Reference PUBLICATIONS

NBSIR 84-2833

Data Requirements for the Seismic

Review of LNG Facilities

National Bureau of Standards

National Engineering Laboratory

Center for Building Technology

Structures Division

Gaithersburg, MD 20899

Environmental Evaluation Branch

Division of Pipeline Certificates

Office of Pipeline and Producer Regulation

Federal Energy Regulatory Commission

Washington, DC 20426

June 1984

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DEPARTMENT OF COMMERCE

34-2333

1934

iTIONAL BUREAU OF STANDARDS

JIATI0NA1 BUREAU OF STANDARDS

S.UBRAHr NBSIR 84-2833

• # DATA REQUIREMENTS FOR THE SEISMIC

REVIEW OF LNG FACILITIES

William D. Kovacs

Edgar V. Leyendecker

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U.S. DEPARTMENT OF COMMERCE

National Bureau of Standards

National Engineering Laboratory

Center for Building Technology

Structures Division

Gaithersburg, MD 20899

John S. Leiss

Lonnie A. Lister

Environmental Evaluation Branch

Division of Pipeline Certificates

Office of Pipeline and Producer Regulation

Federal Energy Regulatory Commission

Washington, DC 20426

June 1984

U.S. DEPARTMENT OF COMMERCE. Malcolm Baldrige. Secretary

NATIONAL BUREAU OF STANDARDS. Ernest Ambler. Director
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PREFACE

This report describes data needed by the Federal Energy Regulatory Commission

(FERC) for the seismic review of Liquefied Natural Gas (LNG) facilities and is

intended to expedite the certification process of the FERC. It uses a format

familiar to those industry representatives and their consultants who work on siting other safety related structures. Available state and Federal regulations

were reviewed for format and type of information required to develop a source document which can be used to establish a consistent format and content for

applicants in their submittal of the necessary geologic-structural-seismic

information required to analyze sites for LNG facilities. Design criteria

and levels of safety to be used in analyzing sites were not considered.

It is anticipated that this document will provide a guide and format for the

applicant to thoroughly investigate the siting of LNG facilities and establish

design criteria to be used. It will be the responsibility of the applicant to

demonstrate the applicability and significance of the criteria he has selected

for the site(s) being considered. All sections should be addressed by the

applicant to ensure a thorough investigation for each proposed site although

each section will not necessarily be appropriate in all instances.

The authors appreciate the cooperation and useful suggestions of Robert

Arvedlund of the FERC during the preparation of this document.

iii
TABLE OF CONTENTS

Page

PREFACE iii

LIST OF FIGURES vli

1. INTRODUCTION 1

1.1 SCOPE 1 1.2 APPROACH 2

1.3 DEFINITIONS 2

2. LNG STANDARDS 5

2.1 INTRODUCTION 5

2.1.1 DoT Safety Standard 5

2.1.2 NFPA Safety Standard 6

2.2 USE OF THE DOT AND NFPA SAFETY STANDARDS 8

3. CONTENTS OF APPLICANTS' REPORT 9

2

PLANT DESCRIPTION 9

2 SUMMARY OF SITE INVESTIGATION AND FACILITY DESIGN STATUS 9

3 REQUIREMENTS FOR FURTHER TECHNICAL INFORMATION 9

4 GEOLOGY , SEISMOLOGY , AND GEOTECHNICAL ENGINEERING SITE EVALUATION 10

4.1 Basic Geologic and Seismic Information 10

4.1.1 Regional Geology 10

4.1.2 Site Geology 11

4.2 Vibratory Ground Motion 22

4.2.1 Seismicity 22

4.2.2 Geologic Structures and Tectonic Activity 13

4.2.3 Correlation of Earthquake Activity with Geologic

Structures or Tectonic Provinces 13

4.2.4 Maximum Earthquake Potential 14

4.2.5 Seismic Wave Transmission Characteristics of the

Site 14

4.2.6 Safe Shutdown Earthquake 25

4.2.7 Operating Basis Earthquake 25

4.3 Surface Faulting 25

4.3.1 Geologic Conditions of the Site 25

4.3.2 Investigation of Quaternary Faults 26

4.3.3 Determination of Active Faults 16

4.3.4 Detailed Faulting Investigation 26

4.4 Stability of Subsurface Materials and Foundations 27

4.4.1 Geologic Features 27

4.4.2 Properties of Subsurface Materials 27

4.4.3 Exploration 18

4.4.4 Geophysical Surveys 18

4.4.5 Excavations and Backfill 18

4.4.6 Groundwater Conditions 29

iv
TABLE OF CONTENTS (Con't)

