ML20008D770

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App 5A to Midland 1 & 2 PSAR, Design Bases for Structures, Sys & Equipment. Includes Revisions 1-36
ML20008D770
Person / Time
Site: Midland
Issue date: 01/13/1969
From:
CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To:
References
NUDOCS 8007300657
Download: ML20008D770 (10)
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APPE' DIX 5 A DESIGN BASES FOR STFJC7JRES, SYSTEG AID EQUIPME:iT GE iEFAL The desi6n bases for structures for nor=al crerating conditions are governed by the applicable building design 00 des. The design bases for specific syste=3 and equipment are stated in the appropriate pSAR Section. The basic design criter10n for the =ax1=u= less-of-ccolant accident and seis=ic condi-tiens is that there be no loss of function if that function is related to public safety.

CIASSES OF STRUC?JRES. SYSTEG AID EQUIPME iT CLASS 1 Class 1 structures, syste=s and ecuipment are those whose failure could cause release of radioactivity which would exceed 10 CFR 20 limits at the site bound-ary or those essential for i==ediate and long-ter= operation following a less-of-coolant accident or those necessary fer safe shutdown. '4 hen a system as a whole is referred to as Class 1, portiens not associated with loss of function of the syste= are designated as Class 2.

The folleviC6 nre typical Class 1 structures:

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Reactor b tildings.

Pcrtions of the auxiliary building housin6 the engineered safeguards syste=s, control roc = and radioactive =aterials.

Enclosures for the service water pu=ps, auxiliary' feed-water pu=ps and diesel generators.

Diesel fuel storage facilities.

Supports for Class 1 syste= cc=ponents.

Typical Class 1 equipment and syste=s follow:

Reactor vessel and internals including control rods and control rod drives.

Other reacter coolant syste= cc=ponents (stea= generators, pressur-izer, pu=ps, etc) and piping, including vent and drain piping inside the reactor building.

Reacter building penetrations up to and including the first isola-tion valve outside the reactor building.

lein stea= and =aia feed-water pipi:6 up to the first stop valves g outside the reactor building.

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5A-1 00 tM A=end=ent No. 6 12/26/69

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New and spent fael storage racks and fael handling equipment, in-cluding the crane above the fael pool (unloaded conditien).

1 Motor-driven and stea=-driven auxiliary feed-water syste=s.

Energency generators including fael supply.

Reactor building crane (unloaded condition).

Control boards, switchgear, lead centers, batteries, transformers, and cable runs serving Class 1 equip =ent.

Service water syste=s (critical portions).

F Component cooling (criticalportions).

Reactor bu11 din 6 spray syste=.

. Reactor building air recircu.w ton and cooling syste=.

Iow-pressure injection and decay heat removal syste=.

Makeup and purification syste (critical portions).

Core flooding tanks and piping.

p Borated water storage tank.

CIASS 2 Class 2 structures, syste=s and equip =ent are those'whose failure vould not result in the release of radioactivity which would exceed 10 CFR 20 limits at -

lthesiteboundaryandwouldnotpreventsafeshutdown. The failure of Class 2 structures, syste=s and equip =ent =ay interrupt pcver generation.

DESIGN EASES CIASS 1 STRUCTURES DESIGN Nor=al Operation - Ibr loads to be encountered during nor:a1 plant operation (excluding earthquake loads), Class 1 structures are designed in accordance with design =ethods of accepted standards and codes insofar as they are applicable.

(Paragraph Deleted)

The final design of Class 1 concrete structures (except the reactor building) under nc=al operating conditions satisfies the =ost severe of the following load co=bination equations. (Design equations for the reactor building are given in Section 5, Reactor Building and Structures.).

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v 5A-2 M t>8 A=end=ent No. 6 12/26/69

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U = 1 5 D + 1.3 L s

U = 1.25 (D + L + H e

  • E) + 1.0 To U = 1.25 (D + L + Ha + W) + 1.0 To j U = 0 9 D + 1.25 (H3 + E) + 1.0 T3 U = 0 9 D + 1.25 (H + 'a') + 1.0 T c In addition, for ductile =ctent resisting cenerete s; ace frames and fer shear valls:

U = 1.4 (D + L + E) + 1.0 To + 1.25 HC

' U = 0 9 D + 1.25 E + 1.0 To + 1.25 Ho For structural ele =ents carrying =ainly earthquake forces, such as equi; cent sup;crts:

U = 1.0 D + 1.0 L + 1.8 E + 1.0 To+ 1.25 F'o Steel structures shall satisfy the folleving leading ce=binatiens withcut exceeding the specified stresses:

D + L . . . . . . . . . . . . . . . . . Stress Limit = f, D+L+T o

+H o + E . . . Stress Li=1t = 1.25 f s

D+L+T o

+H g + W . . . Smss M = 1 33 f, In addition, for structural elements carrying =ainly earthquake forces, such as struts and bracings:

