ML20008D770
| 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) | |
Text
a m_.
__4 m
._.,#.A__
e
_~ --
.m.
~yi e
f 9
E N
D t
X l
1, 1
1 i
l l
i t
I
=,
- 1 1
I I
i i
S0073&O h1 00 : g, t
i
...-.~..
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:
w
\\
s,)
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.
2 v
5A-1 00 tM A=end=ent No. 6 12/26/69
= - -
i m
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.).
)
v 5A-2 M t>8 A=end=ent No. 6 12/26/69
i U = 1 5 D + 1.3 L s
U = 1.25 (D + L + H
- E) + 1.0 T e
o U = 1.25 (D + L + Ha + W) + 1.0 To j
U = 0 9 D + 1.25 (H + E) + 1.0 T 3
3 U = 0 9 D + 1.25 (H + 'a') + 1.0 Tc In addition, for ductile =ctent resisting cenerete s; ace frames and fer shear valls:
U = 1.4 (D + L + E) + 1.0 T + 1.25 H o
C
' U = 0 9 D + 1.25 E + 1.0 T + 1.25 H o
o 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 T + 1.25 F'o o
Steel structures shall satisfy the folleving leading ce=binatiens withcut exceeding the specified stresses:
D + L................. Stress Limit = f, D+L+T
+H
+ E... Stress Li=1t = 1.25 f o
o s
D+L+T
+H
+ W... Smss M = 1 33 f, o
g In addition, for structural elements carrying =ainly earthquake forces, such as struts and bracings:
D+L+T
+H
+ E... Stress Limits = f, g
' 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
'ec=binations:
i U = 1.05 D + 1.05 L + 1.25 E + 1.0 T + 10 Eg+1.0R g
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 T + 1.25 H o
o U = 1.0 D + 1.0 L + '. 0 T + 1.25 H + 1.0 V '
g g
Steel structures shall satisfy the cost severe of the folleving leading ec=bi-untions without exceeding the specified stresses:
D+L+R+T
+H
+E' Stress
- Limit = 1 5 f g
g 3
D+L+R+T
+H
+E' Stress
- Limit = 1 5 f A
A s
D+L+A+T
- N
........ Stre ss *Li=it = 1 5 f n
o 3
D+L+T
+H
+ W'....... Stress
- Limit = 1 5 f o
o 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.
T = ther=al loads due to temperature gradient through vall under g
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.
H = f Me en sNum due to 2.eml epsien of p@s uder A
i accident conditions.
E = " design seismic lead."
E' = "=aximum seismic lead."
5-A = hydrostatic lead due to upstream das failure.
W = vind lead as specified in ASCE Paper 3269 W' = tornado vind lead.
f = allowable stress for structural steel.
3 F = yield strength for stul.
7p ='O.90 for reinforced concrete in flexure.
O 00 %
=end=ent no. 5 SA-u A
11/3/69-
i l
l-
)
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.
- = 0 95 for prestressed tendons in direct tensi:n.
I 2
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 s
without loss of function. The deflections or defor=ations of structures
("w
- 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
. p\\
V.
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.
- r..: cv.,. :
- -.=. u =_r:
- - "m.
vn. w,Ln r:. r ~ -,
. m D. x.D.
m. -
u u
VI'D KRCE
. 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
]
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)
/7 t
1 x.s/
x
/
. }! 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"
/~~}
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 or Snow Loading - A uniformly distributed live load of 40 pounds per square t
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,
~
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.
Task Committee on Wind Forces, ASCE Paper No. 3269, " Wind Forces on Structures."
s_ -
00 ' W imendnent so. 30 5A-7 9/75
cn y,o., 5..;a,8.3.,,s
~_
. j,p,_,..,3. x g.s,_;~x.,,
"w),/f'/%.9 (<59,s_c'<v ef r. /m,,,, m.s'Q,,3,
y
.p
. ),,
t fs. ixA 22 j{7pT'Q,Ng, :,'iW,, "
-v v. 2 / y 1 'o.c ' L a
/x.^g v x h ';u,, m /s v m ' %y v
s a24^ _: N!^! X W
!. fin 4N.V,.O. Q'Asq /iv'N./M -' f ';'!^ / NLeg,X.'iiw G.1X
!ONs4 _,\\l N f%@X)NN Mx[
,, T s>.
~
i 4
'L' /'v'\\[/s,'N 'g.;.q e
i0'M't
$Cl,'X[X.
_...,_,,e
/..
