ML20003A942
| ML20003A942 | |
| Person / Time | |
|---|---|
| Site: | Yankee Rowe |
| Issue date: | 12/31/1980 |
| From: | Stijgeren E, Wong C EARTHQUAKE ENGINEERING SYSTEMS, INC. |
| To: | |
| Shared Package | |
| ML20003A937 | List: |
| References | |
| 80023, NUDOCS 8102100101 | |
| Download: ML20003A942 (29) | |
Text
I I
f Job No.:
80023 Doc. No.:
DC-1 7
Revision:
0
(
SEISMIC REEVALUATION CRITERIA For Yankee Nuclear Power Station g
Rowe, Massachusetts Prepared for Yankee Atomic Electric Company 1671 Worcester Road Framingham, Massachusetts 01701
(
Prepared By Earthquake Engineering Systems, Inc.
(
141 Battery Street, Suite 400 San Francisco, California 94111 Prepared by:
C@
I OLQ Chun R. Wong a
p 4
Reviewed by( _
W J
CJ]^
r e Va11enas Reviewed by:
/ 4 Mtw Herman Sbryoutomo
(
Approved by:
k //871 f (NM Eric Van Stijg6ren
(
0-December, 1980
'(
blu 2 010loy,
~ T l
TABLE OF CONTENTS Paqe
1.0 INTRODUCTION
1 2.0 SCOPE...............................................
2 3.0 CODES AND STANDARDS.................................
3 l
4.0 REFERENCE DOCUMENTS.................................
5
)-
5.0 STRUCTURAL PERFORMANCE CRITERIA.....................
7 5.1 Material Properties............................
7 5.2 Lo a d De s c r i p t i o n............................... 8 5.3 Analysis Methodology...........................
9 5.4 Acceptance Criteria...........................
12 6.0 PIPING ANALYSIS CRITERIA...........................
15 6.1 Lo ad De s c r ipt ion.............................. 15 l
6.2 Analysis Methodology..........................
16 6.3 Acceptance Criteria...........................
23 6.4.
Small Pipe Stress Analysis....................
26 i
i APPENDIX A Piping Systems with'in Scope APPENDIX B Structures within Scope
-APPENDIX C-List of Figures Structural Analysis Flowchart,- Fig. 5-1 l
Piping Stress Analysis Flowchart
_ Fig. 6-1 i
' APPENDIX D List of Tables Allowable-Stress Table - Table 5-l' Recommended' Damping Values _- Table 5-2_
L.
APPENDIX E Computer Programs
)
e
-i-7 4 }e a
d
~.
)~
1.0 INTRODUCTION
)'
Yankee Nuclear Power Station was designed before the current technology and codes had fully evolved.
In the last decade, the state-of-the-art of earthquake engineering has progressed considerably.
During this same period, new.
)
codes and regulations governing the design of nuclear power plants have been developed and have undergone significant changes.
This evolution, while not resulting in a change in the basic design concepts, has yielded more detailed
)
3.1 formation concerning the behavior of structures, systems and equipment during earthquakes.
Yankee Atomic Electric Company.has requested Earthquake
)
Engineering' Systems, Inc. (EES)Lto perform a seismic evaluation of the plant's critical structures and piping systems in accordance with the NRC'Systenatic Evaluation' Program (SEP).
This docunent establishes the seismic criteria and the seismic evaluation approaches to be used in the investigation.
The present criteria have-been specifically developed'for linear elastic analysis.
If necessary, additional criteria will be developed for non-linear-analysis.
)
{
u 1
)
2.0 SCOPE
)
The purpose of this document is to establish the method-ology and the criteria to be used for the seismic evaluation of piping systems and structures for the Yankee Nuclear Power Station.
)
Within the scope of this progran, Earthquake Engineering Systens, Inc. (CES) will:
)
(a)
Perform static analyses for thermal, dead weight, anchor mcvement and pressure loads, and dynamic analyses for seismic inertia loads.
These analyses will be based on the as-built geometry of the piping
)
systems and structures.
(b)
Perform an evaluation of the critical piping systems and structures to withstand the loading conditions
)
specified herein.
The piping systems and the structures included in the scope of this effort are summarized in Appendices A and B
)
respectively.
)
)
)
)
)
3.0 CODES AND STANDARDS
)
The following codes and standards shall be applicable to the appropriate sections of this document (except where noted otherwise).
)
(a)
American National Standard Code for Pressure Piping -
ANSI B31.1, 1980.
(b)
Nuclear Regulatory Guides - 1.60 Rev.
1, 1.61 Rev.
O, 1.92 Rev. I and 1.122, Rev.
1.
(c)
American Institute of Steel Construction (AISC),
" Specification for the Design, Fabrication and Erection of Structural Steel for Buildings," 8th Edition.
(d)
American Concrete Institute (ACI) " Building Code J
Requirements for Reinforced Concrete" (ACI 318-77),
including 1977 commentary.
(e)
American Iron and Steel Institute (AISI),
)
" Specification for the Design of Cold Formed Steel Structural Members," 1968 Edition with 1970 commentary and 1071 supplement.
