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Document ID:EDF-5017
Effective Date: 9/4/07 Revision ID0
ENGINEERING DESIGN FILE
PROJECT NO. 22901
SECONDARY CONTAINMENT AND SUPPORT SKID DESIGN FOR V-TANK CONSOLIDATION TANKS
l ~ o natsonai Engineering ’ and fnuirenmental laboratory
Form 412.14 1 0l912003 Rev. 05
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43 1.02 01130/2003 Rev. 11
ENGINEERING DESIGN FILE EDF-5017 Revision 0
Page 1 of 138
EDFNo.: 5017 EDF Rev. No.: 0 Project File No.: 22901 ~
.
. Index Codes:
Title: Secondary Containment and Support Skid Design for V-Tank Consolidation Tanks
Building/Type N/A SSC ID N/A Site Area 034 (TAN)
. NPH Performance Category: PC-0 or N/A
, EDF Safety Category: CG or N/A SCC Safety Category: CG or N/A
. Summary: This EDF documents the design calculations for the secondary containment and supporting skid for new consolidation tanks. Contents of the TAN V-tanks will be removed and placed in the new consolidation tanks for subsequent treatment. The proposed location of the consolidation tanks is the area north of building TAN-666. This area will be re- graded and the support skid placed on gravel fill. The calculations include the design of a secondary containment pan, tank shield plates with supporting frame, and tank support skid. Also included in this EDF is an analysis of a V-Tank Mockup platform designed by B. D. Raivo. Review (R) and Approval (A) and Acceptance (Ac) Signatures: .
I ' ' ,-7 - I I I
&&by m.ET&hiJ )oc. Control
. Distribution: R. F. Lippert MS 3650, G. E. McDannel MS 9206 (Name and Mail Stop)
. Does document contain sensitive unclassified information? 0 Yes No
If Yes, what category:
. Can document be externally distributed? Yes 0 No
0. Uniform File Code: 8201 Disposition Authority: A17-31 -a-1
Record Retention Period: Until dismantlement or disposal of facility, equipment, system or process
1. For QA Records Classification Only: 0 Lifetime Nonpermanent Permanent
Item and activity to which the QA Record apply:
2. NRC related? 0 Yes H No 3. Registered Professional Engineer's Stamp (if required)
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43 1.02 01/30/2003 Rev . 11
ENGINEERING DESIGN FILE EDF-5017 Revision 0
Page 2 of 138
1 .
2 .
3 .
4 .
5 .
6 .
7 .
8 .
9 .
10 .
11 .
CONTENTS
PURPOSE .......................................................................................................................................... 3
SCOPE ............................................................................................................................................... 3
SAFETY CATEGORY ...................................................................................................................... 3
NATURAL PHENOMENA ............................................................................................................... 3
SYSTEM DESCRIPTION ................................................................................................................. 3
DESIGN AND ANALYSIS ............................................................................................................... 4
LOADS .............................................................................................................................................. 4
ASSUMPTIONS ................................................................................................................................ 4
ACCEPTANCE C R m R I A .............................................................................................................. 6
RESULTS .......................................................................................................................................... 6
REFERENCES ................................................................................................................................... 6
Attachment 1 ~ Secondary Containment Pan Design ..................................................................................... 8
Attachment 2, Tank Shield and Support Frame Design ............................................................................. 12
Attachment 3, Tank Support Frame Design ............................................................................................... 45
Attachment 4, Ground Support Evaluation ................................................................................................ 90
Attachment 5 , Tank Seismic Stability ........................................................................................................ 99
Attachment 6, V-Tank Mockup Platform Analysis .................................................................................. 104
Attachment 7, Design Drawings ............................................................................................................... 131
FIGURES
1 . Consolidation tank layout ..................................................................................................................... 5
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43 1.02 0 1 /30/2003 Rev. 11
ENGINEERING DESIGN FILE EDF-50 17 Revision 0
Page 3 of 138
Secondary Containment and Support Skid Design for V-Tank Consolidation Tanks
1. PURPOSE
The structural analysis and design contained in this Engineering Design File (EDF) are provided support of the removal of contents from Technical Support Facility (TSF)-09 Tanks V-1, V-2 and V-3, and TSF-18 Tank V-9. This is the initial phase of the Environmental Remediation of the TAN V-Tanks
n
supporting the Waste Area Group (WAG)-1 Operable Unit (OU) 1-10 remedial action activity. Removal of the V-Tank waste contents is to be accomplished by extracting the liquid and sludge and placing it into new receiving tanks, called “consolidation tanks,” to be located in an area north of Building TAN-666.
2. SCOPE
Components of the consolidation tank system include a secondary containment vessel, radiation shielding, and associated support structures. The designs of these components are provided in this EDF.
3. SAFETY CATEGORY
The Safety Category for the V-Tank system is Consumer Grade as defined in TFR-278 (see Reference 1).
4. NATURAL PHENOMENA
The natural phenomena hazards classification for the V-Tanks remedial activity is Performance Category 0 (PC-0) as defined in TFR-278. For PC-0, seismic forces need not be considered.
5. SYSTEM DESCRIPTION
It is proposed to empty the liquid and sludge waste contained in the V-Tanks into three new consolidation tanks that will be located west of the V-tank site in a nearby area north of Building TAN-666. The new tanks are to be identical, each with a capacity of 8,000 gal. The tanks will be cylindrical and supported vertically on legs. Secondary containment must be provided in case of a tank leak. The containment must have a minimum capacity equal to 100% of one of the tanks (8,000 gal) to be in accordance with 40 CFR 264.193 (see Reference 8) as required by TFR-278. A pan constructed from steel plate is designed to provide this containment. To hold 8,000 gal, the pan floor is approximately 21 ft square with a wall height of 3 ft. All three consolidation tanks will sit inside the pan.
Due to the anticipated radiation fields generated from the V-tank waste, shield barriers are required to lower the radiation doses near the tanks to acceptable levels. Concrete blocks, each measuring 2 ft by 2 f t by 6 ft long, will be positioned around the sides of the containment pan as required to accommodate personnel access in the vicinity of the tanks. Since valves and pumps associated with the new consolidation tank system will be located in the containment pan and require access by an operator, additional shielding is required inside the containment pan adjacent to the walls of the tanks. Thick steel plate is to be used for this shielding and will be supported by a structural steel frame. Shielding requirements were based on the calculations of EDF-4604 (see Reference 7).
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The area north of Building TAW666 is currently vacant. The area will need to be cleared of the existing vegetation and have gravel fill in order to support the consolidation tanks. To ensure stable support for the weight of the tanks, containment pan, and shield plates, a steel framed skid is required. The skid will be designed using structural tube members.
A fabric structure will be used as a weather enclosure to house the consolidation tank system.
See Figure 1 for the consolidation tank layout with the secondary containment pan and support skid.
6. DESIGN AND ANALYSIS
The following is a description of the design and analysis calculations included in this EDF:
Attachment 1 contains the design calculations for the secondary containment pan.
Attachment 2 contains the design of the tank shield plates and supporting frame.
Attachment 3 contains the design of the tank support skid (or frame) for distributing the loads from the tanks to the ground.
Attachment 4 contains an evaluation of the ground stability and required gravel fill for supporting the tank skid system.
Attachment 5 contains an evaluation of tank stability considering minimum seismic activity.
Attachment 6 contains an analysis of an accesdwalkway platform designed for a mockup of the sas;;r. b ' 6' <"
V-tank cleaning operation.
Attachment 7 contains design drawings,
7. LOADS
Only gravity loads are considered in the analysis and design calculations of this EDF. Since the tanks and associated equipment are to be located within an enclosure, wind forces need not be considered. Since the system is considered a PC-0, seismic loading is not applicable.
8. ASSUMPTIONS
The following assumptions are used in the design and analysis calculations:
The new consolidation tanks will each have four legs.
0 The weight of the consolidation tanks is estimated since they have not been purchased at this time.
The consolidation tanks will be located in an enclosure.
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9. ACCEPTANCE CRITERIA
Structural steel design shall meet AISC criteria for Allowable Stress Design (ASD), (see Reference 2).
10. RESULTS
Attachment 1 contains the design calculations of the containment pan. It will be approximately 2 1 4 square with walls 3 ft high. It will be constructed from 3116-in. ASTM A34 carbon steel plate with plate stiffeners placed along the walls.
Steel plates will be positioned near the tanks for ra&ation shielding. The plates are to be 1-1/4 in. thick (see Reference 7). The design of the frame to support the shielding plates is provided in Attachment 2, The frame consists of 2 x 2 x 3/16-in. structural tube and is designed to allow the shield plates to slide in and out. Lifting eyes are designed for lifting the plates.
The design of the tank support frame (or skid) is in Attachment 3. The frame is to be constructed using 8 x 8 x 1/4-in. structural tube. The frame will support the consolidation tanks, the containment pan, and shield plates. Lifting eyes are designed to lift the frame with the pan and shield plate supporting frame (excluding the 1-1/4-in. thick shield plates).
The consolidation tank system will be placed on the ground. Calculations in Attachment 4 indicate that 3 ft of pit run gravel compacted over the existing soil will produce sufficient support for the tanks, maintaining a safety factor of 2.5.
Although a PC-0 is defined for this design, stability of the consolidation tanks is evaluated for minimal seismic loading. Calculations of Attachment 5 determine that the tanks will not tip over when subjected to PC-1 seismic forces. The tip-over safety factor is 2.3.
Included in this EDF is a structural analysis of a platform to be used during a mockup endeavor for demonstrating and verifying V-tank cleaning procedures and activities. Beams and columns for the platform will be structural steel tube, and the deck will be steel grating. The deck will be 12 ft square and stand just under 12 ft high. The analysis, in Attachment 6, indicates that the platform designed by Brian Raivo is more than sufficient to support the anticipated loads.
11. REFERENCES
1.
2.
3.
4.
5.
TFR-278, “Technical and Functional Requirements for TWContents Removal and Site Remediation of V-Tanks, TSF-09 and TSF-IS, Operable Unit 1-10,” Revision 2, June 22, 2004.
American Institute of Steel Construction (AISC) Manual of Steel Construction, Allowable Stress Design, 9th Edition, 1989.
Roark‘s Formulas for Stress & Strain, W. C. Young, Sixth Edition, McGraw-Hill, Inc., 1999.
Section Maker, Version 8.53, Formation Design Systems, section geometric properties software for the PC platform.
ST AAD. Pro, Version 2004, Build 1002, Research Engineers International, structural analysis and design software for the PC platform.
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ENGINEERING DESIGN FILE EDF-50 17 Revision 0
Page 7 of 138
6.
7.
8.
9.
10.
11.
12.
RAM Advanse, student version, RAM InternationaI, structural analysis and design software for the PC platform.
EDF-4604, “Shielding and Exposure Calculations for V-Tank Waste Process Activities,” Revision 0, April 19, 2004.
40 CFR 264.193, “Containment and Detectian of Leaks,” Code of Federal Regulations, Office of the Federal Register, June 25, 2004.
Design of Welded Structures, 0. W. Blodgett, 12th printing, March 1982.
DOE-ID Architectural Engineering Standards, Revision 29, U.S. Department of Energy Idaho Operations Office, Idaho Falls, ID, September 12, 2002.
Principles of Geotechnical Engineering, B. M. Das, Second Edition, PWS-Kent Publishing Co., 1985.
International Building Code, International Code Council, Inc. 2003.
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43 1.02 0 I /30/2003 Rev. 11
ENGINEERING DESIGN FILE
Attachment 1
Secondary Containment Pan Design
EDF-5017 Revision 0
Page 8 of 138
Page 12
CROSS-SECTION OF PAN WALL & PLATE STIFFENER
-
I b , 180''
!-
Weight Area I X
.I E G Sxt Sxb
IY
SYl SYT rx "Y IXC
Iyc Ixyc I1 I2 0
YC D B tw tf xl xr Yt Yb Asx ASY S l t S lb s21 S 2r Fillet Radius Toe Radius
YS Perimeter d l d 2 bl b2
XC
xs
37.104 lb/ft 10.904 in"2 206.894 in"4 1160.721 in"4 0.128 in"4 29000.000 h i 11 153.846 ksi 88.917 in"3 14.926 inA3 55.272 in"3 55.272 in"3 4.356 in 10.317 in 206.894 in"4 1160.721 in"4 0.000 in"4 1160.721 in"4 206.894 in"4 -90.000 deg 0.000 in 0.000 in 16.188 in 42.000 in 0.188 in 0.188 in -21.000 in 21.000 in 2.327 in -13.861 in 7.896 in"2 3.043 in"2 55.272 in"3 55.272 in"3 88.917 in"3 14.926 in"3 0.000 in 0.000 in 0.000 in 2.233 in 116.376 in 0.000 in 0.000 in 0.000 in 0.000 in
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43 1.02 0 1 /3 0/200 3 Rev. I I
ENGINEERING DESIGN FILE
ATTACHMENT 2
Tank Shield and Support Frame Design
EDF-5017 Revision 0
Page 12 of 138
Page 17
TAN V tank Process Dose Point 2 - (1 02.5,1.92e+OI,O) in
c li 1
1 I 1 1
0.1 I I 1 t I I t
0.0 0.5 ,lo 1.s 1.5 2.0 2.5 3.0 I
Shield #3 (in)
e Without Buildup .With Buildup
Page 18
1000
100 L .- a c .-
lo
1 0.0
TAN V tank Process Dose Point 2 - (1 02.5,1.92e+OI ,0) in
a I 1 I I I
-1 I 1 I
a- * I 0.2
I 0.4
Shield #3 (in)
I I 1 0.6 0.8 1 .o
0 without Buildup With Buildup
Page 19
TAN V tank Process Dose Point 2 - (102.5,1.92e+01 ,O) in
I I 1
1 1 I I I I 1 1 1 0 1 2 3 3.6 A 5 8
Shield #3 (in)
Without Buildup With Buildup
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\9/ 138
TAN V tank Process Dose Point 2 - (I 02.5,1.92e+OI,O) in
E 1 I -- a
I
1 I
I 1 1 I I I I I
I 1
0 1 2 3 4 5 6
Shield #3 (in)
Wlthout Buildup
4.125
With Buildup
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TAN V tank Process Dose Point 2 - (102.5,1.92e+OI ,O) in
IOOO-
100.
