LOW ACTIVITY WASTE PRETREATMENT SYSTEM Project No. 31269 (T5L01) Document No. 13-2-008 CSI Section 01 81 02 Safety Related Non-Safety Related SAFETY SYSTEMS AND COMPONENTS NATURAL PHENOMENA HAZARD PERFORMANCE REQUIREMENTS Prepared for Washington River Protection Solutions, LLC Revision: A Status: Preliminary
29
Embed
LOW ACTIVITY WASTE PRETREATMENT SYSTEM...1.3.5.2 ASCE/SEI 43-05, ‘Seismic Design Criteria for Structures, Systems, and Components in Nuclear Facilities’. 1.3.5.3 ASCE 4-98, ‘Seismic
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
LOW ACTIVITY WASTE PRETREATMENT SYSTEM
Project No. 31269 (T5L01)
Document No. 13-2-008
CSI Section 01 81 02
Safety Related Non-Safety Related
SAFETY SYSTEMS AND COMPONENTS
NATURAL PHENOMENA HAZARD
PERFORMANCE REQUIREMENTS
Prepared for
Washington River Protection Solutions, LLC
Revision: A Status: Preliminary
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: January 23, 2017
Revision: A
Page ii of vi
REVISION PAGE
Project Name: LAWPS Discipline: Structural
Client: Washington River Protection Solutions Project Number: 31269 (T5L01)
Latest Revision: A
REVISION SIGNATURES
Daud Sheikh January 23,
2017
Steven F. Fenner January 23,
2017
Prepared by Date Approved by (SDE/Lead) Date
James Klett January 23,
2017
Paul Bell January 23,
2017
Checked by Date Approved by (QA) Date
TBV January 23,
2017
Brianna Atherton January 23,
2017
Verified by (if required) Date Approved by (PEM) Date
Status Rev. No. Date Prepared By Pages Description of Changes
Preliminary A Jan.23, 17 Daud Sheikh 23 Issued for 60% Design Review
Safety Related:
Yes No
Quality Level:
Full QA Enhanced QA Commercial QA
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: January 23, 2017
Revision: A
Page iii of vi
TABLE OF CONTENTS
1.0 PART 1 - GENERAL .......................................................................................................... 1
4.1 Supporting Document(s) Issued with this Specification
APPENDIX A - SSC Limit State
APPENDIX B - Free Field (Ground) Response Spectrum
APPENDIX C - In-Structure Response Spectra (Later)
APPENDIX D - Requirements for Qualification Methods for Safety SSC’S, SDC-3
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: January 23, 2017
Revision: A
Page A-1 of A-5
Appendix A – SSC Limit State
A.1 Definition of Limit States
A.1.1 Limit State A: An SSC designed to this Limit State may sustain large permanent distortion short
of collapse and instability (i.e., uncontrolled deformation under minimal incremental load) but shall
perform its safety function and not impact the safety performance of other SSCs.
A.1.2 Limit State B: An SSC designed to this Limit State may sustain moderate permanent distortion
but shall still its safety function. The acceptability of moderate distortion may include
consideration of both structural integrity and leak-tightness.
A.1.3 Limit State C: An SSC designed to this Limit State may sustain minor permanent distortion but
shall still perform its safety function. AN SSC that is expected to undergo minimal damage during
and following an earthquake such that no post-earthquake repair is necessary may be assigned
this Limit State. An SSC in this Limit State may perform its confinement function during and
following an earthquake.
A.1.4 Limit State D: An SSC designed to this Limit State shall maintain its elastic behavior. An SSC in
this Limit State shall perform its safety function during and following an earthquake. Gaseous,
particulate, and liquid confinement by SSCs is maintained. The component sustains no damage
that would reduce its capability to perform its safety function.
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: January 23, 2017
Revision: A
Page A-2 of A-5
Table A-1 SSC Limit State Example Application
Note: The following table is derived from ANS 2.26. This table provides guidance for selection of
a Limit State through the use of examples. The examples should not be interpreted as
requirements. The selection of Limit State should be based on the facility specific safety/hazards
analysis and the safety function of the SSC.
