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To D i s t r i b u t i on

From B. L . Coverdell Equipment Stress Analysis

Project T i t le/Work Order ANALYSIS OF LIFTING BEAM AND REDESIGNED LIFTING LUG FOR 241AZ01A DECANT PUMP / E18146

I EDT No. . 142167 1 ECN No.

Name MSIN

T. J . Conrads B. L. Coverdell R. B. Pan T. W. Staehr Central F i l es (2)

H5 - 53 H5-53 H5-53 R3-27 L8 - 04

Text With A1 1

Attach

Text On1 y

Attach. /

Appendi

Only X

EDT/ECN On1 y

A-6000-135 (01/93) WEF067

DISCLAIMER

Portions of this document may be illegible in electronic image products. Images are produced from the best available original document.

-.& a#- Page I of I DE 14 1994 %@GINEERlNG DATA TRANSMllTAL 1.EDT 142187

ved Wconment

T. U. S h

Date Originator for Receiving Organization

I f - - I

ED-7400-172-2 (04 /94) GEF097

I I

21. DOE APPROVAL ( i f required) 13 Approved 11 Approved m/comnents 13 Disapproved w/comnents

C t r l . No.

BD-7 400- 1 7 2- 1 (0 218 9)

RELEASE AUTHORIZATION

WHC-SD-WM-DA-179, REV. 0 I Document Number: Document Title: Analysis o f L i f t i n g Beam and Redesigned L i f t i n g Lugs I for 241-AZ-01A Decant Pump Release Date: 12/14/94

This document was reviewed following the procedures described in WHC-CM-3-4 and is:

APPROVED FOR PUBLIC RELEASE

WHC information Release Administration Specialist:

TRADEMARK DISCLAIMER. name, trademark, manufacturer, or otherwise, does not necessarily consti tute or imply i t s endorsement, recomnendation, or favoring by the United States Governnent or any agency thereof o r i t s contractors or subcontractors.

This report has been reproduced from the best available copy. Available in paper copy and microfiche. Printed in the Un i ted States of America. Available t o the U.S. Department of Energy and i t s contractors f run:

Reference herein t o any specif ic carmercial product, process, or service by trade

U.S. Department of Energy Off ice of Scient i f ic and Technical Information (OSTI) P.O. Box 62 Oak Ridge, TN 37831 Telephone: (615) 576-8401

Available t o the public from: U.S. Department of Comnerce National Technical Information Service (NTIS) 5285 Port Royal Road Springfield, VA 22161 Telephone: (703) 487-4650

DISCLAIMER

A-6001-400.2

4 / #

7 I SUPPORTING DOCUMENT 1. Total Pages 2. T i t l e 3. Nunber 4. Rev No.

ANALYSIS OF LIFTING BEAM AND REDESIGNED LIFTING WHC-SD-WM-DA-179 0 LUGS FOR 241-AZ-01A DECANT PUMP 5. Key Uords 6. Author

Lifting Beam N-: B. L. Coverdell Lifting Lug Analysis Decant Pump

&A M 1 24 1 AZO1 A Signature E 18 1 4 6 Organization/Charge Code

7. Abstract

This supporting document details calculations for the proper design of a lifting beam and redesigned lifting lugs for the 241AZ01A decant pump. is in accordance with Standard Architectural-Civil Design Criteria, Design Loads for Faci7ites (DOE-RL 1989) and is safety class three. The design and fabrication is in accordance with American Institute of Steel Construction. Manua? o f Steel

This design

a. RELEASE STAMP

A-6400-073 (08/94) UEFU4

WHC -SD- WM-DA- 179 Rev. 0

ANALYSIS OF LIFTING BEAM AND REDESIGNED LIFTING LUGS FOR 241AZ01A DECANT PUMP

November 15. 1994

PREPARED BY: &. d, / / - -an- $L;/ B. L. Coverdell , Advanced Engineer Equipment Stress Analysis

REVIEWED BY:*& I I / 3 0 / f 4 J . S. BurgessfAdvanced Engineer Equipment Stress Analysi s

APPROVED BY: /?Pf- ' 0 1 2 1 1 [ 4 a/ B . Pan , Manager Equipment Stress Analysi s

Westinghouse Hanford Company Hanford Operations and Engi neeri ng Contractor

for the U. S. Department of Energy.

i

WHC-SD-WM-DA- 179 Rev. 0

DESIGN VERIFICATION METHOD

The need f o r design v e r i f i c a t i o n has been reviewed wi th the method selected as indicated below: (ESR/Work Plan # NA / WP - 8D430 -331.