)
(f)
Anerican Welding Society (AWS), " Structural Welding Code," Dl.1-75.
(g)
American Society of Mechanical Engineers (ASME),
)
" Boiler and Pressure Vessel Code", 1971 Edition including Code Case 1607.
J
) A
).
(
f (h)
U.
S.
Nuclear Regulatory Commission, (NRC),
" Development of Criteria for Seismic Review ~of selected Nuclear Power Plants", NUREG/CR-0098 May-i l
l 1978.
(i)
International Conference of Building Officials, "Uniforn Building Code", 1979 Edition.
(j)
U.S.
Nuclear Regulatory Commission,-(NRC), " Standard Review Plan for the Review of Safety Analysis Reports for Nuclear Power Plants", NUREG-75/0A7, Section 3.7, Washington, D.C.
- Office of Nuclear Reactor Regulation, September, 1975..
)
(k)
American Concrete Institute (ACI), " Code-Requirements for Nuclear Safety Related Concrete Structures" (ACI 349-76), including supplements.
)
(1)
American Concrete Institute (ACI), " Code for Concrete Reactor Vessels and Containments" -(ACI.359-77),
including 1977 commentary.
)
(m)
N.M.
- Newmark, W.J.
- Hall, R.P.
- Kennedy, J.D.- Stevenson,.
and F.J.
Tokarz, Seismic Review of Dresden_ Nuclear _-
Power Station--Unit 2 for the~ Systematic Evaluation Program U.S. Nuclear Regulatory Commission, NUREG/CR-0891 (1979).
(n)
ANSI B16.lO, Face-to-Face and End-to-End Dimensions of Ferrous Values, 1973.
)L
~4--
._ s a
4.0 REFERENCE DOCUMENTS O
The following reference documents shall be used in carrying out the piping stress and structural analysis effort:
Ds 4.1 Documents V
(a)
Yankee Atomic Electric Company, " Final Hazard Summary Report, Yankee Nuclear Power Station, Rowe, Massachusetts".
v, (b)
Specification for Piping. YS-497 (S & W, JO-9699) July 15, 1959.
Yankee Atomic Electric Company, Yankee Nuclear Power Station, Rowe, O,-
(c)
Hot Service Thermal Insulation for Yankee Atomic Electric Plant.
YS-2304 (S & W, JO-Cc 9699) June 1, 1959.
Yankee Nuclear Power Station, Rowe, Massachusetts.
(d)
Piping flow Diagrams, Yankee Nuclear Power
,v, Station, Rowe, Massachusetts.
(Drawing Nos.
E - S).
(e)
Piping Drawings (Drawing No. 9699-FP-1 through
,g 77).
(f)
Stone and Webster Contract Drawings for Yankee Nuclear Power Station, 1958, 1959.
no (g)
Earthquake Engineering Systems, Inc., " Seismic Analysis and Stress Report for the Steel Vapor Container Structura of Yankee Nuclear Power
,73 Station," E-Y-YR-80061, 4-3-79, Rev.'l.
C).
):
(h)
Earthquake Engineering Systems, Inc.,
j:
" Preliminary Seismic Evaluation, Concrete Reactor Support Structure for Yankee Nuclear Power Station", E-Y-YR-80064, A-10-79, Rev.
1.
j (i)
'Weston Geophysical Corporation, " Geology and-Seismology, Yankee Rowe Nuclear Power Plant",
January 29, 1979.
(j)
- Wiegel, R.L.,
Earthquake Engineering, Prentice-
)
Hall, Inc. (Englewood' Cliffs, N.J.),
- 1970, 518p.
f (k)
- Housner, G.W.
(January, 1967), " Dynamic Pressures on-Accelerated Fluid Containers",
Bulletin,. Seismic Society of' America,'47(1).
J (1)
~0.S.
Atomic Energy Conmission (1963).
Nuclear
)-
Reactors and Earthquakes, TID-7024, Washington, D.C.
- Office of Technical-Services.
)
?
2- -
D 5.0 STRUCTURAL PERFORMANCE CRITERIA G
This section describes the criteria to be used in the analysis and evaluation of the structures listed in Appendix B.
G 5.1 Material Properties The following material specifications govern unless superseded by field tests.
5.1.1 Concrete 3
The concrete properties for each building are summarized in Table 5.1.
These values are obtained from References 4.l(f) & (h).
5.1.2 Steel s.)
The steel properties for the different structures are sur.marized in Table 5.1.
5.1.3 Masonry (later) 5.1.4 Soils Bearing capacity for the soil underneath all q
footings shall be assumed to be R ksf if wind or earthquake loads are not considered and 10.6 ksf if they are.
Compacted backfills shall be assumed to have a hearing capacity of 4 ksf.
For reference, see drawing no. 4699-FC-59B.
~.. -_-...
O
'5.2 LOADS DESCRIPTION O
5.2.1 Dead Loads Dead loads and their related internal moments and forces, including fixed equipment loadss-r
()
will be included in.the analysis.