SSC Type Limit State A Limit State B Limit State C Limit State D
Vessels for
Containing
Hazardous
Material
Applicable to vessels
and tanks that contain
material that is either
not very hazardous or
leakage is contained or
confirmed by another
SSC to a local area with
no immediate impact to
the worker. Recovery
from a spill may be
completed with little risk,
but the vessel is not
likely to be repairable.
Most likely applicable to
vessels containing low
hazard solids or liquids.
Applicable to vessels
and tanks whose
contents if released
slowly over time through
small cracks will either
be contained by another
SSC or acceptably
dispersed with no
consequence to worker,
public, or environment.
Cleanup and repair may
be completed
expediently. Most likely
applicable to moderate
hazard liquids OR solids
OR Low hazard low
pressure gases.
Applicable to low-
pressure vessels and
tanks with contents
sufficiently hazardous
that release may
potentially injure
workers. Damage will
be sufficiently minor to
usually not require
repair.
Content and location of
item is such that even
the smallest amount of
leakage is sufficiently
hazardous to workers or
the public that leak
tightness must be
assured. Most likely
applicable to moderate
and highly hazardous
pressurized gases but
may be required for
high-hazard liquids.
Post-earthquake
recovery is assured.
Confinement
barriers and
systems
containing
hazardous
material (e.g.,
glove boxes,
and ducts)
No SSC of this type
should be designed to
this Limit State.
Barriers could be
designed to this Limit
State if exhaust
equipment is capable of
maintaining negative
pressures with many
small cracks in barriers
and is also designed to
Limit State D for long-
term loads. Safety
related electrical power
instrumentation and
control if required must
also be assured
including the loss of off-
site power. Localized
impact and impulse
loads may be
considered in this Limit
State.
Barriers could be
designed to this Limit
State if exhaust
equipment is capable of
maintaining negative
pressure with few small
cracks in barriers and is
also designed to Limit
State D for long-term
loads. Safety related
electrical power
instrumentation and
control if required must
also be assured
including the loss of off-
site power. Adequate
confinement without
exhaust equipment may
be demonstrable for
some hazardous
materials.
Systems with barriers
designed to this Limit
State may not require
active exhaust
depending on the
contained hazardous
inventory and the
potential for
development of positive
pressure. Safety related
electrical power
instrumentation and
control if required must
also be assured
including the loss of off-
site power.
Equipment
support
The SSC may undergo
substantial loss of
The SSC may undergo
some loss of stiffness
The SSC retains nearly
full stiffness and retains
No SSC of this type
should be designed to
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: January 23, 2017
Revision: A
Page A-3 of A-5
SSC Type Limit State A Limit State B Limit State C Limit State D
structures,
including
support
structures for
pressure
vessels and
piping, fire
suppression
systems, cable
trays, heating
ventilation and
air-conditioning
ducts, battery
racks, etc.
stiffness and some loss
of strength, and yet the
equipment it is
supporting may perform
its safety functions
(normal function may be
impaired) following
exposure to specified
seismic loads; the SSC
retains some margin
against such failures
that may cause systems
interactions.
and strength, and yet
the equipment it is
supporting may perform
its safety functions
(normal function may be
impaired) following
exposure to specified
seismic loads; the SSC
retains substantial
margin against such
failures that cause
systems interactions.
full strength, and the
passive equipment it is
supporting may perform
its normal and safety
functions during and
following Exposure to
specified seismic loads.
this Limit State.
Mechanical or
electrical SSCs
The SSC must maintain
its structural integrity. It
may undergo large
permanent distortion
and yet perform its
safety functions; no
assurance that the SSC
will retain its normal
function or will remain
repairable.
The SSC must remain
anchored, and if
designed as a pressure
retaining SSC, it must
maintain its leak-
tightness and structural
integrity. It may undergo
moderate permanent
distortion and yet
perform its safety
functions; there is some
assurance that the SSC
will retain its normal
function and will remain
repairable.