D+L+T g +H + E . . . Stress Limits = f,

' Accident, Seis=ic and Tornado Ecads - The Class 1 structures are in general proportioned to =aintain elastic behavior when subjected to varicus ec=binations of dead, themal,. accident, seis=ic and tornado leads. The upper li=1Cof'elas-tic behavior is censidered to be the yield strength of the effective lead-carrying structural naterials. The yield strength (Y) for steel (including reinforcing steel) is considered to be the guaranteed =in1=u= given in appropriate AS3i specifications. The yield strength (Y) for reinforced concrete structures is censidered to be the ultimate resisting csiacity as calculated fro the "Ulti-nate. Strength Design" portion of the ACI Code 318-63 Cencrete structures shall satisfy the most severe of the following 1caling i 'ec=binations:

U = 1.05 D + 1.05 L + 1.25 E + 1.0 gT + 10 Eg+1.0R U = 0 95 D + 1.25 E + 1.0 TA + 1.0 HA + 1.0 R b

() U = 1.0 D + 1.0 L + 1.0 E' + 1.0 To + 1.25 Ho + 1.0 R 5A-3 0 0 % p end=ent No. 5 n/3/69

U = 1. 0 D + 1. 0 L + 1. 0 E ' + 1. 0 Tg + 1.0 Hg + 1.0 R U = 1.0 D + 1.0 L + 1.0 A + 1.0 To + 1.25 H o U = 1.0 D + 1.0 L + '. 0 Tg + 1.25 Hg + 1.0 V '

Steel structures shall satisfy the cost severe of the folleving leading ec=bi-untions without exceeding the specified stresses:

D+L+R+T g +H g +E' ... Stress

  • Limit = 1 5 f 3 D+L+R+T +H +E' ... Stress
  • Limit = 1 5 f s A A D+L+A+T n
  • N o . . . . . . . . Stre ss *Li=it = 1 5 f 3

D+L+T o +H o + W' . . . . . . . Stress

  • Limit = 1 5 f s
  • Maximum allowable stress in bending and tensien is 0 9 Fy.

Maximum allevable stress in shear is 0 5 Fy.

Stress in some of the =aterials =ay exceed yield strength under certain loading ec=binations. If this is the case, an analysis shall be made to insure that the affected Class 1 system and equigent do not suffer loss of functicn and the structure retains its required integrity.

U = required ultimate load capacity.

D = dead load of structure and equipnent plus any other pe:=anent loads contributing stresses, such as soil or hydrostatic leads.

An allowance is also =ade for future pe::anent leads.

L = live lead.

R = force or pressure en structure due to rupture of any cne pipe.

Tg = ther=al loads due to temperature gradient through vall under operating conditiens.

H = force on structure due to ther=al expansien of pipes under operating conditions.

T= em 1 a s due to u=pemme gmdient &mgh all under A

accident conditions.

HA = f Me en sNum due to 2.eml epsien of p@s uder i accident conditions. .

E = " design seismic lead."

5-E' = "=aximum seismic lead."

A = hydrostatic lead due to upstream das failure.

W = vind lead as specified in ASCE Paper 3269 W' = tornado vind lead.

f3 = allowable stress for structural steel.

F = yield strength for stul.

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.. p ='O.90 for reinforced concrete in flexure.

O SA-u 00 % A=end=ent no. 5 11/3/69-

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i d = 0.85 for tension, shear, bond, and anchorage in reinforced

! concrete.

1 = 0 75 for spirally reinforced cenerete co=pression =e=bers.

I d = 0 70 for tied ec=pressien =e=ters.

j d = 0 90 for fabricated structural steel.

d = 0 90 for reinforcing steel (not prestressed) in direct tension.

d = 0.85 for lap splices of reinforcing steel.

p = 0 90 for welded or =echanical splices of reinforcing steel.

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  1. = 0 95 for prestressed tendons in direct tensi:n. I The reactor building, engineered safeguards, stes= and feed-water syste:

components r.re protected by barriers from all credible =issiles which might be generated from the reactor coolant syste=. Local yielding or erosion of barriers is permissible due to jet or =issile i= pact, provided there is no general failure.

i The final design of the =issile barrier and equipment support structures inside the reactor building is reviewed to assure that they can withstand applicable . pressure loads, jtc forces, pipe reactions and earthquake loads

("ws without loss of function. The deflections or defor=ations of structures

! - and supports are checked to assure that the functions of the reactor buildirs and engineered safeguards equip =ent are not i= paired.

CLASS 1 SYSTD!S AND EQUIPMEW DESIGN Components and syste=s classified as Class 1 are designed in accordance with the following criteria:

a. Pri=ary steady state stresses when co=bined with the seis=1c

. stress resulting fro: the " Design Earthquake" are maintained within the allowable working stress limits accepted as good practice as set forth in the appropriate design standaris, l eg, ASME Boiler and Pressure Vessel Code, UASAS B317 Code for Pressure Piping.

i b .- Pri=ary steady state stress when co=bined with the seis=ic stresses resulting from the " Maxi =um Earthquake" are li=ited so that the function of the co=ponent or syste= is not so i=-

4 paired as to prevent a safe and orderly shutdown of the plant.

