Text

Rev 0 to Calculation 52091-C-019, Monticello Unit 1, Screening Evaluation of Vertical Pumps in Intake Structure
	ML20248C213
Person / Time
Site:	Monticello
Issue date:	03/03/1995
From:	; EQE ENGINEERING CONSULTANTS (FORMERLY EQE ENGINEERING
To:	;
Shared Package
ML20248C136	List: ML20248C129; ML20248C167; ML20248C197; ML20248C213; ML20248C219; ML20248C230; ML20248C244; ML20248C265; ML20248C273; ML20248C292; ML20248C295; ML20248E336;
References
	52091-C-019, 52091-C-019-R00, 52091-C-19, 52091-C-19-R, NUDOCS 9806020086
	Download: ML20248C213 (93)
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CALCULATION COVER SHEET l -

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TABLE OF CONTENTS i

Subiect Eagg Calculation Cover Sheet 1

l Table of Revisions 2

1 Table of Contents 3

References 4

6 l

Objective 6

Summary Technical Approach 7

8

/~T Pump Data U

Seismic Response of Pump Motor and Discharge Head 11 Seismic Response of Pump Column and Impeller 18 Nozzle Loads 22 i

Overall Horizontal Seismic Loads 23

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Overall Vertical Seismic Loads 23 24 Support Shear Capacity Anchor Bolt Pullout Force 26 Anchor Bolt Pullout Capacity 28 Attachment A - Pump Motor and Discharge Head Eigensolution qg Attachment B - Pump Motor and Discharge Head Response Spectrum Analysis

\\"3pg6 Ehb Attachment C - Pump Column and Impeller Eigensolution 1

Attachment D - Pump Column and Impeller Response Spectrum Analysis M

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Attachment E - Excerpts From Reference 12 Attachment F - Reference 15 glf 2HD289/vpumpscn

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REFERENCES 1.

EQE Engineering Consultants, Procedure 52091-P-001, " Project Plan, Support of Monticello and Prairie Island IPEEE."

2.

Reed, J.W., et al, "A Methodology for Assessment of Nuclear Power Plant Seismic Margia (Revision 1)," Electric Power Research Institute, EPRI NP-6041-SL, Revision 1, August 1991.

3.

Winston and Strawn, et. al., " Generic implementation Procedure (GIP) for Seismic Verification of Nuclear Plant Equipment," Revision 2, prepared for the Seismic Qualification Utilities Group, Juna,1991.

4.

Drawings

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Bechtel drawing numbers C-230, C-511, C-512 Pump vendor drawings, NSP Drawing Nos. NX 9068-37 and -47, NX 0525-1, -3, -18.

5.

EQE Engineering Consultants, Calculation No. 52091-C-005, "Monticello Unit 1, Walkdown of Essential Equipment."

6.

Baumeister, T. (ed.), Standard Handbook For Mechanical Enaineers, Seventh Edition, McGraw-Hill Book Company,1967.

7.

EQE Engineering Consultants, " Quality Assurance Documentation for the e.to ALGOR /SUPERSAP Finite Element Analysis System, Version 20fb0," AA-QA-036, A&CRTc

$@21 Revision 0,.jfAf%2$W98.W'O 8.

"S.A.W.E. Weight Handbook, Volume 1," Society of Aerospace Weight Engineers.

9.

Roark, R.J. and W.C. Young, Formulas for Stres,s and Strain. Fifth Edition, McGraw-Hill Book Company,1982.

10.

Newmark, N.M. and W.J. Hall, " Development of Criteria For Seismic Review of Selected Nuclear Power Plants," prepared for U.S. Nuclear Regulatory Commission, NUREG/CR-0098, May 1978.

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11.

Jack R. Benjamin and Associates, et al, " Industry Approach to Seismic Severe Accident l

l Policy implementation," Electric Power Research institute, EPRI NP-7498, November l

1991.

12.

Memorandum from R.S. Orr to C. Zalesiak,

Subject:

Proposed Revisions to Appendix B, November 4,1994.

13.

ACI Committee 349, " Code Requirements for Nuclear Safety Related Concrete Structures (ACI 349-90,) and Commentary (ACI 349R-90)," Anierican Concrete Institute, March 1990.

14.

URS/ John A. Blume and Associates, Engineers, " Seismic Verification of Nuclear Plant Equipment Anchorage (Revision 1), Volume 1: Development of Anchorage Guidelines,"

Electric Power Research Institute, EPRI NP-5228-SL, Revision 1, Volume 1, June 1991.

t 15.

Northern States Power, DSS Sequence No. KDL-12837, " Concrete Pours and Cylinder Data."

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OBJECTIVE l

The objective of this calculation is to screen essential vertical pumps in the intake structure following the approach in Reference 1. Detailed fragility evaluation is not required if the pumps are screened. Vertical pumps addressed by this calculation are the EDG-ESW pumps P-111 A and B, RHRSW pumps P-109A to D, and SW pumps P-102A to C.

The RHR service water pumps P-109A to D are judged to be the bounding cases and will be evaluated. Screening and seismic evaluation of the the RHRSW ; umps follows the recommendations of EPRI NP-6041-SL (Reference 2).

SUMMARY

h1 Seismic analysis of Pumps P-109A to D was performed to obtain seismic loads on the pump u./

anchorage due to response of the pump motor and discharge head, pump column and impeller, and nozzles. Seismic shear is transmitted by the embedded pump base plate to the concrete pad doweled to the floor slab. The shear capacity of the embedment based on ACI 349 provisions was found to be adequate. Seismic overturning moment induces tensile forcas on the J-bolts anchoring the pump base plate to the concrete floor. J-bolt capacities based on GIP Revision 2 were found to be adequate.

It is concluded that the vertical pumps in the intake structure can be screened.

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DATE TECHNICAL APPROACH The technical approach for the screening evaluation consists of the following elements-i Ground motion input for screening is defined as a ground response e

spectrum having a peak 5% damped spectral acceleration of 0.8g. This free-field ground motion is considered to be a conservative estimate of the in-structure response of the intake structure, which is completely embedded from grade to the foundation at EL 888'. The pumps are located at EL 919' abut 12 feet below grade.

Seismic response analysis and capacity evaluation follows the recommendations of EPRI NP-6041-SL (Reference 2).

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The pump J-bolt anchors are judged to govern the pump seismic capacity.

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Their capacities are based on GIP Revision 2 (Reference 3).

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ATTACHMENT A PUMP MOTOR AND DISCHARGE HEAD EIGENSOLUTION Y

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Bzc% c-olar A 2-ne -c.

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Pap Motor and Discharge Head 14 2

0

'3 01 0-0 0

0 100 0

0 0

0 386.0 1111110 0.000000E+00 0.000000E+00 0.000000E+00 0 0.0000E+00 0 0 2011110 0.000000E+00 '.100000E+01 0.000000E+00 0 0.0000E+00 3011110 0.000000E+00 2.200000E+01 0.000000E+00 0 0.0000E+00 4011110 0.000000E+00 ' 2.800000E+01 0.000000E+00 0 0.0000E+00

-5011110 0.000000E+00' 3.500000E+01 0.000000E+00 0 0.0000E+00 6011110 0.000000E+00 4.200000E+01 0.000000E+00 0 0.0000E+00 7011110 0.000000E+00 4.800000E+01 0.000000E+00 0 0.0000E+00 8011110 0.000000E+00 6.060000E+01 0.000000E+00 0 0.0000E+00 9011110 0.000000E+00 7.320000E+01 0.000000E+00-0 0.0000E+00 10 0 1 1 1 1 0 0.000000E+00 8.580000E+01 0.000000E+00 0 0.0000E+00 11 0 1 1 1 1 0 0.000000E+00 9.840000E+01 0.000000E+00 0 0.0000E+00

'12 0 1 1 1 1 0 0.000000E+00 1.110000E+02 0.000000E+00 0 0.0000E+00 13111111 0.000000E+00 0.000000E+00 1.000000E+00 0 0.0000E+00

-14 1 1 1 1 1 1 1.000000E+01 1.000000E+01 0.000000E+00 0'O.0000E+00 2 11 4

0 4

0 0-0 0

0 0

1 2.900E+07 3.000E-01 5.060E-03 0.000E+00 0.0E+00 0.0E+00 0.0E+00

.000 2 2.900E+07 3.000E-01 7.340E-04 0.000E+00 0.0E+00 0.0E+00 0.0E+00

.000 3 2.900E+07 3.000E 01 7.340E-04 0.000E+00 0.0E+00 0.0E+00 0.0E+00 -

.000 4 2.900E+07 3.000E 013.310E-04 0.000E+00 0.0E+00 0.0E+00 0.0E+00

.000 1 2.130E+01 0.000E+00 0.000E+00 1.000E+00 5.360E+02 5.360E+02 0

0

.0000

.0000 2 2.360E+01 0.000E+00 0.000E+001.000E+001.180E+031.180E+03 0

0

.0000

.0000 3 1.630E+01 6.910E+00 6.910E+00 1.000E+00 1.070E+C3 1.070E+03 0

0

.0000

.0000 l

4 7.070E+02 0.000E+00 0.000E+001.000E+00 6.170E+02 6.170E+02 0

0

.0000

.0000 I~

0.000E+00 0.000E+00 0.000E+00 0.000E+00 k

' O.000E+00 0.000E+00 0.000E+00 0.000E+00 l

- 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l

1 1

2 14 1

1 0

0 0

0 00

.2 2

3 14 1

1 0

0 0

0 00 3

3 4 14 2

2 0

0 0

0 00 i-4 4

5 14 3

3 0

0 0

0 00 5

5 6 14 3

3 0

0 0

0 00-6 6

7 14 2

2 0

0 0

0 00 7

7 8 14 4

4 0

0 0

0 00

.8 8

9 14 4

4 0

0 0

0 0.

0 00 I:

9 9 10 14 ~ 4 4

0 0

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O C 00

-10 10 11 14 4

4 0

0 0

0 00 11 11 12 1 14 4

4' O

O O

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7 1

0 0

0 0.000E+00 0.000E+00 0.000E+00 0.000E+00 j

l' 1.

13 0.

0 0

0 1

0 0.00000E+00 0.00000E+00 2.80000E+09 0

0 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0

'O.000E+00 0.000E+00 0.000E+00 0.000E+00 0'

1 0.000E+00.100E+03 0

j p) m i

i I'

l 1

j 62OH-C-c 19 A3 j

o ~ %

.u 1**** Algor (c) Dynamic Modo! Analysis SSAP1 05/03/91 ver 9.20/387 l

DATE: FEsRUARY 19,1995 l

TIME: 11:19 AM-

-INPUT FILE............. motor l~

1 Ptap Motor and Discharge Need 1**** IXINTROL INFORMATION nuser of node points (IAMNP)

=-

14 l

rumber of element types (NELTYP) =

2 rumber of load cases (LL)

=

0 rumber of frequencies (NF) 3

=

l geometric stiffness flag (GEOSTF)

=

0 l

analysis type code (NDIN)

=

1 solution mode (MODEX) =

0 equations per block (KEQB)

=

0 weight and c.g. flag

(!WTCG) =

0 M idth minimization flang (MINBND)

=

0 l

gravitations constant (GRAV)

=

3.8600E+02 l

bandwidth minimization specified 1**** NODAL DATA NODE BOUNDARY CONDITION C(DES NODAL POINT COORDINATES No.

DM DV DZ RX RY RZ X

Y Z

T 1

1 1

1 0 0.000E+00 0.000E+00 0.000E+00 0.000E+00 2-0 1

1 1

1 0 0.000E+00 1.100E+01 0.000E+00 0.000E+00 l'

3 0

1 1

0 0.000E+00 2.200E+01 0.000E+00 0.000E+00 l

4 0

1 1

0 0.000E+00 2.800E+01 0.000E+00 0.000E+00 5

0 1-1 1

1 0 0.000E+00 3.500E+01 0.000E+00 0.000E+00 6

0 1

1 1

1 0 0.000E+00 4.200E+01 0.000E+00 0.000E+00 7

0 1

1 1

?

0 0.000E+00 4.800E+01 0.000E+00 0.000E+00 8

0 1

1 1

1 0 0.000E+00 6.060E+01 0.000E+00 0.000E+00 9

0 1

1 1

1 0 0.000E+00 7.320E+01 0.000E+00 0.000E+00 10 0

1 1

0 0.000E+00 8.580E+01 0.000E+00 0.000E+00 11 0

1.

1 1

1 0 0.000E+00 9.840E+01 0.000E+00 0.000E+00 i

12 0

1 1

0 0.000E+00 1.110E+02 0.000E+00 0.000E+00 13 1

1 1

1 0.000E+00 0.000E+00 1.000E+00 0.000E+00

- 14 1

1

'1 1

1 1 1.000E+01 1.000E+01 0.000E+00 0.000E+00

- - - PRINT OF EQUATION NUMBERS SUPPRESSED 1**** DEAM ELEMENTS -

rummer of beam elements

=

11 rumber of area property sets

=

4 rumber of, fixed end force sets

=

0 i.

s rumber of materiets

=

4 rumber of intermediate load sets =

0 i

1 L

' h"b

/

1**** MATERIAL PROPERTIES lacEX E

laJ MASS WEIGHT THERMAL EXPANSION REFERENCE DENSITY DENSITY X

Y Z

TEMPERATURE 1 2.90E+07.300 5.06E-03 1.95E+00 0.00E+00 0.00E+00 0.00E+00 0.000E+00 2 2.90E+07.300 7.34E 04 2.83E 01 0.00E+00 0.00E+00 0.00E+00 0.000E+00 3 2.90E+07.300 7.34E 04 2.83E-01 0.00E+00 0.00E+00 0.00E+00 0.000E+00 4 2.90E+07.300 3.31E-04 1.28E 01 0.00E+00 0.00E+00 0.00E+00 0.000E+00 1"** AREA PROPERTIES INDEX ---- ------ AREAS - --- ---- - TORSION FLEXURAL INERTIAS -

AXIAL SHEAR SHEAR A(1)

A(2)

A(3)

JC1) 1(2) 1(3) 1 2.130E+01 0.000E+00 0.000E+00 1.000E+00 5.360E+02 5.360E+02 2

2.360E+01 0.000E+00 0.000E+00 1.000E+00 1.180E+03 1.180E+03 3

1.630E+01 6.910E+00 6.910E+00 1.000E+00 1.070E+03 1.070E+03 4

7.070E+02 0.000E+00 0.000E+00 1.000E+00 6.170E+02 6.170E+02 1**" STRESS PROPERTIES INDEX ---SECTION MODULI --

[

S(2)

$(3) 1 0.000E+00 0.000E+00 2

0.000E+00 0.000E+00 3

0.000E+00 0.000E+00 4

0.000E+00 0.000E+00 1**** ELEMENT LOAD MULTIPLIERS CASE A CASE B CASE C CASE O X 0!R 0.000E+00 0.000E+00 0.000E+00 0.000E+00 Y-0!R 0.000E+00 0.000E+00 0.000E+00 0.000E+00 Z-DIR 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1**** ELEMENT CONNECTIVITY DATA ELEMENT NODE NODE NODE MAT'L SECTN ---ELEMENT LDADS -- RELEASE CODES MEMBER No.