The SSC must remain
anchored, and if
designed as a pressure
retaining SSC, it must
maintain its leak-
tightness and structural
integrity. It may undergo
very limited permanent
distortion and yet
perform its normal
functions (with little or
no repair) and safety
functions after exposure
to its specified seismic
loads.
The SSC remains
essentially elastic and
may perform its normal
and safety functions
during and after
exposure to its specified
seismic loads.
High-efficiency
particulate air
filter
assemblies and
housings
Assemblies designed to
this level should have
no nuclear or toxic
hazard safety functions.
Assemblies designed to
this level should have
no nuclear or toxic
hazard safety functions.
This Limit State may be
expected to be applied
to systems categorized
as SDC-4 or lower.
This Limit State may be
expected to be applied
to systems classified as
SDC-5 and possibly
some in SDC-4.
Electrical
raceways
(cable trays,
conduits,
raceway
channels)
The electrical raceways
may undergo
substantial distortion,
displacement, and loss
of stiffness, but the
connections (e.g., at the
penetrations or at the
junction boxes) are very
flexible or are such that
the cables may still
perform their function
during and following
exposure to specified
seismic loads.
The electrical raceways
may undergo some
distortion, displacement,
and loss of stiffness, but
the connections (e.g., at
the penetrations or at
the junction boxes)
have some flexibility or
are such that the cables
may still perform their
function during and
following exposure to
specified seismic loads.
Cable connections (e.g.,
at the penetrations or at
the junction boxes) are
rigid OR brittle OR are
such that the electrical
raceways may undergo
only very limited
distortion, displacement,
and loss of stiffness
during exposure to
specified seismic loads
before the cable
functions are impaired.
Cable connections (e.g.,
at the penetrations or at
the junction boxes) are
very rigid OR brittle OR
are such that the
electrical raceways may
undergo essentially no
distortion or loss of
stiffness during
exposure to specified
seismic loads before the
cable functions are
impaired.
Deformation These types of SSCs These types of SSCs Functional evaluation is This type of SSC should
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: January 23, 2017
Revision: A
Page A-4 of A-5
SSC Type Limit State A Limit State B Limit State C Limit State D
sensitive SSCs
(see note a
below)
should not be designed
to this Limit State.
should not be designed
to this Limit State.
required when
designing to this Limit
State. Component
testing may be required
typically be designed to
this Limit State, and
testing may be required.
Anchors and
anchor bolts for
equipment and
equipment
support
structures
To ensure that system
interactions do not
occur during an
earthquake, no anchors
or anchor bolts should
be designed to this Limit
State·(see note b
below)
The anchors or anchor
bolts may undergo only
moderate permanent
distortion without
impairing the safety
function of the
equipment (normal
function may be
impaired following
exposure to the
specified seismic loads.
The anchors or anchor
bolts may undergo very
limited permanent
distortion without
impairing the normal
and safety functions of
the equipment following
exposure to the
specified seismic loads.
The anchors or anchor
bolts need to remain
essentially elastic so as
not to impair the normal
and safety functions of
the equipment during
and following exposure
to the specified seismic
loads.
Pressure
vessels and
piping (see
note c below)
Tanks, pressure
vessels, and piping
systems that do not
contain or carry any
hazardous fluid, have
no safety functions, and
whose gross leakage
during and following an
earthquake will not
impact safety. Repair
may require
replacement of vessel
and piping.
Tanks, pressure
vessels, and piping
systems that can
perform their safety
function even if they
develop small leaks as
a result of moderate
permanent distortion
caused by a design-
basis earthquake. In
situ repair of vessel may
be possible. The safety
function of the SSC may
include confinement if
the radiological release
is within prescribed
limits.
Tanks, pressure
vessels, and piping
systems that may have
no significant spills and
leakage during and
following an
earthquake. Includes
vessels and piping
systems that have
confinement as a safety
function.
