

RPP-CALC-62198 Rev.00 9/29/2019 - 12:59 PM 123 of 170








Material Fy Fu


A36 36 58

A500GrB46 46 58

rigid 36 58


3.1. Frames

Table 9: Frame Section Properties 01 - General, Part 1 of 5 TABLE: Frame Section Properties 01 ‐ General

SectionName Material Shape t3 t2 tf tw t2b tfb Area TorsConst

Text Text Text in in in in in in in2 in4

FSEC1 Flex I/Wide Flange 1 1 0.38 0.25 1 0.38 0.82 0.02828

HSS8X6X.500 A500GrB46 Box/Tube 8 6 0.465 0.465 11.6 127

L2‐1/2X2‐1/2X1/4 A36 Angle 2.5 2.5 0.25 0.25 1.19 0.0261

L2X2X1/4 A36 Angle 2 2 0.25 0.25 0.94 0.0209

rigid rigid I/Wide Flange 1 1 0.38 0.25 1 0.38 0.82 0.02828


I33 I22 I23 AS2 AS3 S33 S22

in4 in4 in4 in2 in2 in3 in3

0.08247 0.06365 0 0.25 0.63 0.16 0.13

98.2 62.5 0 7.44 5.58 24.55 20.83

0.69 0.69 0.42 0.63 0.63 0.39 0.39

0.35 0.35 0.2 0.5 0.5 0.24 0.24

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0.08247 0.06365 0 0.25 0.63 0.16 0.13 Table 9: Frame Section Properties 01 - General, Part 3 of 5



0.24 0.19 0.3171 0.2786 No No Blue 0

30.5 24.9 2.9096 2.3212 No No Yellow 1.71

0.69 0.69 0.7626 0.7626 No No Yellow 0

0.44 0.44 0.6054 0.6054 No No Blue 0.025

0.24 0.19 0.3171 0.2786 No No Red 0 Table 9: Frame Section Properties 01 - General, Part 4 of 5



0 No 1 1 1 1 1

0.0044 Yes 1 1 1 1 1

0 Yes 1 1 1 1 1

0.00006587 Yes 1 1 1 1 1

0 No 1 1 1 1 1 Table 9: Frame Section Properties 01 - General, Part 5 of 5



1 1 1

1 1 1 HSS8X6X.500

1 1 1 L2‐1/2X2‐1/2X1/4

1 1 1 L2X2X1/4

1 1 1

3.2. Areas




RPP-CALC-62198 Rev.00 9/29/2019 - 12:59 PM 125 of 170












manifold suppt plate RDA A36 0 Shell Shell‐Thin Yes 1 Table 10: Area Section Properties, Part 2 of 3



4 14264358 75.938 0.1967 1 1 1

0.25 Magenta 0 0 1 1 1

0.5 16319 2.377 0.0062 1 1 1

0.5 30976 1.295 0.0034 1 1 1

1 30464 0.082 0.0002115 1 1 1




1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1


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4.1. Definitions





DEAD Dead 1

Grout Dead 0 9f4f4ea5‐e7d9‐4cac‐a51f‐28ccf4fbd97b


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

TABLE: Load Case Definitions

Case Type InitialCond ModalCase BaseCase MassSource DesTypeOpt DesignType

Text Text Text Text Text Text Text Text

DEAD LinStatic Zero Prog Det Dead

Grout LinStatic Zero Prog Det Dead

Table 2: Load Case Definitions, Part 2 of 2

DesActOpt DesignAct AutoType RunCase CaseStatus GUID Notes

Text Text Text Yes/No Text Text Text



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

TABLE: Case ‐ Static 1 ‐ Load Assignments




Grout Load pattern Grout 1


6.1. Base reactions



OutputCase CaseType GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ

Text Text Kip Kip Kip Kip‐in Kip‐in Kip‐in

Self Weight + Grout Combination 0.054 ‐0.095 143.174 7750.147

‐12040.021 ‐10.854

7. Joint results This section provides joint results, including items such as displacements and reactions. Table 19 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.