X Independent Review

Alternate Calculations

Qual i f icat ion Testing

Formal Design Revi ew

n

Cogni zant f l r o j e c t /Des i gn Manager

SD #WHC-SD-WM-DA- 179

ECN # NA

DWG(S1 #

ii

W H C - S D - W M - DA - 1 7 9 Rev. 0

CHECKLIST FOR INDEPENDENT REVIEW

Document Reviewed ANALYSIS OF I-IFTING BEAM AND REDES IGNED L I FTING LUG FO R 241AZOlA DECANT PUMP Author R . L. Coverdell

c4 C I [ I C d C I c 1

[ , I c 1 L-4

MANDATORY

Problem completely defined.

Necessary assumpti ons expl i c i t l y stated and supported.

Computer codes and data f i l e s documented.

D a t a used i n calculat ions e x p l i c i t l y stated i n document.

Data checked f o r consistency w i th o r ig ina l source information as applicable.

M a t hemat i cal der i v a t i ons checked i ncl udi ng d i mensi ona 1 consi s tency o f resul ts .

Models appropriate and used w i th in range o f v a l i d i t y or use outside range of established v a l i d i t y j u s t i f i e d .

Hand calculat ions checked f o r errors.

Code run streams correct and consistent w i th analysis documentation.

Code output consistent w i th input and with resu l ts reported i n analysis documenta t i on.

Acceptabi 1 i t y 1 i m i t s on analyt ical resul ts appl i cable and supported. Limits checked against sources.

Safety margins consistent wi th good engineering pract ices.

Conclusions consistent w i th analyt ical resul ts and applicable l i m i t s .

Results and conclusions address a l l points required i n the problem statement.

Software QA Log Number 9"/- fl70 J . S. Buraess &W

Revi ewe? f / / L 9 /v4

Date

iii

WHC-SD-WM-DA-179 Rev. 0

ENGINEERING ANALYSIS SOFTWARE REPORT FORM

November 15. 1994 77- D7D DATE ANALYSIS PERFORMED SOFTWARE LOG NUMBER

SOFTWARE APPLICATION: COSMOS/M ver 1.70.

- I/- ,sip/ - -PY B. L. Coverdell, Equipment Stress Analysis ANALYST

DATE

Y

. Pan, Equipment Stress Analysis DATE

DESCRIPTION OF ANALYSIS:

The use o f the f in i te-element (FE) analysis program CUSIYOS/M version 1.70 (SRAC 1994) permitted a quick, easy, and detai led stress analysis o f the fo l lowing components of the 241AZ01A l i f t i n g beam: the top lug, the I-beam and gusset plates and bottom lugs. These analysis are ca l led TOP LUG02, LBEAM02 and BOlTOM LUG01 respect ively. Each o f these analysis used t r iangular elements t o determine the stresses developed by the 5,442 kg (6 ton) load.

The FE analysis was performed on a S i l i con Graphics Incorporated, Indigo computer. Electronic copies o f the input and output f i l e s can be found on the attached tape and on the Common F i l e Storage (CFS) i n the d i rectory w81423/24lazOla.

J . S. Burgess /& -,/- I 1 /.-?e/ 9d DATE REV I EWER,

i v

WHC - SD - WM - DA- 17 9 Rev. 0

1 .0 Introduct ion . . . . .

C O N T E N T S

. . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

2.0 Summary o f Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

3.0 D i s c u s s i o n . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2

4.0 Conclusions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3

5.0 Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

6.0 References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

APPENDICES

Appendix A

Appendix B

C a l cul a t i ons . . . . . . . . . . . . . . . . . . . . . . . . A- 1

von Mises stress p lo ts o f the l i f t i n g beam components: Top L i f t i n g Lug, I-Beam and Gusset Plates. and Lower L i f t i n g Lug . . . . . . . . . . . . . . . . . . . . . . . . . B - 1


1.0 . INTRODUCTION

Thi s analysis determines whether the 241AZ01A decant pump 1 i ft i ng beam design i s adequate given the pump weight o f 5,442 kg (12,000 1 b) . The analysi s a1 so determines the adequacy o f the redesigned 241AZ01A 1 i fti ng 1 ugs given tha t the ex is t ing ones are inadequate due t o clearance problems.

