low activity waste pretreatment system...1.3.5.2 asce/sei 43-05, ‘seismic design criteria for...

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


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TABLE OF CONTENTS

1.0 PART 1 - GENERAL .......................................................................................................... 1

1.1 Scope ......................................................................................................................................... 1

1.2 Related Sections (Not Used) ..................................................................................................... 1

1.3 Codes and Standards ................................................................................................................ 1

1.4 System Description (Not Used) ................................................................................................. 3

1.5 Submittals (Not Used) ............................................................................................................... 3

1.6 Delivery, Storage & Handling (Not Used) .................................................................................. 3

1.7 Quality Assurance (Not Used) ................................................................................................... 3

1.8 Site Condition ............................................................................................................................ 3

2.0 PART 2 – PRODUCTS (NOT USED) ................................................................................. 9

2.1 Manufactures (Not Used) .......................................................................................................... 9

2.2 Materials (Not Used) .................................................................................................................. 9

2.3 Equipment (Not Used) ............................................................................................................... 9

2.4 Components (Not Used) ............................................................................................................ 9

2.5 Fabrication (Not Used) .............................................................................................................. 9

3.0 PART 3 - EXECUTION (NOT USED) ............................................................................... 10

3.1 Preparation (Not Used) ............................................................................................................ 10

3.2 Erection, Installation & Application (Not Used) ........................................................................ 10

3.3 Field Quality Control (Not Used).............................................................................................. 10

3.4 Adjusting and Cleaning (Not Used) ......................................................................................... 10

3.5 Demonstration (Not Used) ....................................................................................................... 10

4.0 LIST OF APPENDICES ................................................................................................... 11

4.1 Supporting Document(s) Issued with this Specification .......................................................... 11

Appendix A – SSC Limit State..........................................................................................................A-1

Appendix B – Free Field (Ground) Response Spectrum .................................................................B-1

Appendix C – In-Structure Response Spectra (Later) .................................................................... C-1

Appendix D – Requirements for Qualification Methods for Safety SSC’S, SDC-3 ......................... D-1


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LIST OF TERMS

Abbreviations and Acronyms

Term Definition

ACI American Concrete Institute

ALA American Lifelines Alliance

AISC American Institute of Steel Construction

AISI American Iron and Steel Institute

ANS American Nuclear Society

ASCE American Society of Civil Engineers

ANSI American National Standards Institute

ASD Allowable Stress Design

ASME American Society of Mechanical Engineers

FDC Flood Design Category

HVAC Heating, Ventilation and Air Conditioning

IBC International Building Code

ICBO International Conference of Building Officials

ICC International Code Council

IEEE The Institute of Electrical and Electronics Engineers, Incorporated

ISRS In-structure Response Spectra

LAWPS Low Activity Waste Pretreatment System

LRFD Load Resistance Factor Design

LS Limit State

NDC NPH Design Category

NPH Natural Phenomena Hazard

PDC Precipitation Design Category

RC Risk Category

RRS Required Response Spectra

SDC Seismic Design Category

SMACNA Sheet Metal and Air Conditioning Contractors National Association

SRSS Square Root of the Sum of the Squares

SSC Structures, Systems and Components

TRS Test Response Spectra


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Term Definition

VDC Volcanic Design Category

WDC Wind Design Category

i.e. That is

Units

U. S. Customary

Definitions

BUYER: The company from whom the Vendor is performing work or services.

COMPONENTS: Parts of a system such as valves, instruments and controls, or parts of electrical

equipment such as relay.

EQUIPMENT: Self-supported items such as pumps, compressors, motors, etc.

LIMIT STATE (LS): The limiting acceptable deformation, displacement, or stress that an SSC

may experience during or following an earthquake and still perform its safety function in

accordance with ANS 2.26

NPH: Natural phenomena hazards (earthquake, wind and tornado, ice and snow, rain and rain

effects).

QUALIFICATION: The generation and maintenance of evidence to ensure/demonstrate that the

SSC can meet its specified NPH service conditions in accordance with the qualification

specification.

RESPONSE SPECTRUM: A plot of the maximum response, as a function of oscillator frequency,

of an array of SDOF damped oscillators subjected to the same base excitation.

RRS: Required Response Spectra is the response spectra issued as part of the specifications for

seismic qualification. The RRS constitute the requirement to be met.