I J

K INDEX INDEX A

B C

D l-END J END NO.

1 1

2 14 1

1 0

0 0

0 2

2 3

14 1

1 0

0 0

0 3

3 4

14 2

2 0

0 0

0 4

4 5

14 3

3 0

0 0

0 5

5 6

14 3

3 0

0 0

0 6

6 7

14 2

2 0

0 0

0

(

7 7

8 14 4

4 0

0 0

0 8

8 9

14 4

4 0

0 0

0 9

9 10 14 4

4 0

0 0

0

(.= Q [

Pt5 i

l I

(V3 10 10 11 14 4

4 0

0 0

0 11 11 12 14 4

4 0

0 0

0 1**** BOUNDARY ELEMENTS rumber of elements =

1 1 "** ELEMENT LOAD MULTIPLIERS CASE A CASE B CASE C CASE D 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1**** ELEMENT CONNECTIVITY DATA ELEMENT NODE ----DIRECTION NODES--- CODES SPECIFIED SPECIFIED SPRlWG NUMBER N I

J K

L KD KR TRANSLATION ROTATION RATE 1

1 13 0

0 0 0 1 0.0000E+00 0.0000E+00 2.800E+09 1"** BANDWIDTN MINIMIZATION minbnd (borsidth control parameter) =

1

- - - MINIMlZER DID NOT NEED TO REDUCE BAN 0 WIDTH

- - - EQUAT!0N PARAMETERS

=

23

\\

total rumber of equations 4

bar& idth

=

number of equations in a block =

22 2

ramber of blocks

=

2625 btocking memory (k1Lobytes)

=

2625 aval1abte memory (kitobytes)

- - - Hard disk file size information for processor Avaltable hard disk space on drive's 58.868 megabytes

.271 megabytes Estimated required hard disk space

=

1**" NODAL LOADS (STATIC) OR MASSES (DYNAMIC)

NODE LOAD X-AXIS Y-AXIS Z-AXIS X AXIS Y AXIS Z AXIS i

NUMBER CASE FORCE FORCE FORCE MOMENT MOMENT MOMENT 1*"* ELEMENT LOAD MULTIPLIERS toad case case A case B case C case D k

I 1

0.000E+00 0.000E+00 0.000E+00 0.000E+00

]

1**** STIFFNESS NATRIX PARAMETERS l

minisua non-zero diagonet element =

2.1800E+07 l

)

l 52DV-C-O(Cf &

2.8494E+10 maximum diagonal element

=

1.3071E+03 maximum / minimum 8.7336E+09 average diagonal element

=

5.3409E+01 density of the matrix

=

l l

1**** EIGENVALUE ANALYSIS

- - - SUBSPACE ITERATION ALGORITHM EXECLITED 1**** 4CDAL ANALYSIS CONTROL INFORMATION flag for additional printing (IFPR) =

0 sture sequence check flag (IFSS) =

1 maximum iteration cycles (NITEM)=

32 convergence tolerance (RTOL) =

1.0000E 05 cut off frequency (hertz)

(COFe) =

1.0000E+02

=

0 no. of starting iteration vectors (NFO)

=

0 est. no. of rigid body modes (NSF) eigen value shift (given)

(SHIFT)=

0.0000E+00 orthogonality check flag (NORTH)=

0

- - - 50LUTION SOUGHT FOR FOLLOWING EIGENPROBLEM

=

23 number of equations half bandwidth of stiffness matrix =

4

=

2 number of equation blocks

=

22 number of equations per block

=

3 nu ser of eigenvalues required 1**** ITERATION NUMBER...........................

1 sweep rumber in Jacobi =

8 relative tolerance reached on eigenvalues:

.1000D+01

.10000+01

.1000D+01

.10000+01 1**** ITERATION NUMBER...........................

2 sweep nuser in Jacobi =

7 relative tolerance reached on eigenvalues:

.8527D-09

.33400-06

.3699D-05

.1955D-03

.6243D-03

.1032D-02

.6516D-03

.6013D 02

.2464D 02

- - - CONVERGENCE ACHIEVED IN EIGSOL 1

(

rumber of eigenvalues =

3 1.0000E-05 relative tolerance

=

4

T bc-oM 47 1**** WE $0LVE0 FOR THE FOLLOWING EIGENVALUES:

5.349100+03 2.72937D+05 3.41559D+06 1**** PRINT OF EIGENVECTOR 1**** MODAL ANALYS13 mode ruauber

=

1 eigenvector normatized to unft mass matrix

-Displacements / Rotations (degrees) of unrestrained nodes NODE X-Y-

Z-X-

Y-Z-

rumber translation translation translation rotation rotation rotation 1

0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -3.4375E-02 2

1.2854E-02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -9.8053E-02 3 3.7083E-02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -1.5288E-01 4 5.3726E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.6478E-01 5

7.6494E-02 0.0000E+00' O.0000E+00 0.0000E+00 0.0000E+00 -1.7843E 01 6

1.0082E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -1.9031E-01 7 1.2118E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.9827E-01 O

8 1.6768E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.2313E 01

[

9 2.1867E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.3921E 01 to 2.7237E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -2.4808E-01 11 3.2739E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.5169E 01 12 3.8286E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.5246E 01 l

1**** MODAL ANALYSIS mode nun 6er

=

2 eigenvector normalized to unit mass matrix Olsplacements/ Rotations (degrees) of unrestrained nodes NODE X-Y-

2-X-

Y-Z-

rumber translation translation translation rotation rotation rotation 1

0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -1.4162E-01 2 4.9098E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -3.4368E-01 3

1.2214E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -3.9218E-01 4 1.6253E 01 0.0000E+00' O.0000E+00 0.0000E+00 0.0000E+00 -3.7613E 01 l

5 2.3412E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -3.2921E-01 l

l 6 2.9779E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -2.5442E-01 7 3.2051E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -1.7659E 01 8 3.1795E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.1378E-01

(~

9 2.2513E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.2258E-01 10 5.0916E-02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 9.3871E-01

(j 11 -1.7680E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.1057E+00 l

12 4.2636E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.1493E+00 1

L__--________-___-______

620%-G 019 fg O

- - - MODAL ANALYSIS 1

mode insuber s

3 eigenvector normatized to unit mese matrix Olsplacements/ Rotations (degrees) of unrestrained nodes NODE X-Y-

- Z-X-

Y-Z-

raaber translation translation translation rotation rotetton rotation 1

0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 4.3335E 01 2 -1.3756E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 8.5354E-01 3 2.7957E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 5.2102E 01 4 -3.2490E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 3.3685E-01 5 -4.1104E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 3.7953E-02 6 4.4639E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -3.1800E 01 7 3.9710E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.2768E 01 8 1.4719E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.5061E+00 9 1.7653E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -1.1733E+00 10 2.8556E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.9571E 01 11 4.9898E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.7179E+00 12 4.0363E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.2345E+00

[

1**** PRINT OF NATURAL FREQUENCIES mode circular number. frequency frequency period.

tolerance (rad /sec)

(Hertz)

(sec) l 1

7.3138E+01 1.1640E+01 8.5909E 02 8.5269E 10 2 5.2243E+02 8.3148E+01 1.2027E 02 3.3398E 07 3

1.8481E+03 2.9414E+02 3.3997E-03 3.6992E 06 Sture sequence check not executed as requested.

1**** TEMPORARY FILE STORAGE (MEGABYTES)

UNIT NO. 7:-

.003 UNIT No. 8 :

.001 UNIT No. 9 :

.000 UNIT No. 10 :

.001 UNIT No. 11 :

.001 WIT No.12 :

.000 l

UNIT No. 13 :

.003 UNIT No. 14 :

.001

(

l UNIT No. 15 :

.000 UNIT NO. 17 :

.000 i

I TOTAL

.011

(

'"l. o

@ZCRJ-G-DQ,h}

O 4 l

l l

l O

O

I EQE f

4'm,,a j

EQE INTERNATIONAL

(

d' SHEET NO.

O k

JOB NO. SWt JOB _.h.LsT - W AWeho TE eE*-

BY D DATE t-7 M -

i CALC. NO. _ DOW SUBJECT VtM LA Doms CHKD I DATE 'MY L

f

(

l l

I 1

{

i ATTACHMENT B 1

PUMP MOTOR AND DISCHARGE HEAD RESPONSE SPECTRUM ANALYSIS l

l l

C/

t-2HD289 W e ?

WP U Olo; 6L 1 # T\\e_' HOT ett%,

t O Pump P109A D Motor Responsd Spxtna Analyst 14 0

0 3 03 0

0 0

0 100 0

0 0

0 386.0 1.0 0.0 0.0 2

1 0

2 0

Duuusy Ground spoetrun 2.

1.0.

0.01 1.0 '

1.0 1.0

\\

l 1

t i

i l

O

D{

h

~

Ono* %c wo te s, L.

/^s 4

1**** Algor (c) Response spectrta analysis SSAP3H 06/11/91, ver 9.21/387 G

l l

DATE: FEBRUARY 19,1995 TIME: 11:19 AM INPUT FILE.............motorrs MODAL ANALYSIS FILE....motwr Ptap P109A-D Motor Response Spectrum Analysis 1**** CONTROL INFORMATION

=

14 rsaber of node points (NUMNP) ntaber of element types (NELTYP) =

0

=

0 nLabor of load cases-(LL) 3 number of frequencies (NF)

=

0 seemetric stiffness flag (GEOSTF)

=

3 analysis type code (NDYN)

=

0 solution mode (MODEX)

=

0 equations per block (KEQB) weight and c.g. flag (IWTCG) =

0

=

0 bandwidth minfalzation flag (MINBND)

=

0 number of response spectra (NRSC) gravitational constant (GRAV)

=

3.8600E+02

.O).

bandwidth minimization specified L

- - - EQUATION PARAMETERS

=

23 total number of equations bandwidth

=

4 nLabor of equations in a block =

22 2

rsmber of blocks

=

2882 blocking memory (kilobytes)

=

2882 avaltable memory (kilobytes)

- - - Nard disk file size Information for processors I

Available hard disk space on drive =

SC.769 megabytes I

.601 megabytes Estimated required hard disk space

=

1**** RESPONSE SPECTRUM ANALYSIS 1**** PRINT OF NATURAL FREQUENCIES mode circular rsmber frequency frequency period

)

(rad /sec)

(Hertz)

(sec) 1 7.3138E+01 1.1640E+01 8.5909E 02 p

2 5.2243E+02 8.3148E+01 1.2027E 02

("'

3 1.8481E+03 2.9414E+02 3.3997E-03

W k*b~hf hd response combination sethods U

= RESPONSE (FORCE, MOMENT, TRANSLATION, ETC.)

U!XX = RESPONSE IN I(TH) MODE, X EARTHQUAKE DIRECTION, X SPECTRUM INPUT UIXY = RESPONSE IN I(TM) MODE, X EARTHQUAKE DIRECTION, Y SPECTRUM INPUT UlXZ = RESPONSE IN !(TM) MODE, X EARTHQUAKE DIRECTION, Z SPECTRUM INPUT UIYX = RESPONSE IN I(TM) MODE, Y EARTHQUAKE DIRECTION, X SPECTRUM INPUT 91YY = RESPONSE IN !(TN) MODE, Y EARTHQUAKE DIRECTION, Y SPECTRUM INPUT UIYZ = RESPONSE IN I(TM) MODE, Y EARTHQUAKE DIRECTION, Z SPECTRUM INPUT UIZX = RESPONSE IN !(TN) MODE, Z EARTHQUAKE DIRECTION, X SPECTRUM INPUT UIZY = RESPONSE IN !(TN) PCDE, Z EARTHQUAKE DIRECTION, Y SPECTRUM INPUT UIZZ = RESPONSE IN I(TM) MODE, Z EARTHQUAKE DIRECTION, Z SPECTRUM INPUT KIND = 1 (ORIG!hAL SAPlV PROCEDURE)

KIND =-1 (ORIGINAL SAP!V PROCEDURE; MODAL EFFECTS PRINTED)

UI = UlXX + UIYY + UIZZ U = SQRT(U1**2 + U2**2 +... +UN**2),

N = NO. OF MODES KINDS 2: (NRC REG. GUIDE 1.92)

KIND = 2: (NRC REG. GUIDE 1.92; MODAL EFFECTS PRINTED)

UXX =SQRT(U1XX**2 + U2xX**2 +... + (UJXX + UKXX)**2 +... + UNXX**2)

UYY =$QRT(U1YY**2 + U2TY**2 +... + (UJYY + UKYY)**2 +... + UNYY**2)

UZZ =SQRT(U12Z**2 + U2ZZ**2 +... + (UJZZ + UKZZ)**2 +... + UNZZ**2)

(MODES J & K ARE WITHIN CLUSTER FACTOR DISTANCE)

U

=50RT(UXX**2 + UYY**2 + UZZ**2)

KIND = 3 (MODIFIED PROCEDURE)

KIND = 3: (MODIFIED PROCEDURE; MODAL EFFECTS PRINTED)

UXX =SQRT(U1XX**2 + U2XX**2 +... + (UJXX + UKXX)"2 +... + UNXX"2)

UYY =$QRT(U1YY**2 + U2YY**2 +... + (UJYY + UKYY)**2 +... + UNYY"2)

UZZ =SQRT(U1ZZ**2 + U2ZZ**2 +... + (UJZZ + UKZZ)**2 +... + UNZZ**2)

(MODES J & K ARE WITHIN CLUSTER FACTOR DISTANCE)

U = UXX + UYY + UZZ NOTE: ALL SUMS IN THE ABOVE EQUATIONS ARE SUMS OF ABSOLUTE VALUES 1**** CASE.......................................