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Table 20: Joint Reactions, 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.

8. Area results This section provides area results, including items such as forces and stresses. Table 21: 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 21: 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 21: 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 22: 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 22: 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 22: 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.





FSEC1 Frame 376 880.998 0

HSS8X6X.500 Frame 102 312 1.026

L2X2X1/4 Frame 8 95 0.025

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LIN1 Link 99 0

FSEC1 Frame 376 880.998 0

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APPENDIX C

SAP2000 REPORT

FOR THE MODEL: 003C

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CALCULATION SHEET








Prepared for

WRPS LLC


Prepared by


Model Name: Model 003C 2019-04-18 1558 Revision Number: 0

16 September 2019

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CALCULATION SHEET













List of Figures



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CALCULATION SHEET










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CALCULATION SHEET











4000Psi 8.68056E‐05 2.24833E‐

07 3604.997 1502.082 0.2 0.0000055

A36 0.000283565 29000 11153.846 0.3 0.0000065

A416Gr270 0.000283565 7.34455E‐

07 28500 0.0000065

A500GrB46 0.000283565 7.34455E‐

07 29000 11153.846 0.3 0.0000065

A615Gr60 0.000283565 7.34455E‐

07 29000 0.0000065

Flex 0 0 0.000006944 0.000002671 0.3 0.0000065

rigid 0 0 29000000 11153846.15 0.3 0.0000065

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CALCULATION SHEET





Table 8: Material Properties 03a - Steel Data


Material Fy Fu


A36 36 58

A500GrB46 46 58

rigid 36 58


3.1. Frames


TABLE: Frame Section Properties 01 ‐ General

SectionName Material Shape t3 t2 tf tw t2b tfb Area

Text Text Text in in in in in in in2

FSEC1 Flex I/Wide Flange 1 1 0.38 0.25 1 0.38 0.82

FSEC2 A36 Rectangular 18 10 180

HSS8X6X.500 A500GrB46 Box/Tube 8 6 0.465 0.465 11.6

L2‐1/2X2‐1/2X1/4 A36 Angle 2.5 2.5 0.25 0.25 1.19

L2X2X1/4 A36 Angle 2 2 0.25 0.25 0.94

rigid rigid I/Wide Flange 1 1 0.38 0.25 1 0.38 0.82

SD Sling A36 SD Section 0.22

Sling A36 Circle 0.5 0.2

W10x49 A36 I/Wide Flange 9.98 10 0.56 0.34 10 0.56 14.4

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CALCULATION SHEET






TorsConst I33 I22 I23 AS2 AS3 S33 S22

in4 in4 in4 in4 in2 in2 in3 in3

0.02828 0.08247 0.06365 0 0.25 0.63 0.16 0.13

3916.67 4860 1500 0 150 150 540 300

127 98.2 62.5 0 7.44 5.58 24.55 20.83

0.0261 0.69 0.69 0.42 0.63 0.63 0.39 0.39

0.0209 0.35 0.35 0.2 0.5 0.5 0.24 0.24

0.02828 0.08247 0.06365 0 0.25 0.63 0.16 0.13

0.06607 0.0305 0.0305 0 0.2 0.2 0.04066 0.04066

0.006136 0.003068 0.003068 0 0.18 0.18 0.01227 0.01227

1.39 272 93.4 0 3.39 9.33 54.51 18.68 Table 9: Frame Section Properties 01 - General, Part 3 of 5



