ML20147E560

Rev 0 to BEN-50-723, Seismically Qualifying Conduit Supports

ML20147E560
Person / Time
Site:	Browns Ferry
Issue date:	03/23/1986
From:	Savery A TENNESSEE VALLEY AUTHORITY
To:
Shared Package
ML18032A736	List: ML20147E324 ML20147E392 ML20147E415 ML20147E438 ML20147E546 ML20147E560 ML20147E586 ML20147E653
References
BEN-50-723, NUDOCS 8803070100
Download: ML20147E560 (168)

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COORDINATION LOG BFN-50. W Document No.:

DESIGN CRITERI A FOR SEISMICALLY QUAL.1FYING CON 1)UIT SUPPORTS Tide:

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PREFACE i

Design Criteria BFN-50-714 representa. the design basis for Browns Ferry electrical conduit neismic qualification. Based upon physical test A conducted by TVA (reference 6.7 and 6.8), a greater level of understanding exists as to the behavior. of conduit housing electrical cables. Because of this increased icvel of understanding and because the design basis is not completely reflected in the as-built construction, the design basis is being updated to a more realistic approach.

This document la the revised design basis and'provides:

1.

A more realistic, test-founded, criteria for evaluating installations i

which are in nonconformance to the original criteria, BFN-50-714 r

2.

A more definitive, implementable, and cost effective criteria for all future installations.

Design Criteria BFN-50-714 has been retired and superseded by Design Criteria BFN-50-723 as of the date of this issue.

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SEISMICALLY QUALIFYING CORDUIT SUPPORTS MFN-50-723 ABBREVIATIONS OBE - Operating Basis Earthquake - That carthquake which produces the vibratory ground motion for which those featuren of the nuc1rnr powcr generating station, necessary for continued operation without undue risk to the health and safety of the public, are designed to remain functional.

SSE - Safe Shutdown Earthquake - (Design Basis Entthquake - DDE - As defined in FSAR) That earthquake which producen vibratory ground motion for which those features of the nuclear power generatinr.

station, necessary to shut dot i the reactor and maintain the station in a safe condition without unduc risk to the health and safety of the public, are designed to remain functional.

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ETN-50-723 SE t sHICA!.l.Y ottALIFY INC CON 1M11T StlPPORTS TABLE OF CONTENTS

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1.0 SCOPE.

2.0 DEFINITIONS...

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1.0 ANALYTICAL BASIS l

8 4.0 DESIGN CONSIDERATIONS.

6 i l 4.1 Supports 10 4.2 Lateral Support s 10 t

4.3 Axini Supports Il 4.4 Cantilever Suppor ts 12 4.5 Additional Supnort Desirn Considerations

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12 5.0 ALTERNATE ANALYTICAL METHODS s

12 6.0 REF ERENCES l'

14 APPENDICES..

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1.0 SCO PE spacing of seismic These c rite ria have been e stablished for de sign a nd I e t ee tr ica l c onduit support systems which are sub jec t to ca t ego ry load ing s.

conbined earthquake and deadweight to la te ra l a rd ax ia l suppor t o f the Consideration is given both c ondu it.

siz e s and ma te r ia l mo st c omnon ly u sed a re c ov ered.

Condu it 2.0 DEFINITION S 2.1 Axial Force Force ac ting parallel to the c onduit longitudinal axis i

( re fe re nc e figu re 2.0-1).

2.2 1.ateral Force i

Force ac ting perpendicula r to the conduit longitudinal axis l

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( re fe re nce figu re 2.0-2 ).

f 2.1 Hori zont al Sei smic Force _

l the horizontal seismic acceleration and is i

Fo rc e du e to This can be wither an i ndepenient o f the c onduit orientat ion.

t ax ia l or la te ra l f orc e on th e c ondu it.

2.4 Vertical Seismie Force to the vertical seismic acceleration and is independent Force due of the conduit orientation. This can be wither an axial or la te ra l f orc e on th e c ondu it.

2.5 Span.

i span is the distance, along the e onduit, mea sured A c onduit be tween any two ad jacent su p por t s.

2he span may be of any length up to and including the maximum support spa:ings tabulated in the a ttached appendices. Spans longer <han that given in the l

appendices may be allowed if qualified by a rigorous analy sis.

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DESfCN CR2TERIA TOR SEISMICALLY QUALITYING CONDUIT SUPPORTS BFN-50-723 i

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AXIAL FORCES FICURE 2.0-1 2

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LATERAL FORCES FIGURE 2.0-2

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SEISMICALLY OUALITYIN'. CONDUIT SUPPORTS FN 7 23 l

1.0 ANALYTICAL BASIS Support spans and loadings given in Appendix A and B were generated by

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h th e c on se rva t iv e a s su mpt i on o f a s tra igh t run o f c ondu i t re s t ra i ni d from mvemnt by equally spaced la teral supports. Th e md el c on s i s t e of fmr horizontal contimme simply supported spans. Th e c ondu i t l

displac emnt, stre ss, and reac tions uruier seismic plus deadwight load s were determined for an engineered range of la teral suppor t spac ings and conduit con figura tions which envelop standard elbows.

tees, bend s, aM vive trical boxe s acting a s supports.

A computer program wa s written u sing the above mdel to obtain the seismic re sponse for the variou s conduit sites, ma terials, and spans'.

For a c orsple te desc ription of the c omputer program, see re fe re nc e 6.3. _

Rigid conduit which inter f ace s with equipment th rough the u se of i

flexible conduit attached to the free end of a cantilevered lentth of r igid c ondu i t wa s a na lyz ed a s a spec ia l c a se.

Th i s c ond it ion wa s qualified for a range of cantilever lengths, spans, and conduit sizes f o r a lumi nu m c ondu i t on ly, u s ing th e "CTSTRUDt." c ompu te r p rog ra m

( re fe re nc e 6. 9).

Conduit dimensions and wights used in the analysis are listed in I

tab le 3.0-1.

Cable wight s are listed in table 3.0-2.

Condu it stre ss and support load s are based on SSE response spe tra for f

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hac tor building < EL 664.00 ( < means "a t or below")

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(main conc re te) 2 EL 621.25 2 EL 565.00

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DG huilding < EL 595.00 For other category I buildings, u se reac tor building elevation 621.25 load data.

In addition, conduit stre ss and support load s are provided i

for spe:ific types and sizes o f c onduit based on the following spec tral damping da ta Conduit Type Slee Dampin g Steel All 5 Pe rc e nt*

Alu'minum 1/2" 1/2" 15 Percent *

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Alumimm 2" - 3" 10 Pe rc ent

• Aluminu e 4" - 5" 7 Percent *

• Recent te st s per formed by TVA veri fy tha t these damping rat io s are minimum values for the given conduit s iz e s ( re fe re nc e 6. 7 armi 6. 8 ).

Notet Conduit rigidly a ttached to or supported f rom piping or vibra ting equipment is specifically excludd from the scope of this criteria.

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BFN-50-723 SLISMICALLY QUALIFYINC CONDUIT SUPPORTS Deadweight plus earthquake stress for conduit is limited to a caxi.2m of 1.0 Sy (Sy = yield stress). A stress intensification factor of 0.7S x 2.3 is used for threaded connections to take into account the lower strength of the connection which may occur anywhere in the conduit. The allowable stress for conduit within the scope of this criteria is as follows:

_ Mild Steel - ASTM A-72 or Similar S = 25,000 pai S /(0.75 x 2.3) = 14,493 psi y

y Aluminum - 6063-T1 or Similar S = 13,000 psi S /(0.75 x 2.3) = 7,536 psi y

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The evaluations performed to develop the data included in this criteria are documented in reference 6.4.

l TABLE 3.0-1 I

DIMENSIONS AND WEIGHTS OF RICID CONDUIT Nominal Dimensions Notnina.

Outside Inside 1

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Size, Diameter,

Diameter, Veight. Pound / Foot Inches _

Inches Inches Aluminum Steel 1/2 0.840 0.622 0.298 0.650 3/4 1.050 0.824 0.398 1.130 1

1.315 1.049 0.589 1.660 1-1/2 1.900 1.610 0.956 2.720 2

2.375 2.067 1.288 3.650 2-1/2 2.875 2.469 2.047 5.790 3

3.500 3.068 2.660 7.550 4

4.500 4.026 3.821 10.790 5

5.S63 5.047 5.215 14.620 The weight of cable in each conduit size considered is listed in l

table 3.0-2.

1 1n nome instances, it may be necessary to substitute other grades of piping for conduit. The design data given in the appendices for mild steel conduit are valid for schedule 40 carbon steel or stain'.ess steel giping provided the yield strength of the piping material is 25,000 lb/in+ er i

greater. Also, the design data given in the appendices for aluminum piping material is 9,000 lb/in,provided the minimum yield st:ength valid for aluminum piping conduit are

- or greater. However, 13,000 lb/in2 of the may be assumed for dynamic design purposes. This recoc:mendation in bas ed upon full-scale, full-section earthquake tests where stresses greatly 2 were observed with no visible damage or permane-t exceeding 13,000 lb/in distortion.

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I SEISMICALLY QUALIFYING CONDUIT SUPPORTS BFN-50-723 Electrical boxes, such as junction boxes, terminal boxes, and pull boxes should be anchored to.the building superstructure or other appropriately rigid structure. However, at times, this may not be practical, possibic, or, for other reasons, may not have been accomplished.

Full-scale dynamic tests have been performed on single boxes mounted on aluminum conduit. These tests demonstrate the principle and show that, with this worst case and under controlled conditions, these types of boxes may be line supported instead of supported from external structure. The line mounting of electrical boxes is not encouraged for new designs. However, for hardship design canes and for evaluating as-built cases, line mounted boxes may be accepted i f the following conditions are met:

1.

The boxes must be installed to good industrial practice.

2.

Sufficient support must be provided on conduit negments on each side of the linc mounted boxes to assure structural stability of the system. The conduit to box attachment behaves as a pinned connection.

3.

For boxes with a single conduit in and a ningic conduit out, the conduit may be of any size, provided the total span does not exceed 10 feet.

4.

For boxes with a single conduit in and a single conduit out, the box must be of a size consistent with the one-conduit application.

5.

Demonstrated engineering judgments may be used to accept similarly installed boxes containing multiple conduits.

6.

Line mounted boxes are allowed for aluminum conduit spans of 10 feet or less, and 5 foot spans are allowed for steel conduit.

i When these conditions are met, line mounted boxes, installed in any attitude, are acceptable when installed in spans of conduit which do not exceed 10 feet between the supports which define the span.

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BFN-50-723 SEISHICALLY QUALIFYING CONDUIT SUPPORTS TABLE 3.0-2 CABLE L'EIGilTS Conduit

. Cable Size

Weight, (Inch)

(Pound / Foot)-

1/2 0.156 3/4 0.260-1 0.517 1-1/2 0.873 2

1.460 2-1/2 3.120 3

5.190 4

5.690 5

8.360 s

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TVA IOS3S (EN DES-7-77) DE04;035303.04

' BFN 7 23 V T WIC ALLY nUALIFYlm CONDUIT SUPPORTS 4.0 DESIGN CONSIDER ATIONS 4.1 S u ppo r t s Table.4.1 -1 provides a llowable stre ss and load ra ting requirements for support components. Support sti f f ne s s req uire ment s for support steel are. sa tis fied if any of the fo llowi ng is met:

(1) Assume basepla tes do not deflec t and ensure th a t th e max imum suppor t deflec tion under *maxinum load (DW + EQ) is d 1.33 x 1/16 inch at the load application point for each load component (F,

x F, or F ) considered aspa ra te ly.

y z

-o r-(2 ) Acc ou nt for baseplate f lexibility. a nd en su re tha t the maximim support deflec tion under

• maximum load (DW + EQ) is d 1.33 x -

1/8 inch at the load application point for each load component (F, F, or F ) considered se para te ly.

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-or-(3) The fi r st na tu ra l f req uency o f th e support (with the noss of the supported condoit lumped a t the. suppor t poin t) nu s t be 2 20 her tz for each support direc tion. 'Ihis requirement may be sa tis fied by limiting the support deflec tion under 1 "g" acceleration (with the ma ss o f the supported c onduit lumped at the support point) to a maximm of 0.024 inch in each support directioc.

No te : Support stif fne ss nu st be evaluated for c antilevers and other supports which are designed to carry load primarily in bend ing. Stru ts, f ramed sy stems, or b rac ed stru c tu re s which are designed such that members carry load primarily in tension or c ompre ssion are c onsidered to be acceptable rigid supports and no evaluation of support frequency or de flec tion is required.

Support sti f f ne ss requirement s are not applic able if the support will with stand the peak of the response spec tra load s.

• 0 rd i na r i ly, the wight of the support need not be considered unless it is e st ima ted to be 50 percent or more of the supported wight.

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TABLE 4.1-l_

TABLE OF MAXIMUM DESIGN LOADS AND ALLOWABLE STRESS FOR CONDUIT SUPPORT DESIGN 1

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Allowable Stress Maximum Load _

Type Support _

i 1.0 SAISC DW + O BE Linear support 1.33 'SAISC DW + S SE Linear support (not to exceed 0.9 Sy) h SLDA DW + S SE Bolt anchor set in h ard ened c onc re te Definitions I' of the AISC spec ific ation,

SAISC = The allowable stre ss defined in part 8 th ed it i on.

load design allowable as defined in TVA Civil Design

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SLDA = Service Standard DS-C1. 7.1 ( re fe renc e 6.2 ).

wh e re applic ab le.

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DW = Deadweight o f c onduit, c able, and struc ture l.

OBE = Seismic load (OBE) 1 1

SSE = Seismic load (SSE) a

.I Notes two horiz ontal load s, i *. is acceptable i

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1.

For c onduit supports with separa te tho se load s in to two separa te load ca ses (vertical load plu s one horizonta l load for each case) for evaluation of support stre ss or j

for determining the acceptability of load ra ted c. mponents.

ad equa te to the above limits u sing SSE + DW load will ensure

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2.

De sig ning tha t the OBE + DW load ca se gove rn s design for all conditions, except for support designed for vertic al load e only.

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i SEISMICALLY OUALIFYING CONDUIT SUPPORTS BFN-50-723

'4.2 Lateral Supports Lateral supports are required to restrain-the conduit in a direction perpendicular to its longitudinal axis. The conduit run may either be vertical or horizontal.

For a lateral support, both the. vertical force and horizontal force must be considered when the conduit run is horizontal; however, only the horizontal forces need to be considered for lateral load when the conduit run is vertient. Tables in appendix A are from reference 6.4 and give results of the computer analysis showing the maximum allowable laternt se'immic plus deadweight support span distances and corresponding conduit reactions in the vertical and horizontal directions. The horizontal and vertical reactions are for a singic conduit run.

All conduit being supported must be included-in the total support load. When it is required to support various sizes of conduit running parallel to each other, the maximum support spacing shall be that for the smallest size.

The maximum scismic displacements must be considered when establishing support spacings to assure that damage due to interferences will not result during a seismic event.

In locations where seismic movements could create an interference, the support spacing shall be evaluated for acceptance.

4.3 Axial Supports Axial supports are required to restrain the conduit run in a direction parallel to its longitudinal axis. It is preferred that this support be along the conduit longitudinal axis instead of through a support located around a bend; however, axial support for a single span can be provided by placing a laterni support within 5 nominal conduit diameters from the centerline of the conduit run after the change in direction. Should it become necessary to provide axial support for an axial run exceeding one span length with a lateral support around a bend, the bending stress in the conduit must be limited to 0.9 S. The stress must y

be calculated due to the weight of cable and conduit for the length of the axial run with the acceleration equal to 1.0 times the peak of the response spectra curve, or methods described in

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5.0.

Support loads are calculated in the same manner.

a The caximum axial seismic load is determined by multiplying the run length between axial supports by the vertical or horizontal axial loap f actor given by the tables in the appendices. The axial vertical seismic force applies to vertical runs and the axial horizontal seismic force applies to horizontal runs. Note that clamps may be used for both lateral and axial supports.

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~4.4 Cantilever Supports Where' rigid conduit interfaces with equipment or contro1 panels, 1

flexible conduit is preferred. The flexible conduit, when installed properly, will permit thermal growth and seismic' movements of the equipment and rigid conduit without damage to the electrical conductors.

The cantilever support is defined as the first support ~ adjacent to the free end of a rigid conduit run. 'A cantilever support may be either a lateral or an axial support as defined above.

The distance from the last rigid conduit' support to the flex conduit fitting is define.d as the free end as Ll.

L2 is defined.

the rigid conduit span of the system approaching the free as end.

Where the field conditions are such that the L2 spans. differ, the first span adjacent to the cantilever shall be'used as the controlling L2 value. This is justified since successive spans away from the free end have-diminishing influence on the free end responses and because of conservatisms inherent in this approach.

-I Rigid conduit frequencies, conduit stresses, support loads, and

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dynamic free end deflections are shown in Appendix C.

The dynamic responses have been computed for a range of L1 and L2 lengths for all conduit sizes, in any. orientation.

The responses shown in Appendix C have been computed according to the following:

1.

The SSE response spectra for the refueling floor elevation 664.0 has been used for all cases.

2.

Seismic spectra loads are based on conduit damping ratios given in.c.ection 3.

3.

The supports for the conduit system are assumed rigid; however, the responses have been computed to envelope the

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conditions where support flexibility exists.

4.

The. responses have been computed for aluminu= conduit only.

S.

The responses shown are the dynamic increment only and must be combined with the static deadweight where applicable.

The calculation package documenting these results are in reference 6.9.

. DE04;035303.04 TvA 10$3S (EN DES-7-77)

BFN-50-723 SEISMICALLY OUALIFYING CONDUIT SUPPORTS 4.5 Additional Support Design Considerations If conduit support ' systems are designed in accordance with this criteria, dead load supports per reference 6.1 are not required.

Evaluations of existing dead load supports may be made uring this criteria.

• Where conduit terminates in a conduit box, cabinet, or panel, the conduit and its attachments must be treated as a support.

The resulting seismic forces for the attachments are computed exactly as a conduit support.

5.0 ALTERNATE QUALIFICATION METHODS 1.

Conduit support systems may be evaluated by the response spectrum modal analysis method using approved computer programs or by test or other justifiable means. The support stiffness requirements of section 4.1 may be waived when support flexibility is included in the analysis. For response spectra, see reference 6.5 and 6.6.

2.

Any as-installed conduit installation which cannot be directly associated with the model, which section 1 through 4 of this criteria is based on, is a candidate for qualification using the Data Base Standard of appendix D, reference 6.11.

6.0 REFERENCES

i 6.1 "Installing Electrical Conduit Systems and Fabricated Conduit Boxes," General Construction Specification No. G-3, Revised May 15, 1973.

6.2 Civil Design Standard DS-C.I.7.1, "General Anchorage to Concrete."

6.3 EN DES Calculations Package B41860327 014, "CONDUIT Computer Program Documentation."

6.4 EN DES Calculations Package (B41 860327 015) "BFN Conduit Support Design."

l 6.5 Report CEB-85-46 RO, Addendum to the Report on the Earthquake Analysis of the Reactor Building - Floor Response Spectra

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(B41 851112 048).

6.6 CEB Report 80-37, Diesel Generator Building Earthquake Analysis (CEB 800619 C' )).

• Conduit boxes, cabinets, or panels are not to be considered as terminal points as defined in paragraph E-3 of Construction Specification G-3.

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-6.7 "A Preliminary Study of' Vibration Damping in Electrical Condait" TVA Engineering Laboratory Report ~No. WR26-4-900-140 (B41 860327 002).

6.8 "An Experimental Investigation of Vibration Damping In Aluminum Electrical-Conduit," TVA Engineering Laboratory Report No.

'n'R 2 8 -

4-900-176 (B41 860327 003).

6.9 EN DES Calculation Package (B41 860327 021).

6.10 GTSTRUDL, Revision F, April 1983, GTICES Systems Laboratory, School of Civil Engineering Georgia Institute of Technology, Atlanta, Georgia 30332.

6.11 EN DES Calculations Package (B41 860328 001).

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SEISMICALLY OUALIFYING CONDUIT SUPPORTS BFN-50-723 LIST OF APPENDICES Appendix A - Uninsulated Aluminum Table Building Elevation A 2-1 A, 2A, 3 A Reactor 664.00 A2-1B, 2B, 3B Reactor 621.25 A2-lC, 2C, 3C Reactor 565.00 A2-lD, 2D, 3D RPV Shield Wall 622.83 A2-lE, 2E, 3E RPV Shield Wall 595.25 A2-4F DC Building 595.00 Appendix B - Uninsulated Steci Table Building Elevation f

S2-4A Reactor 664.00 S2-4B Reactor 621.25 S2-4C Reactor 565.00 S2-4D RPV Shield Wall 622.83 S2-4E RPV Shield Wall 595.25 S2-4F DC Building 595.00 Appendix C - Cantilever Supports - Reactor Building EL 664.00 Tabl,e Conduit Size C-1 1/2 C-2 3/4 C-3 1

C-4 1-1/2 C-5 2

C-6 2-1/2 C-7 3

C-8 4

C-9 5

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sit;T3R,Ulti ING MAIN CONCRET= EL. c44.0 FT thC BELOW 640 HOLIIONTAL 07".10 <=sPONs!

=

VreTICAL SIG!J RE500NSE

=.130 CONOVIT =LUMINU4 CONiUIT S!!!:

500 INCH SCHEDULE NO. NA SUP30CT FIisi HiXI*UM MAXI *UM LATERAL REACT CAS

-. -. a P.. A.C.I N G P E D.I o 1 S E I.5.F I C STRESS

=================-

DI SPL ACE-VERT.

M02II.

(FT)

(SEC)

MENT (IN)

(DSI)

(Lb)

(LS) 3.13

.0147

.0051__

172.

2.

1.

4.00

.0351

.0163 306.

2.

2.

5,.1 S

. 0 5_4 ;

-.0410 4 0 3. -.

3. _-.

.?.

6.35

.0790

.0190 747.

4 3.

7.4" 1075

.1!71 1136.

4 4

4.03

.1404 4126 1903.

5.

t.

0. ~")

.1777 7?12 2s54 6.

9 10.15

.21v4 1.1:?5 3310.

7.

13.

1.1. 'M

.:$55

1. a 17.0_.

4710 7.

_1 1. _

12.13

.3159 2.2907 4789.

S.

13.

1T.30

.370:

3.1606 5620 O.

14 14.03 4300 4.2670 6551.

9.

15.

15.-13 403A 5.6115 7533.

10.

16.

1o.00

.561o 7.2403 3571.

11.

17.

17 30

.6349 o.291.4 9676.._

1 1. _

15.

10650..

12.

19.

1;.33 7133 10.00

.7020

• • • .a*

12000.

13.

20.

20.00

.6775 1339c.

13.

21.

14770.

14.

22.

21. 10 0675 22.02 1.0e13 16210.

15.

23.

17 71_,. _...._. 1 6.

24 El.

23.33 1.16 K 7

26. 10 1.2o37 19291.

16.

25.

25,00 1.271?

• • e***

_20932.

17 26.

l 3,i.

26.33 1.4531

• • • • • r 22640.

12.

27.

27.i)

1. 5 e );

+* ***

24415, 18.

2E.

f :.10 1,7203

• • =***

26257 19 20

=.

I A311L __ s C ' 7 ^ *,T A L t-1*IC =02Ci LA/FT.

.2%

=

2Yli( Vs: T}{1L $!I$bfC F SOC ! PLUS DEA 3 WEIGHT L9/FT. =

.51

-- SPACING

- Max 1MUP LLL0dA3Li SU c 00 A T....

TAPLi A2-1A-?

= '4 5 FfECY NUCli4R PLANT-CCNOUIT CRITERIA it - : *l V L N '. 5?I5*IC D E 50fA SE SPECTRUM ( 151._p A M P I N G ) FOR;

?~A2T0k eU~f.LIN" WAIN C O.N C.r_LT_L IL,._6_e 4.,0 F T A N 0_ 6_F LO W W ?oNtat : I G I 's

SPONSE =.640-V i t T I C A L.

L I ".13

RESPONSE

=.130 C0A")U'T A L L M I 'd U M

__ *fMU_I T \\*7i:

.750 INCH SCHF3UL= NO. NA L U f f' '; 4 T rie51 HAXIMUM MAXIMUM LATERAL REACTICNS

.,i f A C ] 'J 1 L i s 10 *a SEISMIC

___ STRESS

=====

DISPLACh-VERT.

HORIZ.

g

..... (rf)

(SEC)

MENT (IN)

(PSI)

(Lb)

(LB) 4.^3 0217

• 106 255.

3.

2.

5.33

.0449

.G270

'05.

4 3.

5. %

.. C. 6 4 '.

.0550 604 5.