1 DIRECTION FACTORS X=

1.0000E+00 Y=

0.0000E+00 Z=

0.f

'+ 00 INDICATOR FOR SPECTRUM TYPE................

2 EQ.0 DISPLACEMENT

6M-0OQ p,c,

(

EQ.1 ACCELERATION IN LEN,iTH/SEC.**2 V

EQ.2 ACCELERATION IN G'S SPECTRA ENTERED FOR CASE...................

1

-K!ND.......................................

2-CLUSTER FACTCR.............................

1.0000E 01 1**** MODAL PARTICIPATION FACTORS MODE % DIRECTION Y-DIRECTION Z DIRECTION 1-3.7171E600 0.0000E+00 0.0000E+00 2

1.2905E+00 0.0000E+00 0.0000E+00 3 -5.7566E-01 0.0000E+00 0.0000E+00 1**** SPECTRUM TABLE: Dumy Ground Spectrun number of points =

2 scale factor

=

1.0000E+00 INPUT PERIOD MAGNITUDE i

Po!NT 1

1.0000E-02 1.0000E+00 2

1.0000E+00 1.0000E+00 1**** MAXIMUM INPUT AMPLITUDE = 1.0000E+00 AT PERIOD = 1.0000E-02 ORDINATE TIME 0.0 0.25 0.5 0.75 1.0 XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX

+

1.000E 02 X

+

1.000E-02 X

+

1.000E+00 X

+

1.000E+00 X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX TIME 0.0 0.25 0.5 0.75 1.0 1**** CLUSTER INDICES:

MODE I CLOSE TO !+1..... +1 MODE I NOT CLOSE 70 1+1..... 1 MODE INDEX 1

-1.

2

-1.

3 0.

1**** RESPONSE SPECTRUM ANALYSIS pU total combined nodat deflections

- U ' V O

1 Displacements / Rotations (degrees) of unrestrained nodes v

NODE X-Y-

Z-X-

Y-Z-

3 ma6er translation transistfon translation rotation rotation rotation 1

0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 9.2241E 03 2 3.4490E 03 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.6309E-02 3

9.9494E-03 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 4.1014E-02 4

1.4414E-02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 4.4204E-02 5 2.0523E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 4.7864E-02 l

6 2.7049E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 5.1051E-02 7 3.2509E-02 0.0000E+00 0.0000E400 0.0000E+00 0.0000E+00 5.3183E C1 8 4.4982E-02 0.0000E400 0.0000E+00 0.0000E'40 0.0000E+00 5.9851E 02 9 5.8655E-02 0.0000E+00 0.0000E+00 0.0300E+00 0.0000E+00 6.4175E 02 10 7.3057E-02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.6565E-02 11 8.7819E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.7543E-02 3

12 1.0270E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.7751E-02 l

13 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+0C 0.0000E+00 14 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1**** TEMPORARY FILE STORAGE (MEGABYTES)

UNIT No. 7

.003 UNIT No. 8:

.001 (N

UNIT No. 9:

.000 UNIT NO. 10 :

.000 UNIT No. 11 :

.000 UNIT NO. 12 :

.000 UNIT NO. 13 :

.000 UNIT NO. 14 :

.000 UNIT NO. 15

.000 UNIT NO. 17

.001 1

T0TAL

.005 1**** END OF FILE i

4 l

Y)

)<.. ' of'#)

'(Qp7 O eN+ E g 4. ntToLT.**.C 1**** Algor (c) FEA Stress Processor MKNSOH 11/01/91, Ver 2.10/387 DATE: FEBRUARY 19,1995 TIME: 11:19 AM INPUT FILE.............motorrs 1**** BEAM ELEMENTS ruber of beam elements

=

11

=

4 ruber of area property sets ramber of fixed end force sets

=

0 rumber of materiets

=

4 ruber of intermediate load sets

=

0 1**** MATERIAL PROPERTIES INDEX E

MU HASS WE!GHT THERMAL EXPANSION REFERENCE DENSITY DENSITT X

Y Z

TEMPERATURE 1 E.90E+07.300 5.06E-03 1.95E+00 0.00E+00 0.00E+00 0.00E+00 0.000E+00 2 2.90E+07.300 7.34E-04 2.83E-01 0.00E+00 0.00E+00 0.00E+00 0.000E+00 3 2.90E+07.300 7.34E 04 2.83E-01 0.00E+00 0.00E+00 0.00E+00 0.000E+00 4 2.90E+07.300 3.31E 04 1.28E-01 0.00E+00 0.00E+00 0.00E+00 0.000E+00 1**** AREA PROPERTIES INDEX ------- -----AREAS

--- * ---- TORSION

--FLEXURAL INERTIAS -

AXIAL SHEAR SHEAR A(1)

A(2)

A(3)

J(1) 1(2) 1(3) 1 2.130E+01 0.000E+00 0.000E+00 1.000E+00 5.360E+02 5.360E+02 2

2.360E+01 0.000E+00 0.000E+00 1.000E+00 1.180E+03 1.180E+03 3

1.630E+01 6.910E+00 6.910E+00 1.000E+00 1.070E+03 1.070E+03 4

7.070E+ 2 0.000E+00 0.000E+00 1.000E+00 6.170E+02 6.170E+02 1**** STRESS PROPERTIES INDEX -- SECTION MODUL1---

S(2)

S(3) 1 0.000E+00 0.000E+00 2

0.000E+00 0.000E+00 3

0.000E+00 0.000E+00 4

0.000E+00 0.000E+00 1**** ELEMENT LOAD MULTIPLIERS CASE A CASE B CASE C CASE O X DIR 0.000E+00 0.000E+00 0.000E+00 0.000E+00 Y-DIR 0.000E+00 0.000E+00 0.000E+00 0.000E+00 Z-DIR 0.0CDE+00 0.000E+00 0.000E+00 0.000E+00

y

(ge 39

/%

1**** BEAM ELEMENT FORCES AND MOMENTS ELEMENT CASE AXIAL SHEAR SHEAR TORSION BENDING BENDING NO. (MODE) FORCE FORCE FORCE MOMENT MOMENT MOMENT R1 R2 R3 M1 M2 M3 1

'1 0.000E+00 5.333E+03 0.000E+00 0.000E+00 0.000E+00 -4.506E+05 0.000E+00 5.333E+03 0.000E+00 0.000E+00 0.000E+00 3.919E+05 1

2 0.000E+00 6.428E+02 0.000E+00 0.000E+00 0.000E+00 -1.263E+04 0.000E+00 6.428E+02 0.000E+00 0.000E+00 0.000E+00 5.560E+03 1

3 0.000E+00 1.279E+02 0.000E+00 0.000E+00 0.000E+00 1.378E+03 0.000E+00 1.279E+02 0.000E+00 0.000E+00 0.000E+00 2.933E+01 2

1 0.000E+00 -5.311E+03 0.000E+00 0.000E+00 0.000E+00 -3.919E+05 0.000E+00 5.311E+03 0.000E+00 0.000E+00 0.000E+00 3.335E+05 2

2 0.000E+00 6.139E+02 0.000E+00 0.030E+00 0.000E+00 -5.560F+03 0.000E+00 6.139E+02 0.000E+00 0.000E+00 0.000E+00 -1.193E+03 2

3 0.000E+00 9.167E+01 0.000E+00 0.000E+00 0.000E*00 -2.933E+01 0.000E+00 9.167E+01 0.000E+00 0.000E+00 0.000E+00 1.038E+03 3

1 0.000E+00 5.277E+03 0.000E+DO 0.000E+00 0.000E+00 -3.335E+05 0.000E+00 5.277E+03 0.000E+ 00 0.000E+00 0.000E+00 3.018E+05 3

2 0.000E+00 5.746E+02 0.000E+00 0.000E+00 3.000E+00 1.193E+03

'.746E+02 0.000E+00 0.000E+00 0.000E+00 -4.641E+03

( ])..

/

0.000E+00 5

3 3 0.000E+00 5.162E+01 0.000E+00 0.000E+00 0.000E+00 1.038E+03 0.000E+00 -5.162E+01 0.000E+00 0.000E+00 0.000E+00 1.347E+03 4-1 0.000E+00 -5.270E+03 0.000E+00 0.000E+00 0.000E+00 -3.018E+05 0.000E+00 5.270E+03 0.000E+00 0.000E+00 0.000E+00 2.649E+05 4

2 0.000E+00 -5.670E+02 0.000E+00 0.000E+00 0.000E+00 4.641E+03 0.000E+00 5.670E+02 0.000E+00 0.000E+00 0.000E+00 -8.610E+03 4

3 0.000E+00 4.485E+01 0.000E+00 0.000E+00 0.000E+00 -1.347E+03 0.000E+00 4.485E+01 0.000E+00 0.000E+00 0.000E+00 1.661E+03 5

1 0.000E+00 5.261EtC3 0.000E+00 0.000E+00 0.000E+00 -2.649E+05 0.000E+00 5.261E+03 0.000E+00 0.000E+00 0.000E+00 2.281E+05 5

2 0.000E+00 5.573E+02 0.000E+00 0.000E+00 0.000E+00 8.610E+03-0.000E+00 5.573E+02 0.000E+00 0.000E+00 0.000E+00 -1.251E+04 5

3 0.000E+00 3.720E+01 0.000E+00 0.000E+00 0.000E+00 -1,661E+03 0.000E+00 -3.720E+01 0.000E+00 0.000E+00 0.000E+00 1.922E+03 6

1 0.000E+00 5.247E+03 0.000E+00 0.000E+00 0.000E+00 -2.281E+05 0.000E+00 5.247E+03 0.000E+00 0.000E+00 0.000E+00 1.966E+05 6

2 0.000E+00 5.433E+02 0.000E+00 0.000E+00 0.000E+00 1.251E+04 0.000E+00 5.433E+02 0.000E+00 0.000E+00 0.000E+00 -1.577E+04 6

3 0.000E+00 2.789E+01 0.000E+00 0.000E+00 0.000E+00 -1.922E+03 0.000E+00 -2.789E+01 0.000E+00 0.000E+00 0.000E+00 2.089E+03

-7 1 0.000E+00 4.982E+03 0.000E+00 0.000E+00 0.000E+00 -1.966E+05 t

0.000E+00 4.982E+03 0.000E+00 0.000E+00 0.000E+00 1.339E+05 k

7 2 0.000E+00 -2.997E+02 0.000E+00 0.000E+00 0.000E+00 1.577E+04 f

0.000E+00 2.997E+02 0.000E+00 0.000E+00 0.000E+00 -1.955E+04 z

T pzwy & 619 M

7 3 0.000E+00 1.068E+02 0.000E+00 0.000E+00 0.000E+00 -2.089E+03 0.000E+00 1.068E+02 0.000E+00 0.V")E+00 0.000E+00 7.436E+02 8

1 0.000E+00 4.272E+03 0.000E+00 0.000E+00 0.000E+00 -1.339E+05 0.000E+00 4.272E+03 0.000E+00 0.000E+00 0.000E+00 8.004E+04 8

2 0.000E+00 1.673E+02 0.000E+00 0.000E+00 0.000E+00 1.955E+04 0.000E+00 1.673E+02 0.000E+00 0.000E+00 0.000E+00 -1.744E+04 8

3 0.000E+00 2.032E+02 0.000E+00 0.000E+00 0.000E+00 -7.436E+02 0.000E+00 2.032E+02 0.000E+00 0.000E+00 0.000E+00 1.817E+03 9

1 0.000E+00 3.347E+03 0.000E+00 0.000E+00 0.000E+00 8.004E+04 0.000E+00 3.347E+03 0.000E+00 0.000E+00 0.000E+00 3.786E+04 9

2 0.000E+00 4.980E+02 0.000E+00 0.000E+00 0.000E+00'1.744E+04 0.000E+00 4.980E+02 0.000E+00 0.000E+00 0.000E+00 -1.116E+04 9

3 0.000E+00 -8.756E+01 0.000E+00 0.000E+00 0.000E+00 1.817E+03 0.000E+00 8.756E+01 0.000E+00 0.000E+00 0.000E+00 2.920E+03 10 1 0.000E+00 -2.195E+03 0.000E+00 0.000E+00 0.000E+00 -3.786E+04 0.000E+00 2.195E+03 0.000E+00 0.000E+00 0.000E400 1.020E+04 10 2 0.000E+00 5.728E+02 0.000E+00 0.000E+00 0.000E+00 1.116E+04 0.000E+00 5.728E+02 0.000E+00 0.000E+00 0.000E+00,-3.945E+03 10 3 0.000E+00 9.954E+01 0.000E+00 0.000E+00 0.000E+00 2.920E+03 0.000E+00 9.954E+01 0.000E+00 0.000E+00 0.000E+00 -1.666E+03 11 1 0.000E4 00 -8.099E+02 0.000E+00 0.000E+00 0.000E+00 -1.020E+04

[

0.000E+00 8.099E+02 0.000E+00 0.000E+00 0.000E+00 0.000E+00

?

