document release and change form - hanford.gov
TRANSCRIPT
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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 4 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)
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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 5 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)
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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 6 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)
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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 7 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)
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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 8 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)
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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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
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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.
Mathcad
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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
Mathcad
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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"
Mathcad
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
bnodeHSS 3 in lengthHSS 108 in
Knode_xHSS
KxHSS
lengthHSSbnodeHSS 12.90
kip
in
Knode_yHSS
KyHSS
lengthHSSbnodeHSS 15.29
kip
in
Knode_zHSS
KzHSS
lengthHSSbnodeHSS 15.35
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
Areafdnbnodefdn lfdn 3.82
kip
in
Knode_zfdn
Kzfdn
Areafdnbnodefdn lfdn 3.88
kip
in
Mathcad
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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
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Calc. No. 054413.18.003-S-003 Rev. 1 Page 16 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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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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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
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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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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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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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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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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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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
Ωb 1.67 ASD capacity reduction factor.
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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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
Ωb 1.67 ASD capacity reduction factor.
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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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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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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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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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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Weld Properties Per Blodgett 1991, Table 5, Page 7.4-7.
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
in Linear weld tensile stress:
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.
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.weld 0.6 FEXX 42000psi
DCRHSSe
Ωweld RuHSSe
Rn.weld0.16 The demand capacity ratio is < 1, therefore, OK
Mathcad
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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 48 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
To provide enveloping evaluation loads for this condition, and others, use the following values:
TlwM2 max TlwM2.7.11.8 100 in lbf 100 in lbf
Mathcad
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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 49 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
To provide enveloping evaluation loads for this condition, and others, use the following values:
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
Mathcad
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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 50 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
16in The actual weld size.
FEXX 70000psi Ultimate stress of the weld metal.
Weld Properties Per Blodgett 1991, Table 5, Page 7.4-7.
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
2 The linear section modulus about the x-axis. (V2-V2)
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
3 The linear polar moment of inertia.
Alin.floor.tens
Pfloor
Awfloor
M2floor
Swxfloor
M3floor
Swyfloor
643lbf
in Linear weld tensile stress:
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
in Linear resultant stress
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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 51 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
Rufloor
Alin.floor.res
0.707wfloor4.92 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.weld 0.6 FEXX 42000psi
DCRfloor
Ωweld Rufloor
Rn.weld0.23 The demand capacity ratio is < 1, therefore, OK
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
Mathcad
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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.
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
Mathcad
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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 55 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
Mathcad
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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 56 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
16in The actual weld size.
FEXX 70000psi Ultimate stress of the weld metal.
Weld Properties Per Blodgett 1991, Table 5, Page 7.4-7.
Mathcad
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
3 The linear section modulus about the x-axis. (V2-V2)
Swy.wallweld bwallweld dwallweld The linear section modulus about the y-axis. (V3-V3)
Jw.wallweld
dwallweld 3 bwallweld 2 dwallweld 2
6 The linear polar moment of inertia.
Alin.wallweld.tens
Pwallweld
Aw.wallweld
M2wallweld
Swx.wallweld
M3wallweld
Swy.wallweld
2091lbf
in Linear weld tensile stress:
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
in Linear resultant stress
Ru.wallweld
Alin.wallweld.res
0.707wwallweld11.37 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.weld 0.6 FEXX 42000psi
DCRwallweld
Ωweld Ru.wallweld
Rn.weld0.54 The demand capacity ratio is < 1, therefore, OK
Mathcad
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 59 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
Mathcad
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and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 60 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 61 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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.
Mathcad
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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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and Analysis.
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
Mathcad
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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 67 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
Red = local F1 = X global
Green = local F2 = Y global
Blue = local F3 = Z global (vertical)
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Vertical elements along sides of west box.
Local Axes Global axis
Red = local F1 = X global
Green = local F2 = Y global
Blue = local F3 = Z global (vertical)
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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7.8.2 1/2" floor plate.
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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7.8.3 4" roof and wall plates.
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.
Areas noted as Wall Welds Vertical NS
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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7.9.2 1/2" floor plate.
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.