Equipment weights ~1ess than 500 lbs. will he' considered.
as distributed loads and equipment weights more than 500 lbs.'will be applied-as~ concentrated
()-
loads.
5.2.2 Live Loads
.O -
Live loads and their relatedl internal noments and forces,. including any moveable equipment loads, will be included in the-analysis.
() :
5.2.3 Earth Pressure and Groundwater Table Loads due to earth pressure'will'-be included-int
-()
Lthe analysis.
Hydrostatic loads due to.
- groundwater. table will be included =in a he'
- analysis, 5.2.4 Fluid Loads c)
~
- Fluid loads will'-be:treatedfas. hydrostatic
- loads except under seismic conditions. ' Fo r '.
p
. this case, the? fluid 11oads will;be" computed; a
using the'Housner method.' For references see3 4.l(j),7(k)DA 1(1 )..
- O'
-R-:
i a
mu m
.a.
. a.
.m.
.m m.Z..
.m
.m.am.
. a.
. m
.m.
...s
.m.
..m.m
.:.m -
G 5.2.5 Seismic Loads All structures shall be evaluated for the Safe Shutdown Earthquake (SSE).
5.3 Analysis Methodology This section outlines the methodology to be utilized in order to achieve the objectives of this evaluation.
)
5.3.1 Analysis Procedure Figure 5-1 shows the general structural
-)
analysis steps.
These steps are described in the following paragraphs:
The SSE ground response spectra will be used to generate artificial time histories using EES' o
SIMOUAKE program.
These time histories will then be verified by checking their generated response spectra (plotted using INSPEC program) q against the recommendations of Reg. Guide 1.122.
In a parallel effort the structural models are q
developed.
The scope of the present evaluatien involves linear elastic analysis only.
The basic analysis technique will be the response spectrum modal superposition method of dynamic analysis.
Soil-structure interaction effects will be neglected, since studies performed previously have shown these effects to be negligible.
The inter-connected buildings will be studied on a case-by-case basis.
If
_g_
k coupling exists between the buildings-they will.
)
be considered connected and will be analyzed as.
one unit.- With a few possible exceptions (where the floor slabs have substantial openings) the floor diaphragms will be treated
)
as rigid in plane.
.Three-dimensional beam-elements will-be used to describe columns and other beam type components.
The models will
-describe the stiffness and mass relationship.in-three-dimensional space..
Torsional effects due-
)
to asymmetric characteristics are automatically considered in this procedure.
In buildings where the potential for further. accidental
]
torsion is considered-to be likely, accidentain torsion-considerations as.per NUREG/CR-0098' will be included.
The superstructure in the reactor concrete pedestal is very stiff and~
consequently'it responds dynamically in a rigid body. type-motion.- :The majority. of the i
structural deformations'will take place.in the' hase columns,and especially at their;connec-jp tions with the superstructu're and; foundation.
~
1 f
Based on.-this~ behavior, a simplified model will he developed respresenting the superstructure as a vertical cantilever. with ' multiple lumped 3
masses.
This cantilever.will be connected to-l the base columns-with.a=rigidibeam-system.
The superstructure'will be subsequently l analyzed for the effects generated-~from.the above.
~
3
- analysis in additionLtolits'own loads.
I The st' eel vapor? container' will~ be ' modeled - usi'ng'-
l
- shell' elements to represent:the sphere,_and
- )
' beam elements!to representLtheJcolumns~. LIn I
developing the spherical model',Leareywill be I;
taken;to generate-a' finer mesh at1the locat' ions L
I h
[) -
O of high stress.
The base of all columns will be fixed.
The thin shell elements will nodel g
the actual thickness of the plate used in the structure which ranges from 7/8 to 3 inches.
Additional masses will be applied to selected node points in the model to account for g
concentrated loads such as hatches and platforms.
The structural dynamic properties obtained from g
the dynamic analyses will be used to perform a modal superposition analysis using the program MOST.
Amplified time histories will be generated at designated locations in the structures.
These amplified time histories will be used to generate the Amplified Response Spectra (ARS) using the program INSPEC.
The ARS will be broadened in conformance with Reg g
Guide 1.122.
These ARS will be used as input for the piping and equipment analyses.
The resulting stresses and deformations will be obtained from the modal responses using the SRSS method, except for closely spaced modes where Regulatory Guide 1.61 method will be used.
The stresses and deformations will be evaluated for their compliance with section 5.4.
Tite relative displacements of neighboring structures will be checked for the possibility of impact.
The piping between buildings will be reviewed for these displacements.
.=
I l
h.
l' 1
5.4 ACCEPTANCE CRITERIA
)
5.4.1 Load Combination.
The analyses will be performed assuming that
~
the seismic event is initiated with the plant l
at normal full power condition-The following load combination will be considered in evaluating the structure:
i
!-)
' + E g+
R
+ P U'=D+L+T g
g where
)
Total load to besresisted..
U
=
Dead loads or their related internal?