1Ct
1 0.0
I 015 0.6 I .o
Shield #3 (in)
@Without Buildup .With Buildup
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EDF-5017 Pg 24 of 138
STAAD SPACE STEEL PLATE TANK S H I E L D START J O B INFORMATION JOB NAME V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING JOB NO EDF-4727 J O B COMMENT DL C a s e ENGINEER NAME R L i p p e r t ENGINEER DATE 10-Mar-04 END J O B INFORMATION I N P U T WIDTH 79 U N I T INCHES POUND J O I N T COORDINATES 1 0 0 0; 2 0 0 3.5; 3 116.5 0 0; 4 116.5 0 3.5; 5 120 0 0; 6 120 0 3.5; 7 116.5 0 120.5; 8 120 0 120.5; 9 0 13.5 0; 10 0 13.5 3.5; 11 116.5 13.5 0; 12 116.5 13.5 3.5; 13 120 13.5 0; 14 120 13.5 3.5; 15 116.5 13.5 120.5; 16 120 13.5 120.5; 17 0 73.5 0; 18 0 73.5 3.5; 19 116.5 73.5 0; 20 116.5 73.5 3.5; 21 120 73.5 0; 22 120 73.5 3.5; 23 116.5 73.5 120.5; 24 120 73.5 120.5; 25 0 13.5 1.75; 26 120 13.5 1.75; 27 118.25 13.5 3.5; 28 118.25 13.5 120.5; 29 0 43.5 3.5; 30 0 43.5 0; 31 116.5 43.5 0; 32 116.5 43.5 3.5; 33 120 43.5 0; 34 120 43.5 3.5; 35 116.5 43.5 120.5; 36 120 43.5 120.5; 39 0 73.5 1.75; 40 120 73.5 1.75; 41 118.25 73.5 3.5; 42 118.25 73.5 120.5; 43 0 97.5 1.75; 44 120 97.5 1.75; 45 118.5 97.5 3.5; 46 118.5 97.5 120.5; M W E R INCIDENCES 1 1 9; 2 2 10; 3 3 11; 4 4 12; 5 5 13; 6 6 14; 7 7 15; 8 8 16; 9 9 30; 10 10 29; 11 11 31; 12 12 32; 13 13 33; 14 14 34; 15 15 35; 16 16 36; 17 9 25; 18 13 26; 19 14 27; 20 16 28; 21 25 10; 22 26 14; 23 27 12; 24 28 15; 25 25 2 5 ; 26 27 28; 27 29 18; 28 30 17; 29 31 19; 30 32 20; 31 33 21; 32 34 22; 33 35 23; 34 36 24; 35 30 29; 36 17 39; 37 21 19; 38 33 31; 39 21 40; 40 33 34; 41 36 35; 42 24 42; 43 17 19; 44 18 20; 45 20 41; 46 32 34; 47 22 24; 48 20 23; 52 39 18; 53 40 22; 55 41 22; 56 42 23; ELEMENT INCIDENCES SHELL
ELEMENT PROPERTY 57 TO 6 0 THICKNESS 1.25 DEFINE MATERIAL START I S O T R O P I C STEEL E 2.9e+007 POISSON 0.3 DENSITY 0.283 ALPHA 6 . 5 e - 0 0 6 D.WP 0.03 I S O T R O P I C R I G I D E le+007 DENSITY le-007 END D E F I N E MATERIAL CONSTANTS MATERIAL S T E E L MEMB 1 TO 48 52 53 55 TO 60 MEMBER PROPERTY AMERICAN 1 TO 1 6 27 TO 42 45 46 52 53 55 56 TABLE ST TUB20203 17 TO 26 43 44 47 48 TABLE ST TUBE TH 0.188 WT 1.5 DT 3 SUPPORTS 1 TO 8 PINNED LOAD 1 DEAD LOAD SELFWEIGHT Y -1 U N I T INCHES K I P PERFORM ANALYSIS P R I N T ALL PARAMETER CODE A I S C TRACK 2 MEMB 1 TO 42 52 53 56 FYLD 46 MEMB 1 TO 42 52 53 56
F I N I S H
57 27 41 42 28; sa 25 39 40 26; 59 39 43 44 40; 60 41 45 46 42;
CHECK CODE MEMB 1 3 TO 9 11 TO 16 25 26 28 TO 34 43 44 47 48
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Client
upporf frame wrth Shield Plates
BY R Lippert Datel 0-Mar44 Chd
File TankShieldl .std I DaterTim 29-Jun-2004 16 :s
Print Time/Dale: 30/0fY2004 1532 STAAD.Pro for Windows Release 2004 Print Run 1 01 12
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I Part I Software licensed to INEEL
Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Client
~
Ref
BY R Lippert Date1 044~r-04 Chd
F i l e TankShieldl .std I Date/Time 29-Jun-2004 16:54
30 View: Shield Plate Support Frame
I Print T idDate : 30/06/2004 15:32 STAAD.Pro for Windows Release 2004 Print Run 2 of '
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Software licensed to INEEL
Job Tile V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Client
Node Numbers
Pari
Ref
BY R Lippert Dat70-Mar-04 Chd
File TankShieldl .std I Date/Tim 29-Jun-2004 16:54
int TidDate : 30/06/2004 1532 STAAD.Pro for Windows Release 2004 Print Run 3 of 12
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I Pari I Software licensed lo INEEL
By R Lippert oai10-Mar-04 Chd
Client File TankShieldl .std IDatflme 29-Jun-2004 1654
I
Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING Ref
57
Beam & Plate Numbers
, Print Run 4 of 12 Print T idDate : 30/06/2004 1552 STAAD.Pro for Windows Release 2004
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Job No
EDF-5017
1 Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Sheet No Rev
29 of I38
Cllenl
I I Part
Ref
By R LiDDert Dat10-Mar-04 Chd
File TankShieldl .std I Date/Time 29-Jun-2004 16:54
01 supports
i Print Run 5 of 12 rint Time/Date: 30/06/2004 1 5 3 2 STAAD.Pro for Windows Release 2004
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Part
Ref
BY R Lippert OatelO-Mar-04 Chd
Software licensed to INEEL
'ob Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHlEFDlNG
:lient File TankShieldl .std I Daiemme 29 Jun-2004 1654 ,
Engineer Checked
Name: R Lippert Date: 10-Mar-04
Approved
Comments
DL Case I I structure ~ v p e I SPACE FRAME 1
Type
Number of Nodes 1 44 I Highest Node 1 46 Number of Elements I 52 1 Highest Beam 56
uc Name
I Numberof Plates I 4 I Hiahest Plate I 60 I
Number of Basic Load Cases I 1 Number of Combination Load Cases I 0
Included in ibis printout are data for All I The Whole Structure 1
I I
Primary I 1 I DEAD LOAD I Nodes (Node( X I Y I z 1
0.000 0.000 0.000 0.000 3.500
116.500 0.000 0.000 I 4 I 116.500 I 0.000 I 3.500 1 I 5 I 120.000 I 0.000 I 0.000 1
0.000 3.500 0.000 120.500 0.000 120.500
1 9 1 0.000 I 13.500 1 0.000 I
1 18 I 0.000 I 73.500 I 3.500 I
Print T idDate : 30/06/2004 1532 STAAD.Pro for Windows Release 2004 Prini Run 6 of 12
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Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Client
Nodes Cont ...
Part
Ref
*y fi Lippert Date1O-Mar-W Chd
File TankShieldl .std I 29-Jun-2004 1654
0.000 3.500 0.000
22 I 120.000 I 73.500 I 3.500 I
1.750 26 I 120.000 I 13.500 I 1.750 I 27 I 118.250 I 13.500 I 3.500 I
3.500 0.000
31 I 116.500 I 43.500 1 0.000 32 1 116.500 I 43.500 I 3.500
0.000 3.500
1.750 1.750 3.500
1.750 44 I 120.000 I 97.500 I 1.750 I 45 1 118.500 1 97.500 I 3.500 I
~~
46 I 118500 I 97.500 I 120.500 I
Beams
3 3 11
14 13.500 7 15 8 8 16
I 9 I 9 1 30 I 30.000 I 2 I 0 1
Print Tidoate: 30/06/2004 15:32 STAADPro for Windows Release 2004 Print Run 7 of 12
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Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Pari
Re1
BY R Lippert Date10-Mar-04 Chd
Beams Cont ...
-~ ~
Client I File Tankshield1 .std I 29-Jun-2004 1654
28 I 15 I 1.750 I 3 I 0 1 I 25 I 25 I 26 I 120.000 I 3 I 0 1
28 30 30.000
29 31 I I 30 I 32 I 20 I 30.000 I 2 I 0
33 35 23 30.000 34 36 24 30.000 35 30 29 3,500 36 17 39
I 56 1 42 1 23 I 1.750 I 2 I 0 1
1 Print TidDate: 30/06/2004 1532 STAADPro for Windows Release 2004 Print Run 8 of 12
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Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Part
Ref
Plates
Client
Section Properties
BY R Lippert Date1 04l~r-04 Chd
Fiie TankShieldl .std I Date/Time 29-Jun-2004 1654
I Prop Section I Area I lw I I, I J I Material 1
Prop NodeA
(in) 1 1.250
1 I (in') 1 (in41 I (in4) I (in4) 1 2 I TUB20203 I 1,270 1 0.700 I 0.700 I 1.116 I STEEL I
Node6 NodeC Node D Material
1.250 1.250 1.250 STEEL (in) (in) (in)
- I I I 3 [ TUBE 3%\'k%g/\bl 1.551 I 0.533 I 1.683 I 1.241 1 STEEL I
Materials
Supports
Print T i d D a t e : 30/06/2004 1532 STAAD.Pro for Windows Release 2004 Print Run 9 of 12
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Part
Ref
Software licensed to INEEL
Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
:bent lFile TankShieldl .std I 29-Jun-2004 1654
Basic Load Cases Number Name
1 I DEADLOAD 1
Selfweiqht : 1 DEAD LOAD
Node Displacement Summary
Reactions
I Print Run 10 of 12 Print TimeiDate: 30/06/2004 1532 STAAD.Pro for Windows Release 2004
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Job Ti le V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Client
Failure Ratio
Part
Ref
BY R Lipped Date1 0-Mar-04 Chd
File TankShieldl .std I 29-Jun-2004 1654
, I
STAAOPro for Windows Release 2004 Print Run 11 of 12 Print TmwdDate: 30/06/2004 1532
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Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING Ret
Datel 0-Mar44 Chd *Y R Lippert
47 48 52 53
~ ~~~
I File TankShieldl A d 1 Date/Time 29-Jun-2004 16:54 Slieni
(in') (in') (in') (in) (in) (in3 (in4) (in') TUBE TUB E 0.021 1.128 0.564 1.551 3.000 1.500 1.683 0.533 7.241 TUBE TUB E 0.020 1.128 0.564 1.551 3.000 1.500 1.683 0.533 1.241 TUB20203 TU E20203 0.000 0.750 0.750 1.270 2.000 2,000 0.700 0.700 1.200 TUB20203 TUB20203 0.000 0.750 0.750 1.270 2.000 2.000 0.700 0.700 1.200
Failure Ratio Cont ... I Beam balysis Propertlr New Property I Ratio I AY I A Z I A x 1 Dw I Bf I lz 1 lY I Ix 1
55 1 TUB20203 I TUB20203 I 0.000 I 0.750 I 0.750 I 1.270 1 2.000 I 2.000 I 0.700 I 0.700 I 1.200 56 I TUB20203 I TUB20203 0,000 1 0.750 I 0.750 I 1.270 I 2.000 2.000 I 0.700 I 0.700 I 1.200
I
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EDF-5017 Pg 37 of 138
STAAD SPACE STEEL PLATE TANK SHIELD STPRT JOB INFORMATION JOB NAME V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING JOB NO EDF-4727 JOB COMMENT DL+LATERAL Case ENGINEER NAME R Lippert ENGINEER DATE 10-Mar-04 END JOB INFORMATION INPUT WIDTH 79 UNIT INCHES POUND JOINT COORDINATES 1 0 0 0; 2 0 0 3.5; 3 116.5 0 0; 4 116.5 0 3.5; 5 120 0 0; 6 120 0 3.5; 7 116.5 0 120.5; 8 120 0 120.5; 9 0 13.5 0; 10 0 13.5 3.5; 11 116.5 13.5 0; 12 116.5 13.5 3.5; 13 120 13.5 0; 14 120 13.5 3.5; 15 116.5 13.5 120.5; 16 120 13.5 120.5; 17 0 73.5 0; 18 0 73.5 3.5; 19 116.5 73.5 0; 20 116.5 73.5 3.5; 21 120 73.5 0; 22 120 73.5 3.5; 23 116.5 73.5 120.5; 24 120 73.5 120.5; 25 0 13.5 1.75; 26 120 13.5 1.75; 27 118.25 13.5 3.5; 28 118.25 13.5 120.5; 29 0 43.5 3.5; 30 0 43.5 0; 31 116.5 43.5 0; 32 116.5 43.5 3.5; 33 120 43.5 0: 34 120 43.5 3.5; 35 116.5 43.5 120.5; 36 120 43.5 120.5; 39 0 73.5 1.75; 40 120 73.5 1.75; 41 118.25 73.5 3.5; 42 118.25 73.5 120.5; 43 0 97.5 1.75; 44 120 97.5 1.75; 45 118.5 97.5 3.5; 46 118.5 97.5 120.5; MEMBER INCIDENCES 1 1 9; 2 2 10; 3 3 11; 4 4 12; 5 5 13; 6 6 14: 7 7 15; 8 8 16; 9 9 30; 10 10 29; 11 11 31; 12 12 32; 13 13 33; 14 14 34; 15 15 35; 16 16 36; 17 9 25; 18 13 26; 19 14 27; 20 16 28; 21 25 10; 22 26 14; 23 27 12; 24 28 15; 25 25 26; 26 27 28; 27 29 18; 28 30 17; 29 31 19; 30 32 20; 31 33 21; 32 34 22; 33 35 23; 34 36 24; 35 30 29; 36 17 39; 37 21 19; 38 33 31; 39 21 40; 40 33 34; 41 36 35; 42 24 42; 43 17 19; 44 18 20; 45 20 41; 46 32 34; 47 22 24; 48 20 23; 52 39 18; 53 40 22; 55 41 22; 56 42 23; ELEMENT INCIDENCES SHELL 57 27 41 42 28; 58 25 39 40 26; 59 39 43 44 40: 60 41 45 46 42; ELEMENT PROPERTY 57 TO 60 THICKNESS 1.25 DEFINE MATERIAL START ISOTROPIC STEEL E 2.9e+007 POISSON 0.3 DENSITY 0.283 ALPHA 6.5e-006 DAMP 0.03 ISOTROPIC RIGID E le+007 DENSITY le-007 END DEFINE MATERIAL CONSTANTS MATERIAL STEEL MEMB 1 TO 48 52 53 55 TO 60 MEMBER PROPERTY AMERIC-AN 1 TO 16 27 TO 42 45 46 52 53 55 56 TABLE ST TUB20203 17 TO 26 43 44 47 48 TABLE ST TUBE TH 0.188 WT 1.5 DT 3 SUPPORTS 1 3 TO 5 7 PINNED 2 6 8 FIXED BUT FY MX MY MZ LOAD 1 DE.. LOAD SELFWEIGHT Y -1 UNIT FEET POUND LOAD 2 LATERAL -2 UNIT INCHES POUND ELEMENT LOAD 58 59 PR GZ -0.071 JOINT LOAD 41 FZ -2240 27 F Z -1244 LOAD COMB 3 DL+LZ 1 1.0 2 1.0 UNIT INCHES KIP PERFORM AIALYSIS PRINT ALL PARAMETER CODE AISC TRACK 2 MEMB 1 TO 42 52 53 56 FYLD 46 MEMB 1 TO 42 52 53 56 CHECK CODE MEMB 1 3 TO 9 11 TO 16 25 26 28 TO 34 43 44 47 48 FINISH
Page 39
Job No Sheet No
EDF-5017 38 of 138 Rev
k.