The 241AZOlA decant pump l i f t i n g beam was separated i n t o two sections f o r analysis purposes. The top section was divided i n t o three components, which are: the top l i f t i n g lug, the I-Beam and gusset plates, and the (4) lower l i f t i n g lugs. The lower section i s also divided i n t o three components: the connecting p in , the ver t i ca l bar, and the l i f t i n g hook. For more information on the l i f t i n g beam, reference drawing H-2-83761 Rev. 0 (WHC 1994a). A f ini te-element (FE) analysis was completed on the three components comprising the top section o f the l i f t i n g beam. Hand calculat ions were used t o determine the adequacy o f the lower section o f the l i f t i n g beam and the redesigned 241AZ01A l i f t i n g lugs. For more information on the redesi gned 241AZ01A 1 i fti ng 1 ugs , reference drawing H-2-820775 Rev. 0 (WHC 1994b) and ECN# 704915 (WHC 1994~) .

Both the l i f t i n g beam and redesigned 241AZ01A l i f t i n g lugs are i n accordance w i th Standard Architectura7-Civi 7 Design Criteria, Design Loads for Faci7ities (DOE-RL 1993) and are safety class 3. The design and fabr ica t ion o f each component i s i n accordance w i th American I n s t i t u t e o f Steel Construction, Manua 7 of Stee7 Construction, (AISC 1989) and the /fan ford Hoisting and Rigging Manua7 (DOE-RL 1993).

2.0 SUMMARY OF RESULTS

The calculat ions i n Appendix A determined tha t the maximum allowable bending, shear, and bearing stresses are 148.8 MPa (21,600 l b / i n 2 ) , 148.8 MPa (21,600 l b / i n 2 ) , and 223,2 MPa (32,400 lb / i n2 ) respectively. The maximum allowable stresses were determined from the Manua7 of Stee7 Construction (AISC 1989). The maximum von Mises stresses f o r each o f the three components comprising the top section o f the l i f t i n g beam are p lo t ted i n Appendix B. The p lo ts show the maximum von Mises stresses are 62.77 MPa (9,110 lb / i n2 ) f o r the top l i f t i n g lug, 26.53 MPa (3,850 lb / i n2 ) f o r the I-Beam and gusset p la tes, and 37.90 MPa (5,500 lb / i n2 ) for the lower l i f t i n g lugs. The hand calculat ions i n Appendix A determined tha t the maximum stress i n the lower section of the l i f t i n g beam i s 68.23 MPa (9,903 lb / i n2 ) and occurs i n the center o f the p i n connecting the lower l i f t i n g lug and the ve r t i ca l bar.

1


Appendix A also contains calculat ions showing the maximum stress f o r the redesigned 241AZ01A l i f t i n g lug. The maximum stress f o r t h i s component was determined t o be 59.21 MPa (8,594 lb / i n2 ) and occurs due t o bending i n the 5.08-cm (2- in ) diameter pin.

3.0 DISCUSSION

The l i f t i n g beam and the redesigned 241AZ01A l i f t i n g lugs analyzed i n t h i s document are t o be used fo r ho is t ing the 241AZ01A decant pump. The l i f t i n g beam was divided i n t o two sections f o r analysis purposes. A FE analysis was performed on the three components comprising the top section. These components are:

0 top l i f t i n g l ug 0 I-Beam and gusset plates 0 lower l i f t i n g lug.

DOE-RL 1992 requires a factor o f safety o f three f o r a l l below-the-hook l i f t i n g devices. For each o f the three FE models, the maximum von Mises stresses were obtained from the stress p lo ts depicted i n Appendix B. These maximum stresses then were compared t o the allowable stress o f 82,68 MPa (12,000 l b / i n 2 ) . The maximum stresses f o r the top lug, I-Beam and gusset plates, and lower l i f t i n g lug are 62.77 MPa (9,110 lb / i n2 ) , 26.53 MPa (3,850 lb / i n2 ) and 37.90 MPa (5,500 lb / i n * ) , respectively.

1

The lower section o f the l i f t i n g beam was analyzed using hand calculat ions. These calculat ions are shown i n Appendix A. The components o f the lower section are:

0 p i n connecting the lower lug and ver t i ca l bar 0 ve r t i ca l bar

1 i fti ng hook. 0

The remaining components o f the l i f t i n g beam were analyzed w i th hand calculat ions (Appendix A) . The maximum stress i n the l i f t i n g beam, found i n the p i n between the lower lug and the ve r t i ca l bar, i s 68.23 MPa (9,903) l b / i n 2 .