D
=
moments'and forces,-including any
].
permanent equipment 11oads, hydrostatic loads, andflateral soil' pressures.
lt also includes j
operating static and_ dynamic heads and fluid flow ~ effects.
- Live loads or their'related internal L
=
moments and forces,-including'any?
moveable equipmentLloads and other loadsiwhich vary-in intensity and occurrence,Jsuch as' wind.
For equipment supports, it;also' includes loads due._to vibrationJand any.
~
l
. support' movement effects.=
L~
I-h-n
()
Thermal effects and-loads during-T
=
o startup, normal operating or shutdown
)
conditions, based on-'the most critical transient or. steady-state condition.
O'.
Pipe reactions during the startup,-
R
=
g normal' operating or shutdown-conditions, based on the most critical transient.or steady-state
()
condition.
Pressure eg'uivalent. static load P
=
o within or across a compartment
()
. generated by normal operating or shutdown conditions, based on the most critical transient or steady-
~
St***'
"diti "*
0 --
Loa'ds generated by the safe shutdown E
=
. earthquake.
Three earthquake direc -
tions will be concidered~as per
)
NUREG/CR-0098 except.for special condition-as discussed'in NUREG/
CR-0891.
O
~
5.4.2 Allowable-Stresses
~
'This section=is.specifica11y: developed ~for.
d "*"i"'^"*1YSI"*
'^dditi
"*1' li"**"'*1"Sti Y
O'
~
criteria will be developed forfnon-linear:
analysis-~if. required. -The allowable stresses for reinforced concrete portions'of the stm t.res will be per ACI code E318-77. - 'In :
O.
lieu;of the. code;1oad' factors, thelfactorsi shown in-sectionJ5.4.1.will be used.
CT.
b I
l The stresses for steel structures will be.
checked against Part 1 of AISC Specifications, 1980 edition.
Stresses up to 0.9b of yield or buckling will be allowed.
The stress limits of the vapor container steel shell-elements will be based on those currently allowed by the ASME-Boiler and Pressure Vessel Code for faulted conditions including membrane and bending effects.
)
5.4.3 Allowable Deformations The deformations.will be ~ limited according-to the existing clearances so as-to prevent impact-
)
of adjacent structures..
5.4.4 Damping'
[.
~
Damping values for different. types of-structures will be based on theJstress levels J
. generated-in each structure.
The values-to be-
~
used will be in accordance with NUREG/CR-0098,
)
(See Table 5-2).
5.4.5 Alternate Criteria h-In cases'where stresses exceed the:allowables-given in-section-5.4.2,. modifications mayJbe-recommended or alternate methods of analysis'
~
may be used, takingLinto consideration,the Non-
~
{
linear-behavior of the structure.1;Special q
l acceptance criteria fortthese' cases'will~-bec developed;on.a case-by-caseibasis.
}.
I 1-14.
u e q
D 6.0 PIPING ANALYSIS CRITERIA S
This section describes the criteria to be used in the stress analysis of the piping systems listed in Appendix A.
These criteria are applicable to pipings with nominal outside diameter laraer than 2".
O
~
6.1 Load Description The following load cases shall be considered for the piping stress analysis, in addition, local stress concentration due to integral support shall be evaluated.
6.1.1 Thermal Load Loads due to steady state temperature effect, including thermal anchor movements.
6.1.2 Weight Load Loads due to pipe, content and insulation.
6.1.3 Pressure Load Loads due to steady state internal pressure.
J 6.1.4 Seismic (SSE) Load Loads due to earthquake excitations which include both seismic inertia effect and seismic anchor ovements.
)-
6.2 ANALYSIS METHODOLOGY
)
6.2.1 Geometry and Computer Modeling:
For the purpose of computer analysis, pipig system will be idealized by three dimensional
)
linear elastic model with finite numbers of structural members interconneced at finite numbers of nodal. points.
All supports and anchors are assumed to be rigid.
The direct
)
stiffness method is to be used in'the solution of the problem.
(a)
Each problem shall be considered.from
)
anchor to anchor.
If an' anchor to anchor problem exceeds program limitations, the following approach shall be considered in modeling:
)
Overlapping such that there is negligible 1 e
migration of loads from one problem to-another.
)'
e' Bracketing results of multiple computer runs to assess boundary. conditions or loading' conditions.
)
(b)
The geometry.and. restraint conditions shall be modeled in accordance with Isometrics based on as-built conditions.
)
(c)
The pipe material properties =and5 analysis conditions shall be considered as per YAEC's' approved-information;such as Yankee Piping. Specification (YS-497),nYAEC flow'.
l - )"
O i
i l
(.
diagrams, Yankee Insulation Specifications t
(YS-2304) and Grinnel catalog data.
)
(d)
Branch connections with a moment of 4
Inertia ratio >25:1-(main line/ branch line) may be decoupled for analysis
~
g) purpose assuming the main line node point as an anchor for the branch-line.
The main line deflections and rotations shal'1 be input as anchor movements for the
- ).
branch line analysis.
(e)
Equipment nozzles and-penetrations shall be considered as anchor points in'the
-()
. analysis.