SEISMIC DESIGN CATEGORY: A classification based on a graded approach used to establish

the seismic NPH design and evaluation requirements for SSCs in accordance with ANSI/ANS

2.26. The SSC Seismic Design Criteria shall be identified in the design criteria input documents.

SHALL / MUST: Denotes project requirements, compliance is required.

SHOULD: Denotes recommendation or expectation, compliance is expected.


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SRSS: Square Root Sum of Squares

SSC: Structure, System or Component.

SPECIFICATION: Refers to any design, fabrication or supply specification.

SUBSTITUTION: Any change or deviation from issued approved drawings, designs, methods, or

contract terms and conditions.

SYSTEM: A distribution system such as a piping or HVAC system, including its components.

VENDOR: The Company responsible for the supply of equipment or services


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1.0 PART 1 - GENERAL

1.1 Scope

1.1.1 This specification provides the requirements for the qualification of safety Structures, Systems or

Components (SSC) for Natural Phenomena Hazards (NPH) for the Low Activity Waste

Pretreatment System (LAWPS) Project.

These requirements apply to the general types of SSC listed below and specifically to the

equipment delineated in the specification to which this document is appended.

The general types of SSC covered by this document are as follows.

1.1.1.1 Mechanical Equipment and Components:

1.1.1.1.1 Active (dynamic, rotating) equipment such as pumps, compressors, fans,

blowers, control valves, etc.

1.1.1.1.2 Passive (static) equipment such as tanks, vessels and heat exchangers.

1.1.1.2 Mechanical Distribution Systems:

1.1.1.2.1 Piping and tubing systems including fittings, inline components, manual

valves, etc.

1.1.1.3 HVAC ducting systems

1.1.1.4 Electrical, Instruments and Controls that are identified as Safety Significant

System(s)

1.1.1.5 Distribution Systems

1.1.1.5.1 Raceway systems such as conduit and cable trays.

1.2 Related Sections (Not Used)

1.3 Codes and Standards

1.3.1 American Concrete Institute (ACI)

1.3.1.1 ACI 318-11, ‘Building Code Requirements for Structural Concrete’

1.3.1.2 ACI 349-13, ‘Code Requirements for Nuclear Safety-Related Concrete Structures

(ACI 349-13) and Commentary-Incorporating Errata’.

1.3.2 American Institute of Steel Construction (AISC)


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1.3.2.1 ANSI/AISC N690-12 ‘Specification for Safety-Related Steel Structures for Nuclear

Facilities’.

1.3.2.2 AISC 360-10, ‘Specification for Structural Steel Buildings including Commentary’

1.3.2.3 AISC, ‘Steel Construction Manual’, Fourteenth Edition.

1.3.3 American Iron and Steel Institute (AISI)

1.3.3.1 2013 Edition of the Cold-Formed Steel Design Manual

1.3.4 American National Standards Institute (ANSI)/American Nuclear Society (ANS)

1.3.4.1 ANSI/ANS 2.26 -2004 Categorization of Nuclear Facility Structures, Systems and

Components for Seismic Design

1.3.5 American Society of Civil Engineers (ASCE)

1.3.5.1 ASCE 7-10, Third Printing, ‘Minimum Design Loads for Buildings and Other

Structures’.

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 Analysis of Safety-Related Nuclear Structures and

Commentary’.

1.3.6 American Lifelines Alliance (ALA), Guidelines for the Design of Buried Steel Pipe, July 2001 with

addenda through February 2005.

1.3.7 American Society of Mechanical Engineers (ASME)

1.3.7.1 ASME AG-1-2012, ‘Code on Nuclear Air and Gas Treatment’

1.3.7.2 ASME Boiler and Pressure Vessel Code Section VIII Division 2-2013

1.3.7.3 ASME B31.1-2014, ‘Power Piping’

1.3.7.4 ASME B31.3-2012. ‘Process Piping’

1.3.7.5 ASME QME-1-2012, ‘Qualification of Active Mechanical Equipment’

1.3.7.6 ASME Boiler and Pressure Vessel Code Section III, Subsection ND (Class 3)-2013

1.3.8 DOE ORDERS AND STANDARDS APPLICABILTY

1.3.8.1 BNL-52361-1993, Brookhaven National Laboratory, Evaluation Guideline for DOE

High Level Waste Storage Tanks and Appurtenances

1.3.9 International Code Council (ICC)

1.3.9.1 ICC-ES AC 156 -2010, Acceptance Criteria for Seismic Certification by Shake Table

Testing of Non-Structural Components


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1.3.9.2 2012 International Building Code (IBC)