Appendix A also contains calculat ions showing the maximum stress i n the redesigned 241AZ01A l i f t i n g lug. The maximum stress i s 59.21 MPa (8.594 lb / in2) and was found i n the 5.08-cm (2- in . ) diameter p in .

2

WHC - SD - WM - DA- 179 Rev. 0

4.0 CONCLUSIONS

The calculat ions i n Appendix A and the stress p lo t s i n Appendix B show t h a t the l i f t i n g beam and the redesigned 241AZ01A l i f t i n g l u g are adequate as shown i n drawing H-2-83761 (WHC 1994aL drawing H-2-820775 (WHC 1994b) and i n ECN# 704915 (WHC 1994~) .

5.0 REQUIREMENTS

Below i s a l i s t o f requirements that. must be met f o r t h i s l i f t i n g beam t o conform t o DOE-RL 1992:

The drawi ng number, drawi ng rev is ion number, weight and hoi s t i ng capacity must be painted on the l i f t i n g beam.

Society D 1 . l (AWS 1994). 0 The l i f t i n g beam must be welded and inspected per American Welding

The l i f t i n g beam must load tested t o 125% o f i t s rated capacity.

With the above requirements met, the l i f t i n g beam i s adequate f o r ho is t ing o f the 241AZ01A decant pump.

The only requirement f o r the redesigned 241AZ01A l i f t i n g l ug i s t h a t i t must be welded and inspected per AWS 1994. The redesigned 241AZ01A l i f t i n g l ug need not be load tested since i t i s not considered a below the hook l i f t i n g device per DOE-RL 1992. The redesigned 241AZ01A l i f t i n g lug, i n t h i s case, i s considered t o be pa r t o f the object t o be hoisted.

3

W HC - S D - W M - DA- 17 9 Rev. 0

6.0 REFERENCES

AISC, 1989, Manua 7 o f Stee7 Construction, Ninth Edi t ion, American I n s t i t u t e o f Steel Construction, Chicago, I l l i n o i s .

AWS , 1994, Structura 7 We7ding Code, AWS D1.1, Ameri can We1 d i ng Soci e ty , M i ami , F1 o r i da .

DOE-RL, 1993. Standard Architectura7-Civi7 Design Cr i t e r i a , Design Loads f o r F a c i l i t i e s , DOE-RL-SDC 4.1 Revision 12. Westinghouse Hanford Company, R i chl and, Washington .

DOE-RL, 1992, Hanford S i t e Hoisting and Rigging Manua7, DOE-RL-92-36, U.S. Department o f Energy, Richland Operations Of f ice, Richland, Washington

SRAC, 1994, COSMOSIM, Structural Research and Analysis Corporation, Version 1.70, Santa Monica , Ca l i forn i a.

WHC, 1994a. L i f t i n g Beam, drawing H-2-83761 Rev. 0 , Westinghouse Hanford Company, R i chl and, Washington.

WHC, 1994b. Piping 241 -AZ-OlA Decant Pump Adapter F7ange, drawing H-2-820775 Rev. 0, Westi nghouse Hanford Company, R i chl and, Washington.

WHC , 1994~. ECN# 704915, Westi nghouse Hanford Company, R i chl and, Washi ngton .

4


Appendix A Calculations

A- 1

WHC-SD-WM- DA- 179 Rev. 0

Calculation Cover Sheet

Subject: P A A

Originator: &. rii, //e 38- ?+ B. L. Coverdell , Advanced Engineer Date

Checker:

A- 2

Checker: Date: WHC-SD-WM-DA-179 Rev. 0

From the figure on the previous page and given that the maximum load on the pin will be less than or equal to 6000 Ibf, the maximum shear and moment can be determined using the following equations. From the maximum shear and moment calculations the maximum shear bending stresses can be determined. The interaction of these two stresses must also be checked. The AlSC Manual of Steel Construction was used to determine the allowable stresses. These allowables are shown below.

Allowable stress calculations for A36 CS. lbf

in The yield stress for A36 CS

lbf

F 36000.1

F t = .6*F F t=21600*- in2

lbf in

lbf

in

lbf in

F b = F t F b =21600*1

F = .6*F F =21600.7

F br = 32400 .- Y F br = .9*F Stress calculations for the pin

P = 6000.lbf. 1.25

1 = 3-in

a .25.in

The 1.25 is a 25 percent increase in the load to insure that the lifting beam will pass the 125 percent of rated load load test.

d = 1.541

b 2 5 i n c = a b is the area the force is distributed over. a and c are the distance on either side of the distributed force.