Software licensed lo INEEL
Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Client
Supports for DL+Lateral Case
rd l l
Ref
BY R Lippert Date1 O-Mar-04 Ghd
File TankShield2.std I 30-Jun-2004 1545
, $-
I
Print TidDate : 30/06/2004 15:51 STAAD.Pro for Windows Release 2004 Print Run 1 of 7
Page 40
Sonware licensed lo INEEL
Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Client
'6.
Part
Ref
By R Lippert Date1 0-~ar-04 Chd
File TankShield2,std I Date/Time 30-Jun-2004 15245
lateral Load (0.2 gas}
, STAAD.Pro for Windows Release 2004 Prini Run 2 of 7 Print T idOale: 30/06/2004 1551
Page 41
Software licensed to INEEL
fob Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING Ref
Xent
BY R Lippert OatP10-Mar-04 Chd
File TankShield2.std I 30-Jun-2004 1545
Engineer Checked Approved
Name: R Lippert 1 I Date: I 10-Mar-04 I I J
>
Number of Nodes 44 Highest Node 46 Number of Elements 52 Highest Beam 56 Number of Plates 4 Highest Plate 60
Comments
DL + Lateral Case I
T w e uc
I StructureTvDe ! SPACE FRAME I
Name
I Number of Basic Load Cases I 2 1 I Number of Combination Load Cases [ 1
Included in his printout are data for: All I The Whole Structure 1
I I
Combination I 3 I D L + U 1
S u morts
I
Basic Load Cases Number
DEAD LOAD LATERAL -2
, Pnnt Ttme/Daie: 30/06/2004 15:51 STAAD.Pro for Windows Release 2004 Print Run 3 of 7
Page 42
Comb. Combination UC Name Primary
3 D L + E 1 2
SelfweiQht : 1 DEAD LOAD p 5 1
Primary UC Name Factor
DEADLOAD 1 .oo LATERAL-Z 1.00
M -1,000
r
Plate Type Direction Fa Fb x1 Y1 x2 Y2
(ft) Ut) (ft) (ft) 58 PRE psf GZ -10.224
59 PRE psf GZ -10.224
Node Loads : 2 LATERAL -Z
Node
1 2 3
Node I MZ
U C X Y 2 Resultant rX rY rZ
(in) (in) (in) (in) (rad) (rad) (rad) 3:DL+LZ 0.000 0.000 0.000 0.000 -0.004 -0.001 -0.000 3:DL+LZ 0.000 0.011 0.000 0.011 -0,004 -0.001 0.000 3:DL+LZ 0.000 0.000 0.000 0.000 -0.002 4.001 -0.000
I I
I Print T idDate : 30/06/2004 15:51 STAAD.Pro for Windows Release 2004 Print Run 4 of 7
Page 43
Software licensed to INEEL
Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Client
Node Displacements Cont ...
Part
Ref
BY R Lippert Date10-Mar-04 Chd
TankShielQ.std I DatelTime 30-Jun-2004 1545
Reactions
I
STAAD.Pro for Windows Release 2004 Print Run 5 of 7 Print TimeiDate: 3010W2004 1551
Page 44
Software licensed lo INEEL
Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING
Client
Part
Ref
By R Lippert Date1 044~r-04 Chd
Ftie TankShield2.std 1 D a t d r l m e 30-Jun-2004 1545
I Print T i d D a t e : 3C!/06/2004 1551 STAAD.Pro for Windows Release 2004 Print Run 6 of 7
44 TUBE TUB E 45 TUB20203 TUB20203 46 TUB20203 TUB20203
0.061 1.128 0.564 1.551 0.250 0.125 1.683 0.533 1.241 0.000 0.750 0.750 1.270 0.167 0.167 0.700 0.700 1.200 0.000 0.750 0.750 1.270 0.167 0.167 0.700 0.700 1.200
Page 45
Parl
Ref
Software licensed to INEEL
'obT'''e V-TANK CONTENTS REMOVAL -- CONSOLlDATlON TANK SHIELDING
D a t e l 0 . ~ ~ ~ - 0 4 Chd BY R Lippert 1
Xent I File TankShielQ.std I 30-Jun-2004 15:45
Failure Ratio Cont. ..
Print TidDate: 30/06/2004 15:51 STAAD.Pro for Windows Release 2004 Print Run 7 of 7
Page 46
43 1.02 01 /30/2003 Rev. 11
ENGlNEERING DESIGN FlLE
Attachment 3
Tank Support Frame Design
EDF-5 0 1 7 Revision 0
Page 45 of 138
Page 48
2l'-0'
S'-1' 5'-1. 5'-1' 4 L
I I
I 1 [I:
I
umffi 2 LUG AT EACH CORNER
1
ro h
P i.,
FIGURE 3 TANK SUPPORT FRAME
Page 49
FIGURE 4 TANK SUPPORT FRAME
Page 51
MANUAL OF CONCRETE PRACTICE s(IoR.12
I I-- E
I
C r 0-mm
Y-SW C-CUY
Page 54
7.4-6 / Joint Design and Produckon
(e4 9 ) TABLE LDetermining Force on Weld
M lbs u = - = 7 stress S in. -
etress force
PRIMARY WELDS
M lbs f = - = - form S, in. -
I I transmit entire load at this point I compression
vc rtical ohear A
T C T C J Jw
twisting d = - f . -
SECONDARY WELDS
5. SIMPLE TENSILE, COMPRESSIVE OR SHEAR LOADS ON WELDS
For a simple tensile, compressive or shear load, the given load is divided by the length of the weld to arrive at the applied unit force, lbs per linear inch of weld. From this force, the proper leg size of fillet weld or throat of groove weld may be found.
7. BENDING OR TWISTING LOADS O N WELDS
The problem here is to determine the properties of the welded connection in order to check the stress in the weld without first knowing its leg size. Some design texts suggest assuming a certain weId-leg size and then calculating the stress in the weld to see if it is over- stressed or understressed. If the result is too far off, then the weld-leg size is readjusted.
This has the following disadvantages: 1. Some decision must be made as to what throat
section is going to be used to determine the property of the weld. Usually some objection can be raised to any throat section chosen.
2. The resulting stresses must be combined and, for several types of loading, this can be rather com- plicated.
In contrast, the following is a simple method to determine the correct amount of welding required for adequate strength. This is a method in which the weld is treated as a line, having no area, but a
definite length and outline. This method has the fol- lowing advantages:
1. It is not necessary to consider throat areas be- cause only a line is considered.
2. Properties of the welded connection are easily found from a table without knowing weld-leg size.
3. Forces are considered on a unit length of weld instead of stresses, thus eliminating the knotty prob- lem of combining stresses.
4. It is true that the stress distribution within a fillet weId is complex, due to eccentricity of the ap- plied force, shape of the Net, notch effect of the root, etc.; however, these same conditions exist in the actual fillet welds tested and have been recorded as a unit force per unit length of weld.
8. DETERMINING FORCE ON WELD
Visualize the welded connection as a single line, having the same outline as the connection, but no cross- sectional area. Notice, Figure 14, that the area (A,) of the welded connection now becomes just the length of the weld.
Instead of trying to determine the stress on the weld (this cannot be done unless the weld size is known), the problem becomes a much simpler one of determining the force on the weld.
2 xconnaction troatsd os a line (no ~ t - 4
LL FIG. 14 Treating weld as a line.
By inserting the property of the welded connec- tion treated as a line into the standard design formula used for that particular type of load (see Table 4), the force on the weld may be found in terms of 1bs per linear inch of weld.
Example: Bending
Standard design formula Same formula used €or weld (bending stress ) 1 (treating weld as a line)
Page 55
I TABLE 5-Properties of Weld Treated as Line Normally the use of these standard design formulas results in a unit stress, psi; however, when the weld is treated as a line, these formulas resJt in a force on the weld, lbs per linear inch.
For secondary welds, the weld is not treated as a line, but standard design formulas are used to find the force on the weld, lbs per linear inch.
In problems involving bending or twisting loads Table 5 is used to determine properties of the weld treated as a line. It contains the section modulus ( S , ) , for bending, and polar moment of inertia ( Jw), for twisting, of some 13 typical welded connections with the weld treated as a line.
For any given connection, two dimensions are needed, width (b) and depth (d).
Section modulus ( S , ) is used for welds subject to bending loads, and polar moment of inertia (Jw) for twisting loads.
Section moduli ( S , ) from these formulas are for maximum force at the top as well as the bottom portions of the welded connections. For the unsymmetrical con- nections shown in this table, maximum bending force is at the bottom.
If there is more than one force applied to the weld, these are found and combined. All forces which are combined (vectorially added) must occur at the same position in the welded joint.
Determining Weld Size by Using Allowables
Weld size is obtained by dividing the resulting force on the weld found above, by the allowable strength of the particular type of weld used (fillet or groove), obtained from Tables 6 and 7 (steady loads) or Tables 8 and 9 (fatigue loads).
If there are two forces at right angles to each other, the resultant is equal to the square root of the s u m of the squares of these two forces.
................... f, = 4 f p + f2.2 (3)
If there are three forces, each at right angles to each other, the resultant is equal to the square root of the s u m of the squares of the three forces.
.................. I f r = J f12 +f*2 + fs2 (4)
One important advantage to this method, in addi- tion to its simplicity, is that no new formulas must be used, nothing new must be learned. Assume an engineer has just designed a beam. For strength he has used the standard formula u = M/S. Substituting the load on the beam ( M ) and the property of the beam (S) into this formula, he has found the bending stress (a). Now, he substitutes the property of the
rw,.t ,np 3utline of W e l d e d Joint ( a b o u t horizontal axas %-XI
weld, treating it as a line ( S , ) , obtained from Table 5, into the same formula. Using the same load ( M ) , f = M/S,”, he thus finds the force on the weld ( f ) per linear inch. The weld size is then found by di- viding the force on the weld by the allowable force.