All equipment are assumed to be properly-supported.
Loading shall be I
summarized and compared to allowables when-available.
When allowable loads are not
() -
available, the analysis loads shall be submitted to.YAEC for.their review.-
-Thermal anchor movements at nozzles and penetrations shall.ime indicated:on the
()
"As-Built" Isometrics.
Or, if necessary,;
they shall be calculated by conventional.
methods based on system design' g
temperature.
( f) - Valves shall~be'modeled as follows:
i
).
.Thicknessoof the valve body.shall1be e
l' assumed as twice.-the connecting pipe wall thickness.
t O-r N
g I
l(3,~
l 2...
--- -.--...L D
O Manually operated valves and check valves e
shall be modeled with the mass of the
)
valve concentrated at the centerline of the pipe at the valve node points.
4 Motor and air operated valves shall be gg modeled as eccentric mass points.
The total weight of the_ valve shall be concen-trated at a point one-third (1/3) the distance between the centerline of the
)
operator and valve assembly _(one-third of the " stem length" measurements as noted.on-the valve data form).
O e
If not available, body length of the valve shall be as-per. ANSI B16.10.
-s-e Seismic accelerations of the valves will v
not be summarized.
(g)
Planges shall be considered as1 additional lumped weights.
Flange thickness shall be
)
assumed to be the same as that of pipe'for purposes of modeling stiffness'.
i-(h) ' Stress intensification factors for tees,
')
reducers, flanges, elbows and_ couplings (half-and full) shall-be considered'as per code requirements, ANSI-B31.1 - Power Piping, 1980. edition.
n%)
(i)'
For the purpose of_ analysis, penetrations-shall-be-treated as'follows:
O
()
-18 :
O e
Grouted penetrations:
A bilateral restrain condition shall be assumed to
()
exist on either side of the penetration for all load cases.
Axial restraint of the pipe shall not be considered unless a
()'
welded collar is indicated on the pipe and embedded in the penetration.
Ungrouted penetrations:
At ungrouted penetrations, deflection 0.f the
()
pipe < 1/4" shall be considered accept-able.
Where deflections exceed 1/4",
further review of actual penetration clearances shall be initiated.
()
Deflections shall~be based on the combined thermal and seismic conditions.
(j)
The Cold. modulus of elasticity E at-()
c (70'F) room temperature shall~be'used.
The moduli of elasticity for; ferrous and non-ferrous materials shall be taken from Appendix C Tables C-1 and-C-2 of-the ANSI
,)
B31.1 code..
(k)
The: Poisson's ratio shall be.taken as:0.3-f r. all metals at all temperature.-
O-6.2.2 Weight Analysis The'followingjconsiderations shall.be made.for
~
.()
dead weight analysis:
.WeightLanalysis-shall be performed considering.
~
iWei ht f.the P Pe, content, insulation and 9
I O
concentrated masses (such:as pipes 1 supported-offl pipe,. flanges and valves).
c).
-_lg_
~
_=
=
l'
?
l l
S.2.3 Ther. mal Analysis O
Thermal analysis of the piping system shall be
. performed based on the maximum design temperatures as designated on YAEC flow
()
diagrams or stress isometric drawings.
Effects of thermal movements from equipment nozzles, anchors, penetrations and connecting piping shall be analyzed.
The Thermal Anchor Movement
~
stress (TAM) shall be added to thermal
()
expansion stress to obtain the total thermal stress.
()
6.2.4 Seismic Analysis (a)
The basic analysis technique will be the Response Spectrum, Modal Superposition
()
method of dynamic analysis.. Lumped mass models will be employed.
l For rod hanger type of supports, when'the (3
uplift due to seismic load (include Thermal Load if it is-upward) is larger-than 90%.of weight load, the rod hanger-l support shall' be, assumed noneffective.
t
()
Consequently the particular rod hanger-support will not be included in the
~
computer modeling.
i
-(3 Seismic' Inertia analysis and Seismic Anchor-Movement analysis shall be performed'for the_ Safe' Shutdown Earthquake ~
.(SSE).
O O.
-2 0-.
= - - -
9 The spectra for the SSE is in the process of levelopment and will be incorporated into this document when it becomes available.
(b)
Application of Spectra:
For each earthquake condition, three directions of earthquake will be considered.
(Two horizontal components and one vertical component).
The total response due to each of the three (3) components of earthquake shall be calculated first.
These responses shall then be combined by the SRSS method (Square Root of the Sum of Squares).
The procedures to be used in combining the modal responses and responses due to
)
spatial components of earthquake shall be as follows:
1.
The modal responses for each component of earthquake shall be combined by taking into consideration the modes with closely spaced frequencies in accordance with NRC Regulatory Guide 1.92 Rev.
1, Feb.
1976.
Subsections 1.2.1, 1.2.2, or 1.2.3.
2.
The total systems responses due to the three (3) spatial components of b
earthquake are then combined by the SRSS method.
O The responses of the Yankee Site Specific load case shall be used to O
evaluate the piping system and its support.