0.24 0.19 0.3171 0.2786 No No Blue 0

810 450 5.1962 2.8868 No No White 0

30.5 24.9 2.9096 2.3212 No No Yellow 1.71

0.69 0.69 0.7626 0.7626 No No Yellow 0

0.44 0.44 0.6054 0.6054 No No Blue 0.025

0.24 0.19 0.3171 0.2786 No No Red 0

0.0619 0.0619 0.3738 0.3738 No No Yellow 0.102

0.02083 0.02083 0.125 0.125 No No Red 0

60.4 28.3 4.3461 2.5468 No No Blue 0.425

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CALCULATION SHEET








0 No 1 1 1 1 1

0 No 1 1 1 1 1

0.0044 Yes 1 1 1 1 1

0 Yes 1 1 1 1 1

0.00006587 Yes 1 1 1 1 1

0 No 1 1 1 1 1

0.0002638 No 1 1 1 1 1

0 No 1 1 1 1 1

0.0011 Yes 1 1 1 1 1 Table 9: Frame Section Properties 01 - General, Part 5 of 5



1 1 1

1 1 1

1 1 1 HSS8X6X.500

1 1 1 L2‐1/2X2‐1/2X1/4

1 1 1 L2X2X1/4

1 1 1

1 1 1

1 1 1

1 1 1 W10x49

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CALCULATION SHEET





3.2. Areas










manifold suppt plate RDA A36 0 Shell Shell‐Thin Yes 1 Table 10: Area Section Properties, Part 2 of 3



4 14264358 75.938 0.1967 1 1 1

0.25 Magenta 0 0 1 1 1

0.5 16319 2.377 0.0062 1 1 1

0.5 30976 1.295 0.0034 1 1 1

1 30464 0.082 0.0002115 1 1 1




1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

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CALCULATION SHEET






4.1. Definitions





DEAD Dead 1




Case Type InitialCond ModalCase BaseCase MassSource DesTypeOpt

Text Text Text Text Text Text Text

DEAD LinStatic Zero Prog Det Table 2: Load Case Definitions, Part 2 of 2

DesignType DesActOpt DesignAct AutoType RunCase CaseStatus GUID Notes

Text Text Text Text Yes/No Text Text Text

Dead Prog Det Non‐Composite None Yes Finished

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CALCULATION SHEET





5.2. Static case load assignments

Table 13: Case - Static 1 - Load Assignments






6.1. Base reactions





Self Weight * 1.313

Combination 1.257E‐07 ‐1.406E‐07

53.752 2935.53 ‐3226.054

‐2.213E‐05


8. Area results This section provides area results, including items such as forces and stresses. Table 21: 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

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CALCULATION SHEET





SAP2000 files. Table 21: 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 21: 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 22: 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 22: 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 22: 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.





FSEC1 Frame 376 880.998 0

HSS8X6X.500 Frame 102 312 1.026

L2X2X1/4 Frame 8 95 0.025

sling Frame 6 532.451 0.081

W10X49 Frame 1 104 0.425






LIN1 Link 99 0

FSEC1 Frame 376 880.998 0

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APPENDIX D

SAP2000 REPORT

FOR THE MODEL: 003D

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CALCULATION SHEET








Prepared for

WRPS LLC


Prepared by


Model Name: Model 003D 2019-04-19 1405 Revision Number: 0

16 September 2019

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CALCULATION SHEET













List of Figures



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CALCULATION SHEET








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CALCULATION SHEET













4000Psi 8.68056E‐05 2.24833E‐07 3604.997 1502.082 0.2 0.0000055

A36 0.000283565 29000 11153.846 0.3 0.0000065

A416Gr270 0.000283565 7.34455E‐07 28500 0.0000065

A500GrB46 0.000283565 7.34455E‐07 29000 11153.846 0.3 0.0000065

A615Gr60 0.000283565 7.34455E‐07 29000 0.0000065

Flex 0 0 0.000006944 0.000002671 0.3 0.0000065


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CALCULATION SHEET






Material Fy Fu


A36 36 58

A500GrB46 46 58

rigid 36 58


3.1. Frames








L2‐1/2X2‐1/2X1/4 A36 Angle 2.5 2.5 0.25 0.25 1.19

L2X2X1/4 A36 Angle 2 2 0.25 0.25 0.94




W10x49 A36 I/Wide Flange 9.98 10 0.56 0.34 10 0.56 14.4 Table 9: Frame Section Properties 01 - General, Part 2 of 5