. CLASS 2 STF1TC'IURES DESIGN

! Class 2 structures are designed in accordance with design =ethods of accepted codes and standards. insofar as they are applicable. Seistic design is in

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SA-3 A=endment No. 5

@ Q$, 11/3/o9

7 accordance with the Unif0m Building Code with the appropriate verking stress allevance and shear coefficients.

CIASS 2 SYSTEMS A.'D EQUIPME'1T DESIC-N Class 2 syste=s and equip =ent are designed in acecrdance with design =etheds of accepted codes and standards. Wind leads and seis=ic leads, where appli-cable, confor= to the require =ents of the Unifc= Euilding Ocde.

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. Class 1 structures (except the enclosure ever the fuel s:Orage facilities) are designed to resist the effects of a ternado.

The reactor building is analyned for tornado icading (not coincident with accident or earthquake) On the folle. ring basis:

a. . Differential bursting pressure between the inside and cutside cf the reactor building is assu=ed to be three pcunds per square inch positive pressure.
b. Iateral force is assu=ed as the force caused by a tornado funnel having a maxi =u= peripheral tangential velocity of 300 =ph and a for.rard progression of 60 =ph. These cc=penents are censervatively

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applied as a 300 =ph vind ever the entire surface of the st meture for each reactor building and are additive for a 360 =ph vind ever the entire surface of other Class 1 structures. The applicable por-tions of wind design =ethods described in ASCE Paper 3269 are used, particularly for shape factors. The provisiens for gust factors and variation of vind velocity with height are not applied.

c. Tornado driven =1ssiles equivalent to an airborne h inch by 12 inch by 12 foot plank traveling end-cn at 300 =ph, or a LOOO pound autc=cbile flying through the air at 50 =ph and at not =cre tkan 25 feet above the ground, are assu=ed.

SEISMIC MRCES (E A'.D E')

AEC Publicaf.ic: TID 7024, "Naclear Reactors and Earthquakes," is used as the basic design guide for seis=ic analysis.

The " Design Earthquake" used for this plant is a grcund acceleration cf 0.06 g heri:entally and 0.Ch g vertically, acting cicultaneously. The

" Maxi. = Earthquake" is a ground acceleration 0.12 g hori:Ontally and 0.08 g vertically, acting si=ultaneously.

Seis=ic leads on structures, syste=s and equip =ent are dete=ined by realis-tic evaluation of dyna =ic properties and the eccelerations obtained frc=

the attached acceleration spectru= curves 'f gures 5-A-1 and 5-A-2 in this Appendix)

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5A-6 . }! Amend =ent No. 8 2/9/70 e

26 Tha partcut critical damping for structures end systems is as folJows:

1 I

Percent Critical Damping i

" Design Earthquake: " Maximum Earthquake" l

/~~} 5 (E) (0.06 g Ground (E) (0.12 g Ground '

( ,,/ Surface Acceleration) Surface Acceleration)

Welded Steel Plate Assemblies 1 1 Welded Stee* Framed Structures

, 2 2 Bolted or Riveted Steel Framed 2.5 2.5 Structures Reinforced Concrete Equipment 2 3 Supports Reinforced Concrete Frames and 3 5 Buildings Prestressed Concrete Structures 2 5 Critical Piping 0.5 0.5 26 The percent critical da= ping for equipment is determined by the characteristics of individual equipment.

EURIED PIPING The seismic anal / sis of buried pipe lines will be based on the principles con-

% 30 tained in Section 6 of BC-TOP-4-A Revision 3, " Seismic Analysis of Structures

( ,) and Equipment for Nuclear Power Plants," Bechtel Power Corporatien, November 1974.

FLOODING Class 1 structures are designed for 632 feet " probable maximum" ficod level.

Class 2 structures are designed for 614 feet "desigd' flood level.

LOADINGS COMMON TO ALL STRUCTURES 7ie t or Snow Loading - A uniformly distributed live load of 40 pounds per square foot on all roofs provides for any anticipated snow and/or ice loading.

REFERENCES AEC Publication TID-7024, " Nuclear Reactors and Earthquakes."

Housner, G. W., "Desien of Nuclear Power Reactors Against Earthquakes,"

Proceedings of the Second World Conference on Earthquake Engineering,

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Volume 1, Japan 1960, Page 133.

Housner, G. W. , " Behavior of Structures During Earthquakes," Journal of the Engineering Mechanics Division, Proceedings of the American Society of Civil Engineers, October 1959, Page 109.

s_ - Task Committee on Wind Forces, ASCE Paper No. 3269, " Wind Forces on Structures."

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