Page

4.4.7 Response of Soil and Rock to Dynamic Loading 19

4.4.8 Liquefaction Potential 20

4.4.9 Earthquake Design Basis 20

4.4.10 Static Stability 20

4.4.11 Design Criteria 20

4.4.12 Techniques to Improve Subsurface Conditions 20

4.4.13 Subsurface Instrumentation 20

4.5 Stability of Slopes 21

4.5.1 Slope Characteristics 21

4.5.2 Design Criteria and Analyses 21

4.5.3 Logs of Borings 22

4.5.4 Compacted Fill 22

4.6 Embankments and Dams 22

4.6.1 General 23

4.6.2 Exploration 24

4.6.3 Foundation and Abutment Treatment 23

4.6.4 Embankment 24

4.6.5 Slope Stability 24

4.6.6 Seepage Control 24

4.6.7 Performance Monitoring 25

5 . DESIGN OF LNG CONTAINMENT STRUCTURES, COMPONENTS , EQUIPMENT , AND

SYSTEMS 26

5 . 1 Conformance with DoT Safety Standards 26

5.2 Classification of LNG Containment Structures, Components, and

Systems 26

5.3 Seismic Design 26

5.3.1 Design Response Spectra 26

5.3.2 Design Time History 27

5.3.3 Critical Damping Values 27

5.3.4 Supporting Media for Category I and II Structures .... 27

5.4 Seismic System Analysis for Category I Structures 27

5.4.1 Seismic Analysis Methods 27

5.4.2 Natural Frequencies and Response Modes 28

5.4.3 Procedure Used for Modeling 28

5.4.4 Soil /Structure Interaction 28

5.4.5 Development of Floor Response Spectra 29

5.4.6 Three Components of Earthquake Motion 29

5.4.7 Combination of Modal Responses 29

5.4.8 Interaction of Non-Category I Structures with Category

I Structures 29

5.4.9 Effects of Parameter Variations on Floor Response

Spectra 29

5.4.10 Use of Constant Vertical Static Factors 29

5.4.11 Method Used to Account for Torsional Effects 29

5.4.12 Comparison of Responses 30

v
TABLE OF CONTENTS (Con't)

Pagp

5.4.13 Determination of Category I Structure Overturning

Moments 30

5.4.14 Analysis Procedure for Damping 30

5.5 Design and Analysis Procedures 30

5.6 Structural Acceptance Criteria 30

5.7 Foundations 31

5.7.1 Description of the Foundations 31

5.7.2 Applicable Codes, Standards, and Specifications 31

5.7.3 Loads and Load Combinations 31

5.7.4 Design and Analysis Procedures 31

5.7.5 Structural Acceptance Criteria 32

5.7.6 Materials , Quality Control, and Special Construction

Techniques 32

6. MATERIALS, QUALITY CONTROL, AND SPECIAL CONSTRUCTION TECHNIQUES . 32

7. SEISMIC INSTRUMENTATION 32

7.1 Description of Instrumentation 32

7.2 Control Room Operator Notification 33

7.3 Comparison of Measured and Predicted Responses 33

8. REGULATIONS 33

9. REFERENCES 33

4. REFERENCES 34

APPENDIX A. DOT LNG SAFETY STANDARDS, SUBPART B A-l

APPENDIX B. CATEGORIZATION OF LNG STRUCTURES, COMPONENTS, AND SYSTEMS .. B-l

LIST OF FIGURES

Page

Figure 1. Flow chart of DoT and NFPA Safety Standards 7

vi
1. INTRODUCTION

1.1 SCOPE

On February 11, 1980, the U.S. Department of Transportation (DoT) issued "LNG

Facilities' Federal Safety Standards" (49 CFR 193), providing minimum safety

standards for the design and construction of liquefied natural gas (LNG)

facilities. These are subsequently referred to as DoT safety standards. The

National Fire Protection Association, an industry group, has prepared recommended standards for LNG facilities (NFPA 59-A, 1979 edition), which also

require analysis related to earthquake hazards. Neither of these standards

describes, in significant detail, what types of analysis are required to determine the acceptability of a site, the adequacy of the assumed level of earthquake hazard, or the adequacy of the proposed design to ensure integrity of the

facility during the design earthquake. However, they do specify general

performance criteria and some specific siting considerations. Additionally,

the DoT safety standard includes a ban on the use of certain types of sites

unless specific approval is granted by the Director of the Materials

Transportation Bureau.

This report describes the nature of the investigations required to obtain the

geologic and seismic data necessary to determine site suitability and facilitate design against the requirements of the DoT safety standard and the NFPA

safety standard. It describes procedures for determining the quantitative

vibratory ground motion design basis at a site due to earthquakes and describes

information needed to determine whether and to what extent an LNG plant need

be designed to withstand the effects of surface faulting. Other geologic and

seismic factors required to be taken into account in the siting and design of

LNG facilities are also identified.