11 2 0.000E+00 3.131E+02 0.000E+00 0.000E+00 0.000E+00 3.945E+03 0.000E+00 -3.131E+02 0.000E+00 0.000E+00 0.000E+00 0.000E+00 11 3 0.000E+00 1.322E+02 0.000E+00 0.000E+00 0.000E+00 1.666E+03 0.000E+00 1.322E+02 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1*

BEAM ELEMENT STRESSES 4

ELEMENT CASE P/A P/A+M2/$2 P/A M2/S2 P/A+M3/S3 P/A M3/S3 WORST SUM NO. (MODE) 1 1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1

3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 2

1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0 000E+00 0.000E+00 0.000E+00 2

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l-2

-3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l

3 1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l

3' 2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

O 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 3

3 0.000E+00 0.000E+00 C.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 4

1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 4

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.0U0E+00 4

3 0.000E+00 0.000E+00 0.00VE+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 5

1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 5

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 5

3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 6

1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+0L 6

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 6

3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0

7 1 0.00DE+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+ 00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 7

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 7

3 0.000E+00 0.000E400 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 8

1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 8

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 8

3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E 00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 9

1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 9

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 9

3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.00,0E+00 0,000E+00 0.000E+00 0.000E+00 10 1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 10 2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 10 3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0

0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 11 1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 11 2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 11 3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1**** BOUNDARY ELEMENTS number of elements a 1

1**** BOUNDARY ELEMENT FORCES /MOPENTS Fi "MNT CASE FORCE MOMENT No.

(MODE) 1 1

0.0000E+00 -4.5059E+05 1

2 0.0000E+00 -1.2631E+04 1

3 0.0000E+00 1.3777E+03 Note: A boundary element load or displacement is defined to be positive in the direction from the structure attachment node (NP) to the reference node (NI). Therefore, a positive output force means that the element is in conpretsion. Please refer to REFERENCE MANUAL for more information.

1**** Algor (c) Response Spectrun Stress Processor MKNS03 05/03/91, Ver 1.20 /387 DATE: FEBRUARY 19,1995 TIME: 11:19 AM INPUT FILE.............motorrs 1**** RESULTANT STRESS COMBINATIONS Wo. of frequencies = 3 ho. of directions = 1 Response combination method: NRC Reg. Culde 1.92 Resultant stresses will be written to mode /loadcase 4

1**** BEAM ELEMENT FORCES AND MOMENTS AXIAL FORCE = R1 TORSION MOMENT = M1 SHEAR FORCE (LOCAL 2 AXIS) = R2 BENDINO MOMENT (LOCAL 2 Axis) = M2 SHEAR FORCE (LOCAL 3 AXIS) = R3 BENDING MOMENT (LOCAL 3 AxlS) = M3 AXIAL STRESS = P/A BENDING STRESS (LOCAL 2 AXIS) = M2/s2 BENDING STRESS (LOCAL 3 AXIS) = M3/53

O ELEIG T N~ L-Rt.

R2 R3 MS M2 M3

- MO.

D.C P/A M2/s2 M3/83 1' I 4 0.000E*00 5.3T3E+03 0.000E+00 0.000E+00 0.000E+00 4.500E+05 0.000E+00 0.000E+00 ~0.000E+00 1 J 4 0.000E+00 5.373E+03 0.000E+00 0.000E+00 0.000E+00 L 920E+05 0.000E+00 0.000E+00.0.000E+00 2 I 4 0.000E+00 5.348E+03 0.000E+00 0.000E+00 0.000E+00 3.920E+05 0.000E+00 0.000E+00 0.000E+00 2J: 4' O.000E+00 5.348E+03 0.000E+00 0.000E+00 0.000E+00 3.335E+05 0.000E+00 0.000E+00 0.000E+00 3 I 4 0.000E+00 5.309E+03 0.000E+00 0.000E+00 0.000E+00 3.335E+05 0.000E+00 0.000E+00 0.000E+00 3 J 4 0.000E+00 5.309E+03 0.000E+00 0.000E+00 0.000E+00 3.019E+05 0.000E+00 0.000E+00 0.000E+00 4-I 4 0.000E+00 5.301E+03 0.000E+00 0.000E+00 0.000E+00 3.019E+05 0.000E+00 0.000E+00 0.000E+00 4~J-4 0.000E+00 5.301E+03 0.000E+00 0.000E+00 0.000E+00 2.651E+05 0.000E+00 0.000E+00. 0.000E+00 5 I,4.0.000E+00 5.290E+03. 0.000E+00 0.000E+00 0.000E+00 2.651E+05 0.000E+00 'O.000E+00 0.000E+00 5 J-4 0.000E+00 5.290E+03 0.000E+00 0.000E+00 0.000E+00 2.285E+05 0.000E+00.0.000E+00 0.000E+00 6 I 4 0.000E+00 5.275E+03 0.000E+00 0.000E+00 0.000E+00 2.285E+05 0.000E+00 0.000E+00 0.000E+00 6 J 4.0.000E+00 5.275E+03 0.000E+00 0.000E+00 0.000E+00 1.973E+05 0.000E+00 0.000E+00 0.000E+00 1

7 ' I' 4 0.000E+00 4.992E+03.0.000E+00 0.000E+00 0.000E+00 1.973E+05

)

0.000E+00 0.000E+00 0.000E+00 7J 4.0.000E+00 4.992E+03 0.000E+00 0.000E+00 0.000E+00 1.353E+05 0.000E+00 0.000E+00 0.000E+00 f I 4 0.000E+00 4.280E+03 0.000E+00 0.000E+00 0.000E+00 1.353E+05 I

0.000E+00 0.000E+00-0.000E+00 8 J.4 0.000E+00 4.280E+03 0.000E+00 0.000E+00 0.000E+00 8.193E+04 0.000E+00 0.000E+00. 0.000E+00 9 I 4 0.000E+00 3.385E+03 0.000E+00 0.000E+00 0.000E+00 8.193E+04 l.

0.000E+00 'O.000E+00 0.000E+00-l 9

J. 4 0.000E+00 3.385E+03 0.000E+00 0.000E+00 0.000E+00 3.958E+04 l

0.000E+00 0.000E+00 0.000E+00

'10 I4 0.000E+00 2.271E+03 0.000E+00 0.000E+00 0.000E+00 3.958E+04

- 0.000E+00 0.000E+00 0.000E+00 10 J 4 0.000E+00 2.271E+03 0.000E+00 0.000E+00 0.000E+00 1.107E+04 0.000E+00 0.000E+00 0.000E+00

emi-c-og

,W ).

11 I 4 0.000E+00 8.783E+02 0.000E+00 0.000E+00 0.000E+00 1.107E+04 0.000E+00 0.000E+00 0.000E+00 11 J 4 0.000E+00 8.783E+02 0.000E+00 0.000E+00 0.000E+00 2.608E-08 0.000E+00 0.000E+00 0.000E+00 1**** BOUNDARY ELEMENTS 1**** BOUNDARY ELEMENT FORCES /MOMENTE ELEMENT CASE FORCE MOMENT No.

(MODE)

I 1

4 0.0000E+00 4.5077E+05 1**** End of fi1e s..,

O 9

I J

I EGE EQE INTERNATIONAL SHEET NO. '

1-('

JOB NO. SM%

JOB USP-W Merk DeRr BY h DATE D~L-W CALC. NO. C O' A SUBJECT Ue A e*\\ % Ms CHK'D DATEl#fI ATTACHMENT C PUMP COLUMN AND IMPELLER EIGENSOLUTION o

y~~

l lO I(.

2HD289/vpumpscn

'G &

n si cm.mu.

Pup' P109A-D Colum

- 18 2

0 3 01 0

0 0

0 100 0

0 0

0 386.0 1111110 0.000000E+00 0.000000E+00 0.000000E+00 0 0.0000E+00 0 0 2 0 1 1 1 1 0 0.000000E+00 -2.020000E401 0.000000E+00 0 0.0000E+00 3 0 1 1 1 1 0 -0.000000E+00 -4.040000E+01 C.000000E+00 0 0.0000E+00 4011110 0.000000E+00 -6.060000E+01. 0.000000E+00 0 0.0000E+00 5011110 0.000000E+00 8.080000Et01 0.000000E+00 0 0.0000E+00 601-1110 0.000000E+00 1.010000E+02 0.000000E+00 0 0.0000E+00 7011110 0.000000E+00 -1.212000E+02 0.000000E+00 0 0.0000E+00 8 0 1 1 1 1 0 0 0.000000E+00 -1.414000E+02 0.000000E+00 0 0.0000E+00 9 0 1 1 1 1 0 0.000000E+00 -1.616000E+02 0.000000E+00 0 0.0000E+00 1

10 0 1 1 1 1 0 0.000000E+00 -1.818000E+02 0.000000E+00 0 0.0000E+00 11 0 1 1 1 1 0 0.000000E+00 -2.020000E+02 0.000000E+00 0 0.0000E+00 12 0 1,1 1 1 0 0.000000E+00 2.220000E+02 0.000000E+00 0 0.0000E+00 13 0 1 1 1 1 0 0.000000E+00 -2.420000E+02 0.000000E+00 0 0.0000E+00 14 0 1 1 1 1 0' O.000000E+00 2.620000E+02 0.000000E+00 0 0.0000E+00 l

15 0 1 1 1 1 0 0.000000E+00 -2.820000E+02 0.000000E+00 0 0.0000E+00 16011110 0.000000E+00 -3.020000E+02, 0.000000E+00 0 0.0000E+00 17111111 0.000000E+00 0.000000E+00 1.000000E+00 0.0.0000E+00 18111111 1.000000E+01 -1.000000E+01 0.000000E+00 0 0.0000E+00 2.15 2

0 2

0 0

12.900E+07 3.000E-01 1.690E-03 0.000E+00 0.0E+00 0.0E+00 0.0E+00

.000 2 2.900E+07 3.000E-01 1.400E-03 0.000E+00 0.0E+00 0.0E+00 0.0E+00

.000 1 1.460E+01 0.000E+00 0.000E+00 1.000E+00 2.790E+02 2.790E+02 0

0

.0000

.0000' 2 4.430E+01 0.000E+00 0.000E+00 1.000E+00 9.300E+02 9.300E+02 0

0

.0000

.0000 0.000E+00 0.000E+00 0.000E+00 0.000E+00 N

j 0.000E+00 0.000E+00 0.000E+00 0.000E+00

.0.000E+00 0.000E+00 0.000E+00 0.000E+00-

.1 - 1 2 18 1

1 0

0 0

0 00 2'

2

'3" 18 1

1 0

0 0

0 00 3

3

'4 18 1

1 0

0 0

0 00 4.

4 57 18 1

1 0

0 0

0 00 5

5 6 18 1

1 0

0 0

0 0-0 00 6

6.

7 18 1

1-0

'0 0

0 0

0 00 7

'7 8 18 1

1 0

0 0

0 00

'8 8

9 18 1

~1 0

0

'O O

O O OO 9-9 10 '18 1

1 0

0 0

0 00

- 10 ' 10 11 ' 18 1

1:

0-0 0

0 0

0 00 11 11 12 18

_2 2

0 0

0 0 00 12 12 13 18 - 2 2

'O O

.0 0

0 0

00.

13 13 : 14 - 18 ' 2 2

0 0

0.

0 0

0 00 14 14' 15 -18 2

.2 0

0 0

0 00 15 15 16.18 -

2.

2-0 0

0 0

0 0 00 7 '- 1 0

0 0

0

-0 0

0 0.000E+00 0.000E+00 0.000E+00 0.000E+00-1 17-.

0 0

0

.1-0 0.00000E+00 0.00000E+00 8.40000E+08 l,

. 0. 0 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0

.1

'0:.000E+00.100E+03

-0

[5

h-(-

5 O Nt % 5,,

Co\\ Vm4) t I

I I

1**** Algor (c) Dynamic Modat Analysis $$AP1 05/03/91 ver 9.20/387 DATE: FEBRUARY 19,1995 TIME: 11:20 AM INPUT FILE............. column Pimp P109A D Colisen 1**** CONTROL INFORMATION 1

nimber of node points (NUMNP) =

18 j

=

2 nimber of element types (NELTYP) nimber of load cases (LL)

=

0 nimber of frequencies (NF)

=

3

=

0 Geometric stiffness flag (GEOSTF) analysis type code (NDYN)

=

1

=

0 solution mode (MODEX)

=

0 4

equations per block (KE08)

=

0 weight and c.g. flag (IWTCG)

=

0 bandwidth minimization flag (MINBND) 3.8600E+02 Gravitational constant (GRAV)

=

bandwidth minleiration specified O

1**** NODAL DATA NODE-BOUNDARY CONDITION CODES NODAL PO!NT COORDINATES NO.

DX DY DZ RX RY RZ X

Y Z

T 1

1 1

1 0 0.000E+00 0.000E+00 0.000E+00 0.000E+00 2

0 1

1 1

1 0 0.000E+00 -2.020E+01 0.000E+00 0.000E+00 3

0 1

1 1

1 0 0.000E+00 -4.040E+01 0.000E+00 0.000E+00 4

0 1

1 1

1 0 0.000E+00 6.060E+01 0.000E+00 0.000E+00 5

0 1,

1 1

1 0 0.000E+00 -8.060E+01 0.000E+00 0.000E+00 6

0 1

1 1

1 0 0.000E+00 1.010E+02 0.000E+00 0.000E+00 l

7 0

1 1

0 0.000E+00 1.212E+02 0.000E+00 0.000E+00 8

0 1

1 1

1 0 0.000E+00 1.414E+02 0.000E+00 0.000E+00 9

0 1

1 1

1 0 0.000E+00 -1.616E+02 0.000E+00 0.000E+00

'10 0

1 1

0 0.000E+00 1.818E+02 0.000E+00 0.000E+00 11 0

1 1

0 0.000E+00 2.020E+02 0.000E+00 0.000E+00 l

12 0

1 1

0 0.000E+00 -2.220E+02 0.000E+00 0.000E+00 l

13 0

1 1

0 0.000E+00 2.420E+02 0.000E+00 0.000E+00 14 0

1 1

0 0.000E+00 2.620E+02 0.000E+00 0.000E+00 15 0

1 1

0 0.000E+00 2.820E+02 0.000E+00 0.000E+00 16 0

1 1

0 0.000E+00 -3.020E+02 0.000E+00 0.000E+00 l

l 17 1

1 1

1 0.000E+00 0.000E+00 1.000E+00 0.000E+00 18 1

1 1

1 1.000E+01 -1.000E+01 0.000E+00 0.000E+00

- - - PRINT OF EQUATION NUMBERS SUPPRESSED (A

i I

1**** BEAM ELEMENTS v

nLaber of beam elements

=

15

i I

6204i ccV!