4 7.0J

. D C 7 '<

.1131 364 o.

5.

f.70

,1145

.??55 1307.

7 7.

C.00

.1453 4577 20a4 S.

11.

1 '.1:

.17(4

.7353

?745.

o.

14 11.01

.I.171

1. C'r 0 5 334e.

10.

16.

.__. J.?. 0 0

.2 5: 4 1.53_1_6 30C7 11.

128...

13.30

.3032 2.1103 4eos.

12.

0.

14.03

.3517 2.8303 5452.

13.

21.

II.

15.03 4037 3.7553 6277.

14 23.

16. ~n 4 ? ? ?-

4.5725 7160.

15.

24.

17.03

.5155 6 2142 8090 17 26.

O-1.10

.5313 7.P107 9070.

13.

27.

~

10.00

.e477 9.6464 10107.

f9.

29.

20.00

.7177 11199.

20.

3 0._.-.

t.) -

21.00

.7913 12346.

21.

12.

22.70 4654 13552.

22.

33.

I 25.0; 3431 14812.

22.

35.

O 24.90 1.033:

16123, 23.

3_6.... _

25.00 1.1214

• e****

17500.

24 33.

? t. ~d 1.21;"

18025.

25.

3. _9. _. -.

O-27.90 1.30f0 20412.

26.

_- 41.

is.'O 1.

047.

21053, 27.

42.

6

~

Nkal H04110t. Tat %IsyIc p;;CE LB/FT. =

~ ~ /.' 2 ' ~~~ ~ - '

~~~

Ial V'.oTICAL StI5MIC FOR06 PLUS DEAD WEIGHT LB/F1. a

.74 marlava a.tkogant.s.yofp31 s p 4C. LNG 1

i i

is r J k N 5 FEREY leu ~ L I A k FL4NT-CONDUIT CclTE;IA 3

S U.

PNYFLOoF SiltuTC DE50GNSE SPECTrV4 (15% OLkPYNG) FOR:

I JLACTSR 6UILDIN~ MAIN CQt(Efl{ it,_o64.0_FI ANO 6ELOW M O P I I O N T A L ' R ! ". I D DESPONSE a.640 a

VEPTICAL FIGIO RESPONSE s.130

(

CONDUIT ALLMINUM C O N D.UI T S I I E,: _.,

1. 000 I': C,H

._, SCHEDULE No. NA iUpa0LT FI;ST MAXIMUM MAXIMUM LATERAL REACTION 5

('-

SoaCING PE5IJD SEISuIC STRESS

=====

DISPLACE-VERT.

HOGIZ.

j (FT)

(IEC)

MENT (IN)

(PSI)

(L5)

(Ls)

! f:

4.00

.C26?

.0077 225.

6.

4 5.03

.0379

.019'O 359.

7.

5.

(~

6.30

.0545

.0405

~

5 3 0., _.. _ _. _, _9.. _ _

6.

T~n g

.07.?

,t779 747.

10.

i.

s

)

3.00

.0930

.1423 104C.

12.

10.

9.03

.1227

.2739 1567.

14 14 i,

10.13

.1515

.5332 2331.

15.

__11.

11.OJ

.1333

.7e 7o 2966.

17, 26.

('.

12.30

. 21 i> 1 1.0&C2__

3557_.__

10 24 13.00

.2560 1.5035 4156.

21.

33.

i 14. ~a

.20e9 2.0231 4364.

22.

36.

('.1.

11.00

.3A05 2.oe61 5584 24.

32.

1o.30

. 3 ?. 7 P.

3.4e12 6369 26.

41.

17.30 4378 4.6234 7210.

26.

43

! () -

13.00 490; 5.sE6B 2095.

29.

46._

s 19.00

.54st c.9109 9020.

31.

46 20.00

.3050 3.4351 9996._

33.

51,.

() -

21.00

.o680 ve**ce 11021.

34.

54 22.00

.7331 12096.

36.

56.

23.03

. F,013 13221.

SS.

5G.

()-

24.00

.8725 14396.

30

..__ 61.

25.05 94e7

• • • • • e' 15o21.

41.

e4 I

26.0" 1.0240 16296.

43.

66 I().

27.00 1.104I 18221.

44 60 22.00 1.1976 19505.

46, 71 2*

$V-FORCE LB/FT. =

.71

?

a1IAL MCe!?CNTAL Si!5MIC iijal V!;TICAL S EIS"IC FORC E PLUS DELD WEIGHT LB/FT. =

1.25 ~ ~ ~ -

w 9ax!MUP A L L C..' A S L *-

S U P 9 0f_ T,_ S P 4 C I t:G T

3 --

~

T A hli.

A 2-1 A - 4 340WN5 FERRY NUCLEAR PLANT-CO NOU IT CDITERI&

_=

953 8 'J V F t e r ? SifiMIC 2F5 DON 1E SOECToOM (15% DAMPING) 800:

D'ALTSa ; d i t

• I N e, MAIN concotTF EL. 464.0 cT 4 y C_S c LQ w_

MORIZONTAL DIGID RE500NSE,.640 vi:TICAL RI413 RESPONSE

=.130 CONDUIT A L U F I'4 U N C.03 ?.QI T SI Z. :

1.500 INCH SCHEDULE _NO.

N4 Sus;Cri FIL5T MAXIMUM MAXIMUM LATERAL REACTION 5 i

1.~,'N4 PitI00 SFI5=I_C STRESS

=====

DI SPL AC E-VERT.

HORIZ.

(FT)

(SEC)

MENT (IH)

(D5I)

(LB)

(LB) r 4.10

.3165

.0036 153.

10.

6.

=

!.30

.0255

.0055 240.

12.

8.

o.35

.037?

.0154 347.

_L4.,

10.

7.00

.C507

.0345 432.

17.

12.

t.33

.06o2

.0610 645.

~~~22.

1 7. ' ~~

19.

14 C.30

.0939

.1010 846.

10.33

.1034

.1679 1133.

25.

21.

I 11.33 1251

.2906 1607.

23.

30.

12.13

.1A!9

.4F30

??46.

30.

41.

i 13.00

.1743

.6974 2786.

34 50.

14.10

.2027 0411

3251, 37.

56.

la 15.00

.2327 1.2419 3749 39 62.

14.00

.2647 1.6082 4273.

42.

67 17.00

.2930 2.0501 4830.

45.

72.

l

- 14.30

.3351 2.5768 5415.

48.

76.

j 11.00

.3733 3.2049 6044 51.

80.

e 2.~,. 3 0 4137 3.9464 6714.

53.

84.___

,J-21.00 45e1 4.8030 7413.

56.

SS.

27.13

.5005 5.7000 P144 59 93.

23.33

.5471 6.9168 8901.

62.

97.

_J 24.0's

.5957 S.2007 9693.

65.

101.

1 5. 13

.e463 0.6556 10519.

68.

105.

1 2{.00

.6001 11377.

70.

110.

3-

'~ ~!7.33

.7539 12270.

73.

114.

~

22. 30

.310c.

13196.

76.

115.

i.

stI1L M0k!ZONTAL Sil5w!C FORCE LS/FT.

1 ^.~1 T'

~

~"

~~"~'"

=

1

• ~

A>IAL v':TICAL SEI5NIC 500CE PLUS DEAD WEfGHT LT / P T T m '

2.07 l

~

__....t l

vax!MUw A L L S W A T,t.f S U D OC C T SPACING 1

I

s

..q FkCWNS Fih: 1 NUCLits T L A 'd - CONDUIT CtITERIA SSF ENViLOPF S E I SM I C R E S P O'< Sj_S.P E C T e U M (10% 04MPINO) FOR:

1l

("

_SFACTot 6UILDINa MAIN CONCCETE EL. 464.0 FT AND SELOW i

I i

.640 H0EIZONTAL RIGIO RdSPONS6

=

.130 1

VERTICAL RIGIO RESPONSE

=

i C..

s CChDUIT ALUMINUM CON 3UIT SIZE:

2.000 INCH SCHEDULE NO. NA i

(

SUPp001 FIRST HAXIKUS MAXIMUM LATERAL REACTIONS I Il -

LPACING PE#IO3 S E I S*1! C STRESS

=====

DISPLACE-V E P. T.

H0;II.

(FT)

(SEC)

MENT (IN)

(PSI)

(Ls)

(LB) s (1 4.3C

.013" 0 t" 2 5 135.

14 9

l 5.00

.021e

.3062 210.

18.

12.

I' -

6.00

.0311

.0128 303.

22.

14 7.00

.0424

.0745 425.

25.

14.

f 4.0;

.0555

.0435 570.

29 22.

l T.

4.10

.0701

.0712 746.

33.

26.

I 1 *). S 3

.0H;

.1123 951.

33.

.._3.0.

11.00

.1046

.1!10 1259.

42.

3t.

l ll -

1?.0C

.1245

. 3J t1 1890.

4$.

57.

13.00

.146?

.5L10 2646.

51.

E5.

I 14.00

.16+'

.s361 3 5 3 rl.

56.

107.

().

15.00

.1046 1.1067 4150.

61.

115.

~

16,00

.2214 1.4363

4754, 65, 132.

17.0C

.2499

' 3316 53G1.

70.

143.

() -

18.00

.280?

?.3032 6046.

74.

154 19.00

.3122 2.3597 6742.

79.

~ ~~l 6 6 20.00

.3450 3.5110 7471.

83.

172.

()-

21.00

.3814 4 2eC9 E239 87.

161.

~~

22.00 4134 5,1555 C063.

92, 139 23.00 4575 6 1:15 9 9 '.1.

47.

198.

()-

24.00 40?i 7.31'.3 10B03.

101.

207, 25.00

.5405 S. o 2 s 2" 11722.

106.

215.

[I i a

24.00

.5B46 cent +e 12678 110 224 l

27.00 6105 once**

13673.

114.

233.

25.00 6760 ccerce

14705, 119 241.

a 3

l s- () -

S 1.76 AXIAL MoaIZONTAL Sil3 HIC FORCE L8/FT.

• ?

=

,E

[

Axial VE:TICAL SiISMIC F O R 0 il L U S' D E'i 0 W ETG H'TL 57 F T'.~

3.11^ ~

- ~ -

=

s M_ _4 X I M U M A L L 0 t:Atle SU3eCPT ScACING t.

Takl(

A2-2A '

' ' 0 W 15 AfRET NUCLf4R PLAN 1-CONOUIT-CRITERIA a.

55: '. ';V c L n o e 59y3q1; ocSPONS' $ P E C_T r UM (10% O A MPING) 80R:

ofile A U I L D I f, G uAIN CONCt!TE FL, 464.0 cT AND RELow I

i

\\

d'4779NTal CIGIO DE580NSE =.640 V!aTICAL PIGIO RESPONSE

=.130 C ON 3UI T ALLMINUM C6$30iT STZr:

2.500 INCH SCHEDULE NC. NA P

s i.t o D C :. T FIc5T MAXI"UM MAXINUM LATERAL REACTICNS

• J1~I'd

&3 IOC 5 ! I S

• 1.Q_

.$1 r E $}_.

======55*****

=88 DISPLACE-VERT.

HORIZ.

(M)

(SEC)

MENT (IN)

(PSI)

(L5)

(LB)

~

4.00

.0125

.0021 133.

27 18.

=

5.00

.019:

.0051 205.

34 22.

=

t.70

.0232

.010_5 300.

41_.

07..__

7.70

.03S3

.0145 416.

47.

32.

2.3e

.0531

.0351 563.

54 40.

=

0.G3

.0634

.057E 733.

62 4A.

l 1 1. '. 3

. 0 7.V

.0397 922.

70 54 t

=

11.30

.0047

.13E3 1170.

76.

64 12.

.1127

.230i 16 2 C. _

_ja, 31.

13.30

.1322 4091 2422.

94 132.

14.90

.1533

.6522

3351, 103.

160,._

15.00

.1760 903S 4093.

113.

21%.

16.10

.2003 1.1733 4685.

122.

239 17.00

.22o1 1.4986 5324 131.

266.

12.30

.2535 1.8442 5973.

139 265

~

10.00

.2524 2.3401 de75.

148.

306.

a 20.30

.3129 2.8734 7401 156.

324 21.30

.3450 3.4026 8160.

164 340.

22.00

.3737 4.2074

8957, 172.

356, 23.00 4139 5.0393 9312.

181.

372.

I ________

24 9)

.4506 5.9772 10688.

189 389 25.D'

.4300 7.0450 11612.

193.

405.

16.00

.5200 3.2416 12560.

206.

421.

27.00

.5703 9 554o 13545.

214 437.

2^.3;

.e134 14562 223.

453.

AalAL MC'!TONTAL 5II5MIC F02fE Le/FT.

~~3.31

~ ~"

~~ ~ "

=

As1*L viD.TICAL 5FI5NIC FORCf DLU3 OEAD WEIGHT LB/*T. = ~

5.24 a n x ! s)'f, _ a t. L o w t % t.j_,5 0 p po c T SPACING

.t.

t 6

.y' 11.

2

't-3

.1.ie'

L L G1 - C O N '# U l i CRITERIL

'*'E i- - ?. t

't '

, ~.. _ _ _.

.. ~.

..=_..

m.. ps y.' t ': r. S e ! 9t ? C e f c r' n. t..*, : IP5C T:im (101 OD'P MG) FOR:

c. c s

.g_

s._

R e a C1.):

. M L 'if.y G. 4 t DI. C,% C e C d C t..

.a.'. 0 c i f.N D 3 E L O L' t

.4 N 0 4 t l in T a t.

O f *. ! D C E 5 D S N 5 :-

4/ 0

(,

VERTICAL T l f.17 RiS00NSE.

.130 C 0hSU* T A L U v l 4 U'i C r to 3UI T $!?!:

'.000 INCH

SCH:00LE NO. ha s u o s(.r T F I; 5 T

.a x ! v U M MAXIMUM LATERAL atACTICNS

=....t.o

• C_ _I 'M. -.. P i c._I.O S SE15MIC ST ESS_.

. _ = =. =. = =. _ = _ =. =.. = =.. =. = = =

O! SPLICE-VERT.

HODIZ.

(FT)

(SEC)

Pl !. T CIN!

(PSI)

(LB)

(LE)

~.07

.0C?7 53C1 31.

21.

_ _ - 14 4.00

.0110

.0016 125.

41.

27.

m

- n.~ y

.0247

.00Ei 2S2.

62.

41.

e E. 4 ';

. ] <. i. *,

.G2co 51 9.

82.

59.

1 1 0.'i,

.06'7-

. 0 :. 5

d. S c.

105.

ti.

12;10.

.079.1

.1540 1332.

130.

110.

1 4.10

.1 ',4 7

,4272

2722, 155.

_225.

1.'...K.

.17 0 0634 427c.

154 354 1 *:.,D

.2

!7 1_,.i. 9 0 5 6_.h 21.1:

427, _

29 00

.2750 2.2152 ti49 237.

489.

22.00

.3327

?.74E4 8413.

261.

543.

~ ~}i.00

.30e0 4.6Sf1 -~

1I0 i3 5

256.

~~ 55 2'. '

24.10

.-6'7 6 'Sc5 11777.

31 3, 641.

2?.00

.>350 3.55s6 13593.

339.

6 91.

i'-

30.00

.e1A7 e** wen 15720.

363.

740.

32.00

.7040

+creen 17637.

355.

789 3I. 00 70!.7 e<<*er 20193.

413.

639 U-36.00

.3M9 recece 2164.0.

436, EA3 3t.00 50 7 e+ece-25225.

462.

937.

4 0. ') 0 1.101) e+ent 275'50.

457.

907.

(.i -

AX1AL et 0 *. ! ! C t. T t. L S F I S $' I C FO:CE LB/FT. =

5. G I.

I V..

3 1 X ! t. L v * ; T I C t. L f ! s P I C en: C E P L_U_S D

• L O l' i ! G H T L F. / F T.

=

3.44 3

t V

l Ma x i r.u m' ALLO %AbLi Sur cMT 3 p A C I t,,.,

\\

g

.s

%.+..=i..

I F

.I

• • '=*

TABLE A2-3A-1 5 GOWNS F5 RET NUCLEAR PLANT-CONOUIT CRITERIA SSE rNVELOLF SilswIC PFSPONSE SPECTPUM (71 OAMPIN') F0D:

~

REACTSR 4 ELL SI N G MAIN CONCPETE EL. 664.0 FT AND SELOW

('n.,

.640 HORI?6NTAL RIGIO RESDONSE z

=.130 VERTICAL IGI3 RESDCNSE.

( '..'

CONOUIT ALUNINUM CONDUIT SIri:

4 900 INCH SCHFOULE No. NA 1

e, 9

SUDDORT FIRST MAXIxUM MAXIMUM LATERAL DEACTIONS a

I.

SPACINS PEcI00 S EI5k IC STRES$

=====

DISPLACE-VERT.

H0012.

a (FT)

(SEC)

HENT (IN)

(PSI)

(LB)

(L5)

I. !.

?.71

.3070

.0001 20.

25.

16.

4.00

.0073

.0003 31.

50.

33.

6.00

. 017 /.

.0041 183.

75.

49

i. -

3.00

.0312 6130 326.

100.

66.

)

10.35

. 0 4 v,

.0330 5!a.

125.

96.

t*-

12.1) 0703

.0734 818.

153.

122.

1 4. 0 ".

.0057

.1474 1205.

194 162.

1o.03

.1250

.3320 2043.

217.

264

( '-

1*.13

.1532

.5510 4101.

.L53.-

5.20.

20.00

.1953 1.4033 5573.

290.

696.

22.33 2363 2.0637 6847 324 825.

()-

24.00

.2312 2.0245 8172.

356.

919 26.00

.3300 4.0300 9614 387.

1014 23.00

.3827 5.4206 11150.

417.

1092.

(3 -

30,00 4373 7.1555 12819.

450 1170.

~

32.00

.4999 9.?635 1459e.

483.

1248.

34.00

.5643 16480.

514 132e.

() ~~

36.00

.e326 18477.

544 1404 33.00

.7040

• • • =**

20538.

576.

1482.

AO.00

.7510

• ==***

22812.

600.

1560.

~

_ __. AXIAL HC.TZ'NTAL SIISMIC FCRCE LR/FT. =

6.00 4

11IAL VERTICAL SEISMIC FORCE DLUS DEAD WEICHT LB/FT.

10.75 e

=

o

' () -

' - MAXI"Uw ALLOWAiLi SUP90RT SPACING

' ' ~ ~ ' ~ ~ ~

~ ~ ~ ~ ' - - ~

j l

,g

O-T,.ei A2 3,.2 420WNS CEkRY NUCLink PLANT-CONOUIT CRITED!I~~

~ ~~

~~~

SSE ENv? LODE SEISMIC RE S PON S -;_ 5 p !C T A UM (7% OAMPING) FOP: ___,

E! ACTOR tu!LCIN-MAIN C O N C &._E.T.E._. E L. 6 6 4. 0 F T_A N C_..B..E_.L._O.W 1

)

r HOPIZONTAL DIGIO RE500N5! =.640 V5ETICAL RIGID RESPONSE

=

.130 g

C0h7UIT A L U M I N U S.

~ ~ ~ ' - - - ~

C?N'UIT SIZE:

5.000 INCH SCHEDULE NO. NA 59000:T FIkST MattuuM MAXIMUM LATEmal REACTICNS

*s t C I'M D?

100 SEIS*1C ST9655

=====

DISPLACE-VERT.

HORIT.

~

(FT)

(SFC)

MENT (IN)

(PSI)

(LB)

(LB)

• . 30

.0016

.0000 17.

36.

23.

A.32

.0064

.0300 69.

71.

47.

I'-

l

.30

.0145

.0028 154

_ __ __10 7 70.

3.30

.025.2

.0085 274 143.

94.

10.9)

.0403

.0?19 437.

17s.

122.

I 12.00

.05t0

.0Ab0 661.

21 6.

162.

1 4 :+ ~.-

.0750

.0052 063.

257.

212.

16.00

.1031

.1779 1373.

303.

279 1;.30

.1335

.3035

2359, 351.

470.

20.20

.1611

.8927 4321.

402.

847.

r 22.10

.1140 1.1993 5696.

455.

1092.

(,).

24.]O

.2320 1.9891 6849.

504 1272.

26.30

.2723 2.7420 8066.

549.

1412.

2t.00

.3158 3.6005 9385.

594 1559.

()-

30.00

.3625 4.8635 10774 638.

1670.

~

??.00 4124 6.2909 12264.

682.

178TT

~

~

34.30 465e 3.0374 13859 727.

1893.

f)-

36.00

.5220 15551.

777.

2004.

3*.

30

.5416 17327.

820.

2115.

4 G.10

.e444 19199 464 2227.

C).

Ariat =0:IZCNTal 55ISMIC FCRCi LB/FT. =

S.69

(>.

sri L v?0 TIC 4L Sil5MIC FORCE DLUS DEAD WEIGHT LB/FT. =

15.34 vailMUF ALLOWASli SupoCRT $ PACING N- -

New-e e e. e m ee e e e e> 'em u

. _ emm...

0

.. ame m.

s T4tLE A2-18-1

?'OmN5 5fREY NUCLEAR PLANT-CONOUIT C91TERIA

~~

.T.

e.,

55f 2 NVFL0t* SEISu!C ES00NSE SPECTPUw (15% DAMDING) FOR:

a I'

REACT 04 40fLDING MAIN CONC !TE E(. 421.25 FT AND BELow

(._}

HOQI2SNTAL PIGIO DE$PONSE =.500 VERTICAL PIGID RESPONSE

=.130 (1 4 C ON SUI T ALUMINUM CONSUIT LI7::

.500 INCH SCHEDULE NO. NA l'

SUPP0tT FIRST M A X I M.U M MAXIMUM LATERAL RCACTICh5 Il -

S D A C :'M DERIOD

$=JJwIC STRESS

=====

DI3 PL AC 5-V E F. T.

HooII.

(PT)

(SEC)

MENT (IN)

(PSI)

(LE)

(LB)

=

() e 1.00

.3147

.0047 150 2.

1.

=

4.33

.0351

.0151 253.

2.

1.

=

I.e n.30

.5700

.08.11 670.

4.

7 3.30

.054f

.0376 452.

3.

2.

s

)

7.00

.1075 1640 1030.

4.

3.

(

3.00

.1404

.3349 1552.

5.

5.

9.10

.1777

.5833 2152.

6.

6.

10.00

.21v4

.6930 267.

7.

7.

I'-

11.00

.2e55 1.3084 325?.

7.

's.

12.33

.3150 1.8535 3975.

S.

9 13.30

.3709 2.5596 4552.

9.

10.

().

14.00 4300 3.4c26 5314 9

11.

15.00 4036 4.5733 6117.

10.

11.

1e.00

.5616 5.9204 6960.

11.

12.

O._._. _

17.30

.e340 7.5457 7859 11.

13.

1*. 00

.7108 9.4342 8811.

12.

14.

(3 ~~ ' - ~ ~

17.30

.7920 9815.

13.

14 20.00

.8775 10845.

13.

15.

21.00 9675 11056.

13.

16.

22.00 1.0e18

• ==***

13122.

14 17.

(1 __.__

_23 00 1_t110 6 2

14342.

15.

17.

24.00 1.2$37 15617 15.

15.

$().__~~~

~

25.00 1.3712 1: 045.

16.

19 26.00 1.4831 18322.

17.

20.

27.)]

1.50.?1 19765.

17.

20.

2?.30 1.7200-

=

21256.

1 s.

21.

U. _.. _ _ _ _

AXIAL HDiIZCNTAL 5!!SuIC FURCE LB/FT.

.73

=

T 4x!AL VC;TICAL SiTSMIC FC Ci DLU$ O! AD WEIGHT L a /FT.

=

.51

~

-- ~

H11!wUP AllosA3Li SUPP0;T $ PACING j

)

~a ? - 1.* - 0 T4tti E;GdN0 SdRRY NUCLiaR PLAAT-CONOUIT C C I T E 41'A

~~

$$! I 'l V ' L ': ~ 3 SFISMIC PiSPONSd SPECTUM (1$% DAMPING) FOR:

i A.C T O L SUIL DING M AIN C O NCS.E T E. E13__6 ? 1. 2 5 FT AND BELOW 80AI70NTal IGID PESPONSE =.500 VfETICAL PIGIO RESPONSE

=.130 CONCUIT.LUNINUM CONOUIT 5I75:

.750 INCH SCHEDULE NO. NA 5UPDCPT FIRST MAXI"UM MAXIFUw LLTEP.AL REACTIONS SosCING PEDIOD SEISMIC STDE55

=====

DISPLACE-VERT.

HOFIZ. ~ ~ ~ ' ~ ~ ~ ~

(FT)

(SEC)

M E lv i (IN)

(PSI)

(LB)

(LB) 4.30

.0287

.0100 236.

3.

2.

5.00

.0447

.024B 373.

4 2.

,_____f, 0 ';

.0646

.052i__

5 51,___ _..._ __ _. 5.

3.

7~0

.0574

.1030 787.

6.

A.

__ 2.S:

.1148

.1943 1132.

7.

5.

c. 's 0

.1453

.3691 14*f.

B.

B.

11.33

.1794

.?C47

???2.

9 10.

11.30

.2171

. 744 2710.

10.

11.

12.03

.25'4 1.2343__

i_2.34

11. -

13._

1_ __

13.00

.3032 1.7C76 3802.

12.

14 14.00

.3517 2.2CA_4,__

4412.

13.

15.

,')-

15.30 4037 3.0444 5038.

14.

16.

16.03 4503 3.0554 5B11.

15.

17.

17.00

.5145 5.04e5 c569.

17.

19

').,

1;.00

.5813 6.343_1 7365.

18.

20.

19.00

.e477 7.8751 8208.

10 21.

20.00

.7177 9.6686

%095.

20.

22.

f.) -

21.00

.7713 10028.

21.

23.

22.30

. F. 6 8 4

1C071, 20.

24 23.00

.9491 11991.

21.

25.

t. t 24.n0 1.0335 13057 22.

25.00 1.1214 14167.

~ ~~2 T.