Applying System to Any Welded Connection
1. Find the position on the welded connection where the combination of forces will be maximum. There may be more than one which should be con- sidered.
2. Find the value of each of the forces on the welded connection at this point. ( a ) Use Table 4 for the standard design formula to find the force on the weld. ( b ) Use Table 5 to find the property of the weld treated as a line.
3. Combine (vectorially) all of the forces on the weld at this point.
4. Determine the required weld size by dividing this resultant value by the allowable force in Tables 6, 7, 8, or 9.
i
Page 56
RAM AdvansFile : TnkSkid4.AVW Date: 7/13/2004 Time: 125627 PM Condition: DL=Dead load
Analysis (1 st order) w- 50rl 551130
Z Yx
f
TANK SUPPORT FRAME (SKID)
NODE NUMBERS AND SOIL SPRING SUPPORTS
Page 57
RAM AdvansBile : TnkSkid4.AVW Date: 711 3/2004 Time: 10:55:55 AM Condition: LC4=DL+SC+TK3+SP
Analysis (1 st order) gW-50~1 %/I30
TANK SUPPORT FRAME (SKID)
BEAM AND PLATE NUMBERS
Page 58
RAM AdvansFile : TnkSkid4.AVW Date: 7/13/2004 Time: 125852 PM Condition: DL=Dead load
Analysis (1 st order)
Y I
-// L=3.17 [A] /m L=3.58 [A] /
TANK SUPPORT FRAME (SKID)
BEAM LENGTHS
Page 59
Date: 7/13/2004 Time: 2:08:58 PM Condition: SC=Containment
RAM AdvansFile : TnkSkid4.AVW Analysis (1 st order)
5@f 134
Y I
k - x Z
TANK SUPPORT FRAME (SKID)
LOAD CASE SC (Containment Pan Full)
Page 60
RAM AdvansFile : TnkSkid4.AVW Date: 7/13/2004 Time: 1:02:33 PM Condition: TK=AII Tanks Full
Analysis (1 st order)
X Z
TANK SUPPORT FRAME (SKID)
LOAD CASE TK (Tanks Full)
Page 61
RAM AdvansFile : TnkSkid4.AVW Date: 7/13/2004 Time: 1 :03:49 PM Condition: TKl=Tank 1 Empty
Analysis (1 st order) +@~-cjol1 @/I 36
Y I
TANK SUPPORT FRAME (SKID)
LOAD CASE TKI (Tank 1 Empty)
Page 62
RAM AdvansFile : TnkSkid4.AVW Date: 7/13/2004 Time: 1:04:11 PM Condition: TK2=Tank 2 Empty I
Analysis (1 st order) pDq0 50 \1 61 1/30
Y
TANK SUPPORT FRAME (SKID)
LOAD CASE TK2 (Tank 2 Empty)
Page 63
RAM AdvansFile : TnkSkid4.AVW Date: 7/13/2004 Time: 1 :04:30 PM Condition: TK3=Tank 3 Empty I
Analysis (1 st order)
Y I
b2// 30
TANK SUPPORT FRAME (SKID)
LOAD CASE TK3 (Tank 3 Empty)
Page 64
RAM AdvansFile : TnkSkid4.AVW Date: 7/13/2004 Time: 1:05:31 PM Condition: SP=Shield Panel Wt ~
Analysis (1 st order) gp? 5Q 1’1 Y
TANK SUPPORT FRAME (SKID)
LOAD CASE SP (Shield Panel Weight)
Page 65
RAM AdvansFile : TnkSkid4.AWV Date: 7/13/2004 Time: 2:21:19 PM Condition. LC4=DL+SC+TK3+SP
Analysis (1 st order) m-5017
I Y
I ,L X Z
Ty=-O.O18134 [in]
TANK SUPPORT FRAME (SKID)
NODE DISPLACEMENT - LOAD COMBINATION 4
Page 66
RAM AdvansFile : TnkSkid4.AWV Date: 7/13/2004 Time: 1:13:11 PM Condition: SP=Shield Panel Wt
-~ Analysis (1st order) hQ-5Q17 b5/f38
Y
TANK SUPPORT FRAME (SKID)
DESIGN RATIO (Calculated Stress to Allowable Stress)
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EDF-5017 Pg 66 of 138
M O D E L D A T A E C H O
File : C:\Current Projects\V-Tank Analysis\Skid Design\TnkSkid4.AVW Units : &-in Date : 7 /13 /2004 Time : 1 :14 :40 PM
1 2 3 4 5 6 7 8 9 10 11 1 2 13 1 4 15 1 6 1 7 1 8 1 9 20 2 1 22 2 3 24 25 26 27 28 29 30 3 1 32 33 34 3 5 36 37 38 39 40 4 1 42 43 44 45
Node
1 2 3 4 5 6 7 8 9 1 0
0 6 1 122 1 8 3 244 0 6 1 122 1 8 3 244 0 0 0 0 0 0 6 1 6 1 6 1 6 1 6 1 6 1 1 2 2 122 122 122 122 122 183 1 8 3 183 183 183 183 244 244 244 244 244 244 0 6 1 122 1 8 3 244
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 274 2 74 274 274 2 74 46 89 132 170 213 256 46 89 132 170 213 256 46 89 132 1 7 0 213 256 46 89 132 170 213 25 6 46 89 132 170 213 256 28 2 8 28 28 28
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
S P R I N G S TX TY TZ Rx RY RZ [&/in] [-/in] [Lbiinl [Lb*in/Deg[Lb*in/Deg[Lb*in/Deg
0 0 0 0 0 0 0 0 0 0
53400 90000 90000 90000 53400 47400 84000 84000 84000 47400
0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0
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EDF-5017 Pg 67 of 138
11 0 12 0 13 0 14 0 15 0 16 0 17 0 18 0 19 0 20 0 21 e 22 0 23 0 24 0 25 0 26 0 27 0 28 0 29 0 30 0 31 0 32 0 33 0 34 0 35 0 36 0 37 e 38 0 39 0 40 0 41 0 42 0 43 0 44 0 45 0
Be a m
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31
NJ NK
1 2 3 4 5 41 42 43 44 6 7 8 9 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28
41 42 43 44 45 42 43 44 45 7 8 9 10 12 13 14 15 16 6 18 19 20 21 22 7 24 25 26 27 28 8
73200 0 87600 0 85800 0 85200 0 87600 0 73200 0 109800 0 124200 0 122400 0 121800 0 124200 0 109800 0 109800 0 124200 0 122400 0 121800 0 124200 0 109800 0 109800 0 124200 0 122400 0 121800 0 124200 0 109800 0 73200 0 87600 0 85800 0 85200 0 87600 0 73200 0 64800 0 101400 0 101400 0 101400 0 64800 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
M E M B E R S Description Section
MainBeam MainBeam MainBeam MainBeam MainBeam Cros sBeam CrossBeam CrossBeam C r o s s B e am EndBeam EndBeam EndBeam EndBeam MainBeam MainBeam MainBeam MainBeam MainBeam MainBeam MainBeam MainBern MainBeam MainBeam MainBeam MainBeam MainBeam MainBeam MainBearn MainBeam MainBeam MainBeam
. _ . - - - _ _ - - _ _ - - _ _ _ - - _ _ _ _ _ _ TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8~8x1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8~8x1-4 TUBE 8~8x1-4 TUBE 8~8x1-4 TUBE 8~8x1-4 TUBE 8x8~1-4 TUBE 8~8x1-4 TUBE 8x8~1-4
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Material
_ _ - - - - - - - A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Zr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A 5 0 0 Gr B A500 Gr B A500 Gr B A 5 0 0 Gr B A500 Gr B A500 Gr B A 5 0 0 Gr B A500 Gr B
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EDF-5017 Pg 68 of 138
32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 59 70 71 72 73 74 75 76
Shell
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
29 30 30 31 31 32 32 33 33 34 34 9 35 36 36 37 37 38 38 39 39 40 40 10 11 17 17 23 23 29 29 35 12 18 18 24 24 30 30 36 13 19 19 25 25 31 31 37 14 20 20 26 26 32 32 38 15 21 21 27 27 33 33 39 16 22 22 28 28 34 34 40 41 11 42 17 43 23 44 29 45 35 1 2 2 3 3 4 4 5
MainBeam MainBeam MainBeam MainBeam MainBeam MainBeam MainBeam MainBeam MainBeam MainBeam MainBeam MainBeam CrossBeam CrossBeam CrossBern CrossBern CrossBeam CrossBeam CrossBeam CrossBeam CrossBeam CrossBern Cros sBeam CrossBeam CrossBeam CrossBeam CrossBeam CrossBern CrossBeam CrossBeam C ros s Beam Cros sBeam CrossBeam CrossBern CrossBeam CrossBeam MainBeam MainBeam MainBeam MainBeam MainBeam EndBeam EndBeam EndBeam EndBeam
N1 N2 N3
41 42 43 44 11 17 23 29 12 18 24 30 13 19 25 31 14 20 26 32 15 21
42 43 44 45 17 23 29 35 18 24 30 36 19 25 31 37 20 26 32 38 21 27
11 17 23 29 12 18 24 30 13 19 25 31 14 20 26 32 15 21 27 33 16 22
N4
17 23 29 35
24 30 36 19 25 31 37 20 26 32 38 21 27 33 39 22 28
ia
TUBE 8~8x1-4 TUBE 8~8x1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8~8x1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8~8x1-4 TUBE 8~8x1-4 TUBE 8~8x1-4 TUBE 8X8X1-4
TUBE 8~8x1-4 TUBE 8~8x1-4
TUBE 8x8~1-4
TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE axaxi-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8~8x1-4 TUBE 8~8x1-4 TUBE 8~8x1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8~8x1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4 TUBE 8~8x1-4 TUBE 8x8~1-4 TUBE 8~8~1-4 TUBE 8x8~1-4 TUBE 8x8~1-4
S H E L L S Description Material
-___ -__ - -__ -__ - -__ Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan Pan
A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6 A3 6
A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B
A500 Gr B
A500 Gr B A500 Gr B A500 Gr B
A500 Gr B
A500 Gr B
A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B A500 Gr B
Thickness [ in1 _ _ _ _ _ _ _ _ _ _ _ _ 0.188 0.188 0.188 0.188 0.188
0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.188
0.188 0.188 0.188 0.188 0.188 0.188 0.188
o . 1 ~
0.188
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EDF-5017 Pg 69 of 138
23 27 33 28 34 Pan 24 33 39 34 40 Pan 25 16 22 6 7 Pan 26 22 28 I 8 Pan 27 28 34 8 9 Pan 28 34 40 9 10 Pan
A36 A3 5 A3 6 A3 6 A3 6 A3 6
0.188 0.188 0.188 0.188 0 ~ 188 0.188
L O A D D A T A
File : C:\Current Projects\V-Tank Analysis\Skid Design\,TnkSkid4.AVW
Date : 7/13/2004 Time : 1:15:40 PM
Units : Lb-ft
ConditiNode
SP 8 LC1 8 LC2 8 LC3 8 LC4 8
ConditiBeam
- - - - - - - - - TK 44
45 45 47 52 53 54 55 58 59 66 67
TK1 44 45 46 47 52 53 54 55 58 59 66 67
TK2 44 45 46 47 52 53 54 55 58 59 66 67
TK3 44 45 46 47 52
FX [Lbl
0 0 0 0 0
Dir .
Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y
NODAL FORCES FY FZ Mx MY MZ [Lbl [Lbl [Lb*ftl [Lb*ftl ILb*ftl
-5500 0 0 0 0 -5500 0 0 0 0 -5500 0 0 0 0 -5500 0 0 0 0 -5500 0 0 0 0
CONCENTRATED FORCES ON MEMBERS Value Distance [a1 Iftl
B
-20000 -20000 -20000 -20000 -20000 -20000 -20000 -20000 -20000 -20000 -20000 -20000 -3000 -3000 -20000 -20000 -3000 -3000 -20000 -20000 -20000 -20000 -20000 -20000 -20000 -20000 -3000 -3000 -20000 -20000 -3000 -3000 -20000 -20000 -20000 -20000 -20000 -20000 -20000 -20000 -20000
1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5 3 ~ 58333 1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5
1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5 3.58333 1.5
3.58333
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Page 71
EDF-5017 Pg 70 of 138
53 54 55 58 59 66 67
SP 1 6 28
Condition Shell
LC2
LC 3
sc 1 2 3 4 5 6 7 8 9 10 11 12 1 3 14 15 1 6 17 18 1 9 20 2 1 22 23 24 25 26 27 28 1 2 3 4 5 6 7 8 9 10 11 12 1 3 1 4 15 1 6 17 18 19 2 0 2 1 22 23 24 25 26 27 28 1 2
-20000 -20000 -20000 -3000 -3000 -3000 -3000 -5500 -5500
3.58333 1 . 5 3.58333 1 . 5 3.58333 1 . 5 3.58333 2 2
187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Page 72
EDF-5017 Pg 71 of 138
LC4
3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 3 24 25 26 27 28
ConditiDescription
187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187
187 187 187 187 187 187 187 187 187 187 187 187 187
187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187 187
187
187
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
DL TK sc T K 1 TK2 TK3 SP LC1 LC2 LC3 LC4
Dead load All Tanks Full Containment Tank 1 Empty Tank 2 Empty Tank 3 Empty Shield Panel Wt DL+TK+SP DL+SC+TKl+SP DL+SC+TK2 +SP DL+SC+TK3+SP
L O A D C O N D I T I O N S --self weight multiplier--
comb. Multx M u 1 ty Multz
0 0 0 0 0 0 0 1 1 1 1
-1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Page 73
EDF-5017 Pg 72 of 138
A N A L Y S I S R E S U L T S
File : C:\Current Projects\V-Tank Analysis\Skid Design\TnkSkidQ.AVW Units : Kip-in Date : 7/13/2004 Time : 1:16:58 PM
R E A C T I O N S FORCES [Kip] MOMENTS [Kip*in]
Node FX FY FZ Mx M y MZ
Condition LCl=DL+TK+SP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1 2 3 4 5 6 7
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45
a
0.00000 0 . ooooo 0.00000 0.00000 0.00000 0 .00000 0 .ooooo 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0 .00000 0 .00000 0 .ooooo 0 .00000 0.00000 0.00000 0 .00000 0.00000 0.00000 0 . ooooo 0 . 0 0 0 0 0 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0 . o o o o o 0 . 0 0 0 0 0 0 .00000 0 .00000 0.00000 0 .ooooo 0.00000 0.00000 0 .00000 0 .ooooo 0 .00000 0 .ooooo 0 .ooooo 0.00000 0 .00000 0 .00000 0 . ooooo 0 . 0 0 0 0 0 0 .00000 0.00000
0.55341 1.14151 1.36870 1.09778 0.49292 -0.55904 0.93128 5.20439 5.72513 3.20531 4.75031 6.30578 7.42451 4.54571 0.86731 -0.59409 7.39998 9.23202 10.27725 6.30141 2.36286 1.18111 10.01785 11 - 7 6 5 3 6 16.77575 13.49625 6.95688
7.29166 9.68951 13.36164 12.88782 8 .?5213
4.55296
8.89281 8.79014 6.33121 5.46125 2.98220 4.98392 6.47515
2.84149
6 . a1245
7.95828
6.28797
4.88748
0.00000 0 .00000 0.00000 0 . 0 0 0 0 0 0 .00000 0 . 00000 0.00000 0.00000 0 .ooooo 0 .00000 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0.00000 0.00000 0 .ooooo 0 .ooooo 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0 .00000 0 .00000 0.00000 0.00000 0 .ooooo 0 .00000 0 .00000 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0 .00000 0.00000 0 .00000 0 ~ 00000 0.00000 0 .00000 0 .ooooo 0.00000 0 . ooooo 0 .ooooo 0 . 0 0 0 0 0 0.00000 0 .00000 0.00000 0 . 0 0 0 0 0
Condition LC2=DL+SC+TKl+SP 1 0.00000 -0.09121 2 0.00000 0.24519 3 0.00000 0.94797 4 0.00000 1.33037 5 0 .ooooo 0.75577 6 0.00000 0.16562 7 0.00000 2.29163 8 0.00000 6.53037 9 0.00000 6.90789 10 0 .ooooo 3.72833 11 0 .ooooo 1.59267
0 .ooooo 0.00000 0 .00000 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0.00000 0.00000 0 .00000 0 . 0 0 0 0 0 0.00000 0 .00000
0.00000 0 .00000 0.00000 0 .00000 0.00000 0 . 0 0 0 0 0 0 .ooooo 0.00000 0.00000 0 .00000 0.00000 0 . 0 0 0 0 0 0.00000 0.00000 0 .ooooo 0 .ooooo 0 .ooooo 0.00000 0.00000 0 . 0 0 0 0 0 0. 00000 0 .00000 0 .00000 0 . 0 0 0 0 0 0.00000 0 .ooooo 0 .00000 0 .ooooo 0.00000 0.00000 0 .00000 0 .ooooo 0 .ooooo 0 ~ 00000 0.00000 0 .00000 0 .00000 0 .ooooo 0 . ooooo 0 .ooooo 0.00000 0 .00000 0.00000 0 . 0 0 0 0 0 0 . 0 0 0 0 0
0.00000
0 .ooooo 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0 . 0 0 0 0 0 0 .ooooo 0 .00000
0 .ooooo 0 ~ 00000 0.00000 0 .ooooo 0 .00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0 .00000 0. 00000 0 . 0 0 0 0 0 0 .00000 0.00000 0 .00000 0.00000 0 100000 0.00000 0.00000 0 .00000 0.00000 0 . 0 0 0 0 0 0 .00000 0.00000 0.00000 0.00000 0 .00000 0 .ooooo 0 . 0 0 0 0 0 0 .00000 0.00000 0 .00000 0 ~ 00000 0.00000 O.OOOG0 0.00000 0 . ooooo 0.00000 0 . ooooo 0.00000 0.00000 0 .ooooo 0 . 0 0 0 0 0
0 .00000
0 .ooooo 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0.00000 O f 00000 0 . 0 0 0 0 0 0 .00000
0.00000 0 .ooooo 0 ~ 00000 0 .ooooo 0.00000 0 .ooooo 0 .00000 0 .00000 0.00000 0 .ooooo 0.00000 0 .00000 0. GO000 0.00000 0.00000 0 .00000 0 . ooooo 0 .ooooo 0 .ooooo 0.00000 0.00000 0 .00000 0.00000 0 .ooooo 0 . 0 0 0 0 0
0.00000 0 .ooooo 0.00000 0.00000 0 . 0 0 0 0 0 0 .00000 0.00000 0 .ooooo 0 .ooooo 0.00000 0.00000 0.00000 0 .00000 0.00000 0.00000 0 .00000 0 .00000 0.00000 0 . 0 0 0 0 0
0 .00000
0. oaooo
0.00000 0.00000 0 . ooooo 0 . ooooo 0.00000 0.00000 0.00000 0.00000 0 . 0 0 0 0 0 0.00000 0 .00000
Page 74
EDF-5017 Pg 73 of 138
12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45
S U M
0 .ooooo 0 ~ 00000 0 .ooooo 0 . ooooo 0.00000 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0.00000 O f 00000 0 .00000 0 .00000 0 .00000 0 .ooooo 0 .ooooo 0 .ooooo 0.00000 0.00000 0.00000 0 .ooooo 0 .00000 0.00000 0 . 0 0 0 0 0 0.00000 0 .00000 0 .00000 0 .ooooo 0 .00000 0 .00000 0 .00000 0 .ooooo 0 .ooooo
0.00000
- - - _ _ - - _
2.95092 4.04118 3.76728 2.17490 0.68660 3.67526 5.86328 6.77322 6.18226 4.93014 3.37431 7.73578 10.45186 14.96471 14.55758 9.96674 9.04873 8.54505 11.97250 16.01768 15.81315 11.85519 10.00002 5.73198 8.25216 10.93554 10.75158 8.12623 6.53013 0.85884 2.30346 4.91767 5.64301 3.61204
0.00000 0 . ooooo 0 .ooooo 0 .ooooo 0.00000 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0 .ooooo 0.00000 0 .ooooo 0 .00000 0.00000 0 . 0 0 0 0 0 0.00000 0.00000 0 .ooooo 0 .ooooo 0.00000 0.00000 0 .ooooo 0 .ooooo 0 .ooooo 0 .00000 0 .00000 0.00000 0.00000 0 .00000 0 .ooooo 0.00000 0.00000 0.00000
0.00000 0 .00000 0.00000 0 ~ 00000 0.00000 0.00000 0 .00000 0.00000 0 .00000 0.00000 0.00000 0.00000 0.00000 0.00000 0 . o o o o o 0.00000 0.00000 0.00000 0 .ooooo 0 100000 0.00000 0 .ooooo 0 . 0 0 0 0 0 0.00000 0 .00000 0.00000 0.00000 0.00000 0.00000 0.00000 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0 .00000 0.00000
~~~
277.41555
Condition LC3=DL+SC+TK2+SP 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35
0 . O O O O O 0.00000 0 .ooooo 0.00000 0 .00000 0.00000 0.00000
0 .00000 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0 .00000 0 .00000 0 .00000 0.00000 0.00000 0 . ooooo 0 .ooooo 0.00000 0.00000 0.00000 0 .ooooo 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0 .00000 0.00000 0 .00000
a . ooooo
0.81626 1.37410 0.94797 0.20146 -0 ~ 15170 -0.03602 2.11404 6.53037 7.08548 3.92997 5.92933 8.26997 9 -46725 6.50714 2.66234 0.47479 8.65337 11.51501 12.93328 9.22673 5.46592 3.22285 7.73578 10.45186 14.96471 14.55758 9.96674 9.04873 3.56693 6.32077 9.85762 12.76868 11.31941 10.15148 1.39532
0 .ooooo
0 .00000 0 .00000 0 .ooooo 0 .00000 0 .ooooo 0 .00000 0.00000 0.00000 0 .ooooo 0 . 0 0 0 0 0 0.00000 0 .ooooo 0 .ooooo 0 ~ 00000 0.00000 0 . ooooo 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0 .ooooo 0.00000 0.00000 0.00000 0 .00000 0.00000 0.00000 0 .ooooo 0 .ooooo
0.00000
0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0. O O O O O 0.00000 0.00000 0.00000 0 .ooooo 0.00000 0.00000 0 . 0 0 0 0 0 0 .00000 0 .00000 0.00000 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0 .00000 0 .00000 0.00000 0.00000 0 . 00000
0 . 0 0 0 0 0 a .ooooo
0.00000 0 .00000 0 .00000 0 .00000 0 .ooooo 0.00000 0 - 00000 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0 .ooooo 0 * 00000 0.00000 0.00000 0.00000 0 .ooooo 0 .00000 0.00000 0 .00000 0.00000 0 .ooooo 0 .ooooo 0 .ooooo 0 .00000
0 .ooooo - - _ _ _ _ _ _ _ _ _ _
0.00000 0 .00000 0.00000 0.00000 0.00000 0.00000 0.00000 0 .00000 0.00000 0.00000 0.00000 0 .00000 0 .ooooo 0 ~ 00000 0.00000 0 .ooooo 0 .00000 0 . 00000 0 .ooooo 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0 .ooooo 0 ~ 00000 0.00000 0.00000 0 .00000 0.00000 0,00000 0 .ooooo 0.00000
0 .ooooo 0 .ooooo 0.00000 0 .00000 0 .00000 0 .00000 0 .ooooo 0 .ooooo 0 ~ 00000 0.00000 0 .00000 0.00000 0 . 0 0 0 0 0 0.00000 0 .ooooo 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0 .00000 0.00000 0 .00000 0.00000 0.00000 0 .00000 0 .00000 0.00000 0.00000 0 . 0 0 0 0 0 0.00000
0.00000 - - - - _ - - -
0 .ooooo 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0 . 0 0 0 0 0 0 .00000 0.00000 0.00000 0 ~ 00000 0.00000 0.00000 0.0000'3 0 . ooooo 0.00000 0.00000 0.00000 0 . G O O 0 0 0 . 00000 0 .00000 0.00000 0 .ooooo 0 .ooooo 0.00000 0.00000 0 .00000 0 .ooooo 0.00000 0.00000 0.00000
Page 75
EDF-5017 Pg 74 of 138
36 0.00000 37 0.00000 38 0 .ooooo 39 0.00000 40 0.00000 41 0.00000 42 0 . 0 0 0 0 0 43 0.00000 44 0.00000 45 0.00000