Tanks, pressure
vessels, and piping
systems that are
required to have very
high confidence of no
spills and leakage
during and following an
earthquake. Includes
vessels and piping
systems that have
containment as a safety
function.
a. Deformation-sensitive SSCs are defined as those whose safety functions may be impaired if these SSCs undergo deformations within the elastic limit during an earthquake
(e.g., a valve operator, a relay, etc.).
b. Anchor bolts designed to code allowables generally will exceed this Limit State because of conservatism inherent in the standard design procedures (e.g., ductile design
requirement for expansion anchors). This assumes that appropriate overstrength factors of the attached members are considered.
c. Pressure vessels and piping systems designed to ASME Boiler and Pressure Vessel Code, Section III, Service Level D [B.l] 1) are capable of providing containment function
(i.e., Limit State D), even though the code permits stress levels beyond the yield stress. Thus, pressure vessels and piping systems that have confinement as a safety
function are permitted to be designed to ASME Boiler and Pressure Vessel Code, Section III, Service Level D.
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: January 23, 2017
Revision: A
Page A-5 of A-5
Table A-2
Response Modification Coefficients for Seismic Design of SDC-1 and SDC-2 SSCs
SDC Limit State
A B C D
1 ASCE/SEI 7-10, Use Risk Category
II,
I = 1.0
R a =R(1)
ASCE/SEI 7-10, Use Risk
Category II,
I = 1.0
R a = R/1.25
R ≥ 1.2
ASCE/SEI 7-10, Use Risk
Category II,
I = 1.0
R a = R/1.5
R a ≥ 1.2
ASCE/SEI 7-10, Use Risk
Category II,
I = 1.0
R a ≥ 1.0
2 N/A ASCE/SEI 7-10, Use Risk Category IV,
I = 1.5
R a = R
ASCE/SEI 7-10, Use Risk Category IV,
I = 1.5
R a = R/1.2
R a ≥ 1.2
ASCE/SEI 7-10, Use Risk Category IV,
I = 1.5
R a ≥ 1.0
Table notes:
(1) R = Response Modification Coefficient given in ASCE/SEI 7 -10. Ra = Actual (reduced )
Response Modification Coefficient to be used in the design substituting R values given in ASCE/SEI 7 -10 to account for the difference between the limit states achieved by ASCE/SEI 7-10 and the LS A, B, C, and D, as defined in ANSI/ANS-2.26-2004 and ASCE/SEI 43-05. ASCE/SEI 43-05, in Table C1-1, recognizes that Seismic Use Group (SG) I, SG II, and SG III of ASCE/SEI 7-02 (i.e., Risk Categories II, III, and IV, respectively, in ASCE/SEI 7-10) are equivalent to SDC-1 LS-A; SDC-1 LS- B; and SDC-2 LS-B, respectively. Also, it recognizes that SG III of ASCE/SEI 7-02 (i.e., Risk Category IV in ASCE 7-2010) is equivalent to SDC-1 LS-C. Thus, the ratio between LS A and B
and between B and C are approximately 1.25 and 1.2, respectively. The Ra values given above are based on these ratios.