~~~26.

27.

26.00 1.?120

15323, 24.

29.

~

's. )

27.00

1. 3 0 d ')

16525.

~ T.- ~ -~ 2 9. ~~~

~

2

~

2'.00 1.4037 17771.

26.

31.

Ali'A t. N O R I C P. T A L SEISMIC SUCCE Lff>T.

T3 3 ~ ~ ~ ~ " - ~ ~ ~ ~

~ - ~ ' ~ ' ~

=

AXIAL YiRTICAL SEISMIC FOPCE PLUS DIAD w!IGHT L 8 / F T '. ~ '3" ' ~ ~. 7 4

~

~

MAXIMUw ALL0mARLE SUPP0pT $ PACING

~5"

(~

s T A %L i 42-12-3 N'CLi&R PLANT-C 3 4 00'I T' C R I T E D I A

~

i '* 0 W 4 5 SiRkf J

556 FNVCL400 S?IS*IC DE!DO 45 F SPECTRUM (151 OAMPING) FOR:

I RfACT04 %UTLDING MAIN CONC fTE EL. 6?1.25 FT AND RElow

=_

i

.500 H02120NTAL RIG 13 RESDSNSE =

VEETICAL EIGIO RESPONSE

=.130

()..

CON 3UIT ALUMINUM CONGUIT STZE:

1.000 INCH

$CHEDUti FJ 0., N A t

SUPDGRT FIRST MaXIvuM MAXIMUM LATERAL REACTIONS

__a_oaCING PERIOC S!!sw!C STRESS

=====

t DI S PL AC E-YERT.

HORIl.

(FT)

(S?C)

HENT (IN)

(>$1).._. L 6 )

(Lb)

(

s e

4.00

.024?

.0072 211.

e.

3.

5.0u

.0379

.0176 331.

7.

3.

f e..._ _

6.30

.054A

.0!71 435.

4 4._

g 7.00

. ~17

• 2

.0705 374 10.

6.

3 5.00

.0060

.1: 50 944.

12, 7.

i

?.00

.1227

.2311 1324 14 10.

~~

10.03 1515 407A 1 P. ? $.

15.

15.~

11.30

.1 '3 3 )

.c;0h 2402.

17.

10 O

.12. %

._21 t1

.,t27 2570.___..._

19._

21.

13.00

.2560 1.21e6 333E.

21.

23.

14.00

.296~

1.e270 303e.

22.

26.

(l*

15.00

.340a 2.1573 451c.

24 2.8 16.00

. 31. 7 R 2.A040 5161.

26.

20 17.00 4378 3.5F98 5550.

26.

31.

C1 ___

1*. 00 4108 4.5208 6573.

29 33.

18.00

.5465 5.6123 7324 31.

35.

() "~ ~ ~~

20.00

.c050 6.8908 8117.

33 37.

21.00

.6650 8.3762 8050.

34 39 22.00

.7331 9623.

36 40.

23.00

.4013 10737.

35.

42.

(). _. _ _.

24.00

.3725

+*****

11655.

_3S.

44 25.00 44n7 1264c.

39 46.

24.00 1.0243 13 e 7 F..

41.

46.

O 27.00 1.1053 14750.

42.

T o. --- - ~

. __2_3. 0 0 1.14 7 ^

15663.

44 51.

LI

. T 5 ~ ~ ~ ~ ' ~ ~ '~

~

~

&x!AL no.I;CNTal SEISMIC FJECe LS/FT. =

i, AXIAL VitTIC4L Si!S*!C FOT3i PLUS O!AO dEIGHT' LB/FT.

s

'T.25

~~

g 3

y

O i a eu A m-T

-~

~

' 0 * *G FEAR' NUCLcAR PLAN 1-CONDUIT CRITERIA

~ ' - - ' - -

t *, -

"# v ! L '# C E 5:ISMIC ciSp0N52 SPECTeUM (151 DAMPING) SOR:

. ij ag,T ;: ;UIL*.IG MAIN CONCPFTE EL. 6?1.25 FT A ND B E L. 0 if HORIZONTAL R I ". I D PSSPON5! s.500 VikTICAL D I "., I ]

0. f 5 P O N 5 i

=.130 CONSUIT ALUMINUM i

C ~; '. ~ U I T SIZF:

1.500 INCH SCHEDULE h0. NA i

149:v T FIRST M & p l a4 U M PAFIMUM LATERAL REACTICNS e

_ ';.o & ".1 %

ofR100 SEI5vIC 5TRE55 aussman==========

CISPLACE-VERT.

HORIZ.

(

_ __.. _ F T )

(5?C) ut NT (IN)

(PSI)

(LB)

., _L 6 )_... _

(

s 4.00

.01e!

.0033 142.

10.

5.

5.X

.G250

.0031 222.

12.

6 O_ -

f.0C

.0372

.0170 321.

14.

7.

_ __, 3 t

7.0C

.0507

.0!10 442.

17.

C.

___. 4. %

.06m2

.055o 590.

19 10 0.00

.083S

.0c24 774.

22.

12.

1C.S'.

1034

.16C6 1013.

25.

1_ 6.

11.40

.1251

.2435 1353.

26.

21 1 ?. *i.

.14IC

.342e

1628, 30.

30.

~ ~ "

11.35

.17'5

.5640 2255.

34.

3 6. ' ~~

1 4. ". C

.2027

.7e17 2634 37.

40.

'J.

15.Gu

.2327 1.0044 3035.

39 44 16.30

.2t47 1.3013 3457.

42.

49 17.00

.2030 1.oS46 3906.

45.

52.

O-15.0c

.3351 2.oe50 43s2.

48.

55.

15. %

.3733 2.5e50 4895.

51.

S U --

20.00

.4137 3.~013 5445.

53.

61.

O-21.cs

. 531 3.35t6 6016. -

56,

~ ~- A.

~

6

??.00

.5005 4.7020 6613.

59.

67.

l I?.30

.5471 5 6171 7226.

62.

70.

+

O-24.10

.scs7 e.e59 7871.

6s.

73.

~

25.00

.e4c3 7.4416 854f.

6 6~.

~7 E.~ ~-

-~

26.33

.e941

?.173e 9239 70.

79 O.

D.00 7519

...E 9964 Y3~

81.

2i.03

.3108

+++++.

10717.

76.

85.

.).

l AnIat Ho*IZONTAL SiISMIC F0cci Lt7FT.

- ~~ l i -

~

- " - ~ ~ ~,

I ar :L YE2TICal !il5w1C FOGCE PLUS O!AD WEIGHT LB/F1. =

2.C7 i

wa rt e allowast! S u p o A' T SPACING l

-4

- _ =.

i

TabtE A2-2B-1 CCqaN5 FEERY NUCLEAR PLANT-C OIO U I T CRITERI6 isE t9VsL9er stleu1C DEsp0NSE SPECTRUM (101 DawPING) por:

&IACTS: 901LOING WAIN CONCRETE EL.621.25 F_[3 AND BELOW 4

Hor!2ONTil DIOTO DE300NSE =.500 VERTICAL 011I0 RESPONSE

=.130

(

4 CONOUIT ALUPINUM C ON' ul T SL1!:

1 000 INCH SCHEDULE NO. ha J

SUDGCPT FIRST MAXIFUM MAXIMUN LATE &AL REACTIONS I

__1PJ Cl?ia P E 'v 103 SFISMIC STRE55

=====

DISOLACE-VERT.

HORIZ.

(FT)

($iC)

MENT (IN)

(PSI)

(LB)

(LE) 4.00

.0135

.0023 125.

14 7

' 00

.021e

.0057 195.

13.

9.

[_.

n.06

.0311

.0119 230.

22, 1.O_.

g

')

7.09

.34<4

.0222 335.

25.

12.

.055?

.0385 511.

29

_11 9.30

.0701

.Ge36 66E.

33.

15.

10.3C 0 H '.

.1016 860.

38.

21.

11.90

.104e

.1573 1099 42.

27.

1?.10

.1?45

.2o23 1523.

46.

39 13.00

.1462 4488 2207.

51.

60.

'-~~~~~"~

14.00

.1695

.6433 2765 56.

75.

E

15.00

.1946

.5528 3201.

61.

84 16.30

.2214 1.1070 3665.

65.

93.

17.03

.2499 1.4116 414E.

70.

101.

I'.

10.00

.2802 1.7750 4660.

74 109.

19.00

.3122 2.2039 5196.

74 1T67 -

20.70

.3459 2.7058 5756.

23.

122.

()

21.00 3514 3.290c 6351.

67.

12'B.

~

22.00

.4146 3.9811 6997.

92.

134.

23.00 4575 4.7593 7654 97.

140.

(4-24.00 4ili 5.6509 2346.

101.

146.

~~

25.00

.!*05 6.e532 9059

~13.

152.

1 26.30

.5546 7.7.433 9796 110.

153.

()

• 27.30

.6305 9.0521 10566.

114 1e4 23.00

. 7.90 11366.

119.

170.

1 E

LJ -

'~iilat.< c k 12 c h t !. L Sr.15MIC FosCE L9/8T. =

~1. 3 7 - " ~ ~

~

~~~~

A*IAL V?.ki! CAL SEI58IC F0DCE PLV5 0i10 WEIGHT LS/FT. =

3.11~ ' '

N

- ~ """

• - M A 1 1_4. 9 ". iLL0hatL! $UPrort SPACING 1

I

63WN5 FERLY NUCLi&R PLANT-CONDUYT CRITERIA

~

5tE l '.V i t o r e S E T S MI C P E 5 D 0_NJ F SPECTRUM (10% DAMPING) FOR:

'E1C10R FUILDING MAIN CONC;LTE EL,621.25 FT, AND BELOW a92120Ni

• s DIGIO DESPONSE =.500 VEETICAL R!sID RESPCN5E

.130

=

CONOUIT ALUwINUM C ONDUI T SIZE:

2.500 INCH SCHEDULE NO. NA 590P001 FIF3T M4XI"UM MAXIMUM LATERAL REACTIONS

_L* t C I N G SERIOD SEISMIC STRESS ____=================

OISPLACE-VERT.

HORI2.

(FT)

(SEC)

MENT (IN)

(PSI)

(LB)

(LB) 4.03

.012!

.0019 123.

27 13.

i 5.00

.0146

.0047 193.

34 16.

i i.00

.0252

.0097 278.

41..

__ _ 1 9..

7.00

.C363

.0121 33C.

47 23.

' 00

.0501

.0312 501.

54 27 S.0;

.C634

.0514 652.

62.

3I.

I 10.0v

. 0 71. ?

.0e12 833.

70.

3.'..

11.]b

.0447

.1247 1056.

73.

47.

12.30

.1127

.1 25 1363.

86.

62.

13.30

.1!?2

.3211 1915.

94 9T.

i 14.70

.1513

.503?

2593.

103.

127.

15.00

.17e0

.6960 3155.

113.

154.

io.00

.2005 9043 3614 122.

169.

17. 'J O

.22e1 1.1549 4104 131.

168.

i 15.00

.2535 1.4521 4608.

139 201.

15.30

.2824

1. F.0 3 4 5144 148.

21 6 I

{

20.33

.3129 2.2144 5704.

156.

229.

21.00

.3450 2.6417 6289.-

~16 4 21D.

22.30

.37i7 3.7427 6903.

172.

252.

1 23.00 4139 3.F90:

7574.

181.

263.

24.13 4506 4.6164 8253.

129 275.

'r3.03 4E90 5.4450~~

8974 f78.

286. "

t 26.7G

.52AS e.3e 99 9707 206.

298.

I 27.u0

.5703 7.407B 10468.

TFF.-~~ " ~109 ir.53

.6134

'.Seil 1125E.

223.

320.

salat MCAIZ0hTAL SEISMIC FGPCE L6/FT.

2~." $ f-

~

~ ~ ~ ~

=

-AIAL v :- P T IC EL Silik3C F O RC i OLUS DEAD WEIGHT -L 6Ill. =~

5.84

~~

. _..v a X I P U p A LL 9 Wa t t t $ U P P ';; T SPACING

-P

T A *. L E A2-((-3

"; N'45 FFR2Y f.UCL E A R P L A t. T - CONOUIT CPITit!A 5 55 E 'a v r t o n s sgIsuIc mespewsp spECTPuu (10 LQ&M71NG) FO R:

Q=ACJ.ji Lu1LDING MAIN CONCRCTE FL t21,2) FT t,J Q ACLOV 4

.500 NO A ! Z O'J T & L DIGID DESPON5f =

VERTICAL FIGIO PESPONSE

=.150

(

CONDUIT ALUFINUM

. _ ? 0_W.M].T s I {f,.;.,_

3,,000 I fJ C H _,,,_,S C H F 0,U_L E NO. h4 SUPPMT c l i ', T F.AXIMUM MAXIWV" LATLRAL RiaCTICNS 5 a.A C 1 %

eU ICD 511L *_1.C 5 T R E 5 5-

=====

CISPLACE-VERT.

HOFIZ.

('T)

(sic)

MCUT (IN)

(PSI)

(LB)

(L6)

(

2.02

.0027

.0001 PS.

21.

10.

4..l e

.0110

.3015 11?.

41.

20.

f

.t

6. M

.0247

. ")0 7 5 261.

62.

24 5.10

.0440 0?3Y 465.

82.

41.

)

10.S'

.0667

.0t13 76e.

105.

56.

r-12.0)

.0990

.1323 1197.

130.

• 1.

1 4. n."

.1347

.3425 2143.

155.

156 1 6. 0 ',

.17o0

. e.7 5 7 3374 18.4 250.

18. 00

.2227 1.iios 4321.

211.

3C1.

23.33

.2750 1.7095 5356.

237.

345.

??.0~

.???7 2.5034 e4aF.

2ti.

334 O.

24.00

.39o0 3.5539 7737.

286 412.

26.10

.4o47 4.9133 9112.

31 3.

453.

2. 00

.5340 e. 615 e 10582.

339 435.

I.'.1 -

30.04

.6147 B. 718 5 12149 3c3.

523.

- ~ ~

3 2.'10

.7040 13825.

35A.

55s.

'44.00

.7947 15602.

413.

593.

().

36.06

.8910 17499 435.

628,.

~

39.00 9927 19417.

462.

c62.

40,00 1.1000

• • • • • =

21633.

48.7.

697.

U~ --

=. _. _.

Axist MGRIIONTAL SEISMIC FO:CE LB/FT. =

3.94 l..

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5.h9

=

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.i30 VERTICAL RIGIO RESPONSE

=

CONDUIT ALUPINUM CONOUIT SI7E:

A.000 INCH SCHEDULE NO. NA SUPDOCT FIc5T MAXINUM MAXIMUM LATERAL 4EACTICh5 SPACIN3 PERIOD SEISMIC STRESS

=======r'====**

015 PLACE-YERT.

HORIZ.

(FT)

(SEC)

MENT (IN)

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• .290 ~

CON 3UIT ALUMINUM CONDUIT 5!!f:

5.000_ INCH SCHEOULE NO. NA SUDD0D.T FIEST MAXIMUM MAXIMUM LATERAL REACTIONS

_.;2 4.C I N 's PEPIOD JEISMIC _

STRESS

==========*

OISPLACE-VERT.

HORIZ.

(FT)

(SEC)

MENT (IN)

(PSI)

(LB)

(LB)

?.00

.0016

.0001 31.

54.

53.

4.30

.00s4

.0010 122.

108.

107, 4._

. 4.3?

_,0145 0050 275.

162.

160.

..30

.0253

.0157 438.

21 6.

214

_.1.O. 0 0

.0403

.0383 763.

270.

267.

12.0C

.0530

.0703 1098 324 320.

14.03

.07Fo

.1470 1405.

378.

374 1 *,. 9 0

.1031

.2507 1952.

432.

427.

15.3J

.1305

.4016 2471.

436.

4PO.

20.00

.1311

.6121 3051.

540.

534 22.00

.1940

.6961 3691.

594 587.

2a.00

.2320 1.2e91 4393.

64B.

641.

26.00

.2723 1.7481 5156.

702.

694 25.00

.315S 2.3513 5979 756.

747.

3 30.00

.36?5 3.0985 6864 F.10.

601.

+

-}2.00

.4124 4.0111 78T3.

6TT.

854.

34.00 4656 5.1119 B616.

C18 907.

O ~~ ~-~~

36.00

.5220 6.4251 9884 072.

961.

_3?.00

.5B16 7.9763 11013.

10lo.

1014 40.00

.644.

9.742S 12202.

10e0.

10e'.

s AXIAL HORIZONTAL SEISMIC FORCE LB/FT.

6.84

=

'.J -

i AXIAL VERTICAL SEISMIC FORCE PLUS DEAD WEIGHT LB/FT.

17._51

=

L)

- u c A : w.u w atto Ah! ~ Sif40TT SpiCisG--~

~

~

22-

~'

= _ _. _.

I I

b t

t c-l r

i l

4 F

i APPENDIX B i

f i

i t

I e

4 046087802 1

.-.- y._.

,.)__.--

1 & O 'a N 5 FERRY NUCLFAR DLANT-CONOU1T CRITERIA

~~~

~ _ _

SSF t 'J V ! L C P : %~!5 ult *'E53ON_S.E SPECToVM (5% DAMPING) F3P; I.[.AIT_rL_ S U i t t4 N G H A.1 h_C O N C E E T E EL. 6>4.0 5T AND BELow

.640 HORIZONTAL 41GIO RESPONS*

=

.130 v?RTICAL PIG 10 RISPONSE

=

rh CONOUIT MILC STSEL CGNOUIT SIZE:

.500 INCH SCHEDULE NO. N4 C:

SUPot'T FIAST MAXINUM MAXIFUM LATERAL PEACTIONS I'l SPACING P5fl0b StISMIC STRESS

=====

DISPLLCE-VERT.

HOEII.

_L_B.). _.

(ST)

(SEC)

PENT ( I N..)__-

. ( P S I )

(L5)

(

334 4.

3.

j 3.no

,c170

,3333 cS2.

5.

1.

4.00

.U392

.0121 t,.

%.90

.9471

.0}C6 1104 7.

5.

~ ' ~ ~ ~

c.00

.Qe70

.0t7s 1:95.

4.

t.

3 7.nJ

.0424

.1T62 2474.

10.

5 J

(

3.90

.1207

.3069 4224 11.

14 9.30

.1527 4522 10149.

14.

!?.

i 10.10

.1 o ' 5 1.6127 14542.

1 re.

4t.

I'8 11.30

.22-1 2.3447 177?,5.

1:.

5.

i 12.03

.2715 3.4042 21231.

19 61.

~ ~ ~ ' '-" l

• i3.00

.3166 4.6534 25030.

21.

6?.

l j

! C1 14.00

.36?6 6.3142 29094 23.

74 1

15.00 4242 8.!?27 33405.

25.

7%.

16.00

.4627

)?014 26.

64

)

(l.

17.00

.5440 42915.

23.

90.

4E116.

~~fD.

95.

1s.00

. c.10 0 14.03

.nbO7 53611.

31.

100.

C)-

20.00

,7542 59403.

33.

105.

21.00

. c. 315 65402.

35.

111

~

l

27. 30 9126 71876.

36.

116.

! ().

23.30 7974 76561.

36.

" " - ~121.

24.30 1.0so3 85540.

43.

12t.

25.00 1.1784 92317.

41.

132.

If.C.

100311'.

43.

137.

~--

f ~tT. 0 0 1.2746 27.00 1.3745

• • =***

105762.

45.

142.

!l l

e s.10 1.47F2 11t430.

46.

147.

9 ().

1

.?

1 AXIAL MORIISNTAL 3EISMIC FORCE LB/FT. =

.34

-1 11tal v5..TICAL irI5dIC ForC ~ P L.0 5.. 0 c A 0 W F I G H T LE/cT. =

1.14 1. m MAXI 4ur ALLOWAhli SUPP02T SPACING

TAFLi 52-4A-2 dACWNS FERRY NUCLFAR PLANT-CONDUIT CDITERIA 55e !Nv= LODE SE15*IC DE500NSE SPECTpVM (5% OR PING) r.o n :

D 8 ACTN 3 U I L D I hi_14.11_CD y G5]I.E_ EL,._6.6 4 3.0.f.T., A N 0_.B_1 L 0 W 80kI2SNTAL D1310 DESDON5i =.e40 VERTICAL DIGIO RESPONSE

=.130 U UUIT MILD STEEL

' ' ~ ~ " ~ - ~ ~ ~ ~ ~ ~ - - ~

' ' - ~ - ~ ~

CON'UTT SilE:

.750 INCH SCHEDULE NO. NA 5UD0M T F*051 r.

XIMUM M4XIMUM LATER4L REACTIONS

..'di.C I '3 -

PPIM 5.! I S ".I C STRESS

=====

915 DL A C E-VERT.

HORIZ.

(:

_ _T)

(51C)

MINT (IN)

(D

(

_ SI) _..... L.. B )

(

_ _L.B...).._.

$ 9 4 ~:0

.0741

.0277 544 7.

5.

5.0)

.037e

.0191 461.

9.

6.

5. ')i.

.054?

.0414 1293_.

7.0"

.:72'

.De13 1674. _

11.

B.

13.

11.

.0964

.1501 2629 15.

14 0.30

.122C

.3190 4335.

16.

22.

10.35

.15C6 9026 9726.

21.

47 1 1. ', )

.13 : ?

1. 5 <* ! 6 14014.

24.

70.

1 !.? 'i

.j_1;.

__ 2.1 542 16 t ")0.

27.

80 13.')

.2544 2.0 387 19677

H.

91.

14.03

.2751 4.0240 23156.

32.

101.

1!.33

.33!5 5.3051 26617.

34 109.

15.03

.3354 6.6e89 30200.

36.

116.

17.00 4351 6.7558 34201 39 124.

7-

~

11.03

.497F e*****

38348.

41.

131.

11.00

.5435 42730.

43.

1TE.

20.33

.6022 47347 46.

146.

)

21.00

.664C 52200.

48.

153.

22.33

.7217 57290.

50.

160.

2' I. '; ';

.7965 62617.

53.

107.

i.

2 4. E

.S572 68130.

.. __,. _ 5 5.

175.

25.03 9410

+++++*

73980.

57 162.

26.00 1.0171 80017

__59._ _ - 159 J.

7.00

1. Q 7 7 t 66291.

62.

196.

~

23.33 1.1304 92801.

64 204 i

4XIst.404I20hTAL s i ! ! w !'C' ' I6If.TUi / F T.

"-.d9 '

~

~

~~

=

ALIAL~ ViETICAL 5E!5v1C FORCE PLUS DEAD WEIGHT t.6/cT. =

i.57 uarIwuv allow &etE SUDDORT SPACING

. z.

~

hkOWN5 FERWT NUCLtA2-cLANT-CON 001T CRITERIA r.

SSE tNVELOPE 3EISHIC RESPONSE SPECTRUM (5% DAMPING) FQE:

R E A_C T ; 4 BUILLING MAIN CONCRETE EL. 664.0 FT ANO BELow

.640 H0k!! PdT A L RIGIO DESPON56 =

.130 VEETICAL ElG10 RESPON56

=

CONOU:T MILD STEEL CONDu!T SIli:

1.000 INCH SCHEDULE NO. NA 5UD$bPT FI?ST Max 1FUM MAXIMUM LATERAL REACTIONS

$ P a C 14 r.

P!'IOD SF: 5MIC S T & :- S S

=====

' 15 PL A C E-VEDT.