1.3.10 The Institute of Electrical and Electronic Engineers (IEEE)

1.3.10.1 IEEE Standard 344-2013, IEEE Recommended Practice for Seismic Qualification of

Class 1E Equipment for Nuclear Power Generating Stations

1.3.10.2 IEEE Standard 382 –2013, IEEE Standard for Qualification of Safety Related Valve

Actuators

1.3.11 Sheet Metal and Air Conditioning Contractor’s National Association (SMACNA)

1.3.11.1 SMACNA 1650 – 2008, Seismic Restraint Manual Guidelines for Mechanical

Systems

1.4 System Description (Not Used)

1.5 Submittals (Not Used)

1.6 Delivery, Storage & Handling (Not Used)

1.7 Quality Assurance (Not Used)

1.8 Site Condition

1.8.1 Definition of Limit State and NPH Design Criteria (NDC-3)

1.8.1.1 Limit States

The NPH safety function and required Limit State (LS) is defined by the BUYER in

the specification to which this specification is attached. There are four Limit States

as described in Appendix A.

1.8.1.2 NPH Design Criteria

The design of SSC by the VENDOR is subject to various hazards including

earthquakes, wind, floods, ash-fall, temperature extremes, humidity and precipitation

(snow, ice, and rain). SSC located within building structures are required to meet only

the seismic NPH. SSC located outdoors shall be designed for NPH events for which

adequate protection is provided. For LAWPS NDC-3 safety-related SSC, the

required NPH and respective design criteria are:

1.8.1.2.1 For earthquake hazards: Seismic Design Category (SDC) SDC-3.

1.8.1.2.2 For extreme wind, tornado and hurricane hazards: Wind Design Categories

(WDCs) WDC-3.


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1.8.1.2.3 Flood, seiche, and tsunami (FDC) design is not required.

1.8.1.2.4 For extreme precipitation hazards: Precipitation Design Category (PDC)

PDC-3.

1.8.1.2.5 For volcanic eruption hazards: Volcanic Design Categories (VDC) VDC-3.

Loads resulting from NPH events shall be considered to act concurrently with

normal operating loads (pressure, thermal, etc.) and shall be combined by

absolute sum.

1.8.1.3 Seismic Requirements

The SDC-3 seismic input shall consist of in-structure response spectra for the

structures at the elevations at which the SSC are mounted. The required ISRS for the

SSC covered by this specification is contained in Appendix D. For soil or ground

supported SSC, the site-specific ground response spectrum, contained in Section

Appendix B, shall be used.

For SSC supported at elevations between elevations for which ISRS are available or

are supported over multiple elevations, the design ISRS shall be an envelope of

ISRS for all applicable elevations. Alternatively analysis tools capable of multiple

ISRS inputs may be used. See addition guidance provided in Appendix D.

The seismic input for qualification by testing, the Required Response Spectrum

(RRS), shall exceed the applicable ISRS by a factor of 1.4; RRS > 1.4 x ISRS

Damping for seismic qualification shall be as specified in ASCE 43, Table 3-2.

1.8.1.4 Wind Design

For safety SSC located outdoors, the WDC 3 basic wind speed is 129 mph with an

importance factor of 1.0 (Exposure Category C). In addition wind generated missile

2x4 timber plank weighing 15 pounds, at a speed of 50 Miles Per Hour (MPH) and a

maximum height of 30 ft. above ground shall be evaluated. The loads and effect of

wind on SSC shall be determined in accordance with ASCE 7. The effects of vortex

shedding shall be considered in accordance with ASCE 7. Wind loads are not

concurrent seismic loads but shall be considered to be concurrent with all other NPH.

1.8.1.5 Precipitation Design

Safety SSC shall be designed for a PDC-3 snow load of 15 PSF.

1.8.1.6 Volcanic Eruption Design

Safety SSCs shall be designed for a VDC-3 ash load of 23.0 psf. Ash loads are on a

dry ash basis, and are to be evaluated in combination with concurrent moisture loads.

When ash structural loads are considered without concurrent moisture loads, an

additional 0.5 psf moisture load shall be applied.

1.8.1.7 Temperature

The design of SSC, in particular systems, shall include the effects of stresses and

movements resulting from variations in temperature. Unless noted otherwise, SSC


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shall be designed for movements resulting and effects of change in temperature from

the maximum seasonal temperature change (-25F to +115F).