7.9.3 4" roof and wall plates.
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.
Areas noted as Wall Welds Vertical NS
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
Ωb 1.67 ASD capacity reduction factor.
Mathcad
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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 91 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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.
DCRwall.plate_lifted
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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Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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
Ωb 1.67 ASD capacity reduction factor.
Mathcad
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CALCULATION SHEETCalculation Title: 241-A Splitter Box - Design
and Analysis.
Calc. No. 054413.18.003-S-003 Rev. 1 Page 93 of 167
Prepared By: RD Augustine Date: 2019-09-28 Checked By: Mike White Date: 2019-09-28
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.
DCRwall.plate_lifted
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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 97 of 167
Title: 241-A Splitter Box – Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
Table 9: Frame Section Properties 01 - General, Part 4 of 5
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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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
Prog Det Short‐Term Composite None Yes Finished
Prog Det Short‐Term Composite None Yes Finished
Prog Det Short‐Term Composite None Yes Finished
Prog Det Short‐Term Composite None Yes Finished
Prog Det Short‐Term Composite None Yes Finished
Prog Det Short‐Term Composite None Yes Finished
Prog Det Short‐Term Composite None Yes Finished
Prog Det Other None Yes Finished
Prog Det Other None Yes Finished
Prog Det Other None Yes Finished
Prog Det Other None Yes Finished
Prog Det Other None Yes Finished
Prog Det Other 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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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
Tank Farm horizontal 0.02 0.2155
Tank Farm horizontal 0.025 0.2157
Tank Farm horizontal 0.03 0.2175
Tank Farm horizontal 0.033 0.2292
Tank Farm horizontal 0.04 0.2547
Tank Farm horizontal 0.042 0.2617
Tank Farm horizontal 0.044 0.2684
Tank Farm horizontal 0.046 0.2751
Tank Farm horizontal 0.048 0.2817
Tank Farm horizontal 0.05 0.2879
Tank Farm horizontal 0.055 0.3032
Tank Farm horizontal 0.06 0.3178
Tank Farm horizontal 0.065 0.3319
Tank Farm horizontal 0.07 0.3454
Tank Farm horizontal 0.075 0.3586
Tank Farm horizontal 0.08 0.3723
Tank Farm horizontal 0.085 0.3859
Tank Farm horizontal 0.09 0.3991
Tank Farm horizontal 0.095 0.412
Tank Farm horizontal 0.1 0.4246
Tank Farm horizontal 0.11 0.4492
Tank Farm horizontal 0.12 0.4728
Tank Farm horizontal 0.13 0.4956
Tank Farm horizontal 0.14 0.5177
Tank Farm horizontal 0.15 0.5392
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
Tank Farm horizontal 0.16 0.5601
Tank Farm horizontal 0.167 0.5738
Tank Farm horizontal 0.17 0.5805
Tank Farm horizontal 0.174 0.5883
Tank Farm horizontal 0.18 0.5883
Tank Farm horizontal 0.19 0.5883
Tank Farm horizontal 0.2 0.5883
Tank Farm horizontal 0.22 0.5883
Tank Farm horizontal 0.24 0.5883
Tank Farm horizontal 0.25 0.5883
Tank Farm horizontal 0.26 0.5883
Tank Farm horizontal 0.28 0.5621
Tank Farm horizontal 0.3 0.5387
Tank Farm horizontal 0.32 0.5174
Tank Farm horizontal 0.34 0.4982
Tank Farm horizontal 0.36 0.4807
Tank Farm horizontal 0.38 0.4648
Tank Farm horizontal 0.4 0.45
Tank Farm horizontal 0.42 0.4365
Tank Farm horizontal 0.44 0.424
Tank Farm horizontal 0.46 0.4124
Tank Farm horizontal 0.48 0.4015
Tank Farm horizontal 0.5 0.3914
Tank Farm horizontal 0.55 0.3649
Tank Farm horizontal 0.6 0.3412
Tank Farm horizontal 0.65 0.3205
Tank Farm horizontal 0.7 0.2936
Tank Farm horizontal 0.75 0.2702
Tank Farm horizontal 0.8 0.2502
Tank Farm horizontal 0.85 0.2326
Tank Farm horizontal 0.9 0.2174
Tank Farm horizontal 0.95 0.2039
Tank Farm horizontal 1 0.1917
Tank Farm horizontal 1.1 0.1734
Tank Farm horizontal 1.2 0.1583
Tank Farm horizontal 1.3 0.1455
Tank Farm horizontal 1.401 0.1346
Tank Farm horizontal 1.499 0.1254
Tank Farm horizontal 1.6 0.1171
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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)
Tank Farm horizontal 1.701 0.1098
Tank Farm horizontal 1.799 0.1036
Tank Farm horizontal 1.901 0.0977
Tank Farm horizontal 2 0.0927
Tank Farm horizontal 2.198 0.0814
Tank Farm horizontal 2.398 0.0721