HORIZ.

s (FT)

(SEC)

MENT (IN)

(PSI)

(Le)

(th) 4.00

.0147

.0052 456.

12.

B.

~

5.J3

.u305

.0126 714 14 f? ~

6.09

.0444

.0?70 1057 17.

12.

~ ~ ~ ~ ~

77!')

.;o64

.0524 15 0 F.~

"2 0."

it.

. 1.i

.07b9

.0951 20a!.

24.

20.

9..'i G

.099.4

.1o29 2623.

27.

25.

1 0.'20

.1 ? B

.T317 457G.

31.

39

11. Ps

.14 'v 1 3307 4603.

36.

e 55 17.is

.1775 1.4456 13091.

41.

121.

=

13.30

.20i3 1.0962 16506.

45.

134 14.10

.2416 2.6038 19341.

49.

154.

15.00

.2773 3.5523 22260.

53.

16B.

16.00

.3155 4.6023 25416.

57.

164

~

17. 10

.3562 5.6664 28696.

61.

19'5.

.' ).

1S.30

.3994 7.3746 32179.

65.

207.

10. 10 4450 9.156S 35661.

66.

213.

20.00 4930 39738.

72.

230.

i)-

21.00

.5436 43814 76.

241.

2 ?. '10

.5966 e.****

48057.

79 253.

23.00

.o320 52555.

63.

264 t ') -

24.00

.7100 5???8.

87.

273.

25.00 7704 6209e.

90.

267.

26.00

.d?32 67164 94.

299

~~~-l

~~

I

~2720

.sgsc fT4~3'0 C 310. "

i.

I ~..

2s.20 4663 77504 1 01.

322.

3 I

i

~1.41 ~~"~'

~~ ~ ~~ ~ I

~ ~

i aKlaL HOI!?0NTAL S i l 5 *.1 C SG6CE Lo/FT. =

E 2.4E AXIAL VIKTICAL Sil5MIC FORCE PLUS DEAD Wi1GHT LE/FT. =

e I

._. I

_ 3.-

i

s TAPLE-52-4A-4 "i^=N5 SFkRY NUCLEA? PLA*d-CONOUIT CRITiRIA Si~ E *J V E L O P L SEISMIC PESDONic SPECTRUd (5% DAMDING) FOD:

E! mfd eUILDING MAIN CONCEETE EL..Q.6_4 Q F1 A N C _ M t. Q W.._......

]

.640 wur!!SNTAL 21GIO RFSPONSE

=

.130 ViRTICAL PIGID RESPON5E

=

CONOUIT MILD STEEL

.~asSUIT STIi:

1.500 INCH SCHEDULE N O._ N 4,,

5 U ;.' 0 ; 1 F I R ST MAXIMUM MAXIMUM LATERAL REACTION 5

=

~ A_C I 'i ',

• I A.10 3 SIJ_liI C S I.Q.f.).5 _.. = = = = = * = = = = ^ =O R I Z.

DISPLACE-VERT.

H (FT)

($?C)

MENT (IN)

(PSI)

(L3)

(LB) 4.10

.0134

.0024 304 10 12.

e

3. H 0207

.0055 475.

24 16.

=

a 6_.03

.C331

.0121 6 3 4_.___

_ _ _._2 8

..._ 3 9._...

7.33

.0410

.0225 050.

33.

23.

. 33 0534

.0403 12B2.

36.

23.

0.33 0678

.0677 1695.

45.

34

13. C 0;37

.1087 2207 49.

41.

1 1..'

1313

.1701 2543.

55.

50.

12.30 1205

.3354 4225.

e1.

73.

13.30 1414

.6566 7615.

oS.

130.

14.30 1640 1.1527 11641 76.

199

=

15.0L

.1853 1.6281 1457E.

84 248.

16.30

.2142 2.1125 16682.

91.

273.

17.0)

. 2 41 E 2 6796 18993.

98.

306.

18.00

.2711 3.3947 21334 104.

329 19.30

.3021 4.21E1 2356c.

iii.

~~357.

20.30

.3347 5.1796 26451.

117.

376.

21.00

.3640 6 2967 29167.

123.

395.

_ __2.2. 0 0 4050 7.5E56 32015.

129 414.

23.00 4427 9.0632 34997.

135.

433.

38110.

141.

_451.

24.30

_ _, 4 5. 2 0 25.30

.5230

41354, 147.

470.

2e.50

.5657 44729.

153.

489.

I 27.'?

.6100

• • • • ++

48237.

159.

508.

51876.

165.

527.

U.

3 0

.656'1 i

l.30

~

aYtal MC4IZCNTAL SEISMIC ~F5kli LB/FT.

~

=

)

4.0e islSL ViATICAL Si!5MIC FORCE PLUS DEAD WEIGHT LB/FT. =

"

• X I V.'J 6 _LL0dAELE-SUPPORT $ PACING i

J

~

"K0wNS Fir;Y NUCLiAIPLANT-C0h0Ulf CRITE814

~

]:,

555 (NVfLOft SFISMIC DESPONS-SPECTRUM (5% DAMPING) F09:

2 5 4 C T O F.

SUILLING MAIN CONCEETE EL. 6$4.0 FT AND SELOW

.~.

HORIZnNTAL RIGIO RESDONSE =.640 a

.130 VERTICAL RIG 10 RESPONSE

=

0 CONDUIT MILD STEiL 2.000 INCH SCHEDULE NO. NA CONSUIT 5!I!:

SUPPORT FIRST MAXIMUM MAXIMUM LATt4AL R d TTTCt.5 SPACING FERIOD SEISHIC STRESS

======s**S=::::::

O!5 PLACE-VERT.

~50RIZ.

~~

~~~

(ST)

(SEC)

MENT (IN)

(DSI)

(LB)

(L3) i 4.30

.0100

.0016 251.

27.

15.

5.00

.0170

.003t 393.

34 22.

i.

6.00

.02es

.00B0 566.

~ ' I. 7. ~

~ 26.

' ~ ~ ~ ~

40.

7.]')

.V134

.0149 774 31.

^},

• . 3a

.0436

.0260 1033.

5 4..

37.

0. 10

.0552

.0430 1349 61.

65.

10.00

. 0 (. s 1 0684 1737.

63.

, 5f_.

11.00

.0?ie

.1'49 2200.

7o.

ca.

12.33

.07f3

.1562

2751, 55.

76.

13.00

.1151

.2593 3531.

94 102.

14.00

.1335 4503 o049 104 1o2.

15.00 1532 9596 10418.

114 271.

16.09

.1743 1.3711 13426.

126.

361.

17.00

.19o6

1. 7 ? O 2 15512.

137.

4 61.

~I.

1 P. 00

.2206 2.2417 17509.

146.

443.

~~~~~~

19.00

.2456 2.7437 1^96f57 156.

~f67.

20.00

.2724 3.4254 21798.

165.

520'.

() -

21.00

.3003 4.1670 24120.

174.

560.

22.00

.3295 5.C202 26485.

163.

53B.

23.00

.3602 5.9479 22951.

192.

615.

24.00

.3022 7.1120 31527 200.

~ ~ ~ -642.

(

25.00 425e b.374T "

34214 2'09.

669

~ ~ ~ ~ ~ ~..

2d.00 4603 0.70 54

~~37010.

21 6.

695.~ ' - ~

~

399iT.-~

226.

~~712.

[ G).

27.00 4904 24.00

.533R

42928, 235.

749 t

i q) -

' ~ ~~~

Ax1AL HoeIZCNTAL Sil;MIC F0ECE LB/FT. s 3.27

=

5.77 ailAL EFETICAL SEISMIC F ORC E PLUS OfAD WEIGHT Lb/SI.

_ % A ) I Mlla ALLOLAhli SUDPORT SPACING c0.-. -.. - -

~

~' ~

T A 8. L t 52-4A-o F..

-44=N5 FfkRY taVCle AR PLANT-CONOUIT CRITERIA

. a :.<

~;;

SM ENvilot? S I-15 M I C RESDONSE SPECTRUM (51 DAMFING) FOP:

; t. C T S F BUIL{ING MAIN C_0.1C.E E T E EL_c64,_0 FT AND BEj.,0f 640 9 0 s ! Z r.Ni e t II,I S ptSDONSE =

.130 VERTICAL DIGID E t S P 0f4 5

=

CONOUIT MILC STEEL CONSUIT 1:2 :

2.500 INCH

_SCHEOULE NO. _ h A 3

suDpr)T FIFST MAAIMUM MAXIMUM LATERAL REACTIONS e

__.5.UCI43 PERIOC Shf5MIC STRESS

=====

UI5 PLACE-VERT.

HORIZ.

_ (FT)

(SEC)

MENT (IN)

(PSI)

(LE)

(Lb) 4.00

.0395

.0012 231.

47.

3".

5.10

.0146

.0029 361 59 38.

n.00

._.0214

.0061 520.

70.

46

.C112 708.

62.

54.

7.1 'l

,0271 3.10

.03an

, 394

g37, 94, 63, 7.00

.0480

.0319 1214 106.

75.

10.33

.050?

.0504 1551._

iin.

3 0_.

11.03

.C713

.0769 1954 132.

106.

. _j ?. 30

._Q C 5 4

.1139

242_9_,

.._.1 4.o.,_.

12.4. _

13.03

.1002

.1: 48 2992.

161.

145.

14.30

.1163

.?t34 41 3 6.,___

177.

195.

15.33

.1335

.4304 6381.

194 303.

16 'O

.151 A 9332 10M10 21 2.

497.

17.30

.1714 1.3062 136$6.

232.

649

)

15. M

.1922 1.6967 15967.

251.

739.

14.30

.2141 2.1105 17384 269.

804 20.00

.2373 2.59 82 19982.

2*$.

893.

',I 21.00

.2616 3.1591 22055.

301.

944 22.00

.2a71 3.8077 24274 317.

1010.

23.30

.313E 4.5511 26592.

333.

1073.

)-

24.33

.3417 5.3464 28952.

348.

1119 25.SG

.3707 o.3T43 31T2T."~ " 3 64.-" 'Ti 63. -

~

..i.

27.00 4324 6.e472 36o64

' ' ~ ~ ~ 379 1212.

2.s.00 4310 7.4346 33994 3&T.

T259 39434.

409.

1306.

23.00 4650 I

s

-~ TI S M I'C T6TC s L 6'TFT.

~ 5.70 -

" ~ - ~ ~'

~ ~

a x r A L M nit 10ill i.~L S

=

atIAL VF;.TICAC SEISMIC FOTCl Di.6$ OfA0.(EIGHT LB/57.

~ 10.07

=

= a f I

• U 1 a LL 0 W 4 t.t._i _ $11 4 7 G F T $ PACING

UOWNS FERaf HUCLit.A PLANT-CONOUIT CRITERIA P..

...r_.

e 5 '. 9 ENVELOPE sci 5MIC OESPONSE SPECTRUM (5% OAMPING) FOR:

g s i a ?.T_D R FUILOIN*, MAIN C O N_ Q R.E T E EL. 664.0 FT AND BELOW a

b MOLIZONTAL RIGID RESPONSE =.640

.130 VERTICAL 91GIO RiSPONSE

=

A.

CONDUIT MILD ST E EL 4

COCUIT 5'Z :

3.000 INCH SCHEDULE NC. NA a

SUP800T FIRST MAXIFUM MAXIMUM LATERAL RfACIICH5 S P A C I N 's P =.R,_I_.0. 9

$813"IC STRESS

=====

DISPLACE-VERT.

MCEII.

(ST)

(SEC)

MENT (IN)

(PSI)

(LE)

(LB)

?.0)

.C020

.1001 51.

34 22.

4.30

.00$1

.0009' 204.

67.

44 f.

0 0

.0162

.0044 460.

101.

66.

.10

.0324

.0140 520.

135.

59

~})

10.70

.0506

.035e 1 15.

168.

122.

12.00

.0726

.0794 2064 206.

i c a..

14.00

.0041

.1I.01 3052.

243.

._222.

I c. 0 's

.17.44 4)44 5777.

294 412.

i'.00

.1t34 1.14B7 12925.

34A.

9C7.

2 0..))

.2022 1.B504 17466.

403.

1135.

22.00

.?447 2.7661 21391.

450 1410.

i 24.00

.2712 3.9188 25566.

490.

1535.

26.00

.3415

!.4305 30061._

541.

1733.

23.00

.3904 7.2655 34S72.

564 1871.

'.) -

30.00 4550 9.57eo (C041.

627.

2003.

~ ~

~ ~ ~

'12.00

.5177 7.5562.

67D.

' ' 21 3 0."

34.00 5545 51436.

713.

2272.

O-3e.00

.e553

===+**

57666.

755.

~2406'.

~ '~ ~~~

~

38.00

.7301 64252.

797.

2540.

40.30

.3090 a.****

71193.

839 2673.

~~

' O-I

~

B.17 AXIAL HORIZCNTAL SE ISMIC FORC E L8/8T.

F

!'U-

=

14.43

-I AyIAL VERTICAL.S'I591C FORCE PLUS DEAD WEIGHT LB/FT.

r 5 ti -

M i'TR 'J w A L L 0 w A S L :: SUPPORT$P'ACI K -

~ ~~ ~

~

~

l

\\

om. e e

e o

e e

t l

TarLE' 52-4A-8

ares rgaoY NUCL!AP PLANT-CONDUIT CRITERIA

~

'. 5 9 tNv'-l M F HISMIC RESDOUSE SPECTRUM (St DAMPING) FOR:

i.41T % ' U I L D I N G M A IX.C O N C C E T E. E L. _'t.6._4_n 0 F T AND BELOW

IZleNTAL v!'.I9 PE5PONSE =.640 V :.' T I C A L P I ~, I D RESPONSE

=.130 C ~> N ' U I T MILC STEEL CSNGUIT

• t i t.

4.000 INCH SCHEOULE NO. NA i '.f : > t ;. T EIRST MAXIwUM MAXIMUM LATERAL REACTIONS

_.!* ACING P ? R I C '>

St!!ufC

$ TRESS

=====

DISPLACE-VERT.

HORIZ.

(FT)

(5?C)

HENT (IN)

(PSI)

(LB)

(LB) r

.60

.0015

.0000 35.

43.

28.

4.70

.0050

.0005 141.

E7.

57.

/. Q._ ___ ___.JL13 '

.0074

.__._1m._.

130.

A S. _..

6 :-

.v237

.0C75 566.

174.

114

... 1 ~. )Q._

.0171

. _.. 01 P. 5 605.

217.

146..,_. _

1 ?. 's )

0534

.0401 1342.

261.

192.

14.'i 0717

.0792

1044, 310.

250, 1

1',.-

.;450

.1451

2724, 363.

321.

.1.;>

.12.QJ

.3025 4 4 0 7._ ____. 4_LL, 4 9 9. __ _.__.

23.0C

.14.4

.f393 9698.

488.

1069.

2i_.10

.1706 1.4793 14580 561.

1659._____

26.0)

.2137 2.1C16 17468.

628.

1877.

._ 2.. 13

.250h 2.9031

206S4, 6SS.

2153.

28. 00

.2905 3.9084 24035.

747.

2386.

_ _ _ _3.3. D

_. _! ? 3 9 5.1532 27701.

805.

2583.

3?.03

.3799 6.6723 31524 861.

2760.

34.13 423A

_P.5051 355?S.

917 2933.

36.00 4303 39011.

972.

3105.

35.10 5357

.=*..

44472.

1C28.

3278.

i 41.30

.5?!6

• • • • • =

49277.

1082.

3450.

6x!al M0'ilShTAL SFI5MIC FORCE L6/FT. =

10.55 l

\\

arfal VE4T!LL s*!

IC <ORCE oLUS DEAD Wi!GHT LB/FT. =

13.62

- wa(tw.U$ allowabli SupoSDT 5* ACING

' " - ~ ~ ~ ~'"

~~

1 e

.a N*

. e.u.

.eu.a.e

m. m -

e.*

.s e.en

.me..

_86 4.

g em ee d.

he um.14.D 4.h a eh ee

.'*4>#'8

__gg.-

4.p.

-e

.Is.

e ap

Q t49tE S 2 -4 A - @~ ~

~

~~

~

kt0WNS FERRY NUCLtAR PLANT-CONOUIT CRITitla'

~ ~ ~ ~ ~ ~

~

SSi (NVEtor~ SEISMIC RESPGNSE SPECTRUM (SY DAMPIN1) FOR:

. _. _.._ _. k F A C IOi. riU I1D I N G M A I N CONCRETE EL. 6r>4.0 FT AND BELOW HORIZONTAL 01010 RE SPON S E =.640 VERTICAL cIGIO kESPONSE

=.130 f1 CONOUIT MILO STEEL

". 3 N O U I T SIZE:

5.000 INCH SCHEDULE NO. ha 4.

$Upo0RT FIRST PAXIMUM MAXIMUM LATERAL R5 ACTIONS SOACING DcRIQ7 SEISMIC STR!SS

=====

DISPLACE-VEPT.

MORI' ~

~

Z (FT)

(SEC)

MENT (IN)

(PSI)

(LB)

(LE) l.t I.30

.001?

.0000 29 61.

40.

4.00

.0046

.0003 116.

121.

79 6.00

.01'O

.0016 262.

182.

119 3.00

.0144

.0050 4o5.

242.

159.

-)

10. M

. 0 3 0 ?.

.0122 727.

303.

199.

12.00

.043o

.0259 1075.

363.

253.

i 14.30

.054%

.G503 1530.

426.

323.

10.00

.0775

.0+12 2120 497 409 i.i.

14.30

.GHO

.1561 2862n 57_2.

51_1... _ _

20.30

.1210

.3102 4524.

655.

785.

22.00

.14c4

.7E54 9281.

747.

1575.

f.'

24.00

.1743 1.3704 13969 649.

2436.

26.00

.2045 1.9237 16612.

946.

2786.

25.00

.i3?2 2.5969 19717.

1073.

3224.

I..'

30.00

.2723 3,4242 226B4 1113.

3506.

3 2. E'-

.T095 4.4368

'- 25'914 1T93.

T8T9 ~."

34.05

.3493 5.6554 29260.

(). -

-~~BTOO

.3921 7.1094 32809. ~

1274.

4089 13HT - F33D.'

35.03 4 36C S.SZ75 36562.

1429 4570.

40.00 4941

• =****

40517.

1500.

4811.

O-ARIAL M0kIZONTAL S F. I S M I C FORCE LS/PT. =

14.71 1

tx1AL ViPTICAL SEISMIC F ORC L PLUS DEAD WEIGHT ts/FT.

25.97

=

3 i

L-

}

kr.AIMUF A L L O ). 4 h L E SUPPOAT'STACIN6

- ~ ~

' ~ ~ " " ~ ~ ~ ' ~ ~ ~ ~ ~ ~ ' ~ "

BS

.8

=

• • • .=_e==ee-.

e e.

m..

02

s a

T a,L L 52-sh-1

• • 0WN5 FfRRY NUCliAE PLANT-Coh3UIT CEITERIA a

155 ENVftgoe S F I SMI C ttSPONSE SPECTdUw ($1 DarPING) F07:

l' R E A C T oy_.311L[;l N S MAIN C O N C R E T E JJ,, _(11,2.L 5 7 ANQ B_ELOW 7

HO&TZ3NTAL RITIO Resp 0NSE =.500 VEkTICAL PIGID RESPONSE a.130 CONDUIT MILO STEEL

___ ___C.O N 091.T._S U f..t

.500 - INCH SCHE 3ULE NC. hA e

Suon04T FIRST MAXIMUM MAXIMUM LATERAL REACTICN5

_ _ _ ___ __. L_D.A C J N G

._ff,9J_Q 3

_55ISMIC STRESS

==========.***2858 DISPLACE-VERT.

HOCII.

(FT)

(SEC)

HENT (IN)

(PSI)

(L8)

(L9)

( T,.

3.00

.0170

.0035

356, 4.

2.

4.00

.0302

.0112 o32.

5.

a lh.

.. __ _ __. 5.3 0_ _ _ _

.0171 _

._.0279 10 3 t_. _ _

7 3.

1

.} \\

e. 0 's

.0677

.GeOS 1512.

4.

4 7.00

.0924

.1187 2177.

10.

c.

S.09

.1207

.2509 3473.

11.

10.

9.3's

.15?7 7082 73*?.

14 23.

10.3.

.1943 1.2034 10726.

1o.

33.

i-

= _. _.LL, 9 *,

____ _,2 2 s 1 1 1712 13157.

___... i t.

_39 12.03

.2715 2.51 0s 15706.

19.

64.

fi> ~~

13.00

.31a4 3,4g17~~~

21462.

23.

52.

1g497, 21, t r.,

14.00

.3696 4.6530 15.00 42a?

6.1409 24647. __

25.

56.

16.00

.4527 7.9519 28051.

20.

o3.

(.)-

_._ 17.00

.5449_

• =s-***

31672.___

_. 23.

63.

15.03

.6100 35508.

30.

67.

10.30

.eA07 39564 31.

71.

f')

20.90

.7542 43838.

33e 7'.

21.00

.5315 42332.

35.

7B.

22.30 9126 53045.

36.

32.

(1-25.30

.9774 57976.

33.

it.

2 t...) G 1.0863 63127.

' 4'O '.

49 25.30 1.1784 U.

26.30 1.2'746 ~

68405.

41.

43.

74037.

'i. 3 I ' ~ ~~ ~9 7

~

27.30 1.3745 79C95.

45.

100.

)

25.0J 1.*762 65923.

4o.

104 I

L AXIAL M0s!lCNTAL SEISw!C 503Ci L3/5T..

.50 AYl*L v*it;tAL s'I5kIC 5 0tC F PLUS DEAS wi!GHT LB/FT. =

1.1*

I Mat! MUM ALLOwaiLE SUPP07T SPACING

s TAFLE 52-49-2

~

'ADW95 FFALT NUCLLAR PLANT-CJNDUIT CRITERIA ~ ~ ~ ~ ~ - -

' 5f ENVIL'PC SEISMIC D E S P0t4 5 E SPECTEUM (51 D A M P_I N G ) FOR:

_.__ _._ riACT_.y -tlILDING M A,I_N _C_0 N C E E T S EL. 621.25 FT AND BSLOW HOET2ONTAL PIGIO RESPONSE =.500

.130 VikTICAL PIGIO RESPONSE

=

CONDUIT M!LD STEEL CON;UTT 572E:

750 I4CH SCHEDULE NO. NA SUSDC;T SIkST MAXIMUM MAXIPUM LATERAL REACTIONS

__ _iD A C I'J G F?RICO S!ISMIC STR?SS__

_ = = = ? :.8 = * *.= = = = * = =

DISPLACE-VERT.

HORIZ.

(8T)

(SEC)

MENT (IN)

(PSI)

(LB)

(LB) 4.1o

.C241

.0071 504 7

3.

5. n.'

.037o

.0176 793.

9.

4.

- _.d 1_1. _.

.0541.... _. 0374., __

1169..

1 1..

6.

7 3

7 9.J3

.0964

.1303

2287, 15.

o.

4. ') ;

.1220

.2597 3549.

13.

15.

10.0C

.1506

.o311 7362.

21.

34.

1 1. 'V.-

166 1.122d 10334.

24 50.

10.'s0

.716:

1. 5 "v 71-~

12422.

27.

57.

13. %

.2544

2. 2 0 4 0 ~ -- fTo oT.~ ~

~ ~D.

o f..

14.00

.??51 2.0654 17095.

32.

72.

55.10

.!365 3.9132 19632.

34.

77.

-~

16.10

.3354 5.0o76 22345.

3o.

82.

17.00 4351 6.4606 25235.

39 67.

it.00 4878 8.1220 21295.

41.

93.

~ ~ ~ ~ ~

10.70

.5435 31533.

' T3.

95 7

23,00

.6022 34940.

46.

103.

i 21.00

.6640

• ++e**

38522.

48.

108.

22.10 7267

+*****

42279.

50.

113.

23.00

.7965 46210.

53.

118.

2 4. 3 f-

.Se72 5031e.

55.

123.

2 5. ~i C 9410 54596.

57.

129.

26."0 1.017*

59051.

59 134 27.03 1.0976 636e1.

62.

139.

25.30 1.1804 6?49e.

64 144

.70~~"

~ ~

~ ~

AtIAL 8 0 ;' I Z 01.T A L Si!SMIC FORC5 LS/FT.

=

~~~f.~57~

~

arI L Yi>TICAL 5tISw!C 50 ACE *LUS O!a0 WEIGHT L B7 F T.

=

..f

• a ( ! w.y u ALL0wAbt! SUPD721 SDACING

.3.

i

_.A

=

1

TaiLt

$2-42-3

7. '.