L l

r) ruuber of ares property sets

=

2

(.(/

number of fixed end force sete

=

0

=

2 runber of materlata runber of intermediate load sets

=

0 1**** MATERIAL PROPERTIES INDEX E

MU MAS 3 WEIGHT THERMAL EXPANSION REFERENCE DENSITY DENSITY X

Y Z

TEMPERATURE 1 2.90E+07.300 1.69E 03 6.52E 01 0.00E+00 0.00E+00 0.00E+00 0.000E+00 2 2.90E+07.3001.40E 03 5.40E 01 0.00E+00 0.00E+00 0.00E+00 0.000E+00 1**** AREA PROPERTIES INDEX ----- ---- --AREAS---- -- -- - - TORSION

--FLEXURAL INERTIAS--

AXIAL SHEAR SHEAR A(1)

A(2)

A(3)

J(1) 1(2) 1(3) 1 1.460E+01 0.000E+00 0.000E+00. 1.000E+00 2.790E+02 2.790E+02 2

4.430E+01 0.000E+00 0.000E+00 1.000E+00 9.300E+02 9.300E+02 l

1**** STRESS PROPERTIES INDEX ---SECTION MODUL1 --

S(2)

S(3).

1 0.000E+00 0.000E+00 2

0.000E+00 0.000E+00 1**" ELEMENT LOAD MULTIPLIERS CASE A CASE B CASE C CASE O X 0!R 0.000E+00 0.000E+00 0'.000E+00 0.000E+00 Y-0!R 0.000E+00 0.000E+00 0.000E+00 0.000E+00 Z-DIR 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1"** ELEMENT CONNECTIVITY DATA ELEMENT NODE NODE NODE MAT'L SECTN -- ELEMENT LOADS- - RELEASE CODES MEMBER NO.

I J

K INDEX INDEX A

B C

D l END J-END No.

1 1

2 18 1

1 0

0 0

0 2

2 3

18 1

1 0

0 0

0 3

3 4

18 1

1 0

0 0

0 4

4 5

18 1

1 0

0 0

0 5

5 6

18 1

1 0

0 0

0 6

6 7

18 1

1 0

0 0

0-0 0

7 7

8 18 1

1 0

0 0

0 l

8 8

9 18 1

1 0

0 0

0 9

9 10 18 1

1

~0 0

0 0

b 10 10 11 18 1

1

'O O

O O

0 0

i 11 11 12 18 2

2 0

0 0

0

ff o

/m\\

12 12 13 18 2

2 0

0 0

0 13 13 14 18 2

2 0

0 0

0 14 14 15 18 2

2 0

0 0

0 15 15 16 18 2

2 0

0 0

0 1**** BOUNDARY ELEMENTS ruber of elements =

1 1**** ELEMENT LOAD MULTIPLIERS CASE A CASE 8 CASE C CASE D 0.000E+00 0.000E+C0 0.000E+00 0.000E+00 1** ELEMENT CONNECTIVITY DATA ELEMENT NCDE --- DIRECTION NODES -- CODES SPECIFIED SPECIFIED SPRING NUMBER N I

J K

L KD KR 74ANSLAT10N ROTATION RATE 1

1 17 0

0 0 0 1 0.0000E+00 0.0000E+00 8.400E+08 1**** BANDWIDTH MINIMIZATION minhnd (bandwidth control parameter) =

1

- - - MIN!M12ER DID NOT NEED To REDUCE BANDWIDTH

- - - EQUATION PARAMETERS total number of equations 31

=

bandwidth

=

4 number of equations in a block =

30 ruber of blocks

=

2

=

2625 blocking memory (kilobytes) 2625 avaltable memory (kflobytes)

=

Hard disk file size Information for processor:

Avsflable hard disk space on drive =

58.687 megebytes

.272 megabytes Estimated required hard disk space

=

1**** NcDAL LDADS (STATIC) OR MASSES (DYNAMIC)

NODE LOAD X-AXls C AXIS Z AXIS X AXIS Y AXIS Z-AXIS 1

NUMBER CASE FORCE FORCE FORCE MOMENT MOMENT MOMENT J

l

)

1**** ELEMENT LOAD MULTIPLIERS toad case case A case B case C case D 1

0.000E+00 0.000E+00 0.000E+00 0.000E+00 C

1**** STIFFNESS NATRIX PARAMETERS

(l f'

Q L

alnlaun non-zero diagonal element =

2.3559E+07 l

=

1.0788E+10 maximum d!agonet element 4.5791E+02 mexlcum/minisun

=

2.8210E+09 overage diagorci element

=

5.2500E+01 l

density of the matrix j

}

1 1**** EIGENVALUE ANALYSIS l

- - - SUS $ PACE ITERATION ALGORITHM EXECUTED 1

l.

1**** MODAL ANALYSIS CONTROL INFORMATION flag for additional printing

(!FPR) =

0 1

sture sequence check flag (ITSS) =

1 maxlaun iteration cycles (NITEM)=

32 convergence toterance (RTOL) =

1.0000E-05 cut off frequency (hertz)

(COFQ) =

1.0000E+02

=

0 no. of starting iteration vectors (NFO)

=

0 est. no. of rigid body modes (NSF) eigen value shift (given)

(SHIFT)=

0.0000E+00 orthogonality check flag (NORTH)=

0

- - - SOLUTION SOUGHT FOR FOLLOWING EIGENPR0gLEM 3

V 31 neber of equations

=

half bandwidth of stiffness estrix =

4

=

2 ne ber of equation blocks

=

30

]

neber of equations per block

=

3 n:wber of eigenvalues required 1**** ITERATION NUMBER...........................

1 sweep nuber in Jacobi =

8 relative tolerance reached on eigenvalues:

.1000D+01

.10000+01

.10000+01 1**** ITERAT!DN NUMBER...........................

2 sweep neber in Jacobi =

8 relative tolerance reached on eigenvalues:

.85530-05 7825D-02

.7772D-01

.2709D+00

.5826D+00

.6886D+00

.5812D+00 4041D+00

.1555D+00 1**** ITERATION NUM8ER...........................

3 sweep number in Jacobl =

8 L

relative tolerance reached on eigenvalues:

67xA I-c:cs(

y

(

.2473D 13

.12060 06

.11760 03

.82Y90 02

.1030D+00

.2993D+00

.4509D+00

.4826D+00

.2918D+00 1*

ITERATION NUMBER...........................

4 aweep rumber in Jacobi =

8 relative tolerance reached on eigenvalues:

.14550 15

.21140-12

.1937D 07

.30450 04

.29250 02

.3179D-01

.14350+00

.3346D+00

.39400+00

- - - CONVERGENCE ACN!EVED IN EIGSOL ruuber of elpenvalues =

3

=

1.0000E 05 relative tolerance 1**** WE SOLVED FOR THE FOLLOWING E!GENVAt.UES:

i I

1.9537?D+02 1.40192D+04 1.32633D+05 1**** PRINT OF EIGENVECTOR O

1;*** MODAL ANALYSIS i

~ mode ruiber

=

1 elpenvectors normalized to unit mass matrix l

Displacements / Rotations (degrees) of unrestrained nodes NODE X-Y*

Z-X-

Y-Z-

rumber translation translation translation rotation rotation rotation 1

0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 9.0505E 03 2 6.4416E-03 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.7222E 02 3 1.9005E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 4.3778E 02 4~ 3.7121E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 5.8722E 02 5 '6.0222E-02 0.0000E+00 0.0000E+00-0.0000E+00 0.0000E+00 7.2061E 02

'6 8.7745E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 8.3809E 02 7 1.1913E*01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 9.3988E 02 8 1.5384E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.0263E-01 l

.9 1.9132E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.0976E 01

]

10 2.3106E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.1544E 01 11 2.7255E 01 0.0000E+00 0.0000E+00 0.0000E+W 0.0000E+00 1.1973E-01 12. 1451E-01. 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.2062E 01 13 3.5672E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.2118E*01 14 3.9908E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.2148E-01

. 15 4.4151E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.2160E-01 g_

'16 4.8397E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.2163E-01 1**** MODAL ANALYS!$

I

e-

&29%CroICI (&

N mode rusdler.

2 elperwectors normalized to unit mass matrix Displacements /Rotettons(desrees) of unrestrained nodes NODE X-Y-

Z-X-

Y-Z-

rumber translation translation translation rotation rotation rotation 1

0.0000E+00 0.0000E+00 0.0000E+0C 0.0000E+00 0.0000E+00 7.1879E-02 2 4'8809E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00, 1.9688E 01 l

3 1.3283E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.7091E-01 4 2.3413E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.9578E-01 5

3.3605E-01'O.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.7522E-01 6' 4.2353E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.1497E-01

-7

'4.8387E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.2270E 01 8 5.0736E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 7.5762E 03 9 4.8770E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.2040E 01 10 4.2214E 01 0.0000E+00 0.On00E+00 0.0000E+00 0.0000E+00 2.5118E-01 l

11 -3.1134E 01 0.0000E+00 0.0000E+00'O.0000E+00 0.0000E+00 3.7558E-01 12 1.7443E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 4.0777E 01 13 2.7547E-02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 4.3233E-01 14 1.2632E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -4.4774E-01 15 ~*2.8406E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -4.5475E-01 16 -4.4318E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -4.5639E 01 f1****MODALANAt.YSIS mode rumber s

3 elserweetors norestized to unit mass matrix' i

Olsplacements/ Rotations (desrees) of unrestrained nodes

- NODE X.

Y-Z~

X-Y*

Z-rusdier translation translation translation rotation rotation rotation 1 'O.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 2.1126E-01

.~

'2 1.3627E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 5.1551E 01 3.

3.3240E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 '5.5518E-01 4 5.0190E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 3.7501E 01 5 5.8036E 01' O.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00._5.4700E 02 6= 5.3615E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -3.0239E 01 7 '3.7534E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -5.8963E-01

'S 1.3883E 01 0.0000E+00 0.00002+00. 0.0000E+00 0.0000E+00 7.1997E 01

'9

-1.0811E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 -6.4430E-01 10 -2.9092E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.00002+00 '-3.5967E-01 I-

11. -3.4164E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 9.5784E 02 12' -2.8039E 01 0.0000E+00 0.0000E+00. 0.0000E+00 0.0000E+00 2.5661E 01

[,

13 -1.6377E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 4.0643E 01 14 ' 1.5377E 03 0 9000E+00 0.0000E+00 0.0000E+00 0.0000E+00 5.1420E J-15 -1.8897E 01'O.0000E+00 0.0000E+00. 0.0000E+00' O.0000E+00'5.6835E 01 16 ' 3.9053E 01_ 0.0000E+00 0.0000E+00 'O.0000E+00- 0.0000E+00 5.8200E-01

6203 I - c. -cul9 (G

1**** PRINT OF NATURAL FREQUENCIES mode circular runber frequency frequency period tolerance (red /sec)

(Hertz)

(sec) 1 1.3978E+01 2.2246E+00 4.4951E-01 1.4547E-16 2

1.1840E+02 1.8844E+01 5.3066E 02 2.1136E 13 3

3.6419E+02 5.7962E+01 1.7253E-02 1.9367E 08 Sturm sequence check not executed as requested.

1**** TEMPORARY FILE STORAGE (MEGABYTES)

UNIT NO.

7:

.004 UNhT NO.

8:

.001 UN!T NO. 9:

.000 UNIT No. 10.

.002 UNIT No. 11 :

.001 UNIT NO. 12 :

.000 UNIT NO. 13 :

.004 UNIT No. 14 :

.001 UN!T NO. 15 :

.000 UNIT NO. 17 :

.000 TOTAL

.014 1**** END OF FILE

N EQE NTERNATONAL

~

SHEET NO.

( L/

JOB NO. 6%

JOB U W - W afh eAw TR'MAE.-

BY %%

DATE t'1A CALC. NO, C-OtS SUBJECT VrA ul bes CHK'D @

DATE 7/'MT ATTACHMENT D PUMP COLUMN AND IMPELLER RESPONSE SPECTRUM ANALYSIS I

l 2HD289/wpumpscn E______________

3M W T-h t.

C D LO VVLS.

O Pump P-109A D Column Response Spectrus Analysis 18 0

0 3 03 0

0 0

0 100 0

0 0

0 386.0 1.0 0.0 0.0 2-1 0

2 0

Dummy Grourd spectrum

'2 1.0

.0.01 1.0 1.0 1.0

!O 1

i O

hd L,~~[.i

"2 0 % d h h uwwt.s..L.

1**** Algor (c) Response spectrun analysis SSAP3M 06/11/91, ver 9.21/387 DATE: FEBRUARY 19,1995 TIME: 11:20 AM I NPUT FI LE.............co t tsmrs MODAL ANALYSIS FILE.... column Ptap P-109A-D Column Response Spectrun Analysis 1**** CONTROL INFORMATION nLabor of node points (NUMNP) =

18 rumber of element types (NELTYP)

=

0 number of load cases (LL) 0

=

3 ruuber of frequencies (NF) geometric stiffness flag (GEOSTF)

=

0

=

3 analysis type code (NDYN) solution mode (M00EX) =

0 equations per block (KEQB)

=

0

=

0 weight and c.g. flag (IWTCG)

=

0 bandwidth minimization flag (MINBND)

=

0 runber of response spectra (NRSC) gravitational constant (GRAV)

=

3.8600E+02 p

bandwidth minimization specified (V

- - - EQUATIDW PAh.NETERS total runber of equations

=

31 bandwidth

=

4 runber of equations in a block =

30

=

2 number of blocks

=

2882 blocking memory (kilobytes) 2882 available memory (kilobytes)

=

- - - Hard disk file size information for processors Avaltable hard disk space on drive =

58.597 megabytes

.602 megabytes Estimated required hard disk space

=

1**** RESPONSE SPECTRUM ANALYSIS 1**** PRINT OF NATURAL FREQUENCIES mode circular rumber frequency frequency period (rad /sec)

(Hertz)

(sec) 1 1.3978E+01 2.2246E+00 4.4951E-01 O

2 1.1840E+02 1.8844E+01 5.3066E 02 3.