$MN-d[k,N.,'.h..!N~.,.'Lk,z,f/f<pQ)'I'
,~..z-...ik.'$
f ee
.. - n :
5 X'XS}'I(-jX!'M'N XXN ' '%
/
[ 7 /, Y ' X C 2 e t X h'>:< $ b, [! h b ( k h N
^5'<'X?'J 'l M b k [ k'is
' ( ' $ sSWW v' x ' _.F',PER C ENT CRITIC AL '.x,
Mev, x, x A x w.. 4 u
x,v f a n DAMPING v h n NAvM9v. v/v /'MvN, u*/U' -
sg 'y
)8 sx/v s
~
9 o.o _y' N_ s, ' * -
- F/,fYIX< /\\ lX! 's('N-N?.WYI X / '
,XM'"^
,4 M X v' "d.i ~ C.;
sx/vg /vxtWewxL..%
axNCWs
=
- u N
fM, Vl MX h6_30.,fA$. F4s.' 2 ' / M ~ M M c h. i.
d
/'
s f
i 10.0 I.
i'
'<'Q h h
^
rsw' w w a 'x> m wu n a t w a s i.'
I 8 M M,'./ s M M s b i
d N;s;sw,E )
(s x, A x x,s,smg, /, c.,
rf A ^ i v N y. mn Exfs e +x s,y,<v x ss -
x,, -
2.fs 2
i 1
-x
,9 /.ev n s.
x
_s fs j y A A. vs xvg e.
s
\\M 8 -
ifV f X fx /s N N;\\/-
I v Vf/ 4 /\\X Yy\\isbji Kff'2 P n A sN \\ '<N sfa Y J/v M A NN7/
s/
- /NV W M VWfC.?,'f/pYlX /\\ !XN'('W Y/sv ^ ^ VMS 2
Qs//X'LA /N LX! 5/'
J //X !X /\\ tXI X% ' A x
i$$>[/h/N! /h/'.
- Gss4 M'/
MIMTsM MX '$)' 2 M'Xf '>d3
_., /,4' /M/h/N! /M@'d.?)t M#h/'Q AvN'%Q
^
/
h_,b YL
,,y
!N
.N/I\\MNkh bMl'I\\ D\\
NM[
I f M's.Md N $ l X L'[ * '
N.6 b
.n
.a.a..
.t
.c 4
o PERIOD (secs) e DESIGN RESPONSE SPECTRUM
" DESIGN EARTHQUAKE" O
FIGURE 5-A-1 V
03 ' M
\\// X "s
x
~
%4rl
/
,Q m
w./ p r r a m' y D N si xi an 9-
/\\/
/N /
N /, /
/N/\\
N
. A 2A/
7(i/s N I'I,E/
w.
M 'xiX W $
"N :,V,
/
e EM e i..
. /INNkh 2
N.
Ebb'
' NM '
RS8SKNMpMtkqMX%R?
N ge v"=v, mcwcwwNxxww - -
-\\
' ~
~
/ V \\{/ g o.0 f
f; ML 4 k-M3x^X'^7d' 40 A '43%'X' 'eKTgWe i NfvM g g T i
NX __
j 8
WrYIx A A \\YNW i/
A A A N 'T 5.0
/NN /N /M N'NWW.
. / /1
'v m
w X / e' [ s / s'0 A _
n' 10 h* WAY!K AN LXJY'tNWFfYLX /XtX!' ~.
y' s -
y 6m e AvNx
' w AAcN~ ~ v e A
=
E. ix$$8 X)<' ]>$y'(/g ~ 'y^y6' pF/ 't, J N'MXi' o w m m n a m(D VA WW ? !? k WW M M N3 Yw, waxaxmww o>
QQM Ql'
'I %l I' M Q ez5xw=muxm exwme
, - Nev/ x ^ ^ v/M
'- iv / x ^ A x vyw i my / x ^ x x xNsxi
'//fM /N /4 V/.
/XN /N /4 'P'M
'M /4 /\\ WWT
' W/YlX A INACM'9X//X IX /\\ tXJ
't X A I X t'>L M '
. W /h/\\
Av'N /M'0?
/v^4 Avfsl 'N bN M [MsY ' MN N#
e
/-
/
x umxu x
we
. 's s
S
.o
.o.
.o..c...
.... i
..o PERIOD (secs) s DESIGN RESPONSE SPECTRUM
" MAX MUM EARTHQUAKE" r3
't FIGURE 5-A-2 00'ed