The distributed force. P lbf

' 6 In w = 3000 07

Cross-sectional area of pin. n.d2 2 A , =T

s =- S =0.331 *in

A = 1.767 .in

xed3 3 Section modulus of pin.

Maximum shear load on pin.

32

a * b 2.1 V = - 4 2 . a + b)

V M = V - a i - 2.w

V = 3750 -1bf

M = 3281.25 -1bf.in

Ibf

Maximum moment on pin

The pin will support the shear loading. OK V

f -- f v =2122.066*3 V - A c in

S in2 M Ibf

The pin will support the bending load. f b I - f b = 9902.974 *-

Check interaction of the two stresses.

Since the resultant is less than or equal to 1, a I .375 in. diameter pin is f b f v F b F v adequate. OK - i- - = 0.557

5.0 VERTICAL BAR STRESS CALCULATIONS A-3


Determine the stresses in the bar given that each bar must support 6000 Ibf. Refer to drawing H-2-83761.

5.1 LUGSHEA R TEAR OUT

d = 1.5625.b w = 2.5.h R = 1.5.h offset '= .5*h I 2 A , = 6.094 -in d 2 A , = R +offset - - aw.2

Since the actual shear stress is less than P lbf f;= A f = 1230.769 *T C in allowable, the lug is adequate to resist shear

5.2 BEARING FAILUa tearout. OK

d 2 Area under bearing stress. Abr = W - 2 A br = 1.953 *in

lbf in

Since actual bearing is less than the allowable bearing, the bar will adequately support the load. OK

P *br

fbr = - f br = 3 8 4 0 . 7

, 5.3 TENSION FAILURE

This section of calculations determines the remaining stressable area . It then calculates the tensile stress this area is under. Each side of the bar has a small but significant section of area removed.

a I \

I y=1.125

y= ( x - 2 + 2 25)-. 5

, I

I a : = 1.5411 b := .25.in 1

c := 2.J2.b.R - b 2 C - =0.829*h 2 c = 1.658-in

1.125.in dx Integral defining the area between the two curves.


Area due to one removed section (see the sketch above). 2 A = 0.743 9h

Cross-sectional area of the hole.

Total tensile area.

2 A h =daw A h =3.906*h

A t x.R2 - 2.A, - A h A t = 1.676-in

P f t .= A

t Ibf in

The actual tensile stress is less than allowable the bar will adequately support the tensile load. OK f t =4475 .604*3

5.4 TENSION FAILURE AT TOP OF BAR THREADS Threads must be added to the vertical bar inorder to attach a lifting hook. The reduction in cross-section area will cause an increase in stress. Determine this stress.

2 Athred =4.011*in

A bar = 7.069 .in

Cross-sectional area removed due to the lifting hook threads.

Total cross-sectional area of the 3 in. diameter bar.

x 2 4 A thread .= -.(2.26.in)

A bar = 4*(3-in)

A t =Abar-Athread A = 3.057*in2

x 2

P f t := A t

5.5 THREAD STRESS CALCULATIONS

Threads matching the hook design from drawing H-2-99569 Rev. 4 are used on the vertical bar, therefore, the threads on the vertical bar are adequate.

6.0 LIFTING HOOK CALCULATIONS

The 15 ton lifting hook design was obtained from a Westinghouse Hanford drawing (H-2-99569). Therefore, the hook is adequate for use in this design.

7.0 WELD CALCULA TIONS

The welds connecting the top lug and bottom lugs to the I-beam are a prequalified complete penetration welds per AISC 1992, page 4-1 64. OK.

A-5

WHC-SD-WM-DA-179 Rev. 0 Date: Checker:

8.0 D ETERMINE THE ADEQU ACY OF THE LUGS Determine if the lifting lug shown below is adequate to support the 12,000 Ib load of the 241AZ01A decant pump. The analysis must conform to the Hanfoid Hoisting and Rigging Manual (a factor of safety of 3 must be used). The AlSC Manual of Steel Construction was used to determine the allowables for such things as bearing stress. The plate is 112'' thick and the pin is 2" bar. For further information reference drawing H-2-820775.