Tank Farm horizontal 2.597 0.0646
Tank Farm horizontal 2.801 0.0582
Tank Farm horizontal 3.003 0.0529
Tank Farm horizontal 3.195 0.0486
Tank Farm horizontal 3.401 0.0446
Tank Farm horizontal 3.597 0.0413
Tank Farm horizontal 3.802 0.0382
Tank Farm horizontal 4 0.0356
Tank Farm horizontal 4.202 0.0339
Tank Farm horizontal 4.405 0.0324
Tank Farm horizontal 4.608 0.0309
Tank Farm horizontal 4.808 0.0297
Tank Farm horizontal 5 0.0285
Tank Farm horizontal 5.495 0.026
Tank Farm horizontal 5.988 0.0238
Tank Farm horizontal 6.494 0.022
Tank Farm horizontal 6.993 0.0204
Tank Farm horizontal 7.519 0.019
Tank Farm horizontal 8 0.0178
Tank Farm horizontal 8.475 0.0168
Tank Farm horizontal 9.009 0.0158
Tank Farm horizontal 10 0.0143
Tank Farms vertical 0.01 0.1566 0.05
Tank Farms vertical 0.017 0.157
Tank Farms vertical 0.02 0.1571
Tank Farms vertical 0.025 0.1773
Tank Farms vertical 0.03 0.1973
Tank Farms vertical 0.033 0.2087
Tank Farms vertical 0.04 0.2337
Tank Farms vertical 0.042 0.2405
Tank Farms vertical 0.044 0.2471
Tank Farms vertical 0.046 0.2537
Tank Farms vertical 0.048 0.2602
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Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
Tank Farms vertical 0.05 0.2671
Tank Farms vertical 0.055 0.2839
Tank Farms vertical 0.06 0.3002
Tank Farms vertical 0.065 0.316
Tank Farms vertical 0.07 0.3313
Tank Farms vertical 0.075 0.3463
Tank Farms vertical 0.08 0.3463
Tank Farms vertical 0.085 0.3463
Tank Farms vertical 0.09 0.3463
Tank Farms vertical 0.095 0.3463
Tank Farms vertical 0.1 0.3463
Tank Farms vertical 0.11 0.3463
Tank Farms vertical 0.12 0.3463
Tank Farms vertical 0.13 0.3463
Tank Farms vertical 0.14 0.3463
Tank Farms vertical 0.15 0.3463
Tank Farms vertical 0.16 0.3463
Tank Farms vertical 0.167 0.3463
Tank Farms vertical 0.17 0.3463
Tank Farms vertical 0.174 0.3463
Tank Farms vertical 0.18 0.3463
Tank Farms vertical 0.19 0.3463
Tank Farms vertical 0.2 0.3398
Tank Farms vertical 0.22 0.328
Tank Farms vertical 0.24 0.3177
Tank Farms vertical 0.25 0.3129
Tank Farms vertical 0.26 0.3084
Tank Farms vertical 0.28 0.3
Tank Farms vertical 0.3 0.2925
Tank Farms vertical 0.32 0.2808
Tank Farms vertical 0.34 0.2701
Tank Farms vertical 0.36 0.2605
Tank Farms vertical 0.38 0.2517
Tank Farms vertical 0.4 0.2436
Tank Farms vertical 0.42 0.2362
Tank Farms vertical 0.44 0.2293
Tank Farms vertical 0.46 0.2229
Tank Farms vertical 0.48 0.2169
Tank Farms vertical 0.5 0.2114
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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)
Tank Farms vertical 0.55 0.1957
Tank Farms vertical 0.6 0.1818
Tank Farms vertical 0.65 0.1698
Tank Farms vertical 0.7 0.1547
Tank Farms vertical 0.75 0.1416
Tank Farms vertical 0.8 0.1305
Tank Farms vertical 0.85 0.1208
Tank Farms vertical 0.9 0.1124
Tank Farms vertical 0.95 0.105
Tank Farms vertical 1 0.0983
Tank Farms vertical 1.1 0.0911
Tank Farms vertical 1.2 0.0849
Tank Farms vertical 1.3 0.0796
Tank Farms vertical 1.401 0.075
Tank Farms vertical 1.499 0.071
Tank Farms vertical 1.6 0.0674
Tank Farms vertical 1.701 0.0642
Tank Farms vertical 1.799 0.0614
Tank Farms vertical 1.901 0.0587
Tank Farms vertical 2 0.0563
Tank Farms vertical 2.198 0.0506
Tank Farms vertical 2.398 0.0457
Tank Farms vertical 2.597 0.0417
Tank Farms vertical 2.801 0.0383
Tank Farms vertical 3.003 0.0353
Tank Farms vertical 3.195 0.0329
Tank Farms vertical 3.401 0.0306
Tank Farms vertical 3.597 0.0287
Tank Farms vertical 3.802 0.0269
Tank Farms vertical 4 0.0254
Tank Farms vertical 4.202 0.0242
Tank Farms vertical 4.405 0.0231
Tank Farms vertical 4.608 0.0221
Tank Farms vertical 4.808 0.0211
Tank Farms vertical 5 0.0203
Tank Farms vertical 5.495 0.0185
Tank Farms vertical 5.988 0.017
Tank Farms vertical 6.494 0.0157
Tank Farms vertical 6.993 0.0145
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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)
Tank Farms vertical 7.519 0.0135
Tank Farms vertical 8 0.0127
Tank Farms vertical 8.475 0.012
Tank Farms vertical 9.009 0.0113
Tank Farms vertical 10 0.0102
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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Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 113 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)
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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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)
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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Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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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Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