Each applicant for a certificate shall investigate all seismic and geologic

factors that may affect the design and operation of the proposed LNG facility

regardless of whether such factors are explicitly included in this report.

Additional investigations and/or more conservative determinations than those

included in this report may be necessary for sites located in areas having

complex geology or in areas of high seismicity. However, if an applicant

believes that the particular seismology and geology of a site indicate that some of the information identified in this report need not be provided, that

information should be identified in the application, and supporting rationale

or data to justify clearly such departures should be presented.

This report describes a format for geotechnical and seismic design reports to

accompany applications to the Federal Energy Regulatory Commission (FERC) to

construct and/or modify and operate LNG facilities. FERC does not require use

of the format although the review of applications will be simplified if a con- sistent format is used. However, if another agency requires similar information in a different format, the FERC staff does not require preparation of a new report re-written to comply with the format herein.

1
1.2 APPROACH

The approach followed in organizing these data requirements is drawn from that

used by the U.S. Nuclear Regulatory Commission in the siting of power plants.

It is felt that consulting engineers and those firms and individuals connected

with energy in general are quite familiar with these data requirements and the

engineering approach used. Thus, approaches in engineering and geological

consideration for nuclear plants were adapted to the siting and design of LNG

facilities. It must be stressed that although the approach for obtaining and

reporting these data is similar to that for nuclear plants, LNG plants will be

evaluated by FERC using the criteria for LNG facilities in the DoT and NFPA

safety standards.

1.3 DEFINITIONS

The following generally accepted definitions provide the general meaning of some of the terms used in this report.

Applicant: Any person, firm, or corporation which files an application before

the Federal Energy Regulatory Commission to construct, modify or operate LNG

plants under the Commission’s jurisdiction.

Category I: All structures, components and systems which perform a vital

safety-related function such as containment of LNG and fire control.

Category II: All structures, components, and systems, other than those in

Category I, which are required to maintain continued safe plant operation.

Category III: Facilities which are essential operational support facilities

not required for operation, shutdown, or maintenance of a safe shutdown

condition.

Component: Any part, or system of parts functioning as a unit, including but

not limited to, piping, processing equipment, containers, control devices,

impounding systems, lighting, security devices, fire control equipment, and

communications equipment, whose integrity or reliability is necessary to

maintain safety in controlling, processing, or containing a hazardous fluid.

Container: A component other than piping that contains a hazardous fluid.

Dike : The perimeter of an impounding space forming a barrier to prevent liquid

from flowing in an unintended direction.

Effective frequency range: The frequency content of an accelerogram of

interest in the range of frequencies of the LNG plant’s structures, components

and systems.

Fault: A fracture zone within the earth's crust along which displacement of

the two sides relative to one another has occurred parallel to the fracture.

2
Fault length: The length of a continuous zone of faulting which can be expected

to act as a single structure, regardless of the lack of continuity of surface

faulting.

Hazardous fluid: LNG or a flammable, toxic, or corrosive gas or liquid.

Holocene: The Holocene or Recent epoch of geologic time, extending from the

present to about 10,000 years before the present.

Impounding space: A volume formed by dikes and floors designed to confine a spill of hazardous liquid.

Impounding system: An impounding space as well as dikes and floors designed to

conduct the flow of spilled hazardous liquids to an impounding space.

Intensity: A numerical index describing the effects of an earthquake on the

earth's surface, on man, and on structures built by him. The scale in common

use in the United States today is the Modified Mercalli Scale of 1931 with

intensity values indicated by Roman numerals from I to XII.

Internal Category I structure: Structures enclosed by a container and assigned

to Category I.

Magnitude: The numerical value on a Richter scale and is a measure of the size

of an earthquake as it is related to the energy released in the form of seismic

waves.

Most critical ground motion (MCGM): The ground vibration, usually expressed in

units of "g", the acceleration of earth's gravity, which has a mean recurrence

interval at the LNG plant site of 10,000 years. It may be equated to that

vibration resulting from the SSE.

Operating basis earthquake (OBE): Defined probabilistically as producing ground

motions with a mean recurrence interval of 475 years, or deterministically as producing ground motions of at least one-half those for the SSE.

Quaternary: The Quaternary period of geologic time, extending from the present

to about 2 million years before the present. It includes the Holocene and

Pleistocene epochs.

Response spectrum: A plot of the maximum responses (acceleration, velocity or displacement) of a family of idealized single-degree-of-freedom damped oscillators against natural frequencies (or periods) of the oscillators to a specified

vibratory motion input at their supports.

Safe shutdown earthquake (SSE): Defined probabilistically as producing ground

motions with a mean recurrence interval of 10,000 years (the MCGM) or, in

regions where lack of geological data makes uncertainties difficult to quantify,

deterministically as producing the MCGM at the site based upon the seismology,

geology, and seismic and geologic history of the site and region.