2 PLACES

8" -1 1 3" Allowable Stress Calculations for A36 CS

lbf in

F y = 36000*>

F Y F t =T

Yield stress for A36 CS.

lbf in F t = 12000 '2

lbf F t = 12000 *- in*

lbf F b = 12000 .- in2

F " . = 3 F Y Ibf F v = 12000.- in2

AlSC Manual of Steel Constructions

A-6

Checker: 8.1 SHEAR TFAROUT

Date:

Determine if the lifting .-1g will fail due to shear tearoi as shown in th- assume that one lug can carry 2/3 of p e load to be conservative. P = 12000.lbf

-

P lug = 9000 *lbf 2 3

p lug = 2 -

WHC-SD-WM-DA-I79 Rev. 0

ketch below. Since there are two lugs

Each lug is constructed of two plates, assume that one plate can carry 213 of the lug load lug

P plate '= 7 -

P plate = 6750 .Ibf 2

-1 2 A , = 2-l .h

A , =2*in 2

P plate f -- v - A ,

lbf f " = 3375 *-

in'

i h e minimum area in stiear.

This calculation shows that shear tearout is not a factor in this design. OK

8.2 BEARING FAILURE Determine the bearing stress on the 2 1/16 diameter hole.

t = 0.5-in Plate thickness.

Projected area of hole in bearing.

The actual bearing stress is less than the allowable bearing stress. OK

A br = 2.0625411-t P plate

fbr =%

A-7


8.3 TENSION FAILURF

Given the tension failure shown below and the sketch on the previous page, determine the tension stress.

A t := 2.l.in.t

Area under tensile loading. A = 1 *in 2

lbf in f t = 6 7 5 0 * 7 The actual tensile loading is less than the allowable. OK

k Given the 2 diameter pin shown in the sketch on page A-1, determine if it is adequate to support the load on the lug.

1 =3*in d = 2.in

A , =T

Obtained from the sketch on page A-I and the drawing H-2-820775.

Cross-sectional area of the pin. ?tad2 2 A ,=3.142-in

S = 0.785 *in3

V =4500 -1bf

M = 6750 -in.lbf

V Ibf f ,, = 1432.394 -- 2 f = - " A , in M S f b := -

Ibf . in2

f b = 8594.367 .-

Section modulus of the pin.

Maximum shear load on the pin.

Maximum moment on the pin.

The actual shear load is less than the allowable. OK

The actual moment is less than the allowable. OK

A-a


Check interaction of the shear and moment stresses.

Since the interaction.of the two stresses is less than or equal to 1 the pin is adequate per f b f v F b F v AISC. OK - + - = 0.836

10.0 VEL D CALCULATIONS

10.1 1/8 PIN WELD

Due to the configuration of the lug the only possible load the welds between the pin and the plate may see is a tensile load. This could only hamen if the hook were to slip to one end of the pin wrapping around the plate and pulling on the pin. The weid is a 1/8 fillet weld.

A, := x-d

A , = 6.283 *in

lbf in f = 1432.394.-

Linear area of the weld.

Linear force on weld.

Ibf in f a := 3 6 0 0 0 . 3

f r W'=.707.fa

w = 0.056 .in

Allowable force on weld.

Required weld size.

w , = .125-in

,a FS = -

,r FS =2.221

The actual weld size is less than the required weld size. OK

A-9

Checker:

10.2 3/16" LUG AlTACHMENT WELD

Date: WHC-SD-WM-DA-I 79 Rev. 0

Determine the stress in the rectangular weld shown below if it is treated as a line.

t t := 5 i n Thickness of plate.

w a := .18754n w a = 0.187 in

FS =9.014

A w= 17-in

Ibf f =529.412*- in

Ibf in

fa = 36000.3

f r w - .707*fa

Linear area of the weld.

Linear force on weld.

Allowable force on weld.

w = 0.021 .in Required weld size. size.

The actual weld size.

The actual weld size is less than the required weld size. OK

A-I 0

WHC-SD-WM- DA- 179 Rev. 0

Appendix B

von Mises stress p lo ts o f the l i f t i n g beam

and Lower L i f t i n g Lug components: Top L i f t i n g Lug, I-Beam and Gusset Plate,

B - 1

P N

,In STRESS Lc=l V o n Mises

5 78E+83

COSMOS/M Version : V 1.70 TQP-LUG02

I 11-16-94

c I U A n 0 Iy (L c m

e 0 s

I

--cc

1 WH C- SD-W M -bA- 179

I C I .L.

cn I-

It n L

1.0 Introduction2.0 Summary of Results3.0 Discussion4.0 Conclusions5.0 Requirements6.0 ReferencesCal cul ati ons

Documents

Diseño Vigas de Levante 2