APPENDIX B
SAP2000 REPORT
FOR THE MODEL: 003B
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 117 of 167
Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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 003B 2019-04-18 0949.sdb Revision Number: 0
16 September 2019
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 118 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)
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
3.2. Areas ............................................................................................................................................................... 122 4. Load patterns ........................................................................................................................................................... 123
4.1. Definitions ........................................................................................................................................................ 124 5. Load cases ............................................................................................................................................................... 124
5.1. Definitions ........................................................................................................................................................ 124 5.2. Static case load assignments .......................................................................................................................... 125
7. Structure results ....................................................................................................................................................... 125 7.1. Base reactions ................................................................................................................................................. 125
8. Joint results .............................................................................................................................................................. 125 9. Area results .............................................................................................................................................................. 126 11. Material take-off ..................................................................................................................................................... 126
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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 119 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)
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.
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Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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.
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
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
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Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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
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
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Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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 Table 9: Frame Section Properties 01 - General, Part 4 of 5
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
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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)
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 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.
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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)
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
Grout Dead 0 9f4f4ea5‐e7d9‐4cac‐a51f‐28ccf4fbd97b
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
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
Prog Det Non‐Composite None Yes Finished
Prog Det Non‐Composite None Yes Finished
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 125 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)
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
Grout Load pattern Grout 1
6. Structure results This section provides structure results, including items such as base reactions.
6.1. Base reactions
Table 18: Base Reactions, Part 1 of 3
TABLE: 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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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 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.