3
Safety-related slopes /safety-related embankments: Any slope or embankment that

could affect the stability or Integrity of a Category I structure.

Soil liquefaction: A sudden large decrease of the shearing resistance of a cohesionless soil, caused by a collapse of the soil structure by shock or strain

(e.g., by an earthquake), and associated with a sudden, temporary increase in

pore fluid pressure. The soil temporarily becomes a fluid.

Storage tank: A container for storing a hazardous fluid, including an underground

cavern.

Surface faulting: Differential ground displacement at or within about 50 feet

of the surface caused by movement along a fault. It may or may not be associated

with an earthquake on that fault.

Tectonic province: A region characterized by similar tectonic structures and/or

history distinct from adjacent regions.

Tectonic structure: A large scale dislocation or distortion formed within the

earth’s crust as a result of forces within the earth.

Zone: The area designated by the numbers 0, 1, 2, 3 or 4 on the Uniform Building

Code, Seismic Risk Map of the United States.

4
2. LNG STANDARDS

2.1 INTRODUCTION

This chapter summarizes the site investigation and seismic design requirements

of the DoT and NFPA safety standards. Basically, the two standards apply to

the same types of facilities, although the NFPA standard does not apply to

frozen ground containers. The requirements are summarized in the abbreviated

flow chart in figure 1 and are described in more detail in sections 2.1.1 and

2.1.2. The FERC staff would like applicants’ reports to address the requirements of both standards and, in general, will require use of the more stringent

standard.

2.1.1 DoT Safety Standard

The Federal Safety Standards for LNG facilities are contained in the DoT

Standard, 49 CFR 193. The Standard applies to all LNG facilities, including

all of those under the jurisdiction of the FERC. The Standard defines two

types of containers, those requiring specific site investigations prior to

seismic design and a special category of containers that do not require specific site investigations. Referring to Item A in figure 1, the DoT standard

defines a special category container as one that is shop fabricated, has a capacity of less than 70,000 gallons, and is installed within two feet of the

ground. Such a container does not require a site investigation and may be

designed using simplified lateral forces that are determined in accordance with

the appropriate zone of the Uniform Building Code (UBC) and assuming a vertical

force equal to the total UBC lateral force. The tank is then designed and

built to withstand those simplified lateral forces without loss of structural

or functional integrity.

A site investigation is required for tanks that do not meet the special category

requirements as shown in Item B, figure 1. The site must be examined to

determine if there is potential for surface faulting or liquefaction in all UBC

zones.

Except by special approval by the Director of the Materials Transportation

Bureau of DoT, an LNG storage tank or its impounding system may not be located

at a site where

:

1. The specific local geologic and seismic data base is sufficient to

predict future differential displacement beneath the tank and dike

area, but displacement not exceeding 30 inches cannot be assured with

a high level of confidence.

2. The specific local geologic and seismic data base is not sufficient to

predict future differential displacement beneath the tank and dike

area, and the cumulative displacement of a Quaternary fault within one mile of the tank foundation exceeds 60 inches.

3. The potential for soil liquefaction cannot be accommodated by design

and construction.

5
If there is no potential for surface faulting or liquefaction, and if the UBC zone is 0 or 1 , then the facility may be designed according to the simplified

lateral force method used for special category containers, otherwise ground

motions must be determined based on a specific site investigation. The design

is to be based on foundation forces resulting from the most critical ground

motion defined as having a yearly probability of less than 10“^. If the

estimated design horizontal acceleration based on the site study exceeds 0.8 g

at the tank or dike foundation, then the site will not be allowed except by

special approval by DoT. For accelerations less than 0.8 g, the design forces

are determined (Item C) and the facility must be designed (Item D) and built

to withstand without loss of structural or functional integrity the forces that

result from the design acceleration.

2.1.2 NFPA Safety Standard

The NFPA Standard also defines a special category container (Item A, figure 1)

that may be designed by a simplified procedure. This container is one that is

shop built and meets the ASME code. For the special category of container the

force level is defined according to a zone map included in the NFPA Standard.

This map, which includes four zones, is different from the one used by the UBC.

It defines a mean acceleration level within each zone that has a probability of

exceedance of 10 percent over a 50 year period. If the special container is

located in zone 0 to zone 3, then simplified forces (Item C, figure 1) based

upon the accelerations stated to occur in a specific zone may be used. If the

container is located in zone 4, it is treated no differently than a container

that does not meet the special requirements.

Facilities using non-special containers require the same type of site

investigation in all zones within the U.S. (Item B, figure 1). Based upon the

investigation, ground motions and design forces (Item C, figure 1) are determined and the design (Item D, figure 1) is conducted. Note that the NFPA

document does not have the special exclusions identified by DoT.