For piping systems spanning several floors or with pipe supports connected to support structures O
attached to different floors, the response spectra for the analysis of the piping system shall be the envelope of the floor response O
spectra of all the floors involved.
(c)
Cut-off frequency and minimum number of modes:
O A cut-off frequency of 33 cps and.
with no less than 10 modes-shall be considered in the analysis.. An O
equivalent Static-Seismic analysis based on a constant acceleration from the spectra at 33 cps cut-off frequency shall be performed when the O
contributions of higher modes-(>33 cps) are significant.
- (d)
Damping values:
For the. seismic SSE condition, a damping value of two percent (2%) of
~
' critical damping shall be used for:
O
- piping with outside. diameter-less than or equal to 12" and a damping valueLof_three percent (3%)~ of
,O
. critical shall be.usedLfor. piping.
with outside diameter. larger-than
' 12".
22-()
u.
..m m
.m..
.- m.
.m.
.m m
..m m
m
O 6.2.5 Seismic Ancaor Movement Analysis (SAM [
O The SSE Seismic Anchor Movement load condition shall be considered for both stress and support load evaluations.
O 6.2.6 Pressure Effect The effect of internal pressure shall be 1 "9 t"di"*1 St"******
i
"*Id*"*d I"
"P"ti"9 O
6.3 Acceptance Criteria 6.3.1 Stresses in the piping system must not exceed n
.u the allowable stress limits of the ANSI D31.1 -
Power Piping Code, 1980.
The Acceptance Criteria shall be considered satisfie When the requirements of the following equations are O
met.
(*)
Th* *ff
'S f P"***""*'
- 1 ht'
- "d th*"
9 O
sustained loads must meet the following requirements:
PDo + 0.75i M
< KS (Eq. 6.3.1-A)
A h
Where:
1.0 f r Dead weight Loadinc K
=
- O Internal Design Pressure, psi P
=
Outside Diameter of Pipe, in.
D
=
o Nominal wall thickness of components, t
=
n I"'
l C)
K] -
Resultant moment loading on cross M
=
3
()
section of the pipe due to weight and other sustained loads, in-pounds.
Section modulus of the pipe, in3, Z
=
Basic material allowable stress at-S
=
h O
maximum temperature from allowable stress tables, psi, Stress intensification factor.
The i
=
-product of 0.751.shall never be taken o
as less than 1.0.
Stress Intensification Factors, "i" shall be as per ANSI B31.'1 code 1980 edition.
O (b)
The effects of pressure, weight, other sustained loads and occasional loads including earthquake must meet t'.e following
()
requirements:
PDo,
0.75i M 0.751 M g,
BC KSh.(Eq. 6.3.1-B) 4tn Z
.Z
- O -
Where:
K l.8 for Safe Shutdown Earthquake (SSE).
=
- O M
=.
Resultant moment loading on cross section B
.due to occasional loads such as earth-
-quake.
For earthquake.use only one-half Q
the earthquake moment range.. Other-terms
~
same as 6.3.1 - A.
j-(c)
Thermal Expansion Streso ~(SE)*
~
oL S
E A' -
9*
I d) -
O Where O
Range of resultant moments due to therm 3.1 M
=
C expansion.
Also include moment effects of anchor displacement due to earthquake if anchor displacement effects were omitted
()
from Eq. 6.3.1-B Allowable stress range for expansion S
=
g stress.
()
f (1.25 Sc + 0.25 Sh}
=
O l
Allowable stress of the specific material S
=
c at 70 degrees F. (Psi) ilO' Allowable stress of the specific material-S
=
h l
at maximum temperature in degrees i
Fahrenheit (Psi)
I C) l (d)
Sustained Plus thermal Expansion Stresses:
The effects of pressure, weight, other
])
sustained loads and thermal expansion must-meet the requirements of the equation 6.3.1-D 1
- 0. SIM g.,IMc
- (g
,gA} ( 9'
~}
g
+
4 ICt Terms as previously described.
(e)
'The requirements of either Equation.6.3.1-C or.
Equation 6.3.1-D must be. met.
. )
i-l(3 ~
.-25
1
)
(f)
Even though only the Response Spectrum Analysis method is considered in this criteria, we do
- )
not preclude the possibility of using time history analysis method, if the situation warrants its application.
Specific criteria for time history analysis will be provided when
- )
the need arises.
6.3.2 Allowable Stresses O
Allowable stress values to be used for power piping systems are given in Appendix A of ANSI B31.1 power piping code.
Those values shall be used for piping stress analyses.
()
For material allowable stress values not available in Appendix A of ANSI B31.1, reference should be made to ASME Boiler and
()
Pressure Vessel Code Section III, Division 1.
The appropriate. allowable stress values shall be taken from tables contained in Appendix I.
O I
6.4 Small Pipe Stress Analysis This section applies to piping with nominal outside
~
diameter f 2" or smaller.
- O I
6.4.1 Detailed Stress Analysis I
For detailed stress analysis the same.
O l
procedures and' methods as.those for large pipe stress analysis shall be followed.