9wNS FERRT NUCLIAG PLANT-CONDUIT CRITERIA s.-

is! t 'J v i L 6 3 SiTSMIC JEspouSE SPEqcuM (51 OAMPING) FOR:

R i a C T 'd su1Lb1NG MAIN C O N.C C E T E E L,_L21,2 5 F T AND B E L. O.I n0Eil0NTAL FIGIO REspoNs* =.500 VEETIC4L RIF.10 RESPONSE

=.130 f%

CONDUIT MILO STEEL C oh DUI T_ 51 ? f.:

1.000 If.CM

$CHE00LE NC. h4 S up po si FIRST M A X I N. U M MAXIMUM LATER&L REACTIiNS

_. _2 A Cl'11

___ _ P i : 10 *>

S iLL*.LC..

$1LiLL

=====

0:sPLACE-VERT.

NORIZ.

(PT)

($FC)

MFNT (IN)

(PSI)

(LB)

(LB)

._,j 4.a0

.0147

.0043 423.

12.

6.

J 5.00

.0308

.0117 661.

14 7.

=

l 5.._

6.30

.0444

.024t___...

9.n. e 17.

9 7.00

.0604 0470 1353.

23.

11.

t J_._10

.0740

.0'3E 1d44 24 14 f

9.00

.090s

.1424 2470.

27.

17.

8 10.M.

.1233

.26*9 37?o.

31.

Pi.

11.35

.1451

.M:2 744t.

36.

5.".

__. _. _ _ _.. _1 M)

.1775 1.0e53

__10315.

41. _

_ 95.

+ 5..

11.00

.20$3 1.472e 12192.

45.

14.00

.24_1_6 1.??c5 142e5.

47 109

's 15.00

.2773 2.6203 16434.

53.

120.

16.00

.3155 3.3745 1P.745.

57.

130.

17.00

.3562 4.3275 21164.

61.

130.

.1 -

10.00

.1994 5.4409 23741.

65.

146.

19.00 4450 6.75cc 26461.

63.

~~ ' 5'4

' " ~ - ~ ~

1 20.33 4033 E.2969 27324 72.

163.

C-21.00

.5436 32353.

70.

171.

22.03

.506e 35437 79 179 2?.30

. 520 33736.

83.

167.

O 24.03

.7100 42233.

37.

195.

..'i 2 5. 'J 3

.7704

• r****

4562e.

90.

203.

I l

26.03

.5332 49565.

94 211. ~

~~

}

I U.

27.00

.5956 S D.T2. ~ '

96 211 2A.00

.9663

$7485.

101.

223.,

i t

O.

Ax!AL M0el20ATAL 56I5MIC FJECi LB/Fi. s 1.1'O' ' ~"'

l

~' "

' ' - ~

" ~~

l AXIAL vikTICAL SEIS*IC FORCE PLUS DEA 3 WEIGHT L F./ 81.

2.6e

- ~... -.

1

=.

.-. Mat 1Muy__ A L L 0 da_e L E__S U D P S A T $ 8 A C.I N._G_..._

)

3 l

)

la *L L S2-43-4 Jo0dNS StRRT '#UCL-A D LANT-CONDUIT C at I T E R I A

~ ~ ~~- ~

4 Lt: 14V'Lne: ! " ' 5 4 I C D E S D f.N S.i SPECTPUM (5%_ DAMPING) FOR:

i 2 C 12.i..

• U i L.C.d_N_S_ f 4.LN_.C Q!!CA E T.E..f.L...p_21. 2 5___F T A N D 8 i L 0W

-4 *>; ! Z 3 414 L ? I. I *., o r sposs3 :,500 vi;TICAL PI61] RtSPONSE s.130 C f. *i ' U I T

'4 I L '; STill C M. u! T !!7e:

1.50C INCH SCHEDULE NO. NA Ius200T sIu;T MaxIvyw waXIMUM LATER4L REACTIONS i e t C I '..,

p i K I 'A LEISMIC _

STRESS

=====

OI5 PLACE-VEDT.

HORIZ.

(FT)

(SEC)

MENT (IN)

(PSI)

(LB)

(LB) 4.10

.0134

.3027

?B2.

19 9

'.. '! J

.0200

.0054 440.

24.

11.

. :.12

.0 F,1

.0112 634 2 5. _.

_..1 4

.".a

.C41:

.GiGi 572.

33..

1s.

.05%

.0364 1160.

34 20.

6. );

.0o76

.0o03 1516.

43.

24 1 ~:. M

.0637

.045_4 1041.

'9 2 0._ _

1 1. i.,

.1313

.14d?

24d3.

55.

35.

11 1.?

.12 M

. 23_9 5 _

3476__.

61.

52.

11.30

.1414

.5455 6320.

68.

101.

._1i.'C

.164C 47?9 9C89 76 149 15.33

,1 3,

• t 1.2001 10752.

B4 175.

. =

1*.1)

.?142 1.5587 12330.

91.

195 it.JJ

.2413 1.9907 1400a.

95.

217.

7-1 *.. %

.2711 2.50!9 15745.

104 233.

~

1.?O

.3021 3.1111 17o02.

111

"~~2 5 3..

23.10

.3347 3.5206 19510.

117.

26_6_.

J-21 'JC

.3690 4 6451 21516.

123.

279. _ _.. _ _.. _

2 5. K-

. ~, 5 C 5.5067 23620.

129 292.

23.3C

.=427 6.sE76 25E23.

135.

306.

_ 1-24.03 4320 7.0300 78122.

141 319 25.03

.f233 7.3374-MSU.

~147.

33'2.

2. ~, 3

.5657

'23039 153.

346.

l

~

3T5 47 F"' ~~15 W.

3 5 0. ' ' " ~~ ~~

27.30

.s103 2'.00

. e $ $1 -

33283.

165.

372.

s T ~. Y',, " ~ ~ ~ ~ ~ ~ ~ ~

Art: L m ) ; I i t >. f a t.

5:ISMIC EORCC Lb/FT.

^ ^ ~

m

XI L vi;T* CAL 5

liw1C F0FCE DLUS OEAD WEIGHT Le/FT. =

4.06

- N.1 49u _a u G W KF Su u p( k T S P A C I N *.

+

~4~

~

TA5Le 52-4B-5 63Cs15 F E R *d Y NUCLEAR PLANT-C0h001T CRITERIA 5SE INv'Lcce silSHIC oEip0N5e !DE.CTRUN (5%.0&MDING) FOR; c c A C T O 's sulLb!NG MAIN CONCkETE EL. 621.25_FL AND_B! LOW

(,

.500 H0c'ZONTAL RIGIO 2!% DON 5f r

.130 VERTICAL PIGIO Rc5DONSE

=

CONDUIT MILD STEEL i

.s

..S2N201T 51_2_.c :

2.000 INCH SCH 0ULi 40. NA SUDDORT FIGST MAAl*UM MAXIMUM LATfKAL REACTICNS II S P A C.I N ;

EEkIOD S E I S M 1_C STRESS

=====

DIS & LACE-VERT.

H0DII.

-- (LB)

(LB)

(FT)

(SEC)

MENT (IN)

(PSI) i.

'.00

.0100

.0315 233.

27.

13.

5.30

.0170

.303c 364 34 16.

% 33

.0?~5

.0374 52L. _

s3.

18 71c.

47.

23.

7.0)

.0334

.3137

)

i.07.

.0436 0?37 945.

54 27.

0.00 0552

.0355 1219 61.

32.

19.10

. G f ^.1

. o *. 0 0 154G.

63.

3f.

11.09

.0-14

.0;22 1937 7t.

45.

11.JO

.00f9

.1354 2 3 4 9.,_.

3 5 ___

!Z.

t 13.30

.1151

.2152 3195.

94 72.

14.00

.1335

.3h92 4012.

104 120.

• I-15.00

.1532

.7143 7790.

114 193.

16.7G 1743 1.0*65 101_00.

126.

264.

17.00

.1965 1.3114 11445.

137.

2B3.

l (I -

_ __11, 0 0

._2206 1.4_546 12954

._.146.

319.

19.00

.245M 2.0565 14482.

156.

344 20.00

.2724 2.526c

16039, 165.

360

() -

21.00

.3003 3.0735 17794.

174.

397.

??.00

.3215 3.7C29 19534.

133.

416.

23.30

.3602 4.4246 21356.

192.

435.

,() _ _

24.00

.3922 5.2470

23259, 200.

454 25.00 425e o.1792 25244 209 473.

27.10 4964 3.4093 29454 492.

26.10 6603 7.2305 27310.

21?.

226.

510.

(

25.30

.5333 4.7269 31679 235.

52%.

2.5T

'~ ~

^

~~

fii4L ri - I fU.~t A L S E I 5TI C"T67C E L6/TT.

~

=

sxlAL Vf='TICAL SEISMIC 30:05 PLUS DEAD WEIGHT L*/5T.

5.77

=

=-

- katlyQy,41L0wahlE SUSDORT SPACING i

b)

TanLE 52-48-6 SE0wN5 5: REY NUCL*AR PLANT-CONOUIT CRITERIA

~ ~ ~ ~

5:

UVrLoc-SFISMIC RESDON59 $PECTpVM ($1 OAMPING) FOR:

2

_. 3.i Af..D L 10 T LI D G M A I N Ch N._C3. E T 6 EL, 621.25 F,T AND BELOW m0:IIPJTal oIGI3 PESpONSE =.500

~

VitTICAL RI1ID RESPONSE

=.130 CONDUIT HILO STIEL

_ f. 6 N })LI T ii7':

2.500 INCH SCHFOULE NO. NA (Ur?Cai c I s it HeXIMUu MAXIMUM LATERAL REACTIONS

't:CING P.: r. I_q_3 LE I SM I C STPE51___

=====

DI5 PLACE-VEkT.

HORIZ.

(

_ _ t *_)

(${C)

M(NT (IN)

(P$I)

(Ld)

(LB) 4.10

.0005

.C011

?14.

47.

22.

!. 'C

.014i

.0027 335.

50

23. __

.'0 0214

.0056 482.

70.

34

7. s '

.C201

.0104 650.

52.

39.

'.10

.0350

.0179 863.

94 46.

'.'0

.04b0

.0290 1105.

106 54.

1 0. r.

.0501

.0452 1395.

118.

63.

11."-

.D71?

.Got2 1737 132.

74

17. L,

.L$54

.009i 2133.

146.

86.

13.iL

.1032

.1441 2017 161.

lF2.

i.

~

14. C

.1163

.2224_ __

5181.

194

..__2 2 4.

3446.

177.

137.

1 5. 10

.1335

.3503 i >. 3 v 151;

.6971 8073.

212.

353.

i

17. >) J

.171A 9924 10A65.

232.

488.

,I -

15.10

.1922 1.2507 1 ;. 7)

.21 1 1.5573-11779.

251.

522.

1 f3218.

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~

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=

O' HILO ST EEL C0h0VIT C Otj00 T sT7Fj 3.000 INCH

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=

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- " ~ ~ ~ ~

~

.o';..

\\;0wN5 F F. R 41 NUCLi a? C L ANT-CONOUIT CRITERIT-ist f 9Vilf*P E SFI5WIC RESDONIE'$PECTkUw (5% DAMPIh") 500:

I RFACTOR FUILDING MAIN CONC 24TE FL. 5o5.0 FT AND hilow HORIl0NTAL RI"10 R?sDON5i a.240 VERTICAL IIGIO R f5'P 0 H S E

=.130 CONDUIT MILD STEiL CONDUTT SII~:

2.000 INCH SCHEDULE 40. N4 i,

SUFDCRT FIFST MAKIPUw MAXINUM LATERAL i A C T I C t. 5

(

5DACINA P ? i ! O r.

Sil5 HIC STEESS

=====

~-~

~~~~~~

DISPLACi-v!RT.

NC IZ.

-- _ -..T )

(SEC_)

H i.h.i..( I N.).

( P S I. )=

(Lo)

( L F- )

(F

(,

4.00

.010v

.0014 217.

27.

7.

5.00

.0170

.0'33 339.

34 5.

f' e.00

.M45

.0069 4R7.

40.

10.

' ~ ~ '

')

7.00

.03.T ~ ~.0128

$t.

i. 7. "

12.

i.00

.0436

.0?22 434 54 it.

i 9.00

.0552

.0367 1152.

61.

22.

10.30

.04E1

.057e 1467.

09

?'.

11.00

.Js?4

.045C 1507.

7o.

~ ~T2.

i.

12.1C

.00 0

.1; 39 2191.

35, 3o.

13.30

.1151

.1741 2623.

VI." ~'~

40.

14. D

.1335

.2423 3140.

1 0-15.00

.1532

.3502~

3922. ~

104 44 i i i.~'"

' '5 7. ~~

~'

16.00

.1743 4140 456!.

126.

77.

i 17.00

.1906

.6667 5666.

137.

84.

() -

16.00

.2206 8217 6443.

146.

' ' ~ 107. ~ ~ ~ ~ ~ ~ ~

90 19.00

.245F

1. 0 21'$

7T94

~'iS6.

j 20.00

.2724 1.25e0 5001.

1e5. ~

~~11$.

~ "'~~

l C) -

21.00

.3003 1 5284 9439~ ~ - ~ ~ 17'4 124 j

22.00

.3295 1.8429 G716.

1E3.

131.

23.00

.3602 2.2C36 10c35.

192.

135.

() -

24.00

.3422 I.0153~

11591.

200.

144 25.00

.425e 3.032'3 f25s9

~209 150. ~ "

.'."~ l

~

~ - ~ ~ ~ ~

26.00 6603 3.6092 13629.

21 5..

15o.

l L1.

27.00 49o4 4.14t7 14704.

22e... _..162.. _ _ _.. _.

g 2%.00

.5314 4.3576 15/19 235.

165.

4..

s

• E.

. i le.

I Ax!AL HQgIlONTAL $il$MIC FQRCE LB7FT.

~~~1.'23

=

i

.t AXI AL VC RT IC AL SE15MIC FORCf PLUS Di40 w!!GHT LL/8T. =

5.77 MAKIMur ALLO. Ant! $UDPCrT SPACING e -

.g.

e -.... _ ~.

l

T A 'il i

$2-4C-*,

e

.(

ir6.N5 58R;T NUC L' A V PL ANT-CONDUIT CRITE RI A

_ =

1 48 i '. V F lo r a sitsufC R E S P os. S ? Sp!CTrUM

(*>t DAMPING) 50Rt 4*4.: tor 71L}_LiJ.!41 la16{ C 0 N.L i.TJ._iL& _ $ elt.0 FT ANC 3iL0W es110NTAL fG10 RisoaNSF =.240 a

vtsTICat cIGID REsoCNSE

=.130

• G N ") U I T W. ! L O ST EEL O ', N r 9 f f it ?. :

. F.C IfJ C H SCHiOULE NO. NA Supo6kT F I~ $1 MAAIMUP M4XIMUM LATERAL REACTICNS U AGIN '

Pf.? I C 3 5115MIC STp!SS

=====

DISPLACE-VERT.

HORII.

(FT)

(SEC)

MFNT (IN)

(DSI)

(LB)

(LB) 4. 1 ')

.C105

.0010 199 47.

12..

3.10

.0146

.0025 311.

59.

15.

t.70

.0214 0052 4 4 9...

7.06

.0201

.0097 e10..

70.....

....1 7 62.

20.

.30

.0167 604 94 26.

__ i.'S.. - -

.0'50

.0272 1037.

106.

34

.04.Y0

_ _1. 3. 3 '

050;

.0430 1124 118.

46.

11.11

. U 71 -

.0544 1e39 132.

55.

1 '. '.

.C354

.0327 1983.

14o.

62.

13.03

.10C2

.1294 2369 161.

68.

14.1)

.1163

.1791 2799.

177.

74.

15.00 1335

.2423 3312.

194 82.

1.33

.151 '-

.3427 4084 212.

105.

17.30

.1714

.4732 5000.

232.

140.

I 15.03

.1927

.6143 5806.

251.

161. ~ ~ - ~ ~ ~

10.00

.2141

.7756 65S8.

269 181.

20.10

.2373 9514 7322.

2AS.

196.

i 4

21.00

.2616 1.1579 8002.

3D~f'.

209 l

?1.30

.2'71 1.!*ts 5905.

317.

226.

23.33

.3134 1.teS9 9748.

333.

233.

J-24 10

.3417 1.9.317 10633.

348.

251.

25.00 3707 2.3354 11547.

364 262.

ii.33 4010 2.7346 12531.

379 273.

). - - - - ~ ~ '.

27.03 4324 3 1632 13493.

394 2 F37 21.*i3

.4650 3.6*45 14522.

409 294.

=

j.

'vlaL "0k!20hTAL Sil3MIC FORCi th/ST. =

2.14 arIAL ViLTICAL SiISMIC FORCE PLUS 0~.10 WEIGHT LB/=T. =

10'.07 ex7MUV A L. L 3 6 A B l i SU2rGdT SPACING

Q, -~

~ ~ " ~ - - -

1a

'ftC-7 e c 0 = '4 5 eiRRf N U C L. A E.

PLANT-CONOUIT-CEITERIA

~

S$i E 'J V ' L O P F Sff5 HIC 2 F 5 0.% )i.,5 0_E_C T MM (5J DAWPING) F 0_r :

I'

E A C T o R 30!Lb!NG M4fN C_0.A_( RJ T E _ E L. _5 6 5. 0 F T _ A N D 6 E L Q.w,._,

.240 HORI21NTAL RIGIO O!SPONs? 3 Vt4TICAL E1610 2(SPCNSE

=.130 0

CONDUIT MILC STEEL

__CONCUTT S I ?.r.: __.

T. 0 0 0..I.N.C.. h.... _.S.C..H..f _3 U_L EN.O.

N A.._.

=

SUPoiaf FI;51 war!PUM MaXIMUd LATERAL RtaCTIONS O-S P ACIO P: LIOD

$$1$NIC ST E is s

==.s=====zzazz=sas DISPLACE-VERT.

HORI2.

a (FT)

($!C)

MENT (IN)

(PSI)

(LB)

(LB)

?.3G

.0023

.0C00 44 34 5.

c.33

.00s1

.0007 17t.

o7.

17 f,'. _ _ _.

e.o)

.01 0

.___ 003L 30e.

101.

25.

i.. '4

.'.324 3120 70s..

135.

34

)

1 0..' *,

.C % $

.0304 1140.

1on.

57.

12.*0

.0721

.Ge63 1726.

206.

t

14. D

.?C41

.1766 242e.

245.

1 C_5.

1. 10

.12?&

.? ISO

!296 294 122.

I.I-1 :.00

.13 %

4116 _

4301.___,

348,_,.

144 2).32

.7022

.6:e7 6412...

403.

264 N.30

.2447

1. 01 2.1 7642.-

450.

311.__.__

O-z4.ao

.2912 1.4373 9377.

496.

354 26.30

.3413 1.cs32 11035.

541.

389.

2f.00

.39$4 2.6721 12E22.

534 421.

O-30.00

.csse 3.5275

14744, 627, 431.

32.00

.5177

. 5e90 16737.

670.

461. "~~- - "

34.13

.5445 5.E237 19455.

713.

511.

O-36.aa

.e553 7.3198 21252.

755.

541.

3;.30

.7301 0.0i??

23610.

797.

571.

40. 10

.6090

• • =***

2t235 239 601.

O.

AXIAL N0012CNTAL SEISHIC FOPCE LB/FT. =

3.06 I O-

<t AXIAL V!KTICAL S11SHIC FC2Cf PLUS DEAD Wi!GHT LB/FT. =

14.43 e

3

}

m a

eO.

~>: ur atto acte suPPoel s PrcI so r

i g

~l (i.

Ta sti 52-4C-4

• : 3 d '15 FERRY NUCLi4R P t. A N T-C 0h0 VI T CRIT!RIA

• • i. VEL'** StISMIC riso0NSE SPECTRUM ($1 DAMPING) FOR:

' A C T.fil 3 U I LI T M.?.A.J 'L G O.N.GJ.11 E E L. _ 5 6 5. Q.._f 7 _A N O _B_t.LQ W

, M T t.'W T a l 4: GT1 p5500N5! =.240 viKTICAL 71513 R-SDON5!

.130

'NDUIT v!LO STErt C ri ' ', i.i ! T s:2::

4.000 INCH S C H F O_U_L. E... N.o... N A

.;m:r F Is iT ManIMUM MAXIMUM LATERAL REACTIONS

...' ' 8

• l V.

D E ; I O 7,_ _jil)f_I C S T A E_S 5_.

• ================

O!5 PLACE-VERT.

HORIZ.

(rT)

(SEC)

NFNT (IN)"

(PSI)

(LB)

(LR) 2. 's.-

.0]15

.0000 30.

43.

11.

• .15

.0059

.0004 122.

67.

22.

4.10

.0.1.34

.)&OO 2 7_4.,_ __ _ _1 3 0.

32..

".1.3

. f. 2 3 7

. 3 (,, c,.

4B7.

174 43.

1'..',.'-

.0371

.0159 765.

217.

5 !L.

1?.33

.0534

.0342 1146.

261.

93.

1.4. D '

.07?7

.Dedi 1627

__._.31 0,

130.

it.'S

.0250

.1150 2133.

363.

155.

1 a.i.'_.. _ _, _1 2 0 2

. 1414 2 5 4 9,_._ ____ 4 2_2a 177.__

g

.;)

.14t'

.3236 3869.

468.

238..

[,. 2.0._

.17 4

.5704 5230.

561.

349 24.03

.2137

.7706 643c.

628.

423.

2^.72

.250; 1.0*3e 75B6.

688 476.

2".10

.2907, 1.4335 8834 747.

532.

_ 30 )]

.3330 1.6920 10164 805.

578.

37.)?

.379C 2.'529 11586.

361.

621.

_3.4. _13 424!

?.1306 13099 917.

660.

38.JC 430s 3.0388 14700.

972.

698 33

.?357 4.8914 16382.

1028.

737 47.3d

.3:35 6.00e1 1516C.

1062.

776 3.

a:I;L

..'!!U%fal Sil5MIC 80RCE LB/FT. =

3.96 f

't!at v ' 4 7 ' r. a t 3EI5v!C rorCE PLUS DEAD WEIGHT L6/FT.

=

15.62 e

\\

e

~

-:.<: u-2 L L Tis e t. E 5U61~6Y T s o A c I N r.

~~ - -- "-

h.

Om ei

_a E.q D

4 e.u. me

e. _

_e e o e_-

. pm a.

_. e_

...s_.a_.

e.u.

p..

4.e ee

_ gu

m. _ _ _

mu 52-4C->

~

O~

~ ~ ' '

4 0W15 F i tt 0 Y NUCLI N~ plant-CONDU T CRYTic!A 55t ! *4 V f L 0 d 5f!SMIC Q E S PON S_e_.5 P E C T Q U M ($1 OAWPING) 80E:

l t r a CT O R _* H.I LD I N G M & ! N C O.N.C P.E..T E (L. 565.3 ST 4NC BELoit i

HOEIIAN1f.L 2I'.10 2ESPONS* a.240

.130 VERTICAL ElGI0 R E S P 0'as i

=

~

( '.

CONOUIT MILD ST!EL C ONCUT T $!? :

5. 0 0 n I'J C M

.. S.C.4 T O U. L_ c.No.NA.

' uDPoti r!K5T M a t !'4 U M

" A K I M U '4 LATERAL R ACTICNS

~

.$ P A C I N 'i P 8. R 10 0 5 ' I 5 a' I C STAESS,,.

ss====ss=======

015 DL A C E-VERT.

NORIZ.

( F. ' s (5!C)

H5NT (!N)

(PSI)

(LP)

(L6) 2.30

.0012

.0300 25.

61.

15.

4.30

.304?

.0003 100.

121 30.

_e,03

.010

.301-2 2.t.

162.

45.

5.00

.3194

.1043 431.

242.

oC.

i

)

10.03

.0T01

.0105 62e.

303.

75.

12.03

.0436

.0222 920.

365.

105 14.30 0543 0430 1337.

4 2 c..

1: 5.

16.10

.0775

.0755 175i.

497 209 ik.30

.09EO

.122; 2233.

572.

244.

20.90

.1210

.1G43 2695.

655.

275.

22.00

.14o4

.3135 3E2!.

747.

3e2.

'. i 24.00

.1743

.493b 5065.

849.

511.

2e.00

.?O45 7035 6184.

C46.

623.

29.00

.2372

.S509 7224 1C26.

708.

10.00

.2723 1.2556 8326.

1113.

753.

t.l

~~'~

32.90

.33+E 1.e277 9497.

1193.

8 5 3."~

~

14.93

.}499 2 0774 10745.

1274 913.

(1 -

36.00

.3421 2.6146 120t2.

1351.

974

~

38.00

.43e; 3.2500 13457.

1429.

10?!.

= 0..Q 4341 3.o+33 14924.

1506.

10TI'.

().