The design is based on ground motions resulting from two earthquakes; the safe

shutdown earthquake (SSE) and the operating basis earthquake (0BE). These

design earthquakes are defined by the NFPA safety standard as those which

produce ground motions with a mean recurrence interval of 10,000 and 475 years,

respectively. Where the geological data do not support a probabilistic

approach, the SSE creates the maximum credible ground motion and the OBE value

is taken as one half the SSE values.

These ground motions are used in the design of the LNG container and its

impounding system, system components required to isolate the LNG container and

maintain it in a safe shutdown condition, and the fire protection system. Note

that this two level earthquake design differs from the single level identified

by the DoT standard.

6
Figure 1. Flow chart of DoT and NFPA Safety Standards

7
2.2 USE OF THE DOT AND NFPA SAFETY STANDARDS

In order to effectively use two design earthquakes, structures, components,

equipment, systems, and their foundations must be placed in categories depending

on their importance to system operation. Category I includes all LNG facilities

defined in Subpart B of 49 CFR 193. They are structures, components, and

systems which perform a vital safety-related function (such as containment of

LNG and fire control) and are expected to maintain their structural and functional integrity during and following an SSE. Category I facilities must maintain their operational function during and following an OBE. Category II

facilities are structures, components, and systems, other than those in Category I, which are required to maintain continued safe plant operation. They

must maintain their operational function during and following an OBE with

certain levels of inelastic deformation permitted. However, safety-related

functions not capable of being taken over by Category I facilities should not

be impaired during or following an SSE and interaction of Category II facilities

with Category I facilities during or following an SSE must not impair the

required performance of the Category I facilities. Category III facilities,

which are essential operational support facilities not required for operation,

shutdown, or maintenance of a safe shutdown condition of the plant may be

designed by the UBC approach. However, failure (operational or structural) of

Category III facilities must not impair the ability of Category I or II

facilities to perform as required above.

The UBC approach which is essentially that used for Category III structures,

has been developed for use in design of building-type structures. It is a static analysis approach based on forces which are significantly less than

those actually seen during an earthquake. Because of the level of forces

involved in the design, it is presumed that some structural damage will occur

and that structures will be designed and detailed to tolerate this damage without subsequent collapse. Structures are expected to accommodate the stronger

earthquake by yielding and cracking the various structural elements as well as by the added resistance provided by nonstructural elements. The overall

philosophy of the UBC is felt to be justified based on the remote possibility

of damage during the life of the structure due to an earthquake and, by the

large expense required to make the building earthquake resistant and remain

elastic with non structural damage when it would be subjected to a large earthquake. It has long been recognized in California, for example, that special

seismic provisions are necessary for important structures such as schools,

hospitals and communication centers. Because of this approach there can be no guarantee that facilities designed in this manner will satisfy criteria similar

to structures designed according to the Category I or Category II

classification.

Classification of LNG structures, components, and systems may be found in

Appendix B.

8
3. CONTENTS OF APPLICANTS’ REPORT

Each applicants ' report should contain the following sections with the

identified information. The preface ”3" for this section has been omitted for

simplicity in identifying the section numbers in the applicants' report.

Section titles with the "3” omitted are in italics.

1 PLANT DESCRIPTION

The plant description should include a brief discussion of the principal design

criteria, operating characteristics, and safety considerations for the engineered

safety features and emergency systems; the instrumentation, control, and

electrical systems; and the LNG handling and storage systems. The general

arrangement of major structures and equipment should be indicated by the use of

plan and elevation drawings in sufficient number and detail to provide a reasonable understanding of the general layout of the plant. Those features

of the plant likely to be of special interest because of their relationship to

safety should be identified.

2 SUMMARY OF SITE INVESTIGATION AND FACILITY DESIGN STATUS

The applicant should document the current status of the site evaluation study.

Additional planned investigations should also be described.

The applicant shall document the current design status of the facility. That

is , the applicant should identify the design stage between conceptual design to

final design. The applicant should also identify what level of computations

have been performed to arrive at the current design stage and what studies,

data gathering, calculations and documentations remain to be done. Such items

as unusual site characteristics, solutions to particularly difficult engineering

problems, and significant extrapolation in technology represented by the design

should be highlighted.

3 REQUIREMENTS FOR FURTHER TECHNICAL INFORMATION

Identify, describe, and discuss those safety features or components for which

further technical information is required in support of the issuance of a certificate, but Which has not been supplied. This information should include:

1. Development programs that will be required to determine the adequacy of

a new design and those that will be used to demonstrate the margin of

conservatism of a proven design.

2. Describe the specific technical information that must be obtained to

demonstrate acceptable resolution of the problems.

3. Provide a schedule of completion of the program as related to the

projected startup date of the proposed plant.