9. 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
L2X2X1/4 Frame 8 95 0.025
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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)
4 inch Plate rda Area 36.295
floor RDA Area 1.677
foundation Area 0.537
leg pad RDA Area 0.082
manifold suppt plate RDA Area 0.79
LIN1 Link 99 0
FSEC1 Frame 376 880.998 0
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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)
APPENDIX C
SAP2000 REPORT
FOR THE MODEL: 003C
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 129 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)
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 003C 2019-04-18 1558 Revision Number: 0
16 September 2019
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 130 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)
Contents 1. Model geometry ....................................................................................................................................................... 131
1.1. Joint coordinates ............................................................................................................................................. 131 1.2. Joint restraints ................................................................................................................................................. 131 1.3. Element connectivity ....................................................................................................................................... 132
2. Material properties ................................................................................................................................................... 132 3. Section properties .................................................................................................................................................... 133
3.2. Areas ............................................................................................................................................................... 136 4. Load patterns ........................................................................................................................................................... 137
4.1. Definitions ........................................................................................................................................................ 137 5. Load cases ............................................................................................................................................................... 137
5.1. Definitions ........................................................................................................................................................ 137 5.2. Static case load assignments .......................................................................................................................... 138
7. Structure results ....................................................................................................................................................... 138 7.1. Base reactions ................................................................................................................................................. 138
8. Joint results .............................................................................................................................................................. 138 9. Area results .............................................................................................................................................................. 138 11. Material take-off ..................................................................................................................................................... 139
List of Figures
Figure 1: Finite element model .................................................................................................................................. 131
List of Tables Table 1: Joint Coordinates ......................................................................................................................................... 131 Table 2: Joint Restraint Assignments ........................................................................................................................ 131 Table 5: Connectivity - Area ...................................................................................................................................... 132 Table 6: Area Section Assignments ........................................................................................................................... 132 Table 7: Material Properties 02 - Basic Mechanical Properties ................................................................................. 132 Table 8: Material Properties 03a - Steel Data............................................................................................................ 133 Table 11: Load Pattern Definitions ............................................................................................................................ 137 Table 12: Load Case Definitions, Part 1 of 2 ............................................................................................................. 137 Table 2: Load Case Definitions, Part 2 of 2 ............................................................................................................... 137 Table 13: Case - Static 1 - Load Assignments .......................................................................................................... 138 Table 18: Base Reactions, Part 1 of 3 ....................................................................................................................... 138 Table 19 Joint Displacements .................................................................................................................................... 138 Table 21: Element Forces - Area Shells, Part 1 of 3 ................................................................................................. 138 Table 21: Element Forces - Area Shells, Part 3 of 3 ................................................................................................. 139 Table 22: Element Stresses - Area Shells, Part 1 of 3 .............................................................................................. 139 Table 22: Element Stresses - Area Shells, Part 2 of 3 .............................................................................................. 139 Table 22: Element Stresses - Area Shells, Part 3 of 3 .............................................................................................. 139
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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)
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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 132 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)
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
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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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 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
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
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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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 9: Frame Section Properties 01 - General, Part 2 of 5
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
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
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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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 9: Frame Section Properties 01 - General, Part 4 of 5
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 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
I3Mod MMod WMod SectInFile
Unitless Unitless Unitless Text
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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Title: 241-A Splitter Box – Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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 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
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Title: 241-A Splitter Box – Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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
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
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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Title: 241-A Splitter Box – Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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
6. Structure results This section provides structure results, including items such as base reactions.
6.1. Base reactions
Table 18: Base Reactions, Part 1 of 3
TABLE: Base Reactions
OutputCase CaseType GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ
Text Text Kip Kip Kip Kip‐in Kip‐in Kip‐in
Self Weight * 1.313
Combination 1.257E‐07 ‐1.406E‐07
53.752 2935.53 ‐3226.054
‐2.213E‐05
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. 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
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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)
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.