(Sections 6.1 through 6. 3 ).
In additions' I
lO -
1 (1
l.
lO,
i
O e
All pipe bend shall be considered to have a bend radius of five (5) times the pipe O
diameter.
Connections at Elbow, Tee, Reducer, Coupling and nozzle shall be considered as O
socket welded.
6.4.2 Simplified Stress Analysis O
This is an alternative method to the Detailed.
Stress Analysis method.
Each span of a piping system (spans are generally separated by guides) is evaluated by simpliefied thermal, O
seismic and weight stress analyses.
Span lengths and support locations are investigated to ensure the requirements of piping flexibility and high natural frequency are met.
(a)
Weight stress -: weight stress is kept to predetermined level by using specified support spacings.
Span length' tables,
)
based on a bending stress of 1,500 psi shall be.used for pipe with uniform weight.
When concentrated loads such as value or risers exist, a hanger should be O.
placed within 6 inches of the concentrated weight or the weight span spacing should be modified.
(Applicable Gravity Span-tables'will be O
provided later ). -
.(b)
Thermal stress - tiermal-stress shall bei kept tofan acceptable level by providing a minimum offset to absorb thermal move-ment.
Offset is defined asfthe length of
()
O piping in a plane perpendicular to the
()
direction of movement.
The offset piping shall be unrestrainted in the direction of movement.
(Applicable Offset tables will be provided
()
later).
(c)
Seismic stress - Seismic pipe spans shall be generated by simplified analysis method O
so that the actual stress will be less than the predetermined max. stress.
These seismic pipe spans and restraint loads are defined as a function of unique spectra O
curves and pipe sizes.
The basic approach is to keep the seismic acceleration of the system low and to keep the natural frequencies in the " Rigid Range".
The
()
seismic spans shall generally be separated by guides at each change of direction, at all extended massses and at each tee.
(Applicable Seismic Span tables will be
- (3 provided later).
(d)
Pressure ~ stress - longitudinal pressure stress shall be computed as per ANSI B31.1
!O code-requirement.
The pressure stress shall be compared with a' pre-specified
~
I value.-
! C) -
(e)
Acceptance requirements - the piping system is co'nsidered.to have met-the stress acceptance requirements.if each span satisfies the span length,. offset and
.(3 pressure stress requirements mentioned above.. Span length.shall be adjusted to account for the effect of. stress O __ =
2
D intensification factor applicable to the component under consideration.
If any of D
the above requirements cannot be satis-fled, a detailed stress analysis shall be performed for the portion of piping involved.
i, O
s.
~)
J
')
J g
E J
J D
3 O
APPENDICES O
O O
O O
O
O Appendix A D
A.
The following piping systems are included in the scope of this evaluation.
1.
Main Steam 2.
Feed Water 3.
Reactor (Main) Coolant 4.
Pressure Control & Relief 5.
Charging & Volume Control
_J 6.
Safety Injection 7.
Shut Down Coolant 8.
Sample and Drain System 9.
Primary Plant Purification J,_
10.
Fuel Transfer 11.
Vapor Containment Heating System o
O O
O
<O J
O APPENDIX B O
B.
The following structures are included in the scope of this evaluation.
1.
Concrete Reactor Support Structure
)
2.
Vapor Container Structure 3.
Diesel Generator Building and Accumulator Enclosure 4.
Turr.ine Building and Turbine Pedestal 5.
Ion Exchanger Building 73 6.
Primary Auxiliary Building and Radioactive Tunnel 7.
Screen Well and Pump House 8.
Spent Fuel Pool and Spent Fuel Chute O
O O
O O
O O
P-Appendix C O
rouns e-r STRUCTURAL ANALYSIS FLOWCHART O
criteria I
I oe.eiopement O
u e,e, Development Mortaonte!
and Geometry IM at erial Properttee, vert 6 cal l
Wa s e, Spectre uemeer oe.omoment Properties O
a.no,ai.
A r tif 6clal yypg Time Historles 88M0.SIMQU AKE y
cm es -nn )
ANALYSIS ?
O INSPEC Y
k i f i
"*aa* *'
**"'*'r
!O Lhear Spectret useg Analy sis Analyele useg l
ANSYS ANsys l
Amaryske e**wg MOSTet ANSR Doeloneted OR AIN-20 OATS L6.et6cne EESAP 0
1 P Generate 00 Hand Response i Calculatione f
Spectra l
te Define Strese In Locallaed geh0 INSPEC R
- 0lon O
1 P Evaluate j
StressesJ i f I
f
- [
Piping Rennelyele f
I t
l l
iO Modificatione Equipment l0
G Appendix C g
Figure 6-1 PIPING STRESS ANALYSIS FLOWCHART
! Criteria Development' I
and Procedure Preparation Digitization and Enveloping of_Spe t
- -)
_... _ _ _ _ _4_c r a.. _. _ _ _ _ _ _.
PrepareComputer[-~~
---~ -Seterminatioil 'f o
! Model and Stress L REVISE I Pipe Support MODEL
' Stiffness
!Isometri~s L_
--._t~..-__..