9
4 GEOLOGY, SEISMOLOGY , AMD GEOTECHNICAL ENGINEERING SITE EVALUATION

This section of the applicant's report should provide information regarding the

seismic and geologic characteristics of the site and the region surrounding the

site. "Liquefied Natural Gas Facilities: Federal Safety Standards, 49 CFR

Part 193" gives the principal seismic and geologic considerations that guide

the staff in its evaluation of the acceptability of sites and seismic design

bases.

This section should include, but not necessarily be limited to, the information

discussed below. Include a brief description of the site(s) , the investigations performed, results of investigations, conclusions, and a statement as to

who did the work.* The required investigations should closely follow the

outline for presenting the information as described below.

4 . 1 BASIC GEOLOGIC AND SEISMIC INFORMATION

Basic geologic and seismic information is required throughout the following

sections to provide a basis for evaluation. In some cases, this information is

germane to more than one section. The information may be presented under this

section or as an appendix, provided adequate cross-references are made in the

appropriate sections.

Information obtained from published reports, maps, private communications, or other sources should be referenced. Information from surveys, geophysical

investigations, borings, trenches, or other investigations should be adequately

documented by descriptions of techniques, graphic logs, photographs, laboratory

results, identification of principal investigators, and other data necessary to assess the adequacy of the information.

4.1.1 Regional Geology

Discuss all geologic, seismic, and manmade hazards within the site region and

relate them to the regional physiography, tectonic structures and tectonic

provinces, geomorphology, stratigraphy, lithology, and geologic and structural

history, and geochronology. The above information should be discussed, documented by appropriate references, and illustrated by a regional physiographic

map, geologic maps of the surface and subsurface, isopach maps, regional

gravity and magnetic maps, stratigraphic sections, tectonic and structure maps,

fault maps, a site topographic map, a map showing areas of mineral and hydrocarbon extraction, boring logs, aerial photographs, and any maps needed to

illustrate such hazards as subsidence, cavernous or karst terrain, irregular

weathering conditions, and landslide potential.

The relationship between the regional and the site physiography should be

discussed. A regional physiographic map showing the site location should be

* The applicant is referred to Appendix A to 10 CFR Part 100 entitled "Seismic

and Geologic Siting Criteria for Nuclear Power Plants" for useful information

regarding site investigations (as applicable to LNG facilities).

10
included. Identify and describe tectonic structures such as folds, faults,

basins, and domes underlying the region surrounding the site, and include a discussion of their geologic history. A regional tectonic map showing the

structures of significance to the site should be provided. The detailed

analyses of faults to determine their capacity for generating ground motions at

the site and to determine the potential for surface faulting should be included

in sections 4.2 and 4.3, respectively.

The lithologic, stratigraphic, and structural geologic conditions of the region

surrounding the site should be described and related to its geologic history.

Provide geologic profiles showing the relationship of the regional and local

geology to the site location. The geologic province within which the site is

located and the relation to other geologic provinces within 100 miles of the

site should be indicated. Regional geologic maps indicating the site location

and showing both surface and bedrock geology should also be included.

4,1,2 Site Geology

Material on site geology included in this section may be cross-referenced in

section 4.4. The site physiography and local landforms should be described and

the relationship between the regional and site physiography should be discussed.

A site topographic map showing the locations of the principal plant facilities

should be included. Describe the configuration of the land forms and relate

the history of geologic changes. Areas of actual or potential landsliding,

subsidence, uplift, or collapse resulting from natural features such as tectonic

depressions and cavernous or karst terrains that are significant to the site

should be evaluated.

The detailed lithologic and stratigraphic conditions of the site and the

relationship to the regional stratigraphy should be described. The thicknesses, physical characteristics, origin, and degree of consolidation of each

lithologic unit should also be described, including a local stratigraphic

column. Furnish summary logs of borings and excavations such as trenches used

in the geologic evaluation. Boring logs included in section 4.4 may be

referenced.

A detailed discussion of the structural geology in the vicinity of the site

should be provided. Include in the discussion the relationship of site structure to regional tectonics, with particular attention to specific structural

units of significance to the site such as folds, faults, synclines, anticlines,

domes, and basins. Provide a large-scale structural geology map (scale no smaller than 1:5,000) of the site showing bedrock surface contours and

including the locations of Category I structures. A large-scale geologic map

(1:24,000) of the region within 5 miles of the site that shows surface geology

and that includes the locations of major structures of the LNG plant, including

all Category I structures, should also be furnished. Areas of bedrock outcrop

from which geologic interpretation has been extrapolated should be distinguished from areas in which bedrock is not exposed at the surface. When the

interpretation differs substantially from the published geologic literature

on the area, the differences should be noted and documentation for the new

conclusions presented.