3.6419E+02 5.7962E+01 1.7253E 02 l

l

ll0 k

O response combination methods U

= RESPONSE (FORCE, MOMENT, TRANSLATION, ETC.)

UlXX = RESPONSE IN 1(TN) MODE, X EARTHQUAKE DIRECTION, X SPECTRUM INPUT UlXY = RESPONSE IN 1(TN) MODE, X EARTHOUAKE DIRECTION, Y SPECTRUM INPUT U!XZ = RESPONSE IN 1(TX) MODE, X EARTHQUAKE DIRECTION, Z SPECTRUM INPUT UIYX = RESPONSE IN 1(TN) MODE, Y EARTHQUAKE DIRECTION, X SPECTRUM INPUT UIYY = RESPONSE IN 1(TN) MODE, Y EARTHQUAKE DIRECTION, Y SPECTRUM INPUT UlYZ = RESPONSE IN !(TN) MODE, Y EARTHOUAKE DIRECTION, Z SPECTRUM INPUT UIZX = RESPONSE IN 1(TN) MODE, Z EARTHQUAKE DIRECTION, X SPECTRUM INPUT UIZY = RESPONSE IN !(TN) MODE, Z EARTHQUAKE DIRECTION, Y SPECTRUM INPUT UIZZ = RESPONSE IN 1(TM) MODE, Z EARTHQUAKE DIRECTION, Z SPECTRUM INPUT KIND = 1 (ORIGINAL SAP!V PROCEDURE)

KIND = 1: (ORIGINAL SAPlV PROCEDURE; M00AL EFFECTS PRINTED)

UI = UlXX + UIYY + UIZZ U = SQRT(U1"2 + U2**2 +... +UN**2),

N = NO. OF MODES KINDS 2: (NRC REG. GUIDE 1.92)

KIND = 2: (NRC REG. GUIDE 1.92; MODAL EFFECTS PRINTED)

UXX =SQRT(U1XX**2 + U2XX**2 +... + (UJXX + UKXX)"2 +... + UNXX**2)

UYY =$0RT(U1YY"2 + U2YY"Z +... + (UJYY + UKYY)"2 +... + UNYY**2)

UZZ =$0RT(U1ZZ**2 + U2ZZ"2 +.. + (UJZZ + UKZZ)"2 +... + UNZZ**2)

(

(MODES J & K ARE UITHIN CLUSTER FACTOR DISTANCE)

U

=$0RT(UXX**2 + UYY**2 + UZZ**2)

KIND = 3: (MODIFIED PROCEDURE)

KIND =-3s (MODIFIED PROCEDURE; MODAL EFFECTS PRINTED)

UXX =$0RT(U1XX**2 + U2XX**2 +... + (UJXX + UKXX)"2 +... + UNXX"2)

UYY =$0RT(U1YY**2 + U2YY**2 +... + (UJYY + UKYY)"2 +... + UNYY"2)

UZZ =SQRT(U1ZZ**2 + U2ZZ"2 +... + (UJZZ + UKZZ)**2 +... + UNZZ"2) i (MODES J & K ARE UITHIN CLUSTER FACTOR DISTANCE)

U = UXX + UYY + UZZ NOTE: ALL SUMS IN THE ABOVE EQUATIONS ARE SUMS OF ABSOLUTE VALUES 1**** CASE.......................................

1 DIRECTION FACTORS X=

1.0000E+00 Y=

0.0000E+00 Z=

0.0000E+00

\\

(

)

INDICATOR FOR SPECTRUM TYPE................

2 v

EQ.0 DISPLACEMENT

E0.1 ACCELERATION IN LENGTH /SEC.**2 EQ.2 ACCELERATION IN C'S SPECTRA ENTERED FOR CASE...................

1 K1ND.......................................

2 CLUSTER FACT 0R.............................

1.0000E 01 1**** MODAL PARilCIPATION FACTORS MODE X DIRECTION Y-DIRECTION Z-DIRECTION 1

2.8639E+00 0.0000E+00 0.0000E+00 2

1.2707E+00 0.0000E+00 0.0000E+00 3 7.2435E 01 0.0000E+00 0.0000E+00 1**** SPECTRUM TABLE: Dumny Ground Spectrun number of points =

2 scale factor

=

1.0000E+00 INPUT PERIOD MAGNITLDE POINT 1

1.0000E 02 1.0000E+00 2

1.0000E+00 1.0000E+00 1**** MAXIMUM INPUT AMPLITUDE = 1.0000E+00 AT PERIOD = 1.0000E 02 ORDINATE TIME 0.0 0.25 0.5 0.75 1.0 XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX 1.000E-02 X

+

1.000E 02 X

+

1.000E+00 X

+

1.000E+00 X

+

XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX TIME 0.0 0.25 0.5 0.75 1.0 1**** CLUSTER INDICES:

MODE I CLOSE TO !+1..... +1 MODE I NOT CLOSE TO I+1.....

1 MODE INDEX 1

-1.

2 1.

3 0.

1**** RESPONSE SPECTRUM ANALYSIS total conbined nodal deflections

b

[h} ( -(,

}Q Displacements / Rotations (degrees) of unres* rained nodes

. MODE X-Y-

Z-X-

Y-Z-

number translation translation translation rotetton rotetton rotation 1

0.0000E+00 0.0000E+00. 0.0000E+00 0.0000E+00 0.0000E+00 5,1272E 02 2 3.6488E 02 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1.5418E 01 3'

1.0763E-01 0.0000E+00 0.0000E+00' O.0000E+00 0.0000E+00 2.4788E 01 I

4-2.1019E-01 0.0000E+00 0.0000E+00 0.0000E+00.0.0000E+00 3.3242E 01

.f 5 3.4095E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 4.0784E 01 6 4.9669E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 4.7426E 01 7 6.7427E 01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 5.3181E 01 8 8.7060E-01 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 5.8067E 01 9

1.0826E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.2105E 01 10 1.3074E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.5324E 01 11 1.5422E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.7757E 01 12 1.7796E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.8263E 01 13 2.01847+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.8583E 01 14 2.2581E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.8755E 01 15 2.4982E+00' O.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.8823E-01 16 2.7384E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 6.8837E-01 17 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 18 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 1**** TEMPORARY FILE STORAGE (NEGABYTES)

WIT No. 7:

.004 WIT No. 8 :

.001 WIT No. ~ 9 :

.000 WIT NO.10 '

.000 WIT No.11 :

.000 WIT NO.12 :

.000 WIT NO.13 :

.000 WIT NO.14 :

.000 Wif NO.15 :

.000' WIT No.17 :

.001 TOTAL

.007 1**** END OF FILE l

AU i

i l

t,

v,y.,,. o i* I l,W,

,fl

.s O*TW %t COLO 14NT S.S.

[

1**** Algor (c) FEA Stress Processor MKNSON 11/01/91, ver 2.10/387

\\

DATE: FEBRUARY 19,1995 TIME: 11:20 AN INPUT F I LE.............columrs 1**** BEAM ELEMENTS.

nuster of beam elements

=

15 j

=

2 runber of area property sets rumber of fixed end force sets

=

0 runber of materiets

=

2

=

0 rumber of int:rmediate load sets 1**** MATERIAL PROPERTIES INDEX E

MU MASS WEIGPT THERMAL EXPANSION REFERENCE DENSITY DENSITY X

Y Z

TEMPERATURE 1 2.90E+07.300 1.69E-03 6.52E-01 0.00E+00 0.00E+00 0.00E+00 0.000E+00 2 2.90E+07.300 1.40E 03 5.40E-01 0.00E+00 0.00E+00 0.00E+00 0.000E+00 1**** AREA PROPERTIES IleEX --------

---AREAS - - - --- TOR $10N

--FLEXURAL INERTIAS -

g AXIAL SHEAR SHEAR A(1)

A(2)

A(3)

J(1)

I(2) 1(3) 1 1.460E+01 0.000E+00 0.000E+00 1.000E+00 2.790E+02 2.790E+02 2 4.430E+01 0.000E+00 0.000E+00 1.000E+00 9.300E+02 9.300E+02 1**** STRESS PROPERTIES INDEX - SECTION MODULI -

S(2)

S(3) 1 0.000E+00 0.000E+G0 2

0.000E+00 0.000E+00 1**** ELEMENT LORD MULTIPLIERS ii

~

l CASE A CASE 5 CASE C CASE D i

l X DIR 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l

Y DIR 0.000E+00 0.000E+00 0.000E+00 0.000E+00 Z-DIR 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1**** BEAM ELEMENT FORCES AND MOMENTS

' ELEMENT CASEL AXIAL

' SHEAR SHEAR TOR $!ON BEN 0!NG BENDING

~

1 NO. (MODE)

FORCE FORCE FORCE MOMENT MOMENT M0 MENT R1 R2 R3 M1 M2 M3

hf"**.'i),

D8 y

1 1 0.000E+00 -3.166E+03 0.000E+00 0.000E+00 0.000E+00 -7.508E+05 0.000E+00 3.166E+03 0.000E+00 0.000E+00 0.000E+00 6.868E+05 1.

2 0.000E+00 -6.233E+02 - 0.000E+00 0.000E+00 0.000E+00 3.687E+04 0.000E+00 L6.233E+02 0.000E+00 0.000E+00 0.000E+00 2.428E+04 1'

3 0.000E+00 -2.025E+02-0.000E+00 0.000E+00 0.000E+00 -6.529E+03 000E+00.2.025E+02 0.000E+00 0.000E+00 0.000E+00 2.438E+03 2

1 0.000E+00 -3.162E+03 0.000E+00 0.000E+00 0.000E+00 -6.868E+05 0.000E+00 3.162E+03 0.000E+00 0.000E+00 0.000E+00 6.229E+05 2

.2 0.000E+00 -6.113E+02. 0.000E+00 0.000E+00 0.000E+00 -2.428E+04 0.000E+00 6.113E+02 0.000E+00 0.000E+00 0.000E+00 1.193E+06 3 0.000E+00 -1.835E+02 0.000E+00 0.000E+00 0.000E+00 2.438E+03 l

'O.000E+00; 1.835E+02 0.000E+00 0.000E+00 0.000E+00 1.269E+03 3-1 0.000E+00 -3.152E+03 0.000E+00 0.000E+00 0.000E+00 -6.229E+05 0.000E+00'3.152E+03 0.000E+00 0.000E+00 0.000E+00 5.593E+05 3-2 0.000E+00 -5.788E+02 0.000E+00 0.000E+00 0.000E+00 1.193E+04 0.000E+00 5.788E+02 0.000E+00 0.000E+00 0.000E+00 2.383E+02 3-3 0.000E+00 -1.372E+02 0.000E+00 0.000E+00 0.000E+00 1.269E+03 l

0.000E+00 1.372E+02 0.000E+00 0.000E+00 0.000E+00 -4.041E+03 4L 1 0.000E+00 3.131E+03 0.000E+00 0.000E+00 0.000E+00 5.593E+05 0.000E+00 3.131E+03 0.000E+00 0.000E+00 0.000E+00 4.960E+05 f--

4' 2 - 0.000E+00 -5.216E+02 0.000E+00 0.000E+00. 0.000E+00 -2.383E+02 1

0.000E+00 5.216E+02 0.000E+00 -0.000E+00 0.000E+00 -1.030E+04 4

3 'O.000E+00 6.727E+01~ 0.000E+00 0.000E+00 0.000E+00 4.041E+03 0.000E+00 6.727E+01 0.000E+00 0.000E+00 0.000E+00 -5.400E+03

-5

-1 0.000E+00 -3.098E+03 0.000E+00 0.000E+00 0.000E+00 -4.960E+05 0.000E+00 3.098E+03 0.000E+00 0.000E+00. 0.000E+00 4.334E+05 5

2 0.000E+00 4.394E+02 0.000E+00 0.000E+00 0.000E+00 1.030E+04 0.000E+00 4.394E+02 0.000E+00 ~0.000E+00 0.000E+00 -1.917E+04

.5

.3 0.000E+00 1.360E+01 0.000E+00 0.000E+00 0.000E+00 5.400E+03 0.000E+00 -1.360E+01' O.000E+00 0.000E+00 0.000E+00 -5.125E+03 6-1 0.000E+00 3.050E+03 0.000E+00 0.000E+00 0.000E+00 -4.334E+05 0.000E+00 3.050E+03 0.000E+00 0.000E+00 0.000E+00 3.718E+05 6-2 0.000E+00 3.359E+02 0.000E+00 0.000E+00 0.000E+00 1.917E+04

-0.000E+00 3.359E+02 0.000E+00 0.000E+00 0.000E+00 -2.596E+04 6'

3 0.000E+00' 8.832E+01 0.000E+00 0.000E+00 0.000E+00 5.125E+03 0.000E+00 8.832E+01 0.000E+00 0.000E+00 0.000E+00 -3.341E+03 7

1 ' O.000E+00 -2.984E+03 0.000E+00 0.000E+00 0.000E+00 -3.718E+05

~0.000E+00 _2.984E+03' O.000E+00 0.000E+00 0.000E+00. 3.115E+05 7.