1.8.2 Methods of Qualification for SDC-3

The seismic qualification of SSC by the VENDOR shall be by one (or a combination) of three

methods as delineated below. Additional requirements and guidance are provided in Appendix D

of this specification.

Qualification for all other NPH events shall be by analysis in accordance with the Code applicable

to the component. If the applicable Code does not address NPH, the requirements of ASCE 7

shall be followed.

1.8.2.1 Analysis

Analysis in accordance with ASME QME-1, IEEE 344-2004 or the code applicable to

system or component is the preferred method for passive mechanical equipment and

distribution systems, and for electrical distribution systems. Any of the following

methods are acceptable for quantifying seismic response:

1.8.2.1.1 Equivalent static method

1.8.2.1.2 Response spectrum method

1.8.2.1.3 Time history

1.8.2.1.4 Complex frequency response method

1.8.2.2 Testing

Testing in accordance with IEEE 344, IEEE 382, ASME QME-1 or ICBO AC156 is

the preferred method for qualification of active mechanical and electrical equipment,

and instruments and controls.

1.8.2.3 Experience Data/Similarity

Equipment may be qualified by similarity to previously qualified equipment.

Qualification by similarity must address:

1.8.2.3.1 Materials, arrangement/configuration and dynamic similarity of the

components

1.8.2.3.2 Seismic input of previously qualified equipment must envelope ISRS of new

components

1.8.3 Acceptance Criteria for Limit States and for SDC-3

ASCE 43 Section C8.0 and Table C8.1 provide guidance for acceptable codes and standards for

the qualification for all types of SSC for SDC-3 seismic loads.

The following alternative criteria may be used instead of those codes recommended in ASCE 43

Table C8.1 :


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1.8.3.1 Piping and valves (excluding non-manual operators) – ASME B31.1 or B31.3 in lieu

of ASME B&PVC Sec. III may be used.

1.8.3.2 HVAC Ducts – ASME AG-1 may be used to supplement SMACNA.

1.8.3.3 Pressure Vessels – All vessels may be in accordance with ASME B&PVC, Sec. VIII,

Div. 2.

1.8.3.4 Tanks – The governing code for tanks referenced in ASCE 43 (API, AWWA, etc.)

may be supplemented by BNL-52361. For the seismic analysis of tanks, the

recommendations in ASCE 4 shall be followed.

1.8.4 Other Requirements for SDC-3.

NPH qualification of SSC must address the end-of-life condition. The SSC qualified life

considerations depend on the qualification method. For example:

1.8.4.1 Testing – Determine the need for environmental qualification for effects such as

degradation of non-metallic materials in high temperature or radiation environments.

1.8.4.2 Analysis – Deduct corrosion allowance when calculating stresses. Address

degradation mechanisms beyond general wall thinning such as cracking and fatigue.

Anchorage design for SSC shall be provided. SSC anchored to concrete shall be

designed based on ACI 349. For vibratory equipment and dynamic loading, only cast

in-place or post-installed undercut anchors are acceptable. Anchor bolts shall be a

minimum of 1/2 inch in diameter regardless of calculated anchorage requirements.

Anchorage to structural steel shall be in accordance with AISC N690, Allowable

Stress Design (ASD) or Load Factor Resistance Design (LRFD), or with AISI, as

applicable. Welding of steel shall be in accordance with AWS, as applicable.

To avoid adverse interaction, Non-safety SSC shall be isolated from Safety SSC. If it

is not feasible or practical to isolate them, these Non-safety SSCs shall be analyzed

according to the same criteria as applicable to the Safety SSCs (i.e., subjecting these

to the same level of seismic motion) and evaluating them using acceptance criteria

such that these cannot adversely interact with any Safety SSCs.

For Non-safety SSCs attached to Safety SSCs, the dynamic effects of the Non-safety

SSCs shall be simulated in the modeling of Safety SSCs. Attached Non-safety

systems such as piping or raceways, shall also be designed up to the first anchor

beyond the interface in such a manner that the Non-safety SSC will not adversely

impact or cause a failure of the Safety SSCs.

1.8.5 Definition of Limit State and NPH Design Criteria for NDC-1 and NDC-2

1.8.5.1 Limit States

The NPH safety function and required Limit State (LS) is defined by the BUYER in

the specification to which this specification is attached. There are four Limit States as

described in Appendix A.