0.02828 0.08247 0.06365 0 0.25 0.63 0.16 0.13

3916.67 4860 1500 0 150 150 540 300

127 98.2 62.5 0 7.44 5.58 24.55 20.83

0.0261 0.69 0.69 0.42 0.63 0.63 0.39 0.39

0.0209 0.35 0.35 0.2 0.5 0.5 0.24 0.24

0.02828 0.08247 0.06365 0 0.25 0.63 0.16 0.13

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CALCULATION SHEET





0.06607 0.0305 0.0305 0 0.2 0.2 0.04066 0.04066

0.006136 0.003068 0.003068 0 0.18 0.18 0.01227 0.01227

1.39 272 93.4 0 3.39 9.33 54.51 18.68 Table 9: Frame Section Properties 01 - General, Part 3 of 5



0.24 0.19 0.3171 0.2786 No No Blue 0

810 450 5.1962 2.8868 No No White 0

30.5 24.9 2.9096 2.3212 No No Yellow 1.71

0.69 0.69 0.7626 0.7626 No No Yellow 0

0.44 0.44 0.6054 0.6054 No No Blue 0.025

0.24 0.19 0.3171 0.2786 No No Red 0

0.0619 0.0619 0.3738 0.3738 No No Yellow 0.102

0.02083 0.02083 0.125 0.125 No No Red 0

60.4 28.3 4.3461 2.5468 No No Blue 0.425 Table 9: Frame Section Properties 01 - General, Part 4 of 5



0 No 1 1 1 1 1

0 No 1 1 1 1 1

0.0044 Yes 1 1 1 1 1

0 Yes 1 1 1 1 1

0.00006587 Yes 1 1 1 1 1

0 No 1 1 1 1 1

0.0002638 No 1 1 1 1 1

0 No 1 1 1 1 1

0.0011 Yes 1 1 1 1 1

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CALCULATION SHEET








1 1 1

1 1 1

1 1 1 HSS8X6X.500

1 1 1 L2‐1/2X2‐1/2X1/4

1 1 1 L2X2X1/4

1 1 1

1 1 1

1 1 1

1 1 1 W10x49

3.2. Areas











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CALCULATION SHEET








4 14264358 75.938 0.1967 1 1 1

0.25 Magenta 0 0 1 1 1

0.5 16319 2.377 0.0062 1 1 1

0.5 30976 1.295 0.0034 1 1 1

1 30464 0.082 0.0002115 1 1 1




1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1


4.1. Definitions



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CALCULATION SHEET







DEAD Dead 1
















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CALCULATION SHEET






6.1. Base reactions





Self Weight * 1.313 Combination 9.506E‐10 ‐4.168E‐10 18.554 1009.378 ‐1108.698 ‐7.172E‐08


8. Area results This section provides area results, including items such as forces and stresses. Table 21: 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 21: 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 21: 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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CALCULATION SHEET





Table 22: 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 22: 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 22: 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.





FSEC1 Frame 309 593.866 0

sling Frame 4 303.677 0.046


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APPENDIX E

SAP2000 REPORT

FOR THE MODEL: 003E

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CALCULATION SHEET








Prepared for

WRPS LLC


Prepared by


Model Name: Model 003E 2019-05-17 1003.sdb Revision Number: 0

16 September 2019

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CALCULATION SHEET













List of Figures



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CALCULATION SHEET










RPP-CALC-62198 Rev.00 9/29/2019 - 12:59 PM 158 of 170


CALCULATION SHEET











4000Psi 8.68056E‐05 2.24833E‐07 3604.997 1502.082 0.2 0.0000055

A36 0.000283565 29000 11153.846 0.3 0.0000065

A416Gr270 0.000283565 7.34455E‐07 28500 0.0000065

A500GrB46 0.000283565 7.34455E‐07 29000 11153.846 0.3 0.0000065

A615Gr60 0.000283565 7.34455E‐07 29000 0.0000065

Flex 0 0 0.000006944 0.000002671 0.3 0.0000065



Material Fy Fu


A36 36 58

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CALCULATION SHEET





A500GrB46 46 58

rigid 36 58


3.1. Frames








L2‐1/2X2‐1/2X1/4 A36 Angle 2.5 2.5 0.25 0.25 1.19

L2X2X1/4 A36 Angle 2 2 0.25 0.25 0.94




W10x49 A36 I/Wide Flange 9.98 10 0.56 0.34 10 0.56 14.4 Table 9: Frame Section Properties 01 - General, Part 2 of 5