2 0.000E+00 2.176E+02 0.000E+00. 0.000E+00 0.000E+00 2.596E+04

0.000E+00: 2.176E+02 0.000E+00 0.000E+00 0.000E+00 3,036E+04 7

. 3 0.000E+00 l1.406E+02 0.000E+00 0.000E+00 0.000E+00 3.341E+03

0.000E+00 1.406E+02 0.000E+00 0.000E+00 0.000E+00 -5.00SE+02 8'

'1 'O.000E+0? 2.900E+03 0.000E+00 0.000E+00 0.000E+00 -3.115E+05 s-0.000E+00 2.900E+03 0.000E+00 0.000E+00 0.000E+00 2.530E+05 8-2 0.000E+00 9.358E+01- 0.000E+00 0.000E+00 0.000E+00 3.036E+04

'^

, ii t s,j, y p<*

(

i

/

0.000E+00 9.358E+01 0.000E+00 0.000E+00 0.000E+00 3.225E+04 8

3 0.000E+00 1.600E+02 0.000E+00 0.000E+00 0.000E+00 5.005E+02 0.000E+00 1.600E+02 0.000E+00 0.000E+00 0.000E+00 2.731E+03 9

1 0.000E+00 2.794E+03 0.000E+00 0.000E+00 0.000E+00 2.530E+05 0.000E+00 2.794E+03 0.000E+00 0.000E+00 0.000E+00 1.965E+05 9

2 0.000E+00 2.564E+01 0.000E+00 0.000E+00 0.000E+00 3.225E+04 C.000E+00 2.564E+01 0.000E+00 0.000E+00 0.000E+00 3.173E+04 9

3 0.000E+00.1.449E+02 0.000E+00 0.000E+00 0.000E+00 -2.731E+03 0.000E+00 ~1.449E+02 0.000E+00 0.000E+00 0.000E+00 5.658E+03 10 1 0.000E+00 -2.667E+03 0.000E+00 0.000E+00 0.000E+00 1.M5E+05 0.000E+00 2.667E+03 0.000E+00 0.000E+00 0.000E+00 1.426E+05 10 2 0.000E+00 1.288E+02 0.000E+00 0.000E+00 0.000E+00 3.173E+04 0.000E+00 1.288E+02 0.000E+00 0.000E+00 0.000E+00 -2.913E+04 10 3 0.000E+00 1.044E+02 0.000E+00 0.000E+00 0.000E+00 5.658E+03 0.000E+00 -1.044E+02 0.000E+00 0.000E+00 0.000E+00 7.766E+03 L

11 1 0.000E+00 2.405E+03 0.000E+03 0.000E+00 0.000E+00 -1.426E+05 0.000E+00 2.405E+03 0.C30E+00 0.000E+00 0.000E+00 9.454E+04 11 2 0.000E+00 2.616E+02 0.000E+00 0.000E+00' O.000E+00 2.913E+04 0.000E+00 2.616E+02 0.000E+00-- 0.000E+00 0.000E+00 2.389E+04 11 3 0.000E+00 2.132E+01 0.000E+00 0.000E+00 0.000E+00 7.766E+03 0.000E+00 -2.132E+01 0.000E+00 0.000E+00 0.000E+00 8.193E+03 12-1 0.000E+00 -1.974!+03 0.000E+00 0.000E+00 0.000E+00 -9.454E+04

\\

0.000E+00 1.974E+03 0.000E+00 0.000E+00 0.000E+00 5.507E+04 12~

2.0.000E+00 3.677E+02 0.000E+00 0.000E+00 0.000E+00 2.389E+04 0.000E+00 -3.677E+02 0.000E+00 0.000E+00 0.000E+00 1.654E+04 12 3 0.000E+00 -7.593E+01 0.000E+00 0.000E+00 0.000E+00 -8.193E+03 0.000E+00 7.593E+01 0.000E+00 0.000E+00 0.000E+00 6.674E+03 13 1 0.000E+00 1.484E+03 0.000E+00 0.000E+00 0.000E+00 5.507E+04 0.000E+00 1.484E+03 0.000E+00 0.000E+00 0.000E+00 2.538E+04 13 2 0.000E+00 3.845E+02 0.000E+00 0.000E+00~0.000E+00 1.654E+04 0.000E+00 3.845E+02 0.000E+00 0.000E+00 0.000E+00 8.849E+03

'13 3 0.000E+00 -1.327E+02 0.000E+00. 0.000E+00 0.000E+00 -6.674E+03 0.000E+00 1.327E+02 0.000E+00 0.000E+00 0.000E+00 4.020E+03 14 1 0.000E+00 -9.372E+02 0.000E+00 0.000E+00 0.000E+00 2.538E+04 0.000E+00 9.372E+02 0.000E+00 0.000E+00.0.000E+00 6.636E+03 14 2 0.000E+00 3.076E+02 0.000E+00 0.000E+00 0.000E+00 8.849E+03 0.000E+00 -3.076E+02 0.000E+00 0.000E+00 0.000E+00 2.696E+03 14 3 0.000E+00 -1.333E+02 0.000E+00 0.000E+00 0.000E+00 -4.020E+03 0.000E+00 1.333E+02 0.000E+00 0.000E+00 0.000E+00 1.354E+03 15 1 'O.000E+00 3.318E+02 0.000E+00 0.000E+00 0.000E+00 -6.636E+03 0.000E+00 3.318E+02 0.000E+00 0.000E+00 0.000E+00 0.000E+00 15 2 0.000 M O 1.348E+02 0.000E+00 0.000E+00 0.000E+00 2.696E+03 0.000t+00 1.348E+02 0.000E+00 0.000E+00 0.000E+00 0.000E+00 15

3. 0.000E+00 f6.772E+01 0.000E+00 0.000E+00 0.000E+00 -1.354E+03 l

0.000E+00 '6.772E+01 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1**** BEAM ELEMENT STRESSES l

\\

I

./

.nO lO 1

(

~ ELEMENT CASE P/A P/A+M2/s2 P/A M2/S2 P/A+M3/$3 P/A-M3/s3 WOR $T sum NO. (MtBE) 1 1 0.000E+00 0.000E+00 0.000E+00 0.000E+00'O.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1-2 0.000E+00 0.000E+00-0.000E+00 0.000E+00 0.000E+00 0.000E+00

. 0.000E+00 0.000E+00 O M 0E+00 0.000E+00 0.000E+00 0.000E+00 1

3 0.000E+00 0.000E+00 -0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 2-1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 ~0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 2

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 (1.000E+00 0.000E+00 0.000E+00 0.000E+00 2.

3 0.000E+00 0.000E+00. 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 3

1 0.000E+00 0.000E+00 0.000E+00 0.00CE+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000!+00 0.000E+00.0.000E+00 0.000E+00 3

2 0.000E+00 'O.000E+00 0.00M+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

_3_

3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 ti.000E400 0.000E+00 0.000E+06 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 A

1' O.0 DOE +00 0.000E+00 0.000E+00 ~0.000E+00 0.000E+00 0.000E+00

~

' O.000E+00' O.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

^!

'4.

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+06 0.000E+00 0.000E+00 4

3;0.000E+00 0.000E+00 'O.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00. 0.000E+00 0.000E+00 0.000E+00 0.000E+00 5

1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.CCDE+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 5

2 0.000E+00 0.000E+00 0.000E+00. 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1

5

3. 0.000E+00 : 0.000E+00 0.000E+00 0.000E+00.0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 t

+

1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 6

0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 6

2 ~0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

]

6 3' O.000E+00 0.000E+00 0.0Q0E+00 0.000E+00~ 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

-7 1 0.000E+00i0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00.0.000E+00 0.000E+00 7

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

-7 3 0.000E+00< 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 4

0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 L

b$

"bf l

[

8 1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000EE00 0.000E+00 0.000E+00 8

2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 8

3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

- 9 1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E*00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 9

2 0.000E+00 0.000E+00 0.000E+00- 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 9

3 0.000E+00. 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 10 1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 10 2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

[

0.000E+00'O.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l

10 3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+60 0.000E+00 0.000E+00 0.000E+00 l

l 11 1 0.000E+00 0.000E+00' O.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 11 2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l

0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l

11 3.0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l

0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 12 1 0.000E+00. 0.000E+00 0.000E+00. 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 12 2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l-0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l

12 3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 L

.0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 13 1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 'O.000E+00 13 2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 I

0.000E+00~ 0.000E+00 0.00dE+06 6.000E+00 0.'000E+00 0.000E+00

13 3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 l'

' 14 -

1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

. 14 2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 14 3 0.000E+00 0.000E+00 0.000E+00- 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

.1 15-1 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 L

15

'2 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00-0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 15 3 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00

}

. f y c, j 'Q &

, ?)

vJ '

0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 J

l 1**** BOUNDARY ELEMENTS runber of elements =

1 1**** BOUNDARY ELEMENT FORCES / MOMENTS ELEMENT CASE FORCE MOMENT NO.

(MODE) 1 1

0.0000E+00 7.5076E+05 1

2 0.0000E+00 3.6869E+04 1

3 0.0000E+00 6.5293E+03 l

Note: A boundary element load or displacement is defined to be positive in the direction from the structure attachment node (NP) to the reference node (NI). Therefore, a positive output force means that the element is in compression. Please refer to REFERENCE MANUAL for more information.

1**** Algor (c) Response Spectrum Stress Processor MKNSO3 05/03/91, ver 1.20 /387 l

DATE: FEBRUARY 19,1995

(

TIME: 11:20 AM INPUT FILE.............columnra l

1**** RESULTANT STRESS COMBINATIONS l

No. of frequencies = 3 No. of directions =

1 I

Response combination method: NRC Reg. Guide 1.92 Resultant stresses wlLL be written to mode /loadcase 4

l l

l s

1**** BEAM ELEMENT FORCES AND MOMENTS AXIAL FORCE = R1 TORSION MOMENT = M1

$NEAR FORCE (LOCAL 2 AXIS) = R2 BENDING MOMENT (LOCAL 2 AXIS) = M2 SMEAR FORCE (LOCAL 3 AXIS) = R3 BENDING MOMENT (LOCAL 3 AXIS) = M3

('

AXIAL STRESS = P/A BEKDING STRESS iLOCAL 2 AXIS) = M2/S2 BENDING STRESS (LOCAL 3 AXIS) = M3/S3 i

(s ~} ELEMENT W L R1 R2 R3 M1 M2 M3 L/

NO.

D C P/A M2/S2 M3/S3 1

1

q W., y gg

\\

~b~bIh hh lV) 1 I 4 0.000E+00 3.233E+03 0.000E+00 0.000E+00 0.000E+00 7.517E+05 0.000E+00 0.000E+00 0.000E+00 1 J 4 0.000E+00 3.233E+03 0.000E+00 0.000E+00 0.000E+00 6.872E+05 0.000E+00 0.000E+00 0.000E+00 2 1 4 0.000E+00 3.226E+03 0.000E+00 0.000E+00 0.000E+00 6.872E+05 0.000E+00 0.000E+00 0.000E+00 2 J 4 0.000E+00 3.226E+03 0.000E+00 0.000E+00 0.000E+00 6.230E+05 0.000E+00 0.000E+00 0.000E+00 3 I 4 0.000E+00 3.208E+03 0.000E+00 0.000E+00 0.000E+00 6.230E+05 0.000E+00 0.000E+00 0.000E+00 3 J 4 0.000E+00 3.208E+03 0.000E+00 0.000E+00 0.000E+00 5.593E+05 0.000E+00 0.000E+00 0.000E+00 4 I 4 0.000E+00 3.175E+03 0.000E+00 0.000E+00 0.000E+00 5.593E+05 0.000E+00 0.000E+00 0.000E+00 4 J 4 0.000E+00 3.175E+03 0.000E+00 0.000E+00 0.000E+00 4.961E+05 0.000E+00 0.000E+00 0.000E+00 5 1 4 0.000E+00 3.129E+03 0.000E+00 0.000E+00 0.000E+00 4.961E+05 0.000E+00 0.000E+00 0.000E+00 5 J 4 0.000E+00 3.129E+03 0.000E+00 0.000E+00 0.000E+00 4.339E+05 0.000E+00 0.000E+00 0.000E+00 l

77 6 I 4 0.000E+00 3.070E+03 0.000E+00 0.000E+00 0.000E+00 4.339E+05 j

0.000E+00 0.000E+00 0.000E+00 6 J 4 0.000E+00 3.070E+03 0.000E+00 0.000E+00 0.000E+00 3.727E+05 0.000E+00 0.000E+00 0.000E+00 l

7 I 4 0.000E+00 2.996E+03 0.000E+00 0.000E+00 0.000E+00 3.727E+05 0.000E+00 0.000E+00 0.000E+00 7 J 4 0.000E+00 2.996E+03 0.000E+00 0.000E+00 0.000E+00 3.130E+05 0.00DE+00 0.000E+00 0.000E+00 8 I 4 0.000E+00 2.905E+03 0.000E+00 0.000E+00 0.000E+00 3.130E+05 0.000E+00 0.000E+00 0.000E+00 8 J 4 0.000E+00 2.905E+03 0.000E+00 0.000E+00 0.000E+00 2.550E+05 0.000E+00 0.000E+00 0.000E+00 9 I 4 0.000E+00 2.798E+03 0.000E+00 0.000E+00 0.000E+00 2.550E+05 0.000E+00 0.000E+00 0.000E+00 9 J 4 0.000E+00 2.798E+03 0.000E+00 0.000E+00 0.000E+00 1.991E+05 0.000E+00 0.000E+00 0.000E+00 10 1 4 0.000E+00 2.672E+03 0.000E+00 0.000E+00 0.000E+00 1.991E+05 0.000E+00 0.000E+00 0.000E+00 10 J 4 0.000E+00 2.672E+03 0.000E+00 0.000E+00 0.000E+00 1.458E+05 0.000E+00 0.000E+00 0.000E+00 I

11 I 4 0.000E+00 2.419E+03 0.000E+00 0.000E+00 0.000E+00 1.458E+05 (gv) 0.000E+00 0.000E+00 0.000E+00 11 J 4 0.000E+00 2.419E+03 0.000E+0D 0.000E+00 0.000E+00 9.786E+04 0.000E+00 0.000E+00 0.000E+00 J

Y-

)

(

12 I.4 0.000E+00 2.009E+03 0.000E+00 0.000E+00 0.000E+00' 9.786E+04 0.000E+00 0.000E+00 0.000E+00 12 J 4 0.000E+00 2.009E+03 0.000E+00 0.000E+00 0.000E+00 5.789E+04 0.000E+00 0.000E+00 0.000E+00 13 1 4 0.000E+00 1.539E+03 0.000E+00 0.000E+00 0.000E+00 5.789E+04 0.000E+00 0.000E+00 0.000E+00

' ' 13 J 4 0.000E+00 1.539E+03 -0.000E+00 0.000E+00 0.000E+00 2.718E+04 0.000E+00~ 0.000E+00 0.000E+00 4

14 1 4.0.000E+00 9.954E+02 0.000E+00- 0.000E+00 0.000E+00 2.718E+04 0.000E+00 0.000E+00 0.000E+00 14 J 4 0.000E+00 9.954E+02 0.000E+00 0.000E+00 0.000E+00 7.290E+03 0.000E+00 0.000E+00 0.000E+00 15 1 4 0.000E+00 3.645E+02 0.000E+00 0.000E+00 0.000E+00 7.290E+03 0.000E+00 0.000E+00 0.000E+00 15 J 4~0.000E+00 3.645E+02 0.000E+00 0.000E+00 0.000E+00 1.639E-07 0.000E+00 0.000E+00 0.000E+00 1**** BOUNDARY ELEMENTS 1**** BOUNDARY ELEMENT FORCES / MOMENTS

_O~

Q.