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: December 9, 2016
Revision: A
Page B-1 of B-3
Appendix B – Free Field (Ground) Response Spectrum
The acceleration response spectra, numerical data at the free-field ground motion at the ground
surface level are as follows:
Frequency Spectral Acceleration (g)
Horizontal Vertical
100 0.293 0.2135
58.824 0.2937 0.214
50 0.294 0.2142
40 0.2943 0.242
33.333 0.2967 0.2692
30.303 0.3129 0.285
25 0.348 0.3193
23.81 0.3576 0.3288
22.727 0.367 0.338
21.739 0.3761 0.347
20.833 0.3852 0.356
20 0.3937 0.3644
18.182 0.4143 0.3849
16.667 0.4342 0.4048
15.385 0.4533 0.4239
14.286 0.4727 0.4433
13.333 0.4916 0.468
12.5 0.5085 0.468
11.765 0.5265 0.468
11.111 0.5441 0.468
10.526 0.5612 0.468
10 0.578 0.468
9.091 0.6105 0.468
8.333 0.6418 0.468
7.692 0.6719 0.468
7.143 0.7011 0.468
6.667 0.7294 0.468
6.25 0.757 0.468
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: December 9, 2016
Revision: A
Page B-2 of B-3
Frequency Spectral Acceleration (g)
6 0.7749 0.468
5.882 0.7838 0.468
5.75 0.7941 0.468
5.556 0.7941 0.468
5.263 0.7941 0.468
5 0.7941 0.4593
4.545 0.7941 0.4436
4.167 0.7941 0.4297
4 0.7941 0.4233
3.846 0.7941 0.4173
3.571 0.7594 0.4061
3.333 0.7294 0.396
3.125 0.7011 0.3804
2.941 0.6756 0.3664
2.778 0.6524 0.3536
2.632 0.631 0.3419
2.5 0.6115 0.3311
2.381 0.5935 0.3212
2.273 0.5768 0.3121
2.174 0.5613 0.3036
2.083 0.5469 0.2957
2 0.5334 0.2882
1.818 0.497 0.2667
1.667 0.4644 0.2476
1.538 0.4363 0.2312
1.429 0.3993 0.2105
1.333 0.3676 0.1928
1.25 0.3402 0.1775
1.176 0.3163 0.1643
1.111 0.2954 0.1528
1.053 0.2769 0.1427
1.00 0.2603 0.1336
0.909 0.2351 0.1235
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: December 9, 2016
Revision: A
Page B-3 of B-3
Frequency Spectral Acceleration (g)
0.833 0.2141 0.1149
0.769 0.1965 0.1075
0.714 0.1815 0.1011
0.667 0.1686 0.0955
0.625 0.1573 0.0906
0.588 0.1474 0.0861
0.556 0.1387 0.0822
0.526 0.1309 0.0786
0.5 0.1239 0.0753
0.455 0.1088 0.0676
0.417 0.0967 0.0613
0.385 0.0867 0.056
0.357 0.0784 0.0515
0.333 0.0714 0.0476
0.313 0.0654 0.0443
0.294 0.0603 0.0414
0.278 0.0557 0.0387
0.263 0.0518 0.0365
0.25 0.0483 0.0344
0.238 0.0452 0.0326
0.227 0.0424 0.0309
0.217 0.04 0.0295
0.208 0.0377 0.028
0.2 0.0357 0.0268
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: December 9, 2016
Revision: A
Page C-1 of C-1
Appendix C – In-Structure Response Spectra (Later)
(To be added when developed)
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: December 9, 2016
Revision: A
Page D-1 of D-3
Appendix D – Requirements for Qualification Methods for Safety SSC’S, SDC-3
D.1 Methods
D.1.1 Dynamic Analysis
The dynamic analysis shall be accomplished using the response spectrum, frequency domain
or time-history approach. Time-history analysis shall be performed using either the direct
integration method or the modal superposition method.
D.1.2 Equivalent Static Analysis
Equivalent static analysis method may be used in lieu of a dynamic analysis if the system or
component can be realistically represented by a simple model. A static analysis shall be
performed by applying equivalent static forces at the mass locations in two principal
horizontal directions and the vertical direction. The equivalent static force at a mass location
shall be computed as the product of the mass and the seismic acceleration value applicable
to that mass location. The seismic acceleration values shall be as follows:
Single Mode Dominant Response: When the mass associated with a mode exceeds 75% of
the total mass, the response is considered as a single mode dominant response. In this
case, the acceleration value corresponding to the dominant mode frequency from the
applicable in-structure response spectrum shall be used, provided the value of the dominant
mode frequency is equal to or greater than the value of the frequency corresponding to the
peak acceleration. In case the value of the dominant mode frequency is less than the value of
the frequency corresponding to the peak acceleration, the peak value of the in-structure
response spectrum acceleration shall be used.
Multiple Mode Dominant Response: 1.5 times the peak acceleration value of the applicable
in-structure response spectrum shall be used.