~

MORIZ]NTAL SEI5 HIC F O R_C i__(..B._/_.F.T. _=,_._.3 5 2

_A_.x..I.A. L-g I

A X I t. L V i t T I C A L' Sif5w!C F000f *LUS DEAD WE!GHT LB/FT.

25.97 f

s I

i

. - Matlett> ALLOWa5Li SU3P(KT SPACING i

L

_9 T

j O

- = * * -

.m,..

J

TA5Li 52-40-1

%ROWN5 FERRY NUCLEAR PLANT-CONDUIT CRITERIA

% ]:3

'n.

SSE ENvit0c8 SEI5 ult DESPON5E SPECTRUM (5% DAMPING) FOR:

REAcTop BUILDING RPV SHIELD WALL FL. 622.83 FT AND BELOW

(), - -

=.580 HORIZONTAL RIGIO RESPONSE

~

VERTICAL RIGIO RESPON3E

=.130 rn.

CONOUIT MILD ST EEL CONOUIT SIZE:

.500 INCH SCHEDULE NO. NA 1

e SUPPORT FIRST MAXIMUM MAXIMUM LATERAL REACTICNS S P A C 1'10 PERIOD S E I SMI C STRESS

*====

DISPLACE-VERT.

HORIZ.

(PT)

(SEC)

MENT (IN)

(PSI)

(LB)

(LB)

^ ),

3 n0

.0170

.0039 393.

4 3.

n 4.00

.0302

.0124 699.

5.

4 jl.1 -

5.10

.0471

.0321 1156.

7.

5.

o.30

.0679

.0734 1620.

9.

7.

g 1

7.10 0924

.1434 2632.

10.

10.

8.00

.1207

.2764 3845.

11.

13.

9.30

.1527

.6R16 7357 14 23.

10.00

.13h5 1.o600 14495.

16.

43.

=

=

l.

11.03

.22%1

?.629s 10377.

1A.

57.

12.00

.2715 3.7355 23272.

19 66.

e 13.00

.3186 5.1531 27A55.

21.

74.

f).

14.00

.3696 6.9375 31966.

23.

82.

15.00 4242 0.1440 36702.

25.

8E.

16.00 4327 41764.

20.

93.

() -

17.00

.5440 47151.

28.

-90 18.00 6109 52802.

30.

105.

19.00

.6807 58S99 31.

iii.

() -

20.00

.7542 65262.

33.

117.

21.00

.5315 71951.

35.

123.

22.00

.912e 78927.

35.

128.

() -

2J.00 9074 B6265.

36.

134.

24.00 1.0860 93930 38.

140.

?5.00 1.1784 101920.

30 146.

1 ().

26.00 1.2746 110237.

41.

152.

27.00 1.3745 117380.

43.

15E.

28.00 1.4782 127545 44 103.

=

i () -

?

=

.55 AXIAL H0RIZONTAL SEISMIC FORCE LB/FT.

AXIAL VT TICAL SEISMIC 50RCE PLUS DEAD WEIGHT LE/FT. =

1.14 M4I!*Uk ALLOWABLE SUPPORT SPACIhG 3

()

~~

, g. t t 3 3 2. ;. }

[,,

s ' 0

• h'5 F E E ; Y Nui. L E A R Gi W ~.ONOUlT CPITfFla

~

5?? 89v Lorf $5I5w!C REsDONSE_SPFC1tuM (5% DAMPIN1) FOR:

Gif*,TO: billtDItt", Drv SH2 El.D WALL CL. 622.83 ri AND BELOW i

Hea: It)NTAL P i t:! D D E S P ON T. ! =

550 VERTICat PIGIQ RiSPcNb6

=

130 CONDUIT MILO LiEEL CONDU!T SIIt:

750 !NCH SCHt3 ult NC. N4 5U00G01 Fis51 haK1>UM MAXIFUM LATERAL REACTICAS SoaCING PETI 00 SEISMIC STRESS 3================

O I S DL 4T,i-VERT.

HORIZ.

(FT)

(SEC)

MENT (IN)

(PSI)

(LB)

(LB) 4.00

.0241

.1074 557.

7.

5.

5.00 0376

.0107 t39.

9 7

. _.. _.. -.. p. 0 0

.0542

. 0 4,3 9_ _ _ _ 1J_6_E._...

. _1.1...... 13...

9 7.16

.0733

. 0 3 r.4 2032.

13.

3.30

.0064

.1565 2750.

15.

15.

D.70

.12?0

.2364 3928.

18.

20.

10. ~d

.150'

.f365

60o7, 21.

34

11. :.0

.1 5.' 2 1.5'Z4 13655.

24 e3.

~~

12.}>

21 6

?.3740 1235A.

27.

55.

13.0C

.2544 3.2763-21677.

29 96.

~ ~ " " "

14.3)

.2051 4.4180 25341.

32, 100 C'

15.00

.33$3 5.6264 29131.

34 1107 16.00

.3254 7.5;69 33?BO.

36.

129 17.00 4351 9.6t97 3757e.

39 137.

O.

1%.30 4 87 F.

+e****

42131.

41.

145.

~

it.00

.5435 46?45.

43.

15T.'

~-

20.00

.6522 52017.

46.

161.

O-

2. 00

.we0 57349 ca.

TO.

22.10

.7267 62041.

50.

177 23 00

'.79o5 68793.

53.

185.

O.

24.00

.5672 74905.

55.

193.

25.00 4410 S1236.

54 2W 26.30 1.0173 F7565.

57.

210.

C.

2?.h 1.0c76 G.7 D.

5 W.-

215 25.00 1.1301 101:02.

61.

226.

r, y

Art:L HovlZohTAL $ 5 I S w.h ;) f tTE5 fF T.

~

--~ '.~5 1 ~~ ~ ~

~ - ~

3 OI AL vitilCAL 51 5MIC 5 0 A C E

• L U S D E a 0TIGN T 'W2 'Ti 'm " i'.57' '

'M u:ru ttt o ntE sua m i sp4Ci$c.

EG

~

G

T ; '- L E 52-40-3

. 3kN5 *Etti NUCLiAA DLANT-CON 3UIT CRITERIA S$i !NVft00? 55.!SMIC QE580NSE SPECTDUM (5% OA=DINO) FCO:

EEAGTnR

'J !l fgj N O : D(.5H!cL3 WALL EL_,6JJ.i) F T

._A N ) _9 E L O e.,

j

(

I g, --

HORIZONTAL GI?10 R E S P O N 5 !.._. 5 0 vtETICAL klGIO RC580NSE

=.110

(%.

CONOUIT MILO 515EL CONSUIT 5:1!:

1.000 hCn SC H iDUL.

NA SUD"0RT 5tc5T Me\\1~Uw PAXIMy*

LAl ( ;L &iaCTIC65

,'i S P A CJ N G P5:10D Sr!5MIC STE!SS

=====" ***======*

OI SPL AC E-VECT.

HO?!I.

(5f)

(SEC)

Hist (IN)

(PSI)

(L?)

(LE)

('n v 4.30

.3197

. C 15 3 est.

1.'.

5.

5.00 030s

.0124 732.

1.

12 I I

l'i 6.00

.04:4 0 ' f. 2 1102.

17 11.

a

)

i f.D 3 0304

. 6fil 1eSi.

2..

1'.

A.30

.07??

.1026 2252.

2.

0.10

. 0 0 G ?.

.1456 2431.

27.

27 t

10. 0.?

.1231 746%

4124, 31.

25.

11.73

.1471

. e '. i 1 t'ot.

't.

( 'I.

12.3J

.1775 1.3544 1 2. ?._,

41 1~1 13.00

.20!3 2.1! ti 1772t.

65.

141 14.00

.2414 2.0(0-21045.

45 1*:.

(3.

15.00

.2773 3.5495 2436t.

5.

It2.

16.00

.7155 5.0520 2 7.' 1 !.

57.

105.

17.00

.35e2 e.6447 31511.

61.

21o.

() -

19.00

.3004 8.1075 3!!55.

~

27".

- ~ ~

14.00 4450

• .a***

3TT5T.-

c.

242.

20.00 4930 43654

'2.

2f5.

() ~~

21.00

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(SEC)

MENT (IN)

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28.10

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286!.

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1351.

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1429.

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1 ().

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=

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~

Nvit3r: siIsu!c e-s90sst $PECTRUw ( 5 t O_a__M P I N G ) FOR:

• acto:

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.130

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• 5875 HIC S T R E S_ S

• ===858=8888====*

D15cL4Cd-VERT.

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(FT)

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MENT (IN)

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=.130 CONOU!1 HILO STEEL CONOUIT 5!!!:

1.000 INCH SCHFOULE NC. NA SUFDURT F I C. 5 7 MAXINUM MAXIMUM LATERAL REACTICNS 3 PACING P E R 10*s 5t!5 HIC

~

STRESS

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MENT (IN)

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=.130

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l I'*

REACTot EUILDING Roy S H I E L O._y & L L _J k. 5 0 5. ij FT ANC B EL ow HORTZONTAL R I P.10 RESPON5F =.580 VERTICAL RIGIO Rb5PONSE

=.130 Ca.

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5.77 j

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394 i fE1.

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('

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=.130 O.

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1 1 '. e t u v t. L a e

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p+ rio 85 Low

?

m._

• • .!!nNTAL e t a !.". P E S P o y S E

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4. 000 INCH SCHEDULE NO. NA

ht a

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D 1.

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'561.

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628 1853.

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9.56

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15.62

=

i

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,.595,2$

FT AND 6.(LCW

~

n0: 1!1NTat einID D E S P O N !.* *.550 viaTIC AL PIG 10 RESPONSE

=.130 C O N Dt;!T MIL 0 STEtL l

C0hDu 1 5123:

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INCm SCHfDULE NO. NA aVPDC.T FiW5T M a t I m p *4 MAXIMU" lateral 8taTTR E5 po&C195 estion 5!!$MIC StrE5S

=====

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• u._-..

. ~ _ l

Ta3Lt $2-48-1 -scwu F! tar NUCLean otANT-coNou!T Ct!TCna <ti ! ', v 6' L o r t t.Isw!C N SpoN5F 5pg DUw (51 04HPING) FO: I El L5A r. t '..* 2 A T o o SUIL0IyG !L. 5 ? 5.O_ = g. HORf!ANTAL t!*fD PF3DONSF *.504 VIRTICAL k!GI3 RESPONSE

• .290 CONOUIT MILO STEEL C_.M.. S_U t f 51 2 f t..

.f00 19CH._ S C H E S U.L.!...N.o. N.A.. ( S U O 5 0.' T FIAST Max!aUw M6xIPUw LLTERAL E!aC11Ch5 I,' . lDA G N 's 5' T i' ! 09 5 E !.)M.,1. C. S T t L5_S

=====

DISPLACE-Vt27. M0411. _ ST) (SEC) MENT (!N)_ (P31) (L6)_ (L8.) ( (1 3.10 0170 .%6e oli. 6. 6 4.au .c502 .0213 1211. s. E. I 6. o r, .0e74 .1: 3, 2725. 12. 12. 5,90 .0471 (p L2.4 1.t o Lt __1 3,, 12, _,,,,,,,,,, ')

7. M _

.042 __ . t S 13_ 371C. 14. 14 ( +. 3 ;' .1207 .3434 4465. 10. it. t . 500 4132. _1 4 ,_,1 8 t.00 .1577 1C.)0 .1 s. 5 . i,3 d 3 7571. 20. 29 I '. _ __.._ _... 1 1. U ._d 2 A i 1.2273 91e.3 22.t_ _...' 2, i 12.0U .2715 1.7552 10902. 24 24 12794 26. 2o. i 13. *g 3 .31st 2.341 i (,1. 14.30 .369e 3.2202 19 38. 28 2!. l 15.10 4?4? 4.2437 iT334. 30, 33. 16.U0 4627 5 4936 19331. 32. 32. (I* _17 JO .5440 7.00L2 21 E7 4 . 3_4._ ___.__ 3 4 14.00 .c100 S.7i97 24529 36. 3o.

• • • • • e 2733C.

36. 3!. 19.00 .,o307 O. 20.03 .7542 30252. 40. 40.

21. n.1

. e. 315 e** 3333e. 42. 42. 22.00 9126 3c642. 64 44 4 0 0 4_e.. 4.s.. 4$. 1 23.J3 0074

• • .*ee

_.t .4

24. W 1.03oO e.....

43636 45. 47. it.aC 1.17?4 47316 50.

• O

v. 0 0 1 2743

~ $1177 52. 51. ~ 27.9: 1.f7A5 e***** 5519c. 54 .._5 3._ $4353. St. j 2 6..' c 1.47t2 ....== i ) '. l a r '0 01 : 0 h T A L 5 ! ! 5 M I C F C4 C F. L h / F T. s !) I l

n.! i. V f 0 T i ". a t.

5t!!w!C Fn:Cf PLUS C E A *) e rlyuf L6/T. = 1.30- , I i _. I w.U w ALL WA4LE SUFFORT S P A C ! *i a

• 2 r

j l .,,..,..e -.... 4 m J

.g.'.... y _.,e

• . ', W N $ fe4 f NUCLt & i'7CTUT - c L *< 0 U I T MMP'a' Si!SHIC U.socN5! $PFCTruM (51 OAMP!NG) 80's
• * !_ H.v f t. o r !

!_!.' ' U. C t '. 3 8 4 7 0 2 R U I L ')I N (. EL. 505.0... L 4 I ?.h f a t L I. ! *) REspnNSF .504 ~ ~ .2Y0 visTICAL RIG 13 rESPONSt = ~ C W)UI T MILO ~5T!!L 0 %.*UIT siti: 750 INCH SCHEDULE NO. N4 }UG;0ki Fl(5T MAXIkUH M&XI*U" LATEaal'R! ACTIONS ..i r a.C I'.v i rit!C3 5 E ! 5.91 C ;.... S T & f 5 5

.=.= = = = = = s : : s 3 3 s =

_ _. _ _ _,,,(87) (5tc) MI NT (IN) (p51) (L6) (La) 4.)] .0241 .0137 465. 11. 11. 5.00 .0376 .0.134 1539 14 iF.~ f.05 054? .0603 2172. 17 16. ~ ~ t."C . 0 7 F~~ . Yl.i 3 " ~ ~ 2' 3 5 7.~ iG. 19 1.% .0064 _ 2 1__6 0... . 1 h....t 22. 22. 4. N. .122) .3$07 4*H. 25. 25. 10.') .150o .5345 6034 28. 27 ~E 11.$0 .1tti .7eto 7501. 74. 3 I ?. *,0 . 21 a t. 1.1044 fo6t. 33. 33. Ti,04 .2544 1.52eo 10192. 36. ~~ 36. - ~ ~ - 14.30 .2951 2.0534 11027. 39 38 15 00 .33Fa 2.76'60 13T77 41. If. - ~~~-~~~ 16.00 .3354 3.5030 15447. 44 44 17.00 4351 4.4643 17439 47 46 3. 15.00 .437A 5.6111 19551. 50. 49 14.0J .5435 e.9t h 21733. 53'- ~~-' 32. ~ '~'- 23.00 .6022 5.5521 24137. 55. 55. '.). 21.00 .oe40

• • e 26611.

5T. 57. ~ l ~ ~ ~ 1 I?.0) .7257 2920!. 61. e0. 23.00 .7a05

=====* 31921. 64. T l 24.30 .5672 34757. 66 6e. 25.30 . + 41 ') 37M3. eh --~h. i ~~ 2'.3D 1.017f 4C791. 72. 71. ~ ~ W H.~ ~-~75.- '74 ^ 27.00 1.c27o i I 2s,qo 1,teos,

4730s, 77, 77, 4

l q E t5mlC O rCE '~E FT' 7 ~ '.70 ''' ' ~ ~ ~ irtat sc=Il% Tat L

• lat vik11 CAL Sil5*1C F0 CI PLUS otac~s!!GHT L6/FT.'

s 1.79 i

• PAII*US ALLOWanLE SUPD)sT SPACING l

+ --

TA5Li 52-4 -) i.EChN5 FikRY NUCliAE DLANT-CONOUIT CRITERIL c 15e 'NV'LoS $515wfC HSo0Nii SP2LTOUM ( 5 %__D & M ; I N G ) F02:_. ')1 ( $1 L _ G E in

• A T 0 & n UJJ.3.U14 i ke__. 5 0 5, C_ _ _

HORI70NTAL a !.~. I 3 R?SPON;c u.504 VERTICAL RIGIO RESPONSE .290 O. MILD S T ! :- L CONDUIT CON 3OIT SIli: 1.033 INCH SCHEDULE NO. NA i', SUF304T FIA3T MAXIk'UM MAX 1NUM LATERAL 2EACTION5 iDA(JNS Pi?!03 _ SEISMIC STEE55

==

3 mas===s:s=

t a DISPLACE-VEAT. HOEIZ. (FT) (iiC) MENT (IN) (PSI) (L6) (Li) l..,e- '.00 .0197 0002 810. 17. 17. 5.30 .030s .C224 1266. 22. 22. 6. 8 0 .0444 .0464 1323. ?$. 2t.._,.... (... ) 7.00 .it'4 .04e] 2432. 31. 30. s.3; 0730 .1467 3242. 3!. 35 9.03 .0005 .2350 4103. 30 33 10.00 .1233 .1.'A? $065. 44. ,43.

11. 10

.1441 .5245 c12!. 4.". 45. 1?.10 .1775 .7623 7293. 52. 57. i 13.00 .2383 1.0232 9560. 57. So. 14.00 .2416 1.3742 9927. 61. 60. (.I. 15.00 .2773 1.513e 11396. 66 65. 16.10 .3155 2.3477 12066. 70. co. a 17.00 .3562 2.0920 14637. 74 73. C) - 19.00 .3004 3.7606

16410, 79 73.

19.00 4450 4.etBo 1A2B4 63. 82. O - -~ ~ 21.00 .5436 6.9670 2233e. 92. ~St. -~~-~~ ~ 20.30 4030 5.731E 20259 67. 91. 22.00 .5766 A.3019 24514 C6. 05. 23.00 .oS20 26703. 101. 90 C) - 24 30 .7100 20174 105. 104 1 25.30 .7704 31655. 109 103. 1 2$.00 .t332 34239. 114 112. L1-27.00 .??S6 36923. 116. 117. 3 21.00 .)eol 39709 122. 1 21. i i ~~ 1.'11' ""' ~ ~ ~ AXIAL HC IICATAL SE IS HIC FORCE LS/FT. = j l / Ax1AL VitTICAL SEISMIC 80RCE PLUS Di&D WEIGHT L6/FT. = 2.33 {

l. ' -

r.AXIMtw LLLOWABLE SUPP0r.T SPACIN:. . 4 g I

..] TAntt ~ F4 F - 4 s r Wa NS F r c :; y ti U C L i A k DLANT-CONDUIT CRITERIA 5 '.- ENVfLD8? UI'.MIC OE*PON3E SPECTRUM (5% OSMPINr.) FOR: ~Itiil f i 'J : :' : T0R 8.UILPING IL. 595.0 .... _ _. = = W.4;70NT4L u l i. I D CFSPONs' =.504 ~ vi k T IC AL R1713 Ri300Nsi =.290

. C U I T *It0 TfiFL

N";UIT SI!E:

1.500 INCH SCHiOULE NO. N4 iussc T !I T M3X1wUw MAXIMUM L4Tiaat Rt4CTIONS doc:M Tiv!h $FI5wIC STRCSS

=====

- ~'~~~ E R T. H0RI2.'~ ~ ~ d ICTT~~-~~~- 0 T3 V L (FT) (37C) H NT ( I te ) (PSI) (LB) (LB) 4.'C .0134 .0042 540. 29 25.

5. :s 0 0200

.0103

643, 3o.

W.' '. 00 .0?O1 .O?14 1214 43. 42. ~ 7. v 7 10 .0T96 1c5!. liO'.-~~~~~49. e.M .053t .0:7s 215G. 57. 57.

. 'J J

. 0 6 7 f. .1033 -2732. 64 64. I ':. D . 0.' 3 7 .ie51 3373. 71. 71.

11. W

.1013 .2615 4052. 7I. fT.-~ 17.'O .1205 .3424 4457. 86. 85. 13.)0 .141. 471o 5701. 93. 92. 1 4. ': 3 .1o40 .6343 6611. 100. 99 I' - 15.90 .1663 .3359 7590. 107. 106. 1o.00 .2147

1. O E. 2 2 B635.

114 113. 17.00 .2413 1.3701 9748. 121. 120. ,.i3-14.30 .2711 1.7334 10029. 129 127. 19.3C .3U21 2.1519 12177. 136. 1T4. 20.30 .3347 2.6420 13403. 143. 141. ~() - 21.00 .3690 3.2114 14676 150. 148. ?2.03 4050 3.Ee81 16326. 157. 155. 23.30 4427 4.6?09 17t44. 164 162. f.) - 2 4. D 4320 5.4784 10429. 172. 170. 2t.10 .5:30 6.4502 21032. 179. 177 ~ U ~ 2.70 .5657 7.5454 2?A03. 186. 1F4 = ! 7. '10 . 610 ') D 7 E:, ~ ~~K5TO ~ ~f0~3. - ~~i '01.

• • e...

?6446. 200. 194. I:.90 . 6 5 !.1 .1. 51 t y I a t. 10:120NT4L 5 : I 5 *.1 C : c.' R C E LB/5T. = 5fI5*IC._ _.__.._=0RCE.- PLUS. DE40 di!GHT L P. / F T. -Elat Vi4TICal = 4.63 1 ~ em o l

2. - w4tIMUM ALL0daBli SUuo0RT $ P A C I 'i G,.

~4"

TA6Li 52-4F-5 -= 4ROWNS FERRT N U C L' A R PLANT-CONOUIT CRITERIA 3SE E 'J V E L ? r e 5fI5'fC egso0NgE SPECTRUM (5% DAWPING) F04: .'; I ! S E L GENEeATOR 801LU N G EL. $05.0 ( .504 HoeTTONTat PIGIO RES20NsE = .290 VERTICAL RIGIO RESPONSE = (. CONDUIT MILO STiiL CONDUIT SIZ:: 2.30G IN*S SCHEDULE NO. NA ~

upo007 SIa3T M 4 x I v.U M MAXINUM LATE 0AL REACTICh5 s p a gj 9n

_ Pip!O3 S F I SMIC STRESS

=====

i DISPLACE-VERT MORI2. 6 ( . _ _ _ -(LB) ( L B -) - (ri) (SEC) MENT (IN) (PSI) 4.00 .0100 .0023 447 41. 43. I 5.30 .017] .00eh o95. 51. 50. i 8.. t.9 0 .0245 .0142 1005. 61. 40. ) 7.30 .v33; 02c2 1366. 71. 70. F.10 .043t .0448 17?o. 61. 30. ( 9.00 .0552 .0717 2261. 91. 90. 10.00 .0651 .1093 2791. 102. 1C1 11.3) .CS24 .1c00 3273. 112. 111. Li - 13.00 .1151 .3122 4717. 132. 131. 12.00 .0039 .22e7 4020. 122 121. 14.00 .1335 4199 5471. 142. 141. (J. 15.00 .1532 .5534 6251. 152. 151. ( to.30 .1743 .7164 7146. 163. 161. 17.00 .1963 9130 80o7. 173. 171. f) - 11t?.0 2206 1.1475 9044 183. ..j 81... _1 19.00 .2458 1.4246 10077 193. 191. C) ~ ~ ' ' ' ~ 20.00 .2724 1.7490 11165. 203. 201. 21.00 .3003 2.1260 12310. 213. 211. 22.00 .3295 2.5608 13510. 224. 221. 23.00 .3o02 3.0591 1476c. 234 231. () ~' 24.00 .37~2 3.62c8 16078. 244 241. ' ~ ' ~ ~ ' * ~ 25.30 4256 4 2TC) T744e.. ~ ~ ~ 2 F4 251. 26.00 4c03 4.0954 13870. 264. 261. O. 27.0u 4Sec 5.8094 '2 03 rs. 274 -- 271. -- - _2R.00 .5133 e.7191 21434 235. 281. () (IAL M04I2CyTAL S i l 5 M I C FO R'?, E L 3 /Ff'. =~~~ 2. S 5 ' ~ ~ ~- ~ ~ ~ ~~ ~ ' ~ ~ ~ 4tIAL ViiTICA'L' SYIS"MIC FdRCE P L U S ' 6 E'A'0"~iE I G H T L B / 8 7. = 6.50 - M4XIvuw ALLOdABL": SUPP&RT SPACING 5-

.-.. ~. -.. -.. -............. -. s ) ~~ ~ 1:stE ST-4F-o ';3wNS FERRY NUCL-AR PLANT-CONDUIT CRITERIA Oli F ';V : L O G F SEISMIC #ESPONSE SPECTRUM (5% DAMPING) FOR: 2.Qift M n i o 1. T O R BtJIL O ING F L. 5_9_5., 0 C';II)NTal 01013 PESDONSF =.504 ViaTICAL :IGIO RESPONSE = .290 CON 3UIT MILC STEEL ".".3UIT SI7::

2. 500 INCH SCHEDULE NO. NA 59:.'5:1

'IRST MAXI'.UM MAXIFUM LATERAL REACTICAS __. ; > ". I 'l ' icIC) S i._I_itI C, __ STRESS

=====

OISolaCE-VERT. HORIZ. (cT) (Sic) McNT (IN) (>$1) (LB) (LB) 4. ~. 0 .0395 .0321 410. 71. 70. 5.13 .014S. .0052 641. 89 83. _c.03 .0214 .0105 923. 106. 1C5. 7. ' '. 9291 .0199 1257. 124 123. ..;3 .03E0 .0340 1641. 142. 140. '. 1, .0480 .0544 2077. 159 158. ii.): 05?T .0t30 7564 177 175.