1.8.5.2 NPH Design Criteria


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The design of SSC by the VENDOR is subject to various hazards including

earthquakes, wind, floods, ash-fall, temperature extremes, humidity and precipitation

(snow, ice, and rain). SSC located within building structures are required to meet only

the seismic NPH. SSC located outdoors shall be designed for NPH events for which

adequate protection is not provided. For LAWPS NDC-1 and NDC-2 safety-related

SSC, the required NPH and respective design criteria are:

1.8.5.2.1 The load and load combinations shall be in accordance with Chapter 2 of

ASCE 7. All SSC shall meet the requirements specified in Chapter 13 and/ or

Chapter 15 of ASCE 7, IBC using AISC 360, and AISI. The potential adverse

effects of frost heave and movements resulting from expansive soils shall be

considered in the design. The design of buried steel pipe shall be in

accordance with American Lifelines Alliance (ALA).

1.8.5.2.2 Seismic Design Categories (SDC) and Limit States (LS): For seismic design

purposes there are two SDC’s; SDC-1 and SDC-2 with different LS that shall

be designed following ASCE 7 provisions for Risk Category (RC) II and RC IV,

respectively, except as shown in Appendix A, Table A-2.

1.8.5.2.3 SDC-1 and SDC-2 seismic loads shall be determined per ASCE 7 with

horizontal SDS = 0.588g, SD1 = 0.192g and the vertical SDS = 0.346g, SD1 =

0.098g.

1.8.5.2.4 Wind Design Category (WDC): WDC-1 and WDC-2 SSCs shall be designed

for extreme wind hazards using the criteria given in ASCE 7 for Risk Category

II and Risk Category IV facilities, respectively. The WDC-1, Basic Wind

Design Speed is 110 mph and Importance Factor is 1.0. The WDC-2, Basic

Wind Design Speed is 115 mph and Importance Factor is 1.0.

1.8.5.2.5 Flood Design Category (FDC): Not Applicable loads

1.8.5.2.6 Precipitation Design Category (PDC): PDC-1 and PDC-2 SSCs shall be

designed, snow loads shall be determined per ASCE 7 with a ground snow

load of 15 PSF.

1.8.5.2.7 Volcanic Eruption Design Category (VDC): VDC-1 and VDC-2 shall be

designed for an ash load of 3.2 PSF and 11.8 PSF, respectively. Ash loads

shall be combined with other loads using ASCE-7 load combinations where

ash loads, V, is substituted for snow load, S. When ash structural loads are

considered without concurrent moisture loads, an additional 0.5 PSF moisture

load should be applied. Drifting and unbalanced ash loads shall be considered

using the methodology of ASCE Sections 7.6, 7.7 and 7.8 for snow

1.8.5.2.8 Anchorage for general services SSC’s shall be designed based on ACI 318.

The type of anchor used shall be acceptable by the International Code

Council (ICC-ICBO). For vibratory equipment and dynamic loading undercut

anchors or adhesive anchors are acceptable, for smaller loads. Anchor bolts

of a minimum ½ inch in diameter shall be used regardless of calculated

anchorage requirements.


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1.8.5.2.9 As an alternative to analytical requirements, seismic qualification by testing

shall be in accordance with ICC-ES AC 156.


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2.0 PART 2 – PRODUCTS (NOT USED)

2.1 Manufactures (Not Used)

2.2 Materials (Not Used)

2.3 Equipment (Not Used)

2.4 Components (Not Used)

2.5 Fabrication (Not Used)


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3.0 PART 3 - EXECUTION (NOT USED)

3.1 Preparation (Not Used)

3.2 Erection, Installation & Application (Not Used)

3.3 Field Quality Control (Not Used)

3.4 Adjusting and Cleaning (Not Used)

3.5 Demonstration (Not Used)


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4.0 LIST OF APPENDICES

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


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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.


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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


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


also be assured


site power. Adequate

confinement without

exhaust equipment may

be demonstrable for

some hazardous

materials.

Systems with barriers


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


also be assured


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


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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


its safety functions

(normal function may be

impaired) following


seismic loads; the SSC

retains substantial

margin against such

failures that cause

systems interactions.

full strength, and the

passive equipment it is


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


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


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


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


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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



bolts may undergo very

limited permanent

distortion without

impairing the normal

and safety functions of

the equipment following

exposure to the



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.


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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


Category II,

I = 1.0

R a = R/1.5

R a ≥ 1.2


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.


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


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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


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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


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Appendix C – In-Structure Response Spectra (Later)

(To be added when developed)


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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.


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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.


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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.

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