11
The geologic history of the site should be discussed and related to the regional

geologic history. Include an evaluation from an engineering-geology standpoint

of the local geologic features that affect the plant structures. Geologic

conditions underlying all Category I structures, dams, dikes, and pipelines

should be described in detail. The dynamic behavior of the site during prior

earthquakes should be described. Def ormational zones such as shears, joints,

fractures, and folds, or combinations of these features should be identified

and evaluated relative to structural foundations. Describe and evaluate zones

of alteration or irregular weathering profiles, zones of structural weakness,

unrelieved residual stresses in bedrock, and all rocks or soils that might be

unstable because of their mineralogy or unstable physical or chemical properties.

The effects of man's activities in the area of the site should be evaluated.

For example, withdrawal or addition of subsurface fluids or mineral extraction.

Site groundwater conditions should be described.

4.2 VIBRATORY GROUND MOTION

This section is directed toward establishing the seismic design basis for

vibratory ground motion. The presentation should be aimed at (1) determining

the SSE and the OBE for the site and (2) specifying the vibratory ground motion

corresponding to each of these events. Determination of the SSE and the OBE

should be based on the identification of tectonic provinces or active geologic

structures with which earthquake activity in the region can be associated. The

design vibratory ground motion for the SSE and OBE should then be determined by

assessing the effects at the site of the SSE and OBE associated with the

identified provinces or structures.

The presentation in the report should proceed from discussions of the regional

seismicity, geologic structures, and tectonic activity to a determination of

the relation between seismicity and geologic structures. The earthquake

generating potential of tectonic provinces and any active structures should be

identified. Finally, the ground motion that would result at the site from the

maximum potential earthquakes associated with each tectonic province or geologic

structure should be assessed considering any site amplification effects. The

results should be used to establish the vibratory ground motion design spectrum.

Information should be presented to describe how the design basis for vibratory

ground motion was determined. The following specific information and determinations should also be included, as needed, to clearly establish the design

basis for vibratory ground motion.

4 . 2.1 Seismicity

A complete list of all historically reported earthquakes that could have

reasonably affected the region surrounding the site should be provided. The

listing should include all earthquakes of Modified Mercalli Intensity greater

than IV or magnitude greater than 3.0 that have been reported in all tectonic

provinces, any part of which is within a distance that could affect the site

response significantly. This account should be augmented by a regional-scale

map showing all listed earthquake epicenters and, in areas of high seismicity.

12
by a larger-scale map showing earthquake epicenters within 50 miles * of the

site. The following information describing each earthquake should be provided

whenever it is available: epicenter coordinates, depth of focus, origin time,

highest intensity, isoseismal maps (if the site intensity was at least IV),

magnitude, seismic moment, source mechanism, source dimensions, source rise

time, rupture velocity, total dislocation, fractional stress drop, any strongmotion recordings relevant to a determination of the MCGM or design response

spectra, and identification of references from which the specified information

was obtained. In addition, any earthquake-induced geologic hazards (e.g.,

liquefaction, landsliding, landspreading, or lurching) that have been reported

on or within 5 miles of the site should be described in detail, including the

level of strong motion that induced failure and the properties of the materials

involved.

4.2.2 Geologic Structures and Tectonic Activity

Identify the regional geologic structures and tectonic activity that are significant in determining regional earthquake potential. All tectonic

provinces any part of which occurs within 100 miles * of the site should be

identified. The identification should include a description of those characteristics of geologic structure, tectonic history, present and past stress

regimes, and seismicity that distinguish the various tectonic provinces and

particular areas within those provinces where historical earthquakes have

occurred. Alternative models of regional tectonic activity from available

literature sources should be discussed. The discussion in this section should

be augmented by a regional-scale map showing the tectonic provinces, earthquake

epicenters, the locations of geologic structures and other features that

characterize the provinces, and the locations of any Quaternary faults.

4.2.3 Correlation of Earthquake Activity with Geologic Structures or Tectonic

Provinces

Provide a correlation between epicenters or regions of highest intensity of

historically reported earthquakes and geologic structures or tectonic provinces.

Whenever an earthquake epicenter or concentration of earthquake epicenters have

occurred within reasonable proximity to geologic structures, the rationale for

the association should be developed. This discussion should include identification of the methods used to locate the earthquake epicenters and an estimate

of their accuracy and should provide a detailed account that compares and

contrasts the geologic structure involved in the earthquake activity with

other areas within the tectonic province. When an earthquake epicenter cannot

1 The 50 and 100 mile figures in 4.2.1 and 4.2.2 respectively are approximate

distances to consider the effects of earthquakes at the site and are suggested

as starting points. For example, perhaps 400 miles should be used in some areas in the midwest, taking into account the New Madrid area and the effects

of long period waves on a structure. Whereas, in the Western U.S., a much

shorter distance would be applicable as a medium, local earthquake with high

frequency components may govern design.