Total Seismic Response: The total seismic response shall be computed by combining the
co-directional responses from the two horizontal and the vertical analyses by either the SRSS
method, or the Component Factor Method (1/0.4/0.4).
D.1.3 Seismic Qualification of Equipment by Testing
Testing procedures presented in IEEE Standard 344 shall be followed. The actual mounting
of the equipment shall either be simulated or duplicated. All normal loads acting on the
equipment shall be simulated. The seismic load shall be defined by the Required Response
Spectrum (RRS) obtained by enveloping and smoothing (filling in valleys) the in-structure
spectra computed at the supports of the equipment by linear elastic analyses, and multiplied
by a factor of 1.4. The Test Response Spectrum (TRS) of the shake table shall envelop the
RRS.
Recommended Frequencies: The fundamental frequencies of equipment and components
shall preferably be less than one-half or more than twice the dominant frequencies of the
support structure.
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: December 9, 2016
Revision: A
Page D-2 of D-3
D.2 Modeling
D.2.1 Equipment
Unless a more complex model, e.g., a finite element model, is required, the equipment shall
be represented by a lumped-mass system consisting of discrete masses connected by
weightless springs. The criteria used to lump masses shall be as follows:
The number of masses shall be chosen so that all significant modes are included. The
modes are considered as significant if the corresponding natural frequencies are less than 33
Hz and the stresses calculated from these modes are greater than 10% of the total stresses
obtained from lower modes. This approach is acceptable provided at least 90% of the
loading/inertia shall be contained in the modes used. Alternately, the number of degrees of
freedom is taken more than twice the number of modes with frequencies less than 33 Hz.
Missing mass shall be accounted for in developing the design forces and moments.
Mass shall also be lumped at the following points:
– Where a significant concentrated weight is located (e.g., the motor in the analysis of
pump motor stand, the impeller in the analysis of pump shaft, etc.).
– Where there is a significant change in either the geometry or stiffness
D.2.2 Piping
The piping system shall be modeled as an assemblage of pipe elements supported by
hangers, guides, anchors, and struts. Pipe and fluid masses may be lumped at the nodes
and connected by weightless elastic beam elements, which reflect the physical properties of
the corresponding piping segment. The node points shall be selected to coincide with the
locations of large masses, such as valves, pumps and motors, and with locations of
significant geometry change. All pipe-mounted equipment, such as valves, pumps and
motors, shall be modeled with lumped masses connected by elastic beam elements, which
reflect the physical properties of the pipe-mounted equipment. The torsional and bending
effects of valve operators and other pipe-mounted equipment with offset centers of gravity
with respect to the piping centerline shall be included in the model. On straight runs, mass
points shall be located at spacing no greater than the span which would have a fundamental
frequency equal to 33Hz, when calculated as a simply supported beam with uniformly
distributed mass.
Anchors at equipment such as tanks, pumps and heat exchangers shall be modeled with
calculated stiffness properties. Only the mass effects of in-line equipment with a fundamental
frequency of 33 Hz or greater shall be included in the piping system model. Otherwise, a
simplified model of the in-line equipment shall be included in the piping system model.
D.2.3 Distributive Systems
Distributive systems, such as, cable trays and HVAC ducts shall be modeled similar to piping
systems.
Project Number: 31269 (T5L01)
Doc. No.: 13-2-008
Date: December 9, 2016
Revision: A
Page D-3 of D-3
D.2.4 Buried Pipes
Buried pipe may be seismically qualified by analysis in accordance with the rules in ALA Design
Guideline for Buried Steel Pipe, BNL-52361, or ASCE 4, Section 3.5.2. Forces on straight
segments and segments at bends and anchor points shall be determined.
D.2.5 Multiple Supported Systems and Components
The inertial response shall be calculated using an upper bound envelope of individual response
spectra for the support locations. The relative seismic support displacement, i.e., seismic anchor
motion, shall be computed. The response from the relative seismic support displacement
analysis shall be combined with the response from the inertial loads by the SRSS method. In lieu
of the response spectrum approach, time histories of the support motions may be used.