2.93311 5.50941 8.01171 7.63880 6.74194 3 ~ 75275 5.73944 4.91767 2.20702 0.71813
_-____--___-_-______________ SUM 0 . 0 0 0 0 0 277.41555
Condition LC4=DL+SC+TK3+SP 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45
SUM _--_
0.00000 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0 .00000 0 .00000 0 . 0 0 0 0 0 0.00000 0.00000 0 .ooooo 0 . 00000 0 .00000 0 . 0 0 0 0 0 0 .00000 0 .ooooo 0 .00000 0 .ooooo 0 . G O O 0 0 0.00000 0.00000 O.OGOO0 0.00000 0 .00000 0 .00000 0.00000 0.00000 0 . ooooo 0.00000 0 . 0 0 0 0 0 0 .00000 0 . 0 0 0 0 0 0 .ooooo 0.00000 0.00000 0.00000 0 .00000 0.00000 0 . ooooo 0.00000
0 .00000
0.56828 1.25863 1.53323 1.29190 0.60962 0.23346 1.67530 3 -39260 2.46490 0.85957 5.73157 8.10851 9.40554 6.57450 2.88935 0.81480 9.29327 12.3502 6 13.23909 8.96922 4 .I1644 2.56926 12.08553 14.80013 17.88979 11 .I6837 5.72681 4.24920 9.28856 12.29208 13.32225 9.52997 5.47662 3.60530 5.67194
8.19550 5.55632 3 ~ 01851 1.68005 3.53761 6.12491 7.74248 6.13959 3.53885
I. 62588
0.00000 0.00000 0 . 0 0 0 0 0 0.00000 0 .00000 0 .ooooo 0.00000 0 - 00000 0 ~ 00000 0.00000
0 . ooooo - - - - - - -
0.00000 0.00000 0.00000 0 .ooooo 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0.00000 0 .00000 0.00000 0 .ooooo 0.00000 0.00000 0 .00OGO 0 . 0 0 0 0 0 0.00000 0 . 0 0 0 0 0 0.00000 0 . 0 0 0 0 0 0 .ooooo 0 .00000 0 .00000 0 . 0 0 0 0 0 0.00000 0.00000 0 .ooooo 0 .ooooo 0.00000 0.00000 0 . 0 0 0 0 0 0.00000 0 .ooooo 0.00000 0.00000 0.00000 0 .00000 0 .00000 0 . 0 0 0 0 0 0 .00000 0 . 0 0 0 0 0 0 .ooooo 0 ~ 00000 0 .OO000 0.00000 0 . 0 0 0 0 0 0.00000
0.00000 0.00000 0 .ooooo 0.00000 0 .00000 0 .ooooo 0 .ooooo 0 ~ 00000 0.00000 0.00000
0 .ooooo
0.00000 0.00000 0 .ooooo 0.00000 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0 .00000 0 .ooooo 0 .ooooo O f 00000 0.00000 0.00000 0 .00000 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0.00000 0.00000 0 .ooooo 0.00000 0 .00000 0 . 0 0 0 0 0 0.00000 0 .ooooo 0 .ooooo 0.00000 0 .ooooo 0.00000 0 .00000 0 .ooooo 0 . 0 0 0 0 0 0.00000 0.00000 O.OOGO0 0.00000 0 . 0 0 0 0 0 0.00000 0.00000 0 . 0 0 0 0 0 0.00000 0.00000 0 .ooooo 0 .00000 0 .ooooo 0 . 0 0 0 0 0
0 . 0 0 0 0 0 0 .00000 0.00000 0.00000 0 .ooooo 0 . 0 0 0 0 0 0.00000 0 .ooooo 0 .ooooo 0 .ooooo
0 . 0 0 0 0 0 . - - - - - - - - - - -
0 .00000 0.00000 0.00000 0.00000 0.00000 0 .ooooo 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0 .00000 0.00000 0 .ooooo 0 ~ 00000 0 . 0 0 0 0 0 0.00000 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0 . ooooo 0 .ooooo 0.00000 0.00000 0.00000 0.00000 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0 .00000 0.00000 0 .ooooo 0 ~ 00000 0.00000 0.00000 0.00000 0 .ooooo 0 .00000 0 .00000 0.00000 0 .00000 0 .ooooo 0 . 0 0 0 0 0 0 .00000 0 . ooooo 0 .ooooo 0 .ooooo 0.00000 0 .ooooo 0 .00000
0 . 0 0 0 0 0 0.00000 0 . 0 0 0 0 0 0 100000 0 .ooooo 0.00000 0 . 0 0 0 0 0 0.00000 0 .00000 0 .ooooo
0 .OOOGO . - _ - - - - - -
0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0 .00000 0 . 0 0 0 0 0 0 .00000 0 .00000 0 .00000 0.00000 0.00000 0 .ooooo 0 .ooooo 0 . ooooo 0.00000 0 .ooooo 0 . 0 0 0 0 0 0 .00000 0 .ooooo 0 . 0 0 0 0 0 0 . O O O O O 0 . 0 0 0 0 0 0 . 0 0 0 0 0 0.00000 0 .ooooo 0 .00000 0 . 0 0 0 0 0 0.00000 0 .00000 0 .ooooo 0.00000 0.00000 0.00000 0 .00000 0.00000 0 . 0 0 0 0 0 0 .ooooo 0 .ooooo 0 .ooooo 0.00000 0.00000 0 .00000
0 .00000 _ - - _ - - -
Page 76
EDF-5017 Pg 75 of 138
M E M B E R F O R C E S A T S I G N I F I C A N T P O I N T S
MEMBER 1 0%
100% MEMBER 2
0% 100%
MEMBER 3 0%
100% MEMBER 4
0% 100%
MEMBER 5 0%
100% MEMBER 6
0% 100%
MEMBER 7 0%
100% MEMBER 8
0% 100%
MEMBER 9 0%
100%
0% 100%
0% 100%
0% 100%
0% 100%
0% 100%
0% 100%
0% 100%
0% 100%
0% 100%
0% 100%
0% 100%
0% 100%
08 100%
MEMBER 1 0
MEMBER 11
MEMBER 1 2
MEMBER 1 3
MEMBER 1 4
MEMBER 15
MEMBER 1 6
MEMBER 1 7
MEMBER 1 8
MEMBER 1 9
MEMBER 20
MEMBER 2 1
MEMBER 22
0 .000 2 8 . 0 0 0
0 . 0 0 0 28 .000
0.000 28 . O O O
0 . 0 0 0 28 .000
0 .000 28 .OOO
0.000 61 .000
0.000 61 .000
0.000 61.000
0.000 61.000
0 . 0 0 0 61 .000
0.000 61 .000
0 . 0 0 0 61 .000
0 . 0 0 0 61.000
0 . 0 0 0 4 3 . 0 0 0
0 .000 43 .000
0 .ooo 38 ~ 000
0 .000 43 . O O O
0 . 0 0 0 43 .000
0 . 0 0 0 18 . G O O
0 .000 43 .OOO
0.000 43.000
0 .000 3 8 . 0 0 0
0.000 0.000
0 . 0 0 0 0 . 0 0 0
0.000 0 .ooo
0 .ooo 0.000
0 . 0 0 0 0.000
0 . 0 0 0 0 . 0 0 0
0.000 0 .000
0 . 0 0 0 0 . 0 0 0
0 .000 0 .000
0.000 0.000
0 .ooo 0 . 0 0 0
0.000 0 .ooo
0 . 0 0 0 0.000
0 .ooo 0.000
0.000 0 .000
0 . 0 0 0 0.000
0.000 0 .000
0 .ooo 0.000
0.000 0.000
0 . 0 0 0 0.000
0 .000 0 .000
0 . 0 0 0 0 . 0 0 0
-0 ~ 714 -0 .653
- 0 . 6 6 7 -0 .606
-1.459 -1 .398
-0 .617 -0 .556
-0 .664 -0 .603
0 . 9 1 1 1 .044
-1 .218 -1 .085
1 . 0 9 4 1 . 2 2 7
-1 .054 -0 .921
0 . 3 8 0 0 . 5 1 4
-1 .284 - 1 . 1 5 1
1 . 4 1 0 1 . 5 4 3
-0 .992 -0 .859
3 .603 3 .697
-3 .629 -3 .535
0 . 9 3 4 6 ~ 517
0 . 5 8 0 0 .674
-0 .605 -0 .512
-0 .233 -0.193
3 . 3 3 4 3 . 4 2 8
-3 .081 -2 .987
3 . 0 7 5 3 .158
1 .209 2 0 . 3 4 5
6.027 23 .847
-14 .870 2 5 . 1 1 8
6 .039 22 .468
1 . 5 9 5 1 9 . 3 4 1
33 .593 -26 .019
-30 .443 39 .799
4 0 . 2 1 4 -30 .568
-25 .932 3 4 . 2 9 0
-2 .926 -30 .199
-37 .158 3 7 . 1 2 4
67 .580 -22 .494
- 1 7 . 1 0 0 39 .357
101 .386 -55 .561
-56 .422 97 .610
9 5 . 5 1 2 -18 .562
-14 .318 -41 .296
-36 .576 -12 .533
-7 ~ 932 -4 .101
97 .134 -48 .249
-41 .615 88 .854
1 0 4 . 3 7 8 -14 .066
0.000 0.000
0.000 0 ~ 000
0.000 0.000
0.000 0.000
0 .000 0 . 0 0 0
0 . 0 0 0 0.000
0.000 0.000
0.000 0 . 0 0 0
0 . 0 0 0 0 . 0 0 0
0 .000 0 .000
0 . 0 0 0 0 . 0 0 0
0 .000 0 * 000
0 . 0 0 0 0 . 0 0 0
0 .000 0 . 0 0 0
0 . 0 0 0 0.000
0 .000 0 .000
0 ~ 000 0.000
0.000 0 . 0 0 0
0.000 0.000
o.ooa 0 I O 0 0
0.000 0 .000
0 . 0 0 0 0 .000
0.000 0 .000
0 .ooo 0.000
0.000 0 .000
0.000 0 .ooo
0.000 0.000
0 . 0 0 0 0 . 0 0 0
0.000 0.000
0 .000 0 . 0 0 0
0 .ooo 0 .000
0.000 0.000
0 . 0 0 0 0 .000
0 .000 0 . 0 0 0
0 . 0 0 0 0 . 0 0 0
0 . 0 0 0 0.000
0.000 0.000
0 .000 0 .000
0.000 0.000
0 . 0 0 0 0.000
0.000 0.000
0 . 0 0 0 0 . 0 0 0
0.000 0 . 0 0 0
0 . 0 0 0 0 . 0 0 0
Torsion [Kip*in]
-7 .752 -7 .752
-4 .025 -4.026
0 .099 0.099
4 .342 4 .342
8 . 2 9 5 8 .295
0 .107 0 . l o 7
9 .834 9 .834
-10 .051 -10 . O S 1
-0 .593 -0 .593
4 .103 4 . 1 0 3
-1 .046 -1 .046
-4 .761 -4 .761
-3 .197 -3 .197
18 .697 1 8 . 6 9 7
-15 .874 -15 .874
26 .267 26 .267
-2 .220 -2.220
-4.329 -4 .329
-2.927 -2 .92?
-2 .452 -2 .452
-4 ~ 1 9 9 -4.199
-2 .899 -2 .899
Page 77
EDF-5017 Pg 76 of 138
MEMBER 2 3 0%
1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0% 1 0 0 %
0 % 1 0 0 %
0% 1 0 0 %
0% 80%
1 0 0 %
0% 100%
0% 1 0 0 %
0% 1 0 0 %
0% 30%
100%
0% 70%
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39 .116 -2 .415
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Page 86
EDF-5017 Pg 85 of 138
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MEMBER 68
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condit.: LC4=DL+SC+TK3+SP
Dist to J Stat ion in1
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1008 MEMBER 3
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-8.864 -8.864
-4.908 -4 .908
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EDF-5017 Pg 86 of 138
MEMBER 1 2 0%
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MEMBER 36 0%
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100%
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100%
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100%
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100%
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100%
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100%
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Page 90
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DESIGN BY GROUP FOR CONTROLLING LOAD CONDITION
File : C:\Current Projects\V-Tank Analysis\Skid Design\TnkSkid4.AVW Units : Kip-in Date : 7/13/2004 Time : 1:18:00 PM
DESIGN CODE : A S D
C O D E C H E C K -_________--------_--------
MAX. INTERACTION RATIO PER DESCRIPTION B.Ratio= Bending and axial interaction ratio S.Ratio = Shear interaction ratio Stat.b = Station where max. B.Ratio occurs Stat.v = Station where max. S.Ratio occurs NOTE.- Non-steel members are not printed
Important.- Maximum values will only be computed from currently selected elements
________________________________________------------------------ MAX. INTERACTION RATIO IN DESCRIPTION : CrossBeam OCCURS AT MEMBER : 53 OCCURS FOR CONDITION : LCl=DL+TK+SP DESIGN STATUS : OK
B .RATIO Eqn STAT. B [in] Axial [Kipl M33 [Kip*inl M22 [Kip*in] 0.35 F4-1 0.00 0.00 -185.81 0.00
S .RATIO Eqn STAT. V [in] V2 [Kipl V3 [Kip] Tor [Kip*in] 0.24 F4-1 61.00 12.22 0.00 13.45
MAX. INTERACTION RATIO IN DESCRIPTION : EndBeam OCCURS AT MEMBER : 12 OCCURS FOR CONDITION : LCZ=DL+SC+TKl+SP DESIGN STATUS : OK
________________-_______________________-----_------------------
B .RATIO Eqn STAT. B [ in] Axial [Kip] M33 [Kip*inl M22 [Kip*in] 0.13 F4-1 0.00 0.00 68.45 0.00
S.RATI0 Eqn STAT.V[in] V2 [Kipl V3 [Kip] Tor [Kip*in] 0.04 F4-1 61.00 1.54 0.00 -4.66
MAX. INTERACTION RATIO IN DESCRIPTION : MainBeam OCCURS AT MEMBER : 70 OCCURS FOR CONDITION : LC4=DL+SC+TK3+SP DESIGN STATUS : OK
B .RATIO Eqn STAT. B [in] Axial [Kip] M33 [Kip*in] M22 [Kip*in] 0.37 F4-1 18.00 0.00 199.72 0.00
S .RATIO Eqn STAT. V [ in] V2 [Kipl V3 [Kip] Tor [Kip*in] 0.19 F4-1 0.00 -10.70 0.00 0.00
Page 95
-4
AREA OF SKID WITH --I GREATEST LOAD
I 7 ' x lo
+ -4 -
FIGURE 5 TANK SUPPORT FRAME
Page 96
VI Z g Q Z 3 9
a 0 LL
n
0
d
c? H U
0
n n rn -3 r? r?
U
F c? z v
d l ( Y +
+
II d
Page 97
U 8
._ -c . . . .