11. K

.J713 .1215 3103. 195. 143.

12. E

. i. ! 5 4 .1720 3o93.__ 213. 210. 13.03 1J22 .2360 4334. 230. 225. 14.'S .1163 .3157

5026, 248.

245.

15. '; 3

.1335 4200 5770. 266. 263. 1 6..'# 9 .1513 .5437 6565. 284. 250. 17.00 .1714 .o720

7411, 301.

298. 8 1F.00 .1922 .E709 8309. 319. 315. 1^.00 .2141 1.0612 9256. 337. 3 T3. 2C.00 .2373 1.3274 10256. 354 350. ) 21.00 .2616 1.6135

11309, 372.

368. 22.03 .28.71 1.9434 12412. 390. 385. 23.33 .3135

2. 3 2i o 1356o.

408. 403. + ?4.30 .3417 2.7515 14771. 425. 420. 25.90 .3707 3.2407 16026. f43. 438. 26.0) 4010 3.7912 17336. 461. 455. - --2 7. 0 4324

4. 40 f 0' 1 T6f r. -~ ~~ 7 7 5.~ ~~ ~ 0 3.--~~~ ~

~ 2s.30 4650 5.0993 20105. 496. 400. 'YIAL nai l l CNT 4 L l E I 5 MiC70 A C E L B / F T '.' ~= ' ~4.49 ~ attil y?>TICAL SfISMIC FORCE PLUS DEAD WETGHT'Cl/FT. = ~11. 4 9' _ f - v.jy_I_ MUM A L L 3 W A F.L i SUPP'PT SPACING J

l .. _.. ~.. _ T 6 BL F $2-4F-7 .- l AF0WNS FFRRY HUCLEAR PLANT-CONOUIT CRITERIA 6.. - sst ENycter-SEISMIC RESPONSF SPECTOUM (ST OAMDING) 502: DIESEL GEN!EATOR BUILDING E L. 595.0 .504 HOQIZONTAL DIGID RFSPONSE = .290 VERTICAL RIGIO RESPONSE = C0hEUIT HILO STEEL C 0_b 3 U I T S12?; 3.003 I h' C H SCHEDULE NO. hA SUPPORT FlWST M&XI. MUM M A X I ra V M LATER&L P E A C T I Cli S

=====* A pJ.C I N G oiRIOD S E f.5_QC _STRES5_ _===========ORIZ. DI SPL ACE-VERT. H ~ (FT) (SEC) HEmi (IN) (PSI) (L*) (LB) 2.30 .0020 .0001 91. 51. 50. 4.00 .0061 0015 303. 102. 100. 6.00 .01A2 .jl07 8 817 1!2. 151. 3.00 .0324 .0247 1452. 203. 201. J '- 10.30 .0506 .0603 2268.

254, 251.

12.00 .0728 .1250 3266. 305. 3C1. 14.10 _.0001 .2316 444e. 356. 351. lo.00 4274 .3i50 5807. 40o. 402. 19.00 .133A .6326 7349 457. 452. 20.00 .2022 .9:45 9073. 508. 502. 22.30 .2447 1.4121 10979 559 5 5_2. _ 24.00 2912 1.9999 13065. 610. 603. 26.00 .341A 2.7546 15334. o63. 653. 23.00 .3904 3.7050 17753. 711. 705. 30.00 4550 4.A825 20415. 762. ~~753. ~ ~ ~ ~ ~ ~ 32.00 .5177 c.320o 23227. ~~'ST3. 603. 34.00 .5345 B.0552 26222. Be4 854 I 36.00 .e553 29397. 414. 904. 38.00 .7301 32754. 065. 054. 40.00 3090 3e293. 1016. 1004. j i i., = 6.44 AXIAL 80;IZONTAL SEISMIC FORCE L8/FT. t, s. 16.47 i at1AL ytETICAL SEISMIC FORCE PLUS DEAD WEIGHT LS/FT. = . ALLOWA$LE SUPPORT SPACING M' AIMUS l

) ~ ~ ~ ' .O Tasti 52-4F-b Pf0WNS FERPT NUCLtaa PLANT-CONDUIT CRITERIA ' ~ ~ ~ ~ ~ ' ' ~ SEF ENVEtno: SFISMIC PESPONSE SPECTRUM (5% 0AMPINa) FOR: - -. 0IfSFL 659iPATOD BUILDING iL. 595.0._... W O R I I o t. T a l ' 1.", I O RESPONSE = 504 s VFRTICAL E I P,I O RESPONSE = 290 --". 9 N D U I T HILC STEEL C3NSUIT SIZ:: 4.000 INCH SCHEOULE NO. ha v SUDD00T FIRST MAXI'U9 MAXINUM LATtRAL R.= & C T I O N S Sna:I% rFDIOD SEISHIC STRESS

==========*

OISPLACE-VERT. HORI2. (FT) (SEC) HENT (IN) (PSI) _ (LS) (LB) 2.10 .0015 .0001 63. 66. 6_S.. 4.00 .0059 .0008 251. 131. 130. i.00 .0114 .0042 565. 197 104. 4.30 .0237 .0133 1005. 2e2. 250 10.10 .0371 .0325 1570. 323. 324 12.03 .0534 .Oe73 2261. 393. 389 14.00 .0727 .1247 3077. 450 454 Ic.33 .0950 .21 27 401G. 524. 51 8. 13.33 .1202 .3407 5087 500. 583. 20.00 .1454 .5192 6280. 656. 648. ??.3G .1796 .7t02 7509. 721 713. 24.30 .2137 1.0767 9044 787 779. 16.00 .2508 1.4.920

10614, 852.

842. 25.00 .2908 1.9046 12309. 916. 907. 8 30.00 .3339 7.6285 14131 983. 972. 32.00 .3799 3.4026 16077 107.T. 10 3 7. ~ ~~~~ 34.00 42B8 4.3366 18150. 1114 1102. 36.00 4803 5.450o 20348. 1180. 1166. 5s.00 .5357 6.7665 22672. 1?46. 1231. 40.30 .5936 8.3075 25121. 1311. 1206. i. -~ a x I a l, HCRTZONTAL $5ISMIC FORCE LB/FT. = 8.31 A rI AL VE PT IC AL SEISMIC FORCE PLUS DEAD WEIGHT L9/FT. = 21.26 M. A X I M U P LLLOWASLt SUPP0 lit WACING .g. l e ee e.is e mee e

• -.i.e.es.

.e.p.. . am m .-ee.a...u. e e a. e

• T A,.L t 52-4F-0 20,#45 Fekki N U ', L't A R PLANT-CONOUIT CRITERIA s.,.'...
• {,:

SSE FNVf LM t Sil5KIC 2ESPON5? SPECTRUM (51 OAMPING) FOR: B U I L DJ.N f. -(n.5 9 5. 0 DIiSEL GENppaT09 t I s __ _ HORIloNTAL PIGID RESPON5! =.504 4 .290 VERTICAL PIGIO RESPONSE = f., CON 3UIT HILO STEEL N4 C ONOUI T SITE: 5.000 INCH _ SCHEDULE NO.. S U P o 0 *' T cIP5T MAXIMUM MAXIMUM LATERAL REACT!Ch5 - -.. _.it' A,_C I N C, PRIOD S*ISdIC STAESS

=====

I OI S PL ACE-VFRT. HOEIZ. _ LB) (Lb) ( (FT) (SEC) MENT (IN) (PSI) (1,. 2.00 .0012 .0000 52. 91. 90. 4.00 .004h 000e 207. 123. 1 61. f 1.._. _6.00 .0109 .0028 465. ?? 4 _271.,._ 6.00 0194 0068 526. 366. 361. ) 10.30 0303 021o 1291. 457. 452. ~ 1 2..' 0 .043s .0442 1359. 54S. 542. 14.00 0593 . 0 >, ? 9 ?530. ,_640. e33.

16. 00 3775

.1 15 3305. 731. 723. ('- 16.33 .09:.0 .226o 413_3. 223. !! 13.. 20.00 1210 .3454 5164 914 904 22.00 .1464 .5056 6249 1006. 994. O. 24.03 .1743 .71 61 7436. 1097. 1084 26.00 .?O45 9e64 8727. 1156. 1175. 23.30 .2372 1.3267 10122. 1260. 1265. 1371. 1355. f) 30.00 .2723 1.7484 11619 - '- 1463. 1446.~~ 32.00 3098 2.2o34 13220. 34.00 .349S 2.8645 14924. 1554. 1536. () - 36.00 .3921 3.6255 16732. 1e45. 1626. 38.00 4360 4.5005 1!e43. 1737. 1717. i 40.00 4341 5.5258 20657. 1528. 1*07. o. _. i 1 A X.I A L.H G.v !.?.S.N T A L_S. E._I.S M I C F O R C E L 6 / F.T... _=. 11. 5 8 i r.. I 20.64 1 AXIAL Vf TICAL SEISMIC FORCE PLUS DEAD WEIGHT LB/FT. = i. i .( FLXIMU" ALLOW 46LE SUPPCRI 5 P A CfN'G ~ - ~ V i l

m APPENDIX C .,} I i i i 4 046087.02

~ 3Z: TALLE. 0'l P= w= 1 4 4

(B i!

i, 0 4 4 u L n , Ri Rt q = ALW\\9UM 600 -Tl - COMDUlT SIE.E Mf RESPONSE SPECTRUM RE Actor Butt.ptwG ELW. 664.00 DAMPING % SSE fped = F. 7.9 H s - 6.47 Ha fn MAX CONDulT STRESS SOPPORT 1.OAD (ib') END ") L 90 (H1') (ps 0 Ri 82 OtSPL 6n) @ i Lt= 5 ft '2.

7. W l217 '1 J'8 4.5 0*E

_ ': S# 27_ ) 4 J'! .Br.ct. 8 49 7* 4 /- 4 s./ .5343 9 4 4' &* 0 F 3 .it 2 0,2 J.y C/ / d/ ls

• b ft 2.

47 22//2 7 39 40 0 29 4" 2 Ej 7 4 0 44 4*2 5 86 '} Ly J. "? jj f 9. p 43 56 t,26 5 22 f/ 47 8' J.& f 'l /*4 3 L t. : 8 ft 2. S3

//9 ?

f. 9 i 4*

d j e.~ J.O p 21 3 57 2 9; /* 0

4. C ly

• 4 Jo r). 6 dr.f f C'

/H .: s

i. cz y

2c

en.e 42

\\ i i

TAeu C-I P= w= I t 4 i, e l i t CO t t h a a R, Rt ~ L L ~ L, t 1 AtWil90M G063 -Tl CokrDUlT stEE h" d D.o407 d RESPONSE SPEC.TRUM RE ACTOR BUlt.Dl% ELEV. 664.00 DAMPlWG 15 % SSE f emK = 5.19 Hs - 6.47 He fn MAX CONDutT STRESS SOPPORT LOAD (lb) END L, PO (HQ Os0 Ri 82 DISPL. 6n) @ L t = 10 n 2 4.50 2700.6 7, l ? l.49 .41 }

3. I 6 36I9.7 6.56 3.09

, 5 3_..... 4 2.33 Moz.5 7.07 7.61 1.25 F l.1 S 3670.O 7, 2 O 6,78 l.64 L s. = 12 ft 2. u7 3+z2. r s.os 7,8 5 .87 3 240 5515. 0 T.3 4 ll,7 0 1.17 4 2.10 5 Z51. 5 1,37 10.49 f.4 0 5 47 wt9 6. 6 4,5 % 9,tf i.74 Lt \\4f't 2 2.24 3955 7 8.26 6.72 l.13 3 2.O T r u c -1. 'a

8. 7 (

12.0 1 l.74 e k i$I b25kl.Y _ _ __.0. I N.__ II 07 IlO 9 1.51 %b5. 2. 1.10 9.7 I 1.92. Lt= l5 ft. !'17 4C'f0.2

8. l S 5.76

1. 2 l 2

3 1.16 64t?. 9 .,1 46 ll. M 2.O I 4 ibl 6u-06.9 8.3 % iI. 05 2.03 ~ 7 l.4 E %5 7. 2' E. '6 Y 9.4'5 2.c5 in ios s crw oca-7-77)

Taste. d-2 P= w= l 4 4 , cb i 1 5 to \\ i n h n R, R2 'i ~ L L L t 1 i ALW190M 6%3 -Tl COMDUlT S14E

1. d RESPoblSE SPEC.TRUM RE AC. tor Bun. DING ELEV. 664.00 DAMPlW6

' % SSE Pee K = 5.19 H s - 6.4 l Ha fn MAX CONDUlT STRESS SOPPORT LOAD (ib) END .,.1 L, (f t) (H1') (PS0 9i B2 OtSPL 6n) @ Lt = 5 ft 2 6 9.r* If J 9 24" r o r' 9

• J.

C :: ) 56 23294.] 72 /! E e 46 77 go / o? 4 52 .75 s i. o y ,t.P 3373 3 43 9C t op L t s b ft 2. / /f~ // 3 J

• 4

.Q S 89 0L' ) S/ 3:9 6"' ? 73 // 3 o 49 4 2'S 32S4 1 7Z id / // 9 2 ~7 3// G E cf 5

7. S

/ 42 L t. : 8 f't 2. Gd 1704 6 .54 7S s3 ) 45 J'] E 6 4 J. 7 '7 4- ?. 4 E 3D [9 3 Y'.0 ..? '..?... . I'## h.- 5.*?

ur6

.e 78 5

s. o I

M 1 TA eg a _C - 2.. P= w= 1. t 4 tet i t et i /, a u Ri Rt i l L.t L, ~ L.t Au)M190m 6063 -Ti % ~ (d f' 070l" 2 COMDUlT stEE RESPONSE SPECTRUM fiE ACTOR Bult.VING ELEV. 664.00 DAMPIM 16 % SSE f eeaK = F. z9 H r - 6.4 7 Hs Pn MAX CONDUIT STRESS SOPPORT LOAD (ib) END L P tl (HT) (. 9S 0 Ri 82 OtSP1.. 6n) @ i Lt =to ft a 4 90 zoil 7 7.2 i e,12 .34 1_1__ } t 25 2 E scf, Lf 796 10.0 6 6 4 240 51 f 7_. O f, ST 9.% 8 l.oS F ?. 2. 5 32oz. z

7. t40 9.03 iM i L t = la ft 2.

l 3.63 Z&70,3 l

11. 4 3 f.9 4

.58 } ' 's.1 E 'tSz9.th 1199

15. Z7

.85 4-2.6 G 4549,2

13. 3 F 15.09 i.12 5

2.04 4464,7 l 3.9 I I3.8 % 1.47 L t. - \\4 f't 2 2.M 3738,9 13.09 8.o ; .8l c 3 2,j5 5720,3 13.76 13.1 7 1.53 k '222 59,l[g,9 ,[y, _ ]_. .,__ {?, 4 O I.9Y 7 fPY 5524,Ce 15.3 6 16.4 2.

l. 6 %

Lt.= 15 f t. 2 ?. + D 392%.5 \\ %.O'% ~1. 04 ,t1 __ 5 z.27 5%9.7 i v..T5 L L 5 _ L._ _l 55__ m.56 li.03 l.69 4 2.c+ w seg b1Y 60 l'l, k 15.\\0 \\ ~I. \\ 7 \\.19 TV410G38 (EN DC 77)

I TA8LE 0 - 3 P= w= 1 4 4 , CD t i t 0 4 4 a h n Ri Rz ~ ~ " V' AtuM190 M 6%3 -TI COMDUtT SIi!.E /'# RESPoblSE SPEC.TROM RE ACTOR BU)Gl% ELW. 664.00 DAMPIM ' % SSE Feed =

87. 1 9 H r. - 6. 4 7 R t

[n MAX CONDutT STRESS SOPPORT LOAD (ib) END J L (f 0 (HQ (Ps 0 Ri B2 DISPL. i 6n) @ Lt = 5 ft 2 m' 53 /825 4' J s* /4 - l $ /v4 /2 7 /8 0 49 ) & 5+ .5/A f. ? 4 37 j 9,25. C /C b~ 22 7 cay F 3 a3 1752 7 /3 / /9 9 /W k < 6 (Q 2. T4 17/9.C d% /4<>42~ /7 ^ ) C@ sp/O 6 /2 4, .e.~3 4 4 /3 142. 7 /39 fe,4 o 9f. 5 3/ 342/ /a 4 /s 4 t,2 7 L t. : 8 f't 2 17L 3 8 /o :r. /4 :. o /'l 3 6'4/. 7 /j. .71 e is ...Y.'4?. .. {. . /-l8 i I$ /s ti Ef 9 f 02 .!: C/ 7 I 4

L TA s1.E C-3 P= w= l t 4

(D 1 1

L o1 i 7@ f L v. I Ri Rt ~ L L, L 2 t AtuM19U M 6063 -TI s COMDUlT SIEE l~ M f * ' I" RESPONSE SPEC.TRUM RE ACTOR BUlt. DING ELW. 664.00 DAMPlW,15' % SSE f peal', =.

9. E9 H u. - 6.47 Mc fn MAX CONDUIT STRESS 50PPORT LOAD (lQ END L, (M (HQ (PS 0 Ri B2 DtSPL.

6n)@ Lt =10 ft 2 6.5 l I137.0 'f.9 3 2.28 , 12. 5 C'I... 3 4.48 246 z. I i z. 5 'z. 16,5 I L-3.36 3090,I I S. O 'a> I 6. 6 ( 9 F ?. 53 12.c4.2 l b.15 t 5.55 1.27 L t. = 12 ft 2. l 4. 2 7 2455,7 l 18.2 3 l 3.9 3 .4/ 3 I L7 2. 19 64,/ 17.47

21. TS I

.63 4 ?.9 7 5 90G.8 19.5 4 22.82. .9 5 5 1 2.17 4015.0 ^o. 58 21.64 1.27 _ L 14 f'E 2 12 't % 5 c. 2. 2S.54 11.9 8 . 6 2. ~ 3 3.cc sco t. I 2.3.66 29.38 1.00 4 2.59 562.o/3 l 26. I f _ 32,27

1. I 7 9

3. i 5 c_ '.60. o l 2 7.10 2 9.17,

l. 3'1 L. = 15 f t.

2 2.74 M54,i pa.io 10.69 .69 5 ../.E se.t7 a _2a.7 9 3o.50 t,2 ( 4 2 19 619 S, 0 26.35 12.cl F l.36_ I 2G 59Il.7 l 2.7.7 9 31.29' I.5 I Tva M SC(CN tC =7 77)

N ~TASLE. C-4 P= w= 1 4 4

ot i

t to t t L n a R, Rz h .= = = : = Aturo190M 6%3 -Tld,M COMDUlT SI'aE RESPONSE SPEC.TRUM RE ACTOR BULGING ELEV. 664.00 DAMPIM ' % SSE OpeaK =

87. 1 9 H r. - 6. 4 7 H a fn MAX CONDulT STRESS SOPPORT t.oAD (ib)

END L @0 (HT) (Ps0 Ri 82 OtSPt.. i 6n) @ Lt = 5 ft z m 94 sep,7 io t: /& 92 s oss ) 'I'@ $/6 7 = C" Zl*14/ JC 7 D'29 Q 3 3/54 ;i 19 2 +k 73 0 !:S 5

• • ? ?

MP3 L 33 4. .sv + o 71 L s

• b ft 2.

/3 J $~ J'p o. 9 /d 5V A's 9/ S o.l? ) d'S ,2//A Z .il 1 JJ 9 0 25" i-o 97 3/34 9 f r. C o/ 7d' o !7 t 5 444 3703 6 l 29 7 s/J / o 94 L t. : 8 f't 2 // C h /04f 5 /4 2 20 6~ e DEC 3 7G /9'7/ 2 ps. o ,t F.es eM h C~ u/ 3 0 /,2 7 s et 3 7 +' o t! 9 4 $/ 1 493 st / JS*4

• 14

l 1ik TASLE. 0 -4 P-v) = 1 L 4 i (0 1 1 1 _O t i 7@ n v R, R 2. u m n L L L: 1 i Au)Muaum w63 ~71 C014DUlT S15.E l 2- ~[ h'* RESPONSE SPECTRUM RE ACTOR BUILDl% El.EV. bb4.00 DAMPIM is % SSE f peak =

9. 't.9 H s - 6.47 (k fn MAX CONDUIT STRCSS SOPPORT LOAD (lb)

END L (50 (H2) (rs 0 Ri Ps 2 OtSPL. i 6n) @ Lt =to ft 2 Y40 938.5 13,9( 18.24 .o8 i ?

'. o it 60.6 19. 6 C-

).6.18 .2T 4 27 2 Mt 9 2 s.9 8 33 % ,64 F i.~l 5 3040,5 2.4.48 32.4 4 .94 L t = 12 ft l I. I6'25 1 %4,,1 1 21.24 19, F 0 .16 3 154l 2 CO'i, '7 22,62. 2 F.36 .32 L-I a 53 26l2.0 ac. n S t.71 ,so 3 i S.u 41 2924 3 1 2 5.r> 8 at. ir 90 L t. : 14f't P_ a. 7 'f 2317.6 %A9 17.2:2 .29 ? a.' 7 2599,7 32.50 33.57 .96 I:. S 77 b to 5,8 32.02 38.79 .64 7 1.12 S4 5 2, to 15.0 3 40.28 .90 Lt= 15 f t. 2 u. I /.o 29 u. z. 3 H3.09 13.40 .S5 3 i 9 2. 22 t I,6 37.% 15,01 .57 4 3 ua 3173.9 28,72 H 7. l 7 .74 ~$ 2.% 4O(c,f,4 42 0I 4 f.Xe 95 TvA 1:sst(tw D:s-7-77)

T A a te C.5 P= w= 7@ l t , (b t I L to i 4 a L n R. Rt J ~59 d, ~ L L L ~ t 1 i Aturo190M M O -Tl

1. "d COMDUlT slii.E RESPoblSE SPECTRUM RE ACTOR BUILpl% ELEV. 664.00 DAMPlWG

' % SSE f ped =.

9. E9 H s - 6.47 He fn MAX CONDulT STRESS SOPPORT LOAD (ib)

END L F t) (Ht) Os0 Ri B2 06PL. g i 6n)@ Lt = 5 ft 2 /8 % S40 / it.2 it t 0 0 2 9' ) / 2. ,24 7t P 41 0 7/

• J 0 j/

4 ') 7 34 do C~ 57 r Ed * /> " e1 F c7 4924 7 7/ 2 "o ! o 11 \\ Ls s b ft 2. M4

// 4 g, tr. C

.i t 8+ s.o. S ) 10 4'

395 5 Jf 4

/4 7V o 23 tr ?b gy 9o. s-cy. G 7 2/ 87 o .t 5 5 54 Sf oJ. f, 45 3 TT 9 ! o 78 L t. = 8 f't 2 12 2 \\ io s o 2 .u P Js 4 o

• o ?.-

3 '9 A dlde / 33 2 S3 .t. o Jr* +4 6 7e 7 o ry k 4 (o 34/7 0 .d.ar 76 7 - 3.,y 5 .i.77~ u,n.i 1 i

p-.._ -. iA, ~ TABL2. C, ~ 5 P-VJ

• I 4

4 kO 1 1 - L 0 t i A' 1 n R, Rt r-At 0Mh4UM 6063 -TI COMDUlT SI'aE 2" 6 2:.56o6in' RESPONSE SPECTRUM kE ACTOR BulLDING E t,EV. 6 6 4.00 DAMPIM lC % SSE F eaK =

9. Z9 H a - 6.4 l Mc P

fn MAX CONDUIT STRESS SOPPORT LOAD (ib) END L, (.M) (ME) (es 0 Ri B2 otSPL. 6n) @ Lt = to n 2 io. lO )20s,3 St.5 l 35.9 5 .1 O 3 7.17 E / +9. 3 39.09 52.?4 .27 4 5.90 b \\9 0,7 45.4 I 42,99 .61 F

• G5 3485;6 42.35 69.30 1.03 l.s.=12 ft f.