0.02828 0.08247 0.06365 0 0.25 0.63 0.16 0.13

3916.67 4860 1500 0 150 150 540 300

127 98.2 62.5 0 7.44 5.58 24.55 20.83

0.0261 0.69 0.69 0.42 0.63 0.63 0.39 0.39

0.0209 0.35 0.35 0.2 0.5 0.5 0.24 0.24

0.02828 0.08247 0.06365 0 0.25 0.63 0.16 0.13

0.06607 0.0305 0.0305 0 0.2 0.2 0.04066 0.04066

0.006136 0.003068 0.003068 0 0.18 0.18 0.01227 0.01227

1.39 272 93.4 0 3.39 9.33 54.51 18.68

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CALCULATION SHEET








0.24 0.19 0.3171 0.2786 No No Blue 0

810 450 5.1962 2.8868 No No White 0

30.5 24.9 2.9096 2.3212 No No Yellow 1.71

0.69 0.69 0.7626 0.7626 No No Yellow 0

0.44 0.44 0.6054 0.6054 No No Blue 0.025

0.24 0.19 0.3171 0.2786 No No Red 0

0.0619 0.0619 0.3738 0.3738 No No Yellow 0.102

0.02083 0.02083 0.125 0.125 No No Red 0

60.4 28.3 4.3461 2.5468 No No Blue 0.425 Table 9: Frame Section Properties 01 - General, Part 4 of 5



0 No 1 1 1 1 1

0 No 1 1 1 1 1

0.0044 Yes 1 1 1 1 1

0 Yes 1 1 1 1 1

0.00006587 Yes 1 1 1 1 1

0 No 1 1 1 1 1

0.0002638 No 1 1 1 1 1

0 No 1 1 1 1 1

0.0011 Yes 1 1 1 1 1

RPP-CALC-62198 Rev.00 9/29/2019 - 12:59 PM 161 of 170


CALCULATION SHEET








1 1 1

1 1 1

1 1 1 HSS8X6X.500

1 1 1 L2‐1/2X2‐1/2X1/4

1 1 1 L2X2X1/4

1 1 1

1 1 1

1 1 1

1 1 1 W10x49

3.2. Areas











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CALCULATION SHEET








4 14264358 75.938 0.1967 1 1 1

0.25 Magenta 0 0 1 1 1

0.5 16319 2.377 0.0062 1 1 1

0.5 30976 1.295 0.0034 1 1 1

1 30464 0.082 0.0002115 1 1 1




1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1


4.1. Definitions





DEAD Dead 1

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CALCULATION SHEET





















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CALCULATION SHEET





6.1. Base reactions





Self Weight * 1.313 Combination ‐5.146E‐10 ‐9.558E‐09 14.175 ‐402.021 ‐839.866 ‐3.922E‐07


8. Area results This section provides area results, including items such as forces and stresses. Table 21: 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 21: 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 21: 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 22: 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 22: 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

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CALCULATION SHEET





SAP2000 files. Table 22: 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.





FSEC1 Frame 27 80.722 0 sling Frame 4 182.175 0.091 4 inch Plate Area 9.863 1/2 inch Plate Area 0.841

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ATTACHMENT A

Email from J, Huisingh (ARES) to RD Augustine (ARES) dated 2019/09/12

Transmitting pipe support loads

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(6) Exiting Pipes

SAP Model X SAP Model Z

SAP Model Y

RPP-CALC-62198 Rev.00 9/29/2019 - 12:59 PM 168 of 170






ATTACHMENT B

Revision 0 Calculation Review Checklist

RPP-CALC-62198 Rev.00 9/29/2019 - 12:59 PM 169 of 170






RPP-CALC-62198 Rev.00 9/29/2019 - 12:59 PM 170 of 170