Page 98
4 v! 2 m
W
It II II
Page 99
43 1.02 0 1 /30/2003 Rev. 11
ENGLNEERING DESIGN F E E
Attachment 5
Tank Seismic Stability
EDF-50 1 7 Revision 0
Page 99 of 138
Page 101
2003 IBC SEISMIC DESIGN LOADS
Facility T A N
Project : Structure:
Designer :
V-Tank Consolidation Tanks at TAN 8000 Gallon Vertical Tank on Support Legs
R. F. Lippert, P.E.
~~~ ~
Mapped Spectral Accelerations (g's) Short Periods 1 -Sec Period
Latitude Longitude
41.847 112.707 0.405 0.148 S S SI
Remarks : PC-1 at TAN On Soil Layer > 10 Ft
Facility TAN
NPH Performance Category, PC-1 or PC-2? lNEEL Facility (ANL,CFA,INTEC,NRF,RWMC,TAN,TRA,PBF,Idaho Falls):
Seismic Use Group ("I" for PC-1 or "nI" for PC-2 per DOE-STD-1020): Importance Factor (1 .O for PC-1 or 1.5 for PC-2 per DOE-STD-1020):
Site Class Based On Shear Wave Velocity OnRock I d < 1 0 f t 1 1 0 f t < d < 5 0 f t I 5 0 f t < d < 8 0 f t
B I B I C I D
Mapped Spectral Accelerations (JBC 1615.1 and DOEID AE Standards) :
Site Class Ss = 0.25 Ss = 0.50 Ss = 0.75 C 1.2 1.2 1 .I Fa= 1.200
Site Parameters (IBC 1615.1.2 and DOE-ID AE Standards) :
Site Coefficient, F,, for 1-Second Period Site Class SI = 0.1 S] = 0.2 Si = 0.3
C 1.7 1.6 1 .s
* PC = 1 Facility= TAN *
SUG = I I = 1 .o
F, = 1.652
Soil layer depth below structure, d = 20.0 ft
Siteclass = C
Maximum Considered Earthquake Spectral Response Acceleration (IBC 1615.1.2) :
for short periods, SMs = for 1-sec period, SMl =
0.486 g's 0.244 g's
Design Spectral Response Acceleration, 5% damped (IBC 1615.1.3) :
I for short periods, SDs = 0.324 g's I
*
I for 1-sec period, SD1 = 0.163 g's 1
Page 102
Design Response Spectrum Curve (IBC 1615.1.4) :
lowest period at peak acceleration, To = 0.101 seconds
0.503 seconds greatest period at peak acceleration, Ts =
Spectral Response
Design Response Spectrum
Seismic Seismic Use Design
0.350
0.300
0.250 A (I)
m
0 ; 0.200 .- I
2 al 0
0.150
s 0.100
0.050
0.000
Seismic Design Category Determination (IBC 16163) :
Acceleration Value of SDS
Value of sD1
Acceleration Value of SDS
Value of sD1
Seismic Design Category = C
Page 103
Non-Building Structure -- Equivalent Lateral Force (IBC 1622 & ASCE 9.14)
Base Shear Force (ASCE Eq 9.5.5.2-1) : V = Cs*W (W = structure operating weight)
Base Shear Force for Rigid Structure, T<0.06 sec (ASCE Eq 9.14.5.2) : V = 0.3*sDS*w*I
seismic response coefficient (ASCEEq 9.5.5.2.1-1) : Cs = SDs/(R/IE) Cs need not exceed (ASCE Eq 9.5.5.2.1-2) : SD1/(R&)/T
bldg fund. period, T, taken as the approx. period (ASCE Eq 9.5.5.3.2-1) : Ta = CT*hnX
Cs Shall not be taken less than (ASCEEq 9.14.5.1-1) : O.OI~*SDS*I
importance factor, I = 1.0
height of structure to highest level, h, = 17.0 ft
response mod. coefficient (from ASCE Table 9.14.5.1.1), R = structure period coeff. (ASCE Table 9.5.5.3.2: 0.035,0.030 or 0.020), CT=
building period exponent (ASCE Table 9.5.5.3.2: 0.8, 0.9, 0.75), x =
2.0 0.020
0.75
T, = 0.167 sec
cs = 0.162 maximum Cs = 0.487 minimum Cs = 0.045
0.097 W force for rigid structure (if T < 0.06 sec), V =
* * *
I Structure Base Shear Force, V = 0.162 W I
Page 104
43 1.02 0 l/30/2003 Rev. 11
ENGINEERING DESIGN FILE
Attachment 6
V-Tank Mockup Platform Analysis
EDF-50 1 7 Revision 0
Page 104 of 138
Page 105
43 1.02 0 113 Oi2003 Rev. 11
ENGINEERING DESIGN FILE EDF-5017 Revision 0
Page 105 of 138
V-TANK MOCKUP PLATFORM
This attachment presents an analysis of the platform designed by Brian Raivo. The platform will be used for operator access in a mockup for the cleaning of the V-Tanks. The intent of the design is to support 2 to 3 people. See attached sketches.
LOADS
will assume LL = 40 psf and concentrated load P = 300 Ib
but need not consider them acting together
walking area will be metal grating, supported by HSS 6x3x3/16 beams; grating has max. span = 3 ft
1 x 3/16 grating, w, = 7.2 psf
w,on intermediate beam = 7.2(3) = 21.6 plf
w,on perimeter beam = 21.6 / 2 = 10.8 plf
LL on intermediate beam = 40(3) = 120 plf
LL on perimeter beam = 120 / 2 = 60 plf
In addition to the gravity loads, a 250 lb horizontal force was considered in a couple of Iocations in an effort to account for worker movement on the platform
ANALYSIS
STAAD.pro (Ref. 5) is used to analyze the structure. See following pages for input & output.
Members are determined adequate if their failure ratio (actual stress to allowable stress) is less than 1.0. The following are the results of the analysis:
Columns & beams -- max. failure ratio = 0.368 in element 27 for Load Case 1 1
Brace -- max. failure ratio = 1.048 in element 53 for Load Case 11
The failure ratio for the Brace is due to its slenderness ratio exceeding 200. When evaluating the stress in the Brace, its maximum axial compressive stress = 0.25 kips / 1.94 sq in = 0.13 h i ; this is less than its allowable stress of 3.40 ksi (equation E2-2 of Ref 2), so it is adequate (see para. B7 of Ref 2).
Max. horizontal deflection at the top of the platform was calculated to be 0.23 in; this is considered small, so OK.
Page 109
a 4 .. P I
x t
n
Page 113
<
* a
. m x w VI VI <
Page 115
EDF 5017 Pg 115 of 138
STUB SPACE V-TANK MOCKUP DECK FRAME START J O B INFORMATION J O B NAME V-TANK MOCKUP PLATFORM JOB NO EDF-4727 ENGINEER NAME R LIPPERT ENGINEER DATE 12-Mar-04 END JOB INFORMATION INPUT WIDTH 79 UNIT INCHES POUND JOINT COORDINATES
0 140 0; 6 144 140 0; 7 0 140 108; 8 144 140 108; 9 0 140 36; 10 0 140 72; 11 144 140 36; 12 144 140 72; 13 48 140 36; 14 96 140 36; 15 48 140 108; 16 96 140 108; 17 48 140 72; 18 96 140 72; 19 0 140 110.5; 20 144 140 110.5; 21 0 140 146.5; 22 144 140 146.5; 2 3 36 140 110.5; 24 72 140 110.5; 25 108 140 110.5; 26 36 140 146.5; 27 72 140 146.5; 28 108 140 146.5; 29 0 0 146.5; 30 144 0 146.5; 31 72 0 146.5; 32 48 140 110.5; 33 9 6 140 110.5; 34 0 21.4599 0; 35 0 21.4599 108; 36 0 127.737 108; 37 144 21.4599 108; 38 144 105.255 108; 39 144 127.737 0 ; MEMBER INCIDENCES 1 1 34; 2 2 39; 3 3 35; 4 4 31; 5 5 6; 6 5 9; 7 6 11; 8 9 10; 9 10 7; 10 11 12; 11 12 8; 12 9 13; 13 13 14; 14 14 11; 15 13 17; 16 7 15; 17 14 18; 18 8 16; 19 17 15; 20 10 17; 21 18 16; 22 12 18; 23 15 16; 24 19 23; 25 21 26; 26 23 32; 27 24 33; 28 25 20; 29 19 21; 30 26 27; 31 23 26; 32 27 28; 33 24 27; 34 28 22; 35 25 28; 36 20 22; 37 29 21; 38 31 27; 39 30 22; 40 7 19; 41 32 24; 42 15 32; 43 33 25; 44 16 33; 45 8 20; 46 34 5; 47 3 5 3 6 ; 48 36 7; 49 37 38; 50 38 8; 51 39 6; 52 34 36; 53 35 38; 54 37 39; START GROUP DEFINITION MEMBER - ZOL 1 TO 4 46 TO 51 - BM 5 TO 22 END GROUP DEFINITION DEFINE MATERIAL START ISOTROPIC STEEL E 2.9e+007 POISSON 0.3 DENSITY 0.283 ALPHA 6 ~ 5e-006 DAMP 0.03 END DEFINE MkTERIAL CONSTANTS BETA 90 MEMB 37 TO 39 BETA 315 MEMB 52 TO 54 MATERIAL STEEL MEMB 1 TO 54 MEMBER PROPERTY AMERICAN 1 TO 4 46 TO 51 TABLE ST TUB40403 5 TO 23 TABLE ST TUB60303 24 TO 39 41 43 TABLE ST TUB40203 MEMBER PROPERTY AMERICAN 40 42 44 - 45 PRIS AX 100 AY 100 A 2 100 IX 10000 IY 10000 I2 10000 YD 1 ZD 1 YB 1 ZB 1 52 TO 54 TIiBLE ST L40404 MEMBER OFFSET 46 48 50 51 END 0 -3 0 37 TO 39 END 0 -1 0 24 TO 36 41 43 START 0 1 0 24 TO 36 41 43 END 0 1 0
1 o o o; 2 144 o 0 ; 3 o o l o a ; 4 144 o 10s; 5
1 END 0 -0.459854 0 46 START 0 -0.459854 0 3 END 0 -0.459859 0 47 START 0 -0.459854 0 47 END 0 -2.73723 0 48 START 0 -2.73723 0
4 END 0 -0.459854 0 49 START 0 -0.459854 0 49 END 0 -2.25547 0 50 START 0 -2.25547 0 2 END 0 -2.73723 0 51 START 0 -2.73723 0 MEMBER RELEASE 23 START MY MZ 23 37 TO 40 42 44 45 END MY MZ 52 START MY MZ 52 END M S MZ 53 START MY MZ 53 END MY MZ 54 START MY MZ 54 END MY MZ SUPPORTS 1 TO 4 29 TO 31 PINNED LOAD 1 DEAD LOAD
UNIT FEET POUND MEMBER LOAD 12 TO 14 16 18 20 22 23 UNI GY -22 5 25 30 32 34 UNI GY -11 LOAD 2 UNIFORM LL MEMBER LOAD
SELFWEIGHT Y -1
12 TO 14 16 18 20 22 23 UNI GY -120 5 25 30 32 34 UNI GY -60 UNIT INCHES POUND LOAD 3 CONCEN LL1 MEMBER LOAD 13 CON GY -300 LOAD 4 CONCEN LL2 MEMBER LOAD 22 CON GY -300 LOAD 5 CONCEN LL3 MEMBER L'3AD 20 CON GY -300 LOAD 6 CfiNCEN LL4 MEMBER LOAD 23 CON GY -300 LOAD 7 CONCEN LL5 MEMBER LOAD 33 CON GY -300 LOAD 8 LATLOADl JOINT LOAD 14 FX -250 LOAD 9 LATLOAD2 JOINT LOAD 27 FX -250 LOAD 10 LATLOAD3 JOINT LOAD 10 FZ -250 LOAD COMB 11 DL+ULL+LAT1 1 1.0 2 1.0 8 1.0 LOAD COMB 12 DL+ULL+LAT2 11.0 2 1.0 9 1.0 LOAD COMB 13 DL+ULL+L9T3 1 1.0 2 1.0 10 1.0 LOAD COMB 14 DL+LLl+LL2 1 1.0 3 1.0 4 1.0 LOAD COMB 15 DL+LL2+LL3 1 1.0 4 1.0 5 1.0 LOAD COMB 16 DL+LL2+LL4 11.0 4 1.0 6 1.0 LOAD COMB 17 DL+LL5 1 1.0 7 1.0 UNIT FEET POUND PERFORM ANALYSIS PRINT ALL CHANGE LOAD LIST 1 11 TO 17 UNIT INCHES POUND PARAMETER CODE AISC FYLD 46000 MEMB 1 TO 39 41 43 46 TO 51 UNT 36 MEMB 26 27 41 43 CHECK CODE MEMB 1 TO 39 41 43 46 TO 54 FINISH
Page 116
Part
Ref
Software licensed to INEEL
Job Title V-TANK MOCKUP PLATFORM
BY R LIPPERT Oate12-Mar-04 Chd
File MockupFrame.std IDaterrim 30-Jun-2004 16:16 Client
3 Rendered View
.int Time/Date: 30/06/2004 16:43 STAAD.Pro for Windows Release 2004 Print Run 1 01 14
Page 117
Software licensed to INEEL I Job Title V-TA N K MOCKU P PLATFORM Ref
Client
BY R LIPPERT Date12-Mar-04 Chd
File MockupFrarne.std lDatenime 30Jun-2004 16:16
6
1
NODE NUMBERS
STAAD.Pro for Windows Release 2004 Print Run 2 a i t 4 Print TimelDate: 30/06/2004 it343
Page 118
I I I Part Sottwane licensed to INEEL
I X b F e VYANK MOCKUP PLATFORM Ret
BY R LIPPERT Date12-Mar-04 Ghd
Client File Moc kup Frame.std I 30-Jun-2004 16: 16
_. j r .
c I?