75C 1383,5 58.11 38.16 .l8 } 052 1873.4-N.14 43.79 . 2 (o _ _

5. 2 '4 2913,'5 42.99 56.6%

,6 C 5 "i6 35t t,9 %.5 7 G l. (c7 .9 i e L t. : 14 f'f. E

5. G 7

.2 0 a0, I 55,20 26.2I ,2 I 's 5.29 2 4 CO,4 51.7 1 50.1l , b9 4 4.55 1101, te 51._0 5 (oo.9 4 . le 1 9 c.77 % c6,' % 53.o'5 64.70 .93 Lt= 15 0t. 2 c oZ 2979. $ 7470 21.37 ,29 3 u.70 2,4,7 66,14 S I.9 0 .50 4 A20 3450.9 59.l7 66,98 .68 ~3 3.5 f 59 3f,4 bI,5 I 72.60 .94 rn mas cm oca-7-773

TA&LE C& P= w= T@

t. o g y,.

I 4 4 , (D t i L oi + v ) t, R, Rt L L L ) 1 t i AuM190M 6063 -Tl, COMDuti stEE F5 # REspoRSE SPEC.TRUM RE ACTOR BUlt.plNG ELEV. 664.00 DAMPlWG % SSE fee K = 9.19 H r. - 6.4'l He fn MAX CONDutT STRESS SOPPORT LOAD (ib) END ) L (f t) (HT) (PS0 Ri R2 DISPL. i 6n)@ Lt ' 5 ft 2. Jo ? 4975

27. S 3 '7..?.

o e/8 ) /t. 7 1311 7 77 9 /J 7 3 o 14 4 8 73 3451./ so s ti 17.9 7 o.32~ y F d ' D~ 47/4 6 f.t 1. ! iff y e 7% Ls.* b ft 2. /22 .sto.? .: f. & J '7 3 0~off ') // f 2:9,1 9 49 7 t/C 9 o /8 4

8. s 3325 Z

'93 3 tod. 9 e Ys 9 5 d' / Y 44,2 f* f //4 3 / 75 & O. 78 8 f't Lt 5 2. /4" 0 2. C& 7 4r Jo 1 4/ ? o.o: 3 i' ' Y .2007 2 4't.1 1 4 f. O /? ) 3204 69 d0 3 I C. t our h _ i 7...._S.s.. _ ./s Sef / too 4 i.cr 3, o ?7 = 9 C 4/

$1 TA&E O - 6 P= w= I 4 4 Loi 1 L o1 i f i 4 l R. Rt .y = = L L L t t i AtuM190M we -71 COMDUlT SIEE

2. W D l.o 6 V su 6 RESPONSE SPECTRUM RE ACTOR BUILDl% ELEV. 664.00

DAMPlW, 10 % SSE

-PpeK = F. 1 9 H t. - 6. l+'l H e fn MAX CONDulT STRESS SUPPORT LOAD (Ib) END L F il (RE) (es 0 Ri 82 OtSPL. i 6n) @ L :. = 10 fi 1 I I. 7.7 9 6 (o ', l 4 5. 2 ?> 59.59 .07 ') 2it 190'il8 66.2.~5 38',5'/ ,20 4-6.68 29 19,5 78.15 t i l. 79 .47 F E 15 9 f IS, /o '!2.78 134. 6 T .81 I L 1. = 12 ft L FM 189 5, o I H o. 88 Wo.15 .15 3 .5 ! l 2277,5 29, 18 1 c 2,3 2. .3 4 1 092 2 w G.7 77.43 tooMt .47 5 7c i 1103;5 ts. 7 0 Il g.5G l Lt. : 14 ft 2 I /.19 I i c,00,9 83.27 42.58 .lf 3 scc 0 2 i 'i. 4-M>.52 5 4.7 2. 2.9 4 E.II 2116, T

79. A2. _._._l o s,37

.t9 9 2.5 1541.5 W. 'f 3 h6.3/ .20 Lt= 15 f t. 2 5.E2. 25 t ~1, l (20.56 34.d4 .2' 3

c. n 2417, 3 Il2.5j f G.55

.iY 4 .7C t g 3 9, 2. 105. l 1 l i b. o., F u. -) 2. 37 cu, u. ios,g1 125.15 ,8 l TW.1%30 (CN D2-7-77)

Tm

• c-7 P=

[ Y@ I t 4

oi 1

1 to i 4 L e R, ,Rs / 71f Li L L i t AtuM19U M 6063-TI3"d COMDUlT sii!.E RESPONSE SPECTRUM RE ACTOR BUlt. VIM ELW. 664.00 DAMPlM % SSE Fpe.K =

9. '2.9 P.r - 6.47 He fn MAX COND0lT STRESS SOPPORT L.oAD ()b)

END L (50 (Hii) Os0 Ri 82 OtSPt.. s 6nT @ i Lt = 5 ft 2. J4 / 354' 7 / f o ty 40 0 00/3 ) /4. t 4 '77* Z. 32 3 4*

• 4-0*Y

/S*2. 25J 0 03? Q fo : 3o 99 47 F 75 42.76 7 190 3 Jyd / o ry l s. 5 b ft i 2.

/.7 4//& 9 42*/

b~4 * ? c ' O /t' j S34 70 7 0'95 '} /J f 755 3 t 16 3o56 3 /27 4, 1/S f 0 30 i /7/ C' f f*/ S~ O * :li~J 7 /S J/91,r.9 Ls 8 ft d ro

• D 4/' E o ot ?

f,, /7 3 6*/Cr

• C'

'70 ' / /J$

• 7 e /Y

) /.t * / /]ff*O 0 $f f$$$* O ///

• O

/$N'7 0 *).S St d e $~2 /-O 7 f* 0 /4/*9 lff I' 0'd5" t 4 i e -w ,---.,-v ,e -e-.,m

uo~L Lif TABLE 0-7 P= w= l_ t 4 4O i i i _O 4 1 4 A u I R, Rs w L L L t t i A t.ti M 14 U M G00 -Tl COMDUlT SEE 3 d f ).72 4,#* RES70115E SPECTRUM 'RE AC. TOR BUILDING El.EV. ' b4.00 o DAMPIM 16 % SSE Fpeck =

7. E 9 R t. - 6.47 P.r.

' fn MAX CONDUli SMCSS SUPPORT Lof.D (lb) END L (fG (ME) (es 0 Ri P. 2 OtSPL. i 6n) @ Lt = 10 n z 2 93 sif.& Gl.ec is. El ,os 3

.m est. G s t. ze in.97

. if L- ' 75! 2GTO 5 ll5,60 164 OS ,35 F " 97 58t%. 0 la o.14-204f13 .to 9 Le 12 n ~ E. >'i 1 %'7.3 lla9.25_l 87.72 ,lo 3-K 19,0 Iill.v-/ N" 88 .fr 4 iWl 2 7 q7. g i s s.15 t,o n .37 5 "SI %I2. 4 ) r.E I l 135.09 7O L : = 1 4 f-i 2 I '>7I 27u4 4 l 22+55 63..o3 .n 3 s_] O

7c9.4 i

iou,97 si!.cz .19 4 c.PJ 25is.. i z 5.to is 7.s 5 9 J.9 I 1175.l-1"o.2c m. P 2. .67 Lt= 15 M. 2 l: ?? l 11R4.0 l 137.24 9 7.77 ,I3 9 c_.d t 197 1.9 tu ?.G5 l ' 5, l Y ,2 5_ 4 c,. - 0 2176.5 lu E.$2 ( s 3,0 $ , y-/ F

2. 6 's 3429.5 N9, OE M 7.71

.66 m i: m icu o t-1-rri

T AELL C -8 P= w= V@ I t i_ t CD t 1 i O i 4 f a n R, Rt ~ L L L j.,,, a 2 t i ALOM190M M63 -T l Co@UIT stEE 4"# RESPONSE SPECTRUM RE ACTOR Bult.pl% ELEV. 664.00 DAMPIM 7 % SSE 6 Fl He f ee.K = F.19 Ht fn MAX COND0lT STRESS 50PPORT Lot.D (Ib) END 1 I L (f 0 (HT) (es 0 Ri B2 OsPL. i [ 6n) @ Lt = 5 ft ?. 3 3

• S~

20d. 'f 20 / 'I' 4' / **0 4 '} 1o. d. 4 94. & 41 4 79 9 d 023 4 /4 2 (34. S~ 413 // 7 0 0 o& F l0 4 195S 4 299 o 443 4 e 36 l s. 5 b ft 2. Jo-S l'yC 1 / /* 1 Jf4 o 006 ) i 9. 5 48/. 7 34.S 7/* 4 o. o :.y t '3* u 24

9. &

.2 il. : 3el 7 o1o i i 5 91C 34/9.O f494 J/4 3

e. 39 Lt = 8 ft 2.

24 3 354 4 S S~ 5 74 'i? c co8 E ..E '!... -.... S$ 5

• S.__

?I'. _. _ YS -- Et // / .4S3 4 /75 6 JCf. 7 0 23 \\ 5 1/ 2490 8 224 6 Jff 2 04& i

ff ?r L~;..y.i. s Tuu.e C-R P= w= 4 + (0 1 1 ~ L.. C.D t i A A 6. I R, Rz _m,c_ w ,4 L L L t t i ALOM190 M 6063-Tl COMT) ult SIEE 4"c 1: 3,21'"5 RESPONSE SFGC.TRUM F<kkOoRBulGING ELEV. 664.00 DAMPlWG 7 % SSE F pect' =

9. Z.9 R r. - 6.47 lh

[n MAX CO.'4DU:I ST f.'ES S SUPPORT LOAD (lb) END P,2 OtSPt. L PQ (HI) (es 0 Ri l i 6n) @ Lt 10 n 2 1i-452.7 ' 5. 04- '8'2.79 .o I ) - 15

f 50,5 97,4 2 lE (.2(f 01, 4-0 il 2 i M. C-1% 65 2 % 01

.25 F > t' 32A4.2 H 7. I(f I '/ fl, 0 5 .u 7 Ls.<12 ft 2. i.'t '? 7 T, o l 9 3.9 3 l 'do. 89 .0Y 3 ' 77 ' liO6,D l ll2.!( \\t2,ll .c9 h ~' 9. I (9 t 2.4 I t '., f. D(c 202 3.i . ?. S 4 l 5

7. /- ( l

'f:C. 7 l 19 I. 6 8 ? 74 M- ,4 ? Lt."14f't E l 'E I i l Ic./r,1 l 179.78 64 b .07 3 al 1 % i, /_o 207,oc( n 2.5 7 .15 ~ L'-ib6 2.l _4, I l_. 24 Il?- .27 k . -i 5 /; 2 7 ?.di t. 9 224 DD L 7 5.".,6 44 Lt= 15 M.. Stl.80 55.48 _.13 2 L 706. 22

• .-C 2 I 7 rt, S>

_ 3 01."-1 1 %Io,17 .al._ _.) 4 ~% 3 3 4 b *,.'i 242.01 26 0. 5 * > ,b0 j. ~3 car anJ 19 2.o I a w. s., .wo o Tva1%5G(:N c2-7-77) l

~ TAR, r C -9 P-lf w = T@ l t i 4 O t I L O t 4 h L e. Ri Rt c. u.-,,. 2 L L L, t t AL W 19U M W63 -Tl COMDUlT SlEE F ~d RESPONSE SPECTRUM RE ACTOR BUlt.Dl% ELEV. 664.00 DAMPIM % SSE fee K =

5. t9 H z. - 6.47 Bt fn MAX CONDulT STRESS 50PPORT LOAD (lb)

END ) L,(50 (HQ Os0 Ri 82 DGPL. 6n) @ 5 ft

c. t =

co[ ~ ?. 40 5 /70*7 J/.? FC. O e ) 24 7 J/4*

• y 54*P

/03 P o o'C ~ 5 0-4 / '1 0 4 73

• 3 13 7

/ca.5 s F

12. &

3/34 3 .4 20 647 2 p. ; S- \\ l s. 5 b ft { 2. 34 4 /52 / 2C O 490 e 00 G' \\ ) !?./ ,92). 7 41.s* T4 7 c.orG 4 /4 / 4 72. O d'/* 2 /fo &,. 0 o pe 5 /:. r 3085'O 3C cf. S ? ? '/. 2 o :7 Lt 8 f't 2 11 2 2 75 P 78 / to S fl, l o Colo ) too 7 i L1 S~ l 0 0L ...to. 2 44co8 //2 3 o o3 Q i4 S 7 ' f. 7 /:4<. / 9 // 0 Cf 79 0 329 2. C// 3 0.5 i

r:.,: a!, t=.:m T/.sta C-9 P= ,l " ' L _- J 4 to 1 J i G? I t I L ?. l R. Rz = L Lz L t i A!.0MIRUM G%3 -Tl 00tGUIT SIEE 5 ,6 2 ' '> 4 5 ' ", RESPORSE SPECTRUM RE ACTOR BUILDil4G E t.EV. b6 4.00 DAMPING l% SSE I f p.coK = 5.19 Hi - 6.4'i Rt ' f'n MAy, CONDUlT STRESS SOPPORT LD/.D (lb) END L (.+0 (H 2) ( PS O Ri 82 DISPL. i 6n) @ Lt - 10 R 2 E

t. 5 (, 5 M 2. 2 G Il 6. 4 6 01

') I;? c n,o ic1.97 rs32. t . r.2 4 1 mI 1967.3 parlo 340.14 . i to F ~. 21'4.9 l;:es.92. %(o. - I .'2 L t = la ft 2. i f7 42/s,8 l 12 2.8 2 114. 7 7 . C 2. e } l - 1 '-- ~7 9 2.1 linC.57 n e,,8 C .of I I;- Ll II.0 7. 6 l :n t. Ele 2 '18. ' '] . l it 9 2c21. 'c l 26 f. frCr L'b).Y.2. .n L t. : 14 ft 2 iC 'I l 6 31, => l 167.2 ! J 94. 2's . o '$ } FI,6 I nf,.07 nH.57 .C7 1;- 1 .5 64, @. ~2'A.07 2 70. Y 'L _,. ljo Y ,7l p u e; {, l - 7J(,34 M I,w ; ,33 Lt= 15 f t. 2 ('i b .) ') l. 2

• l7, ? =,

. 0 4-5 's_ _p .L '4 _ if 2 l. I

co. 's m,, to q_. l O __

j 3D.c. 5_

A 4. M v s.,O

.I4 F 72I 2ut.P lu7.% :., v7.st TVA E36 (CH 00:-7-77) l

APPENDIX D BROWNS FERRY NUCLEAR F1. ANT (BFN) TEST FOUNDED 1 DATA BASE STANDARDS (DBS) l I l l 1 036078.01 j

r 1. Commentary f During the early stages of the as-built evaluation of the BFN electrical conduit installations, it was recognized that several recurring configuration groups were not in agreement with the criteria model. The most common of thres recurring groups was identified, and what is believed to be envcirplag dinensions and sizes were established. Hardware was assemb!. to these enveloping conditions, and full scale seismic tests were performed to the full SSE level at B FN. In addition to the SSE levels, successively higher levels were tested in effort to-establish the f ragility level of the conduit. In most cases, the test machine limitations were reached before the specimen fragility was de t e rmine d. The machine limitations were much greater than the required SSE level, assuring qualification plus margin for the bardware being tested. II. Obiective The objective of these standards-is to provide a documented, verified, enveloping, quantifiable, easy to use basis for qualifying conduit installations which approximate any configuration group found in these DBS but which lie outside the model from which the design criteria were developed. 1 4 l III. Aeoliestion Any as-installed conduit installation which cannot be directly associated with the criteria model and for which a similar DBS may be found herein is a candidate f or qualification by comparison to the respective DBS. There are six points of comparison to be made: A. Structural stability B. Geometric configuration C. Enveloping dimensions D. Material type E. Clamps used F. Support loads IV. Qualification bY DBS Hethod A favorable point-by point comparison, including informed engineering i judgment where necessary, will result in seismic qualificacion to the 1 particular DBS. V. Quality Assurance As for an, qualification, each condition must be identified, documented, an!. sapped. The point-by-point evaluation must be made, the results docemented, and the records preserved. All applicable requirements of the program QA plan must be met. 036078.01 i l )

i BROWNS FERRY NUCLEAR PLANT TEST FOUNDED D AT A BASE ST AND ARD DBS lb. N-100 2- / Prepared By /J& Da te g ff/gj Verified By 669== Da te 3 gJi \\ 't ' 's ,i r

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~ e# BRO'a'NS FERRY h"JCLEAR PLANT TEST TQJNDED D ATA BASE 5"I AND ARD DBS No. M-1002- / A Prepared By /14*L Da te 3/af/u Verified By ab w Da'te 3.u.M \\ 'S 1 t_ A = 7 l / ,~ !4. i e O Cerl $}e!, flfoy fyj};,,j or 3J, ( Ca g i. 3 ma, bn u ss et si m loca ke., r .- l l flen Ehialian \\ % 2 5 ei 4 ~ ~ Y. ate ial ' ? i o t. l Condu it Siz e( s) M" new Sv Cor::ne nt s / Cord it ion s I. he s +e c) Co,J:h w;h

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s BROWNS FERRY NUCLEAR PLANT TEST FCUNDED D AT A EASE ST A.VD ARD DBS No. M-1002-3 Prepared By /f//d Da te 3/zf/jt Veri fied By db y Da te 2 /z 7/Sm \\ 3 Coot an g 9 m esj be o red a f N ek o r e d fh e h tc*I Sy. l ., i. u +,, / l i<o < < < <, r: r 7 S* S j Sn _ '-l-2 r ~ E/en ho n Mcterial 6 Ssed/ Condu it Siz e( s) p 4%.., (" Comnent s /Cond ition s t-for :leel cond-r} s.s i+h 2 -h * /e o /-fisce c/,- p ran s in-Ja d Das a-ios s-2 D. S, : S 6 B' loe V" f%e, / " Co ndul } 1 S, :: s, L l0 ' {n,. /S," ha.o $" ce,J.,;.} e,. h a } g ;<s, im 8 FN-f0 -13 3, s,J $ st h ers,* ss /t!C. ~ "A n s d or t / lar, a}4ac k mw/t la Ma 3, 7, 9 9 m /1/7 at mo s dr e lu et. mes/ ki. Jed ecl h kL tpures/s./ }o he+ < * $ ~ir e d i cond-14 s yo<f 9 e s likd v,ds - am ro -n2.(,,, or he a Ja m e. r: i( Q a dall. DE02:066074.01

1 I BROWNS FERRY NUCl, EAR PLANT TEST FOUNDED D AT A BASE ST AND ARD DBS Ho. N-100 2-2 Prepared By _M Da te 7/27 /ft Veri fled By _ QF Da tv 3.u g _ \\ be u s e d a 4 s.,, h es he-Coupi:ngt m a y/sel. te*/ /S ox E f L' j #' r 4I L! ,fS - lj

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BROWNS FERRY NUCLEAR PLANT j TEST FCUNDED D ATA BASE STAND ARD DBS No. N-100 2-3 Prepared By /f/4 Da te 7/s7/x Veri fied By T1,i = De te s. 7.n I Couf l.,$ s en a q 6a used A4 q lot 4:en-f fltch sco./ Aox t e ii i4 4.r it .i s ,A k, 3 'hn - 3. 3 S i g Elavalloe, Ma ter ial E s4ts) au;4k I. h e b _, 2 - p i e c e t +r e,,, Condu it Sit e( e) (N' +1,, a f '8 1 a l Cocoe nt s /Cond it ions /. & s fea/ reae/w;f w; A / />.'ce s j g. 4, /t c / mjo rac ifaa/ard D87 /V- /co 2 -3

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1 l l i BROWNS FERRY NUC1. EAR PLANT TEST FCUNDED DATA BASE STANDARD DBS No. N-100 2 1, Prepared By 443 Da te ?m.W Ver; fied By (6 > r=:- Da te ,,, __t \\ y oupling ma, C be at any to es i I II / [ d R[8 4 g. i, i,, w c i S ,4-- 3. ITa L., la + io n Jw Casi;ters. Lene H, C ,,h 3/4 / /W .t % E 3" 4"

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BROWNS FERRY NUCLEAR FLANT TEST FOUNDED DATA BASE ST ANDARD D BS, No. N-100 2-g Prepared By GBF Da te 2.a.r6 Verified By IWt2 De te, 23.ne r Coup lIng may be a4 a ny hts 1I fI ,1 c / ~/~e f u ln } i o n he (*sNItvs**ltn*H,C ll 3ll / /Yg" 2" A h53 " 4" S" 5 C C C 6~ T' 5~ r C 5 6 5 7 7 5 T T 5 C 5 9 5 C C C 5~ f f 5 7 to 5 5 5 C 5 C 5 C I T. f $~ [ 14 C T T S~ S' T f 5 b~ IS' r F 5-S~ S~ 5' r 5 Ma te r ial /, /w, r e, - Condu it Siz e( s) M " A,.. r" i l Cot::nent s / Cord it ions

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BROWNS FERRY NUCLEAR PLANT TEST FOUNDED D AT A BASE ST AND ARD DBS Mo. N-1002-6 Prepared By M Da te 3n wz Veri fled By Qv > i=r Da te T. - '. =t. \\ S en ds only, N. '.U, Coupl:ngs may be af Elbow f,lknys $~~l" ). lo ca l;,n. e-y any 3 + 0 ~ 4.

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~ BROWNS FERRY NUCLEAR PLANT TEST FOUNDED DATA BASE STANDARD DBS No. N-1002 _(f_ Prepared By 6*6 Date _V n /u Verified By 'd e Date 3 : -n i /3 ands on/7, No fl bow filh ng s ), 7 Couf ngs may 69 of li ~ [ eny lo c /;, 3 o

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BROWNS FERRY NUCLEAR PLANT TEST FOUNDED DA TA B AS E STANDARD DBS No. N-1002-7 Prepared By /M4-Date 9/*MI Vertfled By GD P Da te 7 c' -M I L 3 sl ^ 1s 7 s 1 = B and ont,, rh tlL.a F;ihm s --6, f p Co upling s man be si ~ ~ 3; any lou.he n g A-A e / .1 A-y lJ, l

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BROVNS TERRY NUCLEAR PLANT TEST FOUNM P DATA BASE STANDARD DB No. N-1002-R Prepared By Date 7h Vr< Verifted By _ w n 13 Date ?. -?? -d> / _ ls 15 An 8 end or sH. Elbow FiHin9 ,f - / Co s.phn p s m a, he si o y lou hen y. ), e e _r A3 S 'N Pla n flua/ ten or Material i' S #el Conduit Size (s) 8A " *bm ?" i l Com ents/ Conditions

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'860529 00 i EXCEPTION REQUEST AND APPROVAL FORM i Design Critetta Numbef Exception Numoer f.x-BFN-50-723-1 gyg.e,0-723 R0 Section(s) Plant and Unit (s) 3.0 and 4.0 Browns Ferry Units 1. 2. and 3 Check if Approved with Qualifications REQUEST APPROVAL Prepared Prepared h Approv Checked ' '$'h[ hf p Date Approveo r/n/u ~ A. Summary Description of Exception i Allowable stresses in Section 3.0 for conduit and in Table 4.1-1 for conduit {: supports will be increased for interim qualification of Unit 2. The interim it period is the remainder of Cycle 5 operation. The increased allowables are i shown in Part B below. B. Detailed Description and Justification of Exception Ereeption to Section 3.0: An allowable bending stress of 1.2 (Sy)/0.75(2.3) = 17,391 psi; where Sy = 25,000 psi, may.be used for interim qualification of ASTM A-72 or similar steel conduit. An allowable bending stress of 1.2 (Sy)/0.75(2.3) = 9,043 psit where Sy = 13,000 psi, may be used for interim qualification of aluminum conduit. Erception to Table a.1-1: 4 For interim qualification, the allowable stress in support members may be increased to 1.5 times normal AISC allowables except for shear. The allowable stress for shear may be increated to 1.25 times the normal AISC allowables. No additional increase is allowed for seismic. Bolt anchors set in hardened conerste may be accepted for interim qualification with a factor of safety of 2. ec: BlMs.sL26 C K

i 1 C. Safety Considerations Higher allowable stresses for interim qualification of supports and lower f actors of safety for evaluating existing anchors will have little effect on the operability of the plant. If a seismic event occurs during interim operation, supports and conduits may experience greater deflections; however, based on full scale model testing, no catastrophic failures will occur. The conductors within the conduit will continue to carry current and the conduits will not fall. D. Originating Organization Evaluation and Qualification See Block. C. i e 4 e -}}