9. 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
L2X2X1/4 Frame 8 95 0.025
sling Frame 6 532.451 0.081
W10X49 Frame 1 104 0.425
4 inch Plate rda Area 36.295
floor RDA Area 1.677
foundation Area 0.537
leg pad RDA Area 0.082
manifold suppt plate RDA Area 0.79
LIN1 Link 99 0
FSEC1 Frame 376 880.998 0
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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)
APPENDIX D
SAP2000 REPORT
FOR THE MODEL: 003D
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 141 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)
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 003D 2019-04-19 1405 Revision Number: 0
16 September 2019
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 142 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)
Contents 1. Model geometry ....................................................................................................................................................... 143
1.1. Joint coordinates ............................................................................................................................................. 143 1.2. Joint restraints ................................................................................................................................................. 144 1.3. Element connectivity ....................................................................................................................................... 144
2. Material properties ................................................................................................................................................... 144 3. Section properties .................................................................................................................................................... 145
3.2. Areas ............................................................................................................................................................... 147 4. Load patterns ........................................................................................................................................................... 148
4.1. Definitions ........................................................................................................................................................ 148 5. Load cases ............................................................................................................................................................... 149
5.1. Definitions ........................................................................................................................................................ 149 5.2. Static case load assignments .......................................................................................................................... 149
7. Structure results ....................................................................................................................................................... 150 7.1. Base reactions ................................................................................................................................................. 150
8. Joint results .............................................................................................................................................................. 150 9. Area results .............................................................................................................................................................. 150 11. Material take-off ..................................................................................................................................................... 151
List of Figures
Figure 1: Finite element model .................................................................................................................................. 143
List of Tables Table 1: Joint Coordinates ......................................................................................................................................... 143 Table 2: Joint Restraint Assignments ........................................................................................................................ 144 Table 5: Connectivity - Area ...................................................................................................................................... 144 Table 6: Area Section Assignments ........................................................................................................................... 144 Table 7: Material Properties 02 - Basic Mechanical Properties ................................................................................. 144 Table 8: Material Properties 03a - Steel Data............................................................................................................ 144 Table 11: Load Pattern Definitions ............................................................................................................................ 148 Table 12: Load Case Definitions, Part 1 of 2 ............................................................................................................. 149 Table 2: Load Case Definitions, Part 2 of 2 ............................................................................................................... 149 Table 13: Case - Static 1 - Load Assignments .......................................................................................................... 149 Table 18: Base Reactions, Part 1 of 3 ....................................................................................................................... 150 Table 19 Joint Displacements .................................................................................................................................... 150 Table 21: Element Forces - Area Shells, Part 1 of 3 ................................................................................................. 150 Table 21: Element Forces - Area Shells, Part 3 of 3 ................................................................................................. 150 Table 22: Element Stresses - Area Shells, Part 1 of 3 .............................................................................................. 151 Table 22: Element Stresses - Area Shells, Part 2 of 3 .............................................................................................. 151 Table 22: Element Stresses - Area Shells, Part 3 of 3 .............................................................................................. 151
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 143 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)
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.
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 144 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)
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.
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
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 Table 8: Material Properties 03a - Steel Data
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 145 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: Material Properties 03a ‐ Steel Data
Material Fy Fu
Text Kip/in2 Kip/in2
A36 36 58
A500GrB46 46 58
rigid 36 58
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
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 Table 9: Frame Section Properties 01 - General, Part 2 of 5
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
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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)
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
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
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
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 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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 147 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 9: Frame Section Properties 01 - General, Part 5 of 5
I3Mod MMod WMod SectInFile
Unitless Unitless Unitless Text
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
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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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 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
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 149 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)
LoadPat DesignType SelfWtMult AutoLoad GUID Notes
Text Text Unitless Text Text Text
DEAD Dead 1
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
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
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
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 150 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)
6. Structure results This section provides structure results, including items such as base reactions.
6.1. Base reactions
Table 18: Base Reactions, Part 1 of 3
TABLE: Base Reactions
OutputCase CaseType GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ
Text Text Kip Kip Kip Kip‐in Kip‐in Kip‐in
Self Weight * 1.313 Combination 9.506E‐10 ‐4.168E‐10 18.554 1009.378 ‐1108.698 ‐7.172E‐08
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. 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.
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 151 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 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.