ELEMENT CASE FORCE MOMENT NO.

(MODE)

'1 4

0.0000E+00 7.5169E+05 1**** Encl of f f le --

E 9

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N EQE INTERNATIONAL

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SHEET NO.

JOB NO. EL66 JOB W-NM ErMO TAGEt-BY D DATE T.-7

CALC. NO. C -on SUBJECT McAed D Ms CHK'D @

DATE E"M AI 1

ATTACHMENT E EXCERPTS FROM REFERENCE 12 o

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November 4,1994 Westinghouse Energy Systems Box 355 PmsDurgh Pennsytvan:a 15230 0355 Electric Corporation Mr. C. Zalesiak

, Virginia Power P. O. Box 402 Mineral, VA 23117 I

Subject:

Proposed Revisions to Appendix B

Dear Mr. Zalesiak:

The purpose of this letter is to document the actions during the meetings last week related to the proposed revisions to Appendix B. My letter of September 13 (RSO-94-127) provided a proposed resolution to the TAC comments. It also provided a marked up copy correcting the San Francisco meeting notes. Dis correction was approved during the full committee meeting on Tuesday, October 25.

Comments on the proposed resolution of the TAC comments were received from J. Daly, A. Wong, and i

F. Moreadith. These were discussed during the subcommittee meeting and proposed resolutions were approved by the full committee. These comments and resolutions are shown on the copy of the overheads used in Tuesday's meeting (Attachment 1). J.Daly's comments were resolved by editorial revisions.

l g'g A.Wong's comment was considered unnecessary. F.Moreadith's comments 1 through 6,10a and 10c were resolved by editorial changes. Comments 7 and 10d were voted (unanimously) to be non-persuasive and the existing text was confirmed. Comment 8 was considered unnecessary. Comments 9 and 10, including 10c, require further subcommittee action to resolve the comments and are discussed further in Attachment 2.

I I have updated the proposed responses to the TAC comments in Attachment 3, and the latest version of the Appendix in Attachment 4. These are ready for submittal to ACI as soon as we have resolved the items shown in Attachment 2. Dese items will be addressed by preparation of design examples.

Assuming the design examples confirm that the co 5e provisions are clear, I will request that the negatives be withdrawn. Alternatively we may require revisions to the code or commentary; if so, I plan to issue such revisions to the full committee prior to the meeting in St'.t Lake City.

I Sincerely, j

Itd k s

Richard 5. Orr, Gairman Subcommittee 3 RSO/mbq Attachment

PROPOSED CODE PROPOSED COMMENTARY REVISIONS I

on a uniform tensile stress of 4 $ NTacting on an hMb.::'h.C.ll.

,,,AC) m 9

effective area, including overlapping stress cones.

- gug h defined by projecting a 45 deg cone from the

/

anchor head to the free surface) exceeds the later:d 5

hursting force unless the requirements of Section h g % ( d CI 3.-]-

6 B.4.4 me met. The $ factor shall be taken as 0.85.

7 8

(b) Reinforcing bars with development 9

lengths in accordance with the requirements of in Chapter 12. for anchor steel composed of Il reinforcement.

12 13 11.5.1.2. Shear 14 -

1 15 11.5.1.2.1 - llotts. Studs, ur Bars 16 17 Bolts. studs, or hars shall meet the requirements of lx B.S.I.l. The minimum edge distance m for shear 19 hading toward a free edge shall he such that the 20 concrete design,_ strength (hased on a uniform tensile 21 stress of 4 o s!" acting on an effective area defined 22 hy projecting a 45 deg half-cone to the free surface 23 from the centerline of the tensile stress component 24 at the shearing place) exceeds the ultimate shear 25 strength of the bolts, studs. or hars (based on f,,).

26 27 11.5.1.2.2 - Shear 1.ugs B.5.1.2.2. S h r; ! g: = : :Pldered :" ::.v: c 'r

/ h

.1._ i _.m.

.-........-_..m The shear strength of grouted or cast-in-place

hb:NM ei

'Nb ;re:h he f:d! :: "he

.it i anchorages with shear lugs shall include c-encret: -djucen' !O i: Thr !:g: 22:

31 considemtion of the bearing strength of the concrete

' ' ten:!^- %:::: ren::d by : c2: =2 :-^r :n:n*

42 or grout placed against the shear lugs, the shear

? 'he !:; "h:n 'nen'ed !- 'h: ::n-

. ne.

u strength of the concrete or grout placed between u

shear lugs and the confinement afforded by the The code requirements for the design of shear lugs 45 tensinn anchors in combination with external loads.

have been revised from the 1985 edition of tri Shear loads toward free edges and displacement Appendix B hased on testing reported in Reference l'

compatibility hetween shear lugs shall be B.7. This testing confirmed that shear lugs.ve 4x considered.

effective with axial compression and tension lo:ds 49 on the embedment and that the strength is increased 40 due to the confinement afforded by the tension 4I anchors in combination with external lo:ds. The J2 shear strength of the anchorage is the sum of the J4 bearing strength and the confinement as described JJ below.

44-36 The bearing strength of sine e shear lugs bearing on l

47 concrete is defined in Section B.4.5.1. For multiple 4x lugs the shear strength should not exceed the shear J'8 strength between shear lugs as defined by a shear

4" plane between the shear lugs as shown in Figure B-il 12 and a shear stress limited to 10 4 y with O

t

$ equal to 0.85.

I 54 The anchorage shear strength due to confinement 7

BZCRT'C"Ol~I^ P*s $0 - h0

.............. ~

PROPOSED CODE PROPOSED COMMENTARY REV1 IONS I

may be taken as $K,(P, P.) with 4 equal to 0.85.

'l h g (f-[,, M C[

Ch!

where P,is the strength of the tension anchors in A

f accordance with Section B.6 and P, is the factored V

extemal axial load on the anchorage (P. is positive 5

for tension and negative for compression). "This 6

considers the effect of the tension anchors and 7

external loads acting across the initial shear fracture X

planes (see Figure B-12). When P, is negative. the 4

provisions of Section 9.2.3 regarding use of load in factors of : 0.9 orsero, must also be considered. The iI confinement coefficient. K,. given in reference B.7.

12 is as follows:

1.1 la K, = 1.6 for inset faceplates without shear l<

lugs or for anchorages with multiple shear Ir, lugs of height, h. and spacing. s. (clear l'

distance face-to. face between shear lugs)

Ih.

' less than or equal to 0.13 h [ -

K,a 1.8 for anchorages with a single shear 19 20 lug located a distance, h. or greater from 21 the front edge of the faceplate or with 22 multiple-shear lugs and a shear lug 2I spacing s. greater than 0.13 h [ -

i 4,

These values of confinement factor. K,. are based on the analysis of test data. The different K, values 27 for plates with and without shear logs primarily 2x reDect the difference in initial shear fracturc 29 location with respect to the tension anchors. The

.lu tests also show that the shear strength due to 41 confinement is directly additive to the shear strength l

82 determined by beartng or by shear stress. The j

H tension anchor steel area required to resist applied j

la moments can also be utilized for detennining P, providing that the compressive reaction from the l

applied moment acts across the potenti:d she.v planc l'

in front of the shear lug..

tx.

49 For inset faceplates the area of the faceplate edge 49 in contact with the concrete can be used as l

l'41 additional shear lug bearing area provided that l J2 displacement compatibility with shear lugs can he j

J' demonstrated. This requirement'can he satisfied by

J designing the shear lug to remain clastic under J'

factored design loads with a displacement (>. hear J

plus Dexure) less than 0.01 inches.

4x For cases such as in grouted installations where the 49 bonom of the faceplate is above the surface of the h;

concrete. the shear lug bearing area should be k./

limited to the contact area below the plane defined 42 by the concrete surface. This accounts for the 44 potential extension of the initial shear fneture plane H

4g f

.......... h W W "ip%

ONS g a r PROPOSED CODE PROPOSED COMMENTARY REV1 5511-C-OR (fonned by the shear lugs) beyond the perimeter of I

the faceplate which could diminish the effective b

bearing area.

5 6

s Ps V

l I

a'

.. "e\\

\\

..i

'Ehcar Lug

\\\\\\

-Tensic'n Anc.her

\\, k i\\

\\

CJ C

\\

initialSheat Fasciure Plane _ 5 \\,

Finni Freinre Phme Figure B-12 Fracture planes for embedments with shear lugs

'l X

th:o when multiple shear lugs are used to Multiple shear lugs must be proportioned by

'8 10 establish the design shear strength in a given considering relative shear stiffnesses. When multiple direction, the magnitude of the allotted shear to shear lugs are used near an edge, the concrete each lup studl be in direct proponion to the toud design shear strength effective stress area must be she:v. the number of lugs and the shear stiffness of ev:duated for the total-embedment shear at Aexh la each lug.

'ne.nnri shear we*4ug.

l4 tehi For shear lugs bearing in the direction of 18.

a tree edge. the." : ::: design shear strength for l'

each luy sindl be determined based on a unifonn Ix tensile stress of 4 9 dacting on an elTective stress 19 area defined by projecting a 45 des plane from the 20 hearing edges of the shear lug to the free surface 21 unless the requirements of Section B.4.4 are met.

l 22 Bearing area of the shear lug shall be excluded l

2*

Irom the projected area. The $ factor shall be utken l

24 as ti.X5.

j 24

J: "' hen :: !:!p!: : S::: ! g:. ::: =d : -

l 9"-$ de :gn - he.e tr;ng$ * :: ;!v:n I:::::--

2t.

7

..;. ;;....y; 3;: ;...

3;.. ;. -h

-!: p -N J!

2x he !:n ' :: &:: ""' afG -br: F L $: !:;

29 Jef4h,.

to ti 11.5.1.3 - For combined tension and shear. the depth 42 of embedment studl be in accordance with Section B.4.1.1 and the minimum edge distance in 1.1 accordance with Section B.S.I.2.1.

((

l

.th 11.5.1.4 Where reinforcement is provided in

(

accordance with Section B.4.4. the minimum. edge

! (].19 distance shall not be less than one-third that required by Section B.S.I.2. The reinforcement shall 10 also satisfy the concrete cover requirements in 9

L

N EQE MERNAlONAL

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(~N JOB NO. 6LOS' JOB MR-Mt^McAh TEJrE-BY h DATEl-t"k q

CALC. NO. C -M_ SUBJECT V A M TV tt CHK'D N DATE E'O T

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i i

i U SCREENING AND EVALUATION SHEET (SEWS)

Plant Name; Monticello Unit:

1 l

PART A. DESCRIPTION Equip. ID No. P-209 Equip. Class Horizontal oumo u 9 *.

S Equipment Description HPCI oumo Equipment Location: Bldg. BB Floor El. 896'-3" Room, Row / Col 5_E

v. L 6 yse s.)e.c'sso n OVmy Manufacturer, Model, Etc.

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FJe.:,4-.e w Geu ce, y-, gio 7 jf5 Soismic input Elevation Tu'a %

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. C5 PART B. PUMP EVALUATION 1.

Is pump of good seismic design?

hN U N/A Driver and pump attached to cpmmon base 3

d">- < o en. o-cli N e c w-ca.&,

.O.

Lateral load resistant system N0* o~ coeon y d est y (V

Shaft restraint /

l Vibration isolation system Lb ^t -

Nozzles loadings '

Unsupported components '

2.

No other pump concerns?

@N U N/A

~ Is pump itself screened out?

hN U

PART C. ANCHORAGE EVALUATION 1.

Is strength assessment based on:

Judgement (supported by generic analysis)?

J Specific analysis?sE6 (ALG @D91 - C - o99

@her Other?

i Ut

. 2.

Is strength adequate?

hN U N/A 3.

Is stiffness adequate?

hN U N/A i

2HD299nb/HP-sews

52v11 -C-006 fN2 Sef SCREENING AND EVALUATION SHEET (SEWS) p

(

i

~

Equip. ID No. P-209 Equip. Class Horizontal numo 4.

No other anchorage concerns?

hN U N/A is anchorage adequate?

hN U

PART D. SYSTEMS INTERACTION EFFECTS 1.

Is pump free from influence by adjacent hN U N/A elements?

Pump contains soft targets /

"

a c c o' \\. net s 9 4 2-e el ?cm - oL' Flexibility of connected lines /

Collapse of nearby equipments or structures /

Masonry block walls '

2.

No potential sources could flood or -

hN U N/A spiil onto pump?

3.

No other interaction concerns?

hN U N/A tm

\\

(,)

is pump free froniinteraction effects?

hN U

DESCRIBE POTENTIAL PROBLEMS INDICATED BY NO OR UNSATISFACTORY (Use l

additional sheets,if necessary)

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Sheet 3 of I

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O

. Equip. ID No. P-209 Equip. Class Horizontal oumo I

CD d

1 IS PUMP FREE OF NEED FOR FURTHER INVESTIGATION / ANALYSIS 7 YES Y NO Evaluated by:

PL4 Date:

7-h-%

Evaluated by:

PFN Date:

3*19 49 2HD299nb/HP-sews

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JOB BY DATE CALC. NO.

SUBJECT CHK'D DATE bE%D E(Ll F1G A-T1cta i bCTE 9 HItsE.

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ML20248C213

Text

Title:

References:

Subject:

SUMMARY

Subject:

Dear Mr. Zalesiak:

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