SECONDARY CONTAINMENT AND SUPPORT SKID DESIGN · PDF fileSECONDARY CONTAINMENT AND SUPPORT...

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

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)

43 1.02 01/30/2003 Rev . 11


Page 2 of 138

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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

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).

43 1.02 0 1 / 3 0/200 3 Rev. 11

ENGINEERING DESIGN FILE EDF-50 I 7 Revision 0

Page 4 of 138

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.

431.02 01/30/2003 Rev. 11


Page 6 of 138

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.

43 1.02 0 1/30/2003 Rev. 11

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.

43 1.02 0 I /30/2003 Rev. 11


Attachment 1

Secondary Containment Pan Design

EDF-5017 Revision 0

Page 8 of 138

1-36

I I I

Ub

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

43 1.02 0 1 /3 0/200 3 Rev. I I


ATTACHMENT 2

Tank Shield and Support Frame Design

EDF-5017 Revision 0

Page 12 of 138

I I I I

7'

0

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

1000

100 L .- a c .-

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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

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

\9/ 138

TAN V tank Process Dose Point 2 - (I 02.5,1.92e+OI,O) in

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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

TAN V tank Process Dose Point 2 - (102.5,1.92e+OI ,O) in

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100.

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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

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

I Part I Software licensed to INEEL

Job Title V-TANK CONTENTS REMOVAL -- CONSOLIDATION TANK SHIELDING

Client

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Ref

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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 '

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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By R Lippert oai10-Mar-04 Chd

Client File TankShieldl .std IDatflme 29-Jun-2004 1654

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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

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'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

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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

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Nodes Cont ...

Part

Ref

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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

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BY R Lippert Date10-Mar-04 Chd

Beams Cont ...

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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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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

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Part

Ref



: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

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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

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STAAOPro for Windows Release 2004 Print Run 11 of 12 Print TmwdDate: 30/06/2004 1532

Software licensed Io INEEL

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

Pfint TiMDate: 30/06/2004 1532 STAAD.Pro for Windows Release 2004 Print Run t 2 of '

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

Job No Sheet No

EDF-5017 38 of 138 Rev

k.

Software licensed lo INEEL


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

Sonware licensed lo INEEL


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


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

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



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



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

Parl

Ref


'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

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

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


I I I

MANUAL OF CONCRETE PRACTICE s(IoR.12

I I-- E

I

C r 0-mm

Y-SW C-CUY

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 following 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 problem of combining stresses.

4. It is true that the stress distribution within a fillet weId is complex, due to eccentricity of the applied 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 connection 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)

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 connections 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 addition 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 dividing 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 considered.

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

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

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


BEAM AND PLATE NUMBERS

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] /


BEAM LENGTHS

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


LOAD CASE SC (Containment Pan Full)

RAM AdvansFile : TnkSkid4.AVW Date: 7/13/2004 Time: 1:02:33 PM Condition: TK=AII Tanks Full


X Z


LOAD CASE TK (Tanks Full)

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


LOAD CASE TKI (Tank 1 Empty)

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


LOAD CASE TK2 (Tank 2 Empty)

RAM AdvansFile : TnkSkid4.AVW Date: 7/13/2004 Time: 1 :04:30 PM Condition: TK3=Tank 3 Empty I


Y I

b2// 30


LOAD CASE TK3 (Tank 3 Empty)

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


LOAD CASE SP (Shield Panel Weight)

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]


NODE DISPLACEMENT - LOAD COMBINATION 4

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


DESIGN RATIO (Calculated Stress to Allowable Stress)

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

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

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

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

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

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

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

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

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 _ - - _ - - -

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

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0 . 0 0 0 0.000

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0.000 0 .000

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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

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0.000 0.000

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0 .ooo 0 .000

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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

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%

100%

MEMBER 2 4

MEMBER 2 5

MEMBER 26

MEMBER 27

MEMBER 2 8

MEMBER 29

MEMBER 3 0

MEMBER 3 1

MEMBER 32

MEMBER 33

MEMBER 3 4

MEMBER 3 5

MEMBER 36

MEMBER 3 7

MEMBER 3 8

MEMBER 39

MEMBER 40

MEMBER 4 1

MEMBER 42

MEMBER 43

MEMBER 44

MEMBER 4 5

0 . ooo 0.000

0 . l o 6 0 . 2 0 0

- 2 5 . 6 8 0 -32 .250

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0.000 0.000

0 ~ 000 0.000

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0 . 5 1 2 0 . 5 1 2

0 .000 4 3 . 0 0 0

0 .000 4 3 .OOO

0.000 0 .000

-0.700 -0 .606

0.000 0 .000

- 4 . 2 2 8 - 4 . 2 2 8

0 . 0 0 0 1 8 . 0 0 0

0 . ooo 0 . 0 0 0

- 0 . 9 3 2 - 0 . 8 9 3

-11 .304 5 . 1 2 7

0.000 0.000

0.000 0 .000

- 6 . 9 2 3 -6 .923

0.000 4 3 . 0 0 0

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7 . 2 0 1 7 . 2 9 5

1 7 6 . 7 8 0 - 1 3 4 . 8 8 6

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MEMBER 68

MEMBER 69

MEMBER 70

MEMBER 71

MEMBER 72

MEMBER 73

MEMBER 74

MEMBER 75

MEMBER 76

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0.000 54.900 61.000

0.000 61.000

condit.: LC4=DL+SC+TK3+SP

Dist to J Stat ion in1

-_-----__--------- - - - - - - - - MEMBER 1

0% 100%

MEMBER 2 0%

1008 MEMBER 3

0% 100%

MEMBER 4 0%

100% MEMBER 5

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Tors ion [Kip*in I - - - - - - - - -

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EDF-5017 Pg 89 of 138

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

-4

AREA OF SKID WITH --I GREATEST LOAD

I 7 ' x lo

+ -4 -


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

U 8

._ -c . . . .

4 v! 2 m

W

It II II

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

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

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

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

43 1.02 0 l/30/2003 Rev. 11


Attachment 6

V-Tank Mockup Platform Analysis

EDF-50 1 7 Revision 0

Page 104 of 138

43 1.02 0 113 Oi2003 Rev. 11


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.

Q

N 1

a

6 Q Q

a

I.

a 4 .. P I

x t

n

c

+ A I

+ w

n I V m 4

W

4

<

* a

. m x w VI VI <

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

Part

Ref


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

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

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

Job No Sheet No Rev

EDF-5017 119of 138

m e

I I Part


U C Name

lob Title V-TANK MOCKUP PLATFORM Ref


: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

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


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


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

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


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

ran

Ref


'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

Job No

EDF-5017 I

Part 1 Software licensed to INEEL

Sheet No Rev

125 of 138

JobTltle V-TANK MOCKUP PLATFORM

Client

Ref


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)


(in) 20 CON Ib GY -300.000

Node Loads : 8 LATLOADI

Ecc.

(in)

Node I


(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

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 '

Part

Ref


lob Title V-TANK MOCKUP PLATFORM


: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

Client


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

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


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

431.02 0 1 /3 012003 Rev. 11


Attachment 7

Design Drawings

EDF-5017 Revision 0

Page 131 of 138

n - C d

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