9. 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 309 593.866 0
sling Frame 4 303.677 0.046
4 inch Plate rda Area 14.085
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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)
APPENDIX E
SAP2000 REPORT
FOR THE MODEL: 003E
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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)
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 003E 2019-05-17 1003.sdb Revision Number: 0
16 September 2019
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 154 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)
Contents 1. Model geometry ....................................................................................................................................................... 155
1.1. Joint coordinates ............................................................................................................................................. 155 1.2. Joint restraints ................................................................................................................................................. 155 1.3. Element connectivity ....................................................................................................................................... 156
2. Material properties ................................................................................................................................................... 156 3. Section properties .................................................................................................................................................... 157
3.2. Areas ............................................................................................................................................................... 159 4. Load patterns ........................................................................................................................................................... 160
4.1. Definitions ........................................................................................................................................................ 160 5. Load cases ............................................................................................................................................................... 161
5.1. Definitions ........................................................................................................................................................ 161 5.2. Static case load assignments .......................................................................................................................... 161
7. Structure results ....................................................................................................................................................... 161 7.1. Base reactions ................................................................................................................................................. 162
8. Joint results .............................................................................................................................................................. 162 9. Area results .............................................................................................................................................................. 162 11. Material take-off ..................................................................................................................................................... 163
List of Figures
Figure 1: Finite element model .................................................................................................................................. 155
List of Tables Table 1: Joint Coordinates ......................................................................................................................................... 155 Table 2: Joint Restraint Assignments ........................................................................................................................ 155 Table 5: Connectivity - Area ...................................................................................................................................... 156 Table 6: Area Section Assignments ........................................................................................................................... 156 Table 7: Material Properties 02 - Basic Mechanical Properties ................................................................................. 156 Table 8: Material Properties 03a - Steel Data............................................................................................................ 156 Table 11: Load Pattern Definitions ............................................................................................................................ 160 Table 12: Load Case Definitions, Part 1 of 2 ............................................................................................................. 161 Table 2: Load Case Definitions, Part 2 of 2 ............................................................................................................... 161 Table 13: Case - Static 1 - Load Assignments .......................................................................................................... 161 Table 18: Base Reactions, Part 1 of 3 ....................................................................................................................... 162 Table 19 Joint Displacements .................................................................................................................................... 162 Table 21: Element Forces - Area Shells, Part 1 of 3 ................................................................................................. 162 Table 21: Element Forces - Area Shells, Part 3 of 3 ................................................................................................. 162 Table 22: Element Stresses - Area Shells, Part 1 of 3 .............................................................................................. 162 Table 22: Element Stresses - Area Shells, Part 2 of 3 .............................................................................................. 162 Table 22: Element Stresses - Area Shells, Part 3 of 3 .............................................................................................. 163
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 155 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)
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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 156 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)
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
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 Table 8: Material Properties 03a - Steel Data
TABLE: Material Properties 03a ‐ Steel Data
Material Fy Fu
Text Kip/in2 Kip/in2
A36 36 58
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 157 of 167
Title: 241-A Splitter Box – Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
A500GrB46 46 58
rigid 36 58
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
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 Table 9: Frame Section Properties 01 - General, Part 2 of 5
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
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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 158 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 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
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
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 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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Project No. 054413.18.003 Calculation No. 054413.18.003-S-003 Rev. 1 Page No. 159 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 9: Frame Section Properties 01 - General, Part 5 of 5
I3Mod MMod WMod SectInFile
Unitless Unitless Unitless Text
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
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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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
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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
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
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
6. Structure results This section provides structure results, including items such as base reactions.
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6.1. Base reactions
Table 18: Base Reactions, Part 1 of 3
TABLE: Base Reactions
OutputCase CaseType GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ
Text Text Kip Kip Kip Kip‐in Kip‐in Kip‐in
Self Weight * 1.313 Combination ‐5.146E‐10 ‐9.558E‐09 14.175 ‐402.021 ‐839.866 ‐3.922E‐07
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. 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
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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.
9. 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 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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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
(6) Exiting Pipes
SAP Model X SAP Model Z
SAP Model Y
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
ATTACHMENT B
Revision 0 Calculation Review Checklist
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Title: 241-A Splitter Box - Design and Analysis
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Quality Assurance Procedure 3.1 Calculation Sheet (05-10)
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