Perform Stress Analysis
,,J
- Weight
- Thermal i
- Internal Pressure
- Seismic i
- Anchor Movement SUPPORT OVERLOADED
~
- Static-Seismic OR UPLIFT
,U (if required)
_. __?
OVER STRESSED
, Perform Stress Check
- ADD SUPPORT, 1 Analysis and Review
!and Summarize loads y of Pipe Supports l(Include Local Stresses)..
I RESULTS O.K.
SUPPORTS O.K.
(FIX UPLIFT / OVERLOADED v
SUPPORT)
! Complete Calc.
! documentation and
!O.A. Requirementsf U
1
Appendix 0 o
TABLE 51 MATERI AL PROPEAT![$
O AL
$utLol%G lt$: RIP 110h STRutioRAL SittL C0%CEITE REI%F06:!%G ST((L 1.
Cllitt Geh.
A5f" A7 (Fy
- 33 451) fc' = 3.00G psl A5im A 305,1%T. GA.
g g 3g7 (Fy 40 6st) o.tua
? 'hih!
a) Footings, fc'*
E101 MT801 AST" A7 (Ff = 3? ksi) 2,500 psi. GRA!E (Fy
- 40 est)
B"S.
b) ALL OTHER CAST-
.O i,,.;a
,,. 3x0 csi c) FlitCAST Br5 &
HALL SMIELD fc'=2500 pst d) Tuk3l%[ SLPPQRT O
MAT. fc' 20oo usi 3 SPigt h(L ASTM A7 (FY s 33kst) fc'
- 3000 pst ASTM A 305, !%T. GR.
>J 1 iFE%f FUIL (Fy
- 40 asi S.Ti 4
%.511% eilt A$tu A7 (FY = 33 kst) fc' = 30C0 pst ASTw A 305, 1%T. GR.
- .. *
- K uti (Fy
- 40 6st) i. lll bah s A 201 6 to F =60 kst N S W =31 pst AS W A 305, hT GA.
t LA's;%st A 330 Fy a 32 kst fc' = 3000 psi (Fy a 43 tst)
(Pecestals & Foottngs1
!.o s.
. A iTE A2C15 to A300 a) FOOT!hCS & GRA0f AST= A 305, 14T. GRALE-l
...tal%Ik &
Ft = to est EMS, fc'a3000 pst (Fy = 40 ksi)
VAd1 STRUC-Fy
- 32 kSi b) PECESTALS, COL 5, P at MALL 5, ALL CTHEA5 fc' = 4000 pst.
O me A5?" A7 (Fy = 33 tsi) fc'
- 30GO Gsi ASTM A 305, 1%T. GR.
(Fy
- 40 kst) it. etl4.
- Source: NUREG/CR-0098
.O i
- O f
I O
E O
Appendix D TABLE 5-2 O
RECOMMENDED DAMPING VALUES
- Type and Condition Percentage Stress Level f Structure Critical Damping O
Working stress, a.
Vital piping 1 to 2 no more than about i b.
Welded steel, prestressed 2 to 3 yield point concrete, well reinforced O
concrete (only slight cracking) c.
Reinforced concrete with 3 to 5 considerable cracking
'O d.
Bolted and/or riveted 5 to 7 steel wood structures with nailed or bolted joints.
At or just below a.
Vital piping 2 to 3 yield point b.
Welded steel, prestressed 5 to 7
- O concrete (without complete loss in prestress)
I c.
Prestressed concrete with 7 to 10 l
no prestress left d.
Reinforced concrete 7 to 10 O
e.
Bolted and/or riveted steel, 10 tb 15 wood structures, with l
bolted joints O
f.
Wood structures with nailed 15 to 20 joints O
- Source: NUREG/CR-0098 O
9 Appendix E COMPUTER PROGRAMS gg A.
Earthquake Engineering Systems, Inc., INSPEC, Version 1.2, October, 1980.
El B.
NISEE/ Computer applications ANSR-I, March and December, 1975.
C.
NISEE/ Computer Applications, DRAIN 2D, Version A/75, August o
0 y/
1475.
D.
Earthquake Engineering Systems, Inc., BATS, Version 6.1, November 19AO.
,9 E.
Earthquake Engineering Systems, Inc., EESAP, Version 1.0, June 1974 O
F.
Swanson Analysis Systems, Inc., ANSYS, Version 3, July 1, 1979.
G.
Earthquake Engineering Systems, Inc., MOST, Version 1.1, n
lv November, 1979.
H.
Earthquake Engineering Systems, Inc., SIMOUAKE, Version 1.0, December, 14RO.
g I.
Arthur D.
Little, Inc. ADLPIPE, Version - ADLPIPE (FAST)
February, 1977, Rev. 4C.
J.
CDC, DIPESD, Version 6.0, August, 1470 K.
- Mahin, S.A.
and Bertero, V.V.,
RCCOLA, A Computer Program for Reinforced Concrete Column Analysis, Department of Civil Enqineering, University of California, Berkeley,,
August, 1977.