I
8
t
1
%4
5-
9
I
BEAM NUMBERS
I Print Run 3 01 14 Print TimelDate: 30/06/2004 16:43 STAAD.Pro for Windows Release 2004
Page 119
Job No Sheet No Rev
EDF-5017 119of 138
m e
I I Part
Software licensed to INEEL
U C Name
lob Title V-TANK MOCKUP PLATFORM Ref
BY R LIPPERT Date12-Mar-04 Chd
:Iient File MockupFrame.std I Datd-rlme 30-Jun-2004 16:16
Primaty Combination
Job Information Engineer Checked Approved
Name: R LIPPERT Date: 12-Mar-04
I StructureTvDe I SPACE FRAME 1
1 DEAD LOAD 11 DL+ULL+LATl
~~~
Number of Nodes I 39 I Highest Node I 39 Number of Elements 1 54 I Highest Beam 54
Corn bination Corn bination Com bination Corn bination
I Number of Basic Load Cases I 10 I
~
12 DL+U LL+LAT2 13 DL+ULL+LAT3 14 DL+LLl+LL2 15 DL+LL2+LL3
I Number of Combination Load Cases I
Includedin this printout are data for: All I The Whole Structure
71
J
7 8
..
0.000 140.000 108.000 144.000 140.000 108.000
I combination I 16 I DL+LL2+LL4 I I Combination 1 17 I DL+LL5 1
Nodes Node X Y z
(in) (in1 (in) 0.000
144.000 0.000 0.000 108.000
144.000 5 0.000
I 6 I 144.000 I 140.000 I 0.000 I
1 9 1 0.000 I 140.000 I 36.000 I 10 I 0.000 I 140.000 I 72.000 11 I 144.000 I 140.000 I 36.000
I 12 I 144.000 I 140.000 I 72.000 I I 13 I 48.000 I 140.000 I 36.000 I
Print TiWDaIe: 30/06/2004 16:43 STAAD.Pro for Windows Release 2004 Print Run 4 of 1
Page 120
I I Part I Software licensed to INEEL
Node X Y (in) (in)
17 48.000 140.000 18 96.000 140.000 19 0.000 140.000 20 144.000 140.000
IJob~1tle V-TANK MOCKUP PLATFORM
Z (in) 72.000 72.000
110.500 110.500
I Ref
I BY R LIPPERT Date12-Mar-04 Chd I Xent IFlIe MockupFrameAd lDaielTime 30-Jun-2004 16:16 1
I 33 I 96.000 I 140.000 I 110.5oO I
I 39 I 144.000 I 127.737 I 0.000 I
Beams
degrees)
125.000 3 3 35 21.000
12 I 9 1 13 I 48.000 1 2 I 0 13 I 13 I 14 I 48.000 I 2 1 0
I 14 I 14 I 11 I 48.000 I 2 I 0 1 I 15 I 13 1 17 I 36.000 I 2 I 0 1
16 1 7 1 15 I 48.000 I 2 I 0 17 I 14 1 18 f 36.000 1 2 I 0
Print T i d a t e : 30/06/2004 1643 STAAD.Pro for Windows Release 2004 Pnni Run 5 01 14
Page 121
Software licensed to INEEL
JobTitle V-TANK MOCKUP PLATFORM
Client
4
Beams Cont ...
Ref
By R LIPPERT Daie12-Mar-04 Chd
File MockupFramestd IDatdime 30-Jun-2004 16:16
Beam
18
NodeA NodeB Length Property p (in) [degrees)
8 16 48.000 2 0
22 I 12 I 18 I 48.000 I 2 I 0 1
19 20 21
27 I 24 I 33 I 24.000 1 3 I 0 1
~
17 15 36.000 2 0 10 17 48.000 2 0 18 16 36.000 2 0
36.000 30 26 27 36.000 31 23 26 36.000
36 I 20 I 22 I 36.000 I 3 1 0 1
41 I 32 1 24 1 24.000 I 3 I 0 1
48 12.000 49 37 38 8 1.999 50 8
L
STAAD.Pro for Windows Release 2004 Pnnt Run 6 of 14 Print TimerDate: 3G/G6/2004 16:43
Page 122
Software licensed to INEEL
BY R LIPPERT Dat72-Mar-04 Chd
Xent File MockupFramestd IDatelTime 30-Jun-2004 16:16
Section Properties Prop Section &ea 1, 1, J Material
(in2) (in") (in4) (in4)
1 TUB40403 2.770 6.600 6.600 10.390 STEEL 2 TUB60303 3.140 4.800 14.300 11.619 STEEL
I 3 I TUB40203 I 2.020 I 1.300 I 3.900 I 3.183 I STEEL I ~~ ~
4 I Prismatic General I l O O . O O o ( 10E 3 I 10E 3 ) 10E 3 I STEEL
5 I L40404 I 1.938 I 4.853 I 1.225 I 0.041 1 STEEL 1 Materials
Name I E V I Density I a 3 I I (kipAn2) I I (kipAn3) I (1PK)
1 I STEEL I 29E 3 I 0.300 0.000 I 3.61E-6 2 ALUMINUM 10E 3 0.330 1 0.000 I 7.1 1E -6 3 CONCRETE 3.15E 3 0.170 I 0.000 I 3.06E -6
Supports Node X Y z rX rY rZ
(kiphn) (kiphn) (kiphn) (kip'fffdeg) (kip'fvdeg) (kipYtldeg) 1 Fixed Fixed Fixed 2 Fixed Fixed Fixed 3 Fixed Fixed Fixed
~~
4 Fixed Fixed Fixed 29 Fixed Fixed Fixed 30 Fixed Fixed Fixed 31 Fixed Fixed Fixed
Releases Beam ends not shown in fhis table are fixed in all directions. Beam Node x Y z rx rY rz
23 15 Fixed Fixed Fixed Fixed Pin Fin 23 16 Fixed Fixed Fixed Fixed Pin Pin 37 21 Fixed Fixed Fixed Fixed Pin Pin 38 27 Fixed Fixed Fixed Fixed Pin Pin 39 22 Fixed Fixed Fixed Fixed Pin Pin
STAAD.Pro for Windows Release 2004 Print Run 7 of 14 Print Timeloate: 30/06/2004 16:43
Page 123
Sofiware licensed io INEEL
'ob Title V-TANK MOCKUP PLATFORM
Beam Node x Y z rx
54 37 Fixed Fixed Fixed Fixed 54 39 Fixed Fixed Fixed I Fixed
:]lent
ry n
Fin Pin Pin Pin
! I Part
Number
1
Ref
BY R LIPPERT Date12-Mar-04 Chd
Name
DEAD LOAD
File MockwFrarne.std I 30-Jun-2004 16:16 1
Releases Cont ...
UNIFORM LL CONCEN LL1 CONCEN LL2 CONCEN tL3
I 6 I CONCEN LL4 I CONCEN L L ~ LATLOAD 1 LATLOAD2
Combination Load Cases
I
Print Run 8 of 11 Prini TimeIDaie: 30/06/2004 16:43 STAAD.Pro for Windows Release 2004
Page 124
ran
Ref
Software licensed lo INEEL
'ob Title V-TANK MOCKUP PLATFORM
BY R LIPPERT Oate12-Mar-O4 Chd
File MockuDFrame.std IDatflim 30-Jun-2004 16:16 :lient
Beam Loads : 1 DEAD LOAD
Selfweiqht : 1 DEAD LOAD
Beam Loads : 2 UNIFORM LL
Beam Loads : 3 CONCEN LL1 Beam 1 Type I Direction I Fa I Ecc. 1
I STAAD.Pro for Windows Release 2004 Print Run 9 al 14 Print Time/Date: 30/06/2004 16:43
Page 125
Job No
EDF-5017 I
Part 1 Software licensed to INEEL
Sheet No Rev
125 of 138
JobTltle V-TANK MOCKUP PLATFORM
Client
Ref
BY R LIPPERT Date12-Mar-04 Chd
File MockupFrame.std IDatdime 30-Jun-2004 16:16
Beam Type Direction Fa Da Fb Db
(in) 22 CON Ib GY -300.000
Ecc.
(in)
Beam Type Direction Fa Da Fb Db
(in) 20 CON Ib GY -300.000
Node Loads : 8 LATLOADI
Ecc.
(in)
Node I
Beam Type Direction Fa Da Fb Db
(in) 23 CON Ib GY -300.000
Node Loads : 9 LATLOAD2
Ecc.
(in)
Beam
33
Node Loads : I O LATLOAD3 I Node I FX I FY I FZ I MX I MY I MZ 1
Type Direction Fa Da Fb Db Ecc.
(in) (in) CON Ib GY -300.000
Node FX
(Ib) 14 - 2 5 0 . 0 0 0
I Print Time/Date: 30/06/2004 16:43 STAAD.Pro for Windows Release 2004 Print Run 10 of 14
FY FZ MX MY MZ Ub) (Ib) (kip-in) (kip-in) (kip-in)
10
(Ib) (Ib) (Ib) (kipln) (kip'in) (kip'in) -250.000
Page 126
I I Part Software licensed to INEEL
I lob Title V-TANK MOCKUP PLATFORM I Ref
BY R LIPPERT Daie12-Mar.04 Ghd
:lient File MockupFramestd 1 Date/Time 30-Jun-2004 16:16
Node Displacement Summary
Beam Force Detail Summarv Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A.
Print T idDate: 30/06/2004 16:43 STAAD.Pro for Windows Release 2004 Print Run 11 of '
Page 127
Part
Ref
Software licensed to INEEL
lob Title V-TANK MOCKUP PLATFORM
BY R LIPPERT Date12-Mar-04 Chd
:Iient File MockupFrame.std IDaiflime 30-Jun-2004 16:16
Reactions
Print T i d D a I e : 30/06/2004 16:43 STAAD.Pro for Windows Release 2004 Print Run 12 of 14
Page 128
Client
BY R LIPPERT Date12-Mar-04 Chd
File MockupFrame.std 30-Jun-2004 16:16
Failure Ratio
14:DL+LLl+LL 0.000 444.227 -0.000 15:DL+LU+LL 0.000 441.987 -0.000 16:DL+LE+LL 0.000 484.689 -0.000 17:DL+LL5 0.000 587.634 -0.000
J rint TlMDate: 30/06/2€!04 1643 STAAD.Pro for Windows Release 2004 Print Run 13 of 14
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Page 129
Part Software licensed to INEEL
'ob Title V-TANK MOCKUP PLATFORM Rei
By R LIPPERT Datef2-Mar-04 Chd
Xent File MockupFrame.std loatelTim 30-Jun-2004 16:16
Failure Ratio Cont ...
rint T idDate : 30/06/2004 i6:43 STAAD.Pro for Windows Release 2004 Print Run 14 of 14
Page 130
Software licensed lo INEEL
Job Tide V-TANK MOCKUP PLATFORM
1 Client I File MockuDFrame.std I 30-Jun-2004 16:16 I
Part
Ref
BY R LIPPERT Da1e12-Mar-04 Chd
Steel Design (Track 2) Beam 53 Check 1
0.0 (KIP-FEET) ?ARAMETER I CN KIP INCH I .-__-___--__-__
KL/R-Y= 105.28 I KL/R-Z= 209.57 + UNL = 166.61 I CB = 1.00 + CMY = 0.85 1 CMZ = 0.85 + FYLE = 36.00 I NSF = 1.00 +- - -+- - -+- - -+ - - -+ - - -+ - - -+ - - -+ -_-+- - -+- - - DFF = O . O O * * * * * * dff = 0.00 ABSOLTJTE MZ ENVELOPE
(WITH LOAD NO. )
STRESSES IN KIP INCH
FA = 0.00
FCZ = 0 . 0 0 FTZ = 0 . 0 0 FCY = 0.00 FTY = 0 . 0 0 fbz = 0 . 0 0 fby = 0.00 Fey = 0 . 0 0 Fez = 0.00 FV = 0.00 f v = 0 . 0 0
_--_-- -__--_-
f a = 0 . 0 0
AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-2
VALUE -0.1 0.0 0 .0 0.1 0.1 LOCATION 13.9 13.9 13.9 6.9 6.9 LOAE ING 1 1 1 1 1
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
t * t DESIGN SUMMARY (KIP-FEET) * i - _ _ - - _ _ _ _ _ - _ - _ * t * k RESULT/ CRITICAL COND/ RATIO/ LOAD I NG/
FX MY MZ LOCATION *
___-____________________________________---------_---- ________________________________________-_-----_---_-- FAIL L/R-EXCEEDS 1.048E+00 11 0.25 C 0.10 -0.10 6.94
k * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
I Print T i d o a t e : 30/06/2004 if350 Print Run 1 of STAAD.Pro for Windows Release 2004
Page 131
431.02 0 1 /3 012003 Rev. 11
ENGINEERING DESIGN FILE
Attachment 7
Design Drawings
EDF-5017 Revision 0
Page 131 of 138
Page 134
D I V 1 m I
il t
Page 135
a
H i 3
0 m
w
1
f
I'