13
be reasonably correlated with geologic structures, the epicenter should be

discussed in relation to tectonic provinces. Subdivision of tectonic provinces

should be supported on the basis of evaluations that consider, but should not

be limited to, detailed seismicity studies, tectonic flux measurements, con- trasting structural fabric, differences in geologic history, and differences

in stress regime.

4.2.4 Maximum Earthquake Potential

The largest earthquake associated with each geologic structure or tectonic

province should be identified. Where the earthquakes are associated with a geologic structure, the largest earthquake that could occur on that structure

should be evaluated based on considerations such as the nature of faulting,

fault length, fault displacement, and earthquake history. Where the earthquakes are associated with a tectonic province within 100 miles of the site,

the largest historical earthquakes within the province should be identified

and, whenever reasonable, the return period for the earthquakes should be

estimated

Ground motion at the site should be determined assuming seismic energy

transmission effects are constant over the region, unless there is reason to

believe directional effects might increase the design ground motion, and

assuming the largest earthquake associated with each geologic structure or with each tectonic province occurs at the point of closest approach of that

structure or province to the site. The set of conditions describing the

occurrence of the potential earthquake that would produce the largest vibratory

ground motion at the site should be defined. If different potential earthquakes would produce the maximum ground motion in different frequency bands,

the conditions describing all such earthquakes should be specified. The

description of the potential earthquake occurrences should include the maximum

intensity or magnitude and distance from the assumed location of the potential

earthquake to the site.

4.2.5 Seismic Wave Transmission Characteristics of the Site

The following material properties should be determined for each stratum under

the site that influences the response of the site: seismic compressional and

shear velocities, bulk densities, soil properties and classification, shear

modulus and damping and their variation with strain level, and water table

elevation and its variation. The methods used to determine these properties

should be described. For each set of conditions describing the occurrence of

the maximum potential earthquakes, determined in section 4.2.4, the types of

seismic waves producing the maximum ground motion and the significant frequencies at the site should be determined. For each set of conditions, an analysis should be performed to determine the effects of transmission in the

site material for the identified seismic wave types in the significant frequency

bands.

14
4.2.6 Safe Shutdown Earthquake , SSE

The acceleration at the ground surface, the effective frequency range, and the

duration corresponding to each maximum potential earthquake should be determined. Where the earthquake has been associated with a geologic structure,

the acceleration should be determined using a relation between acceleration,

magnitude, or fault length, earthquake history and other geologic information,

and the distance from that structure. Where the earthquake has been associated

with a tectonic province, the acceleration should be determined using appropriate relations between acceleration, intensity, epicentral intensity, and

distance. Available ground motion time histories from earthquakes of comparable magnitude, epicentral distance, and acceleration level should be presented.

The spectral content from each maximum potential earthquake should be described

based on consideration of the available ground motion time histories and

regional characteristics of seismic wave transmission. The dominant frequency

associated with the peak acceleration should be determined either from analysis

of ground motion time histories or by inference from descriptions of earthquake

phenomenology, damage reports, and regional characteristics of seismic wave

transmission. Design response spectra corresponding to the SSE should be

defined and their conservatism assessed by comparing them to the ground motion

expected from the potential earthquakes.

4.2.7 Operating Basis Earthquake , OBE

The vibratory ground motion for the Operating Basis Earthquake should be

described and the probability of exceeding the OBE during the operating life of

the plant should be determined.

4.3 SURFACE FAULTING

Information should be provided to determine whether a potential for surface

faulting exists at the site. Special attention should be paid to potential

surface faulting with a yearly probability of occurrence of 10“^ or greater.

The following specific information and determinations should also be included

to the extent necessary to clearly establish zones requiring detailed faulting

investigation. Information presented in section 4.1 may be cross-referenced

and need not be repeated. Measures to avoid or accommodate any potential

faulting should be described in section 5.

4.3.1 Geologic Conditions of the Site

The lithologic, stratigraphic, and structural geologic conditions of the site

and the area surrounding the site, including its geologic history, should be

described. Site and regional geologic maps and profiles illustrating the

surface and bedrock geology, structural geology, topography, and the relationship of the safety-related foundations of the LNG plant to these features

should be included.

15
4.3.2 Investigation of Quaternary Faults

Identified faults, any part of which is within 5 miles of the site, should be

investigated in sufficient detail and using geological and geophysical techniques of sufficient sensitivity to demonstrate the age of most recent movement

on each. The type and extent of investigation varies from one geologic

province to another and depends on site-specific conditions.

For Quaternary faults, any part of which is within 5 miles of the site,

determine: the length of the fault; the relationship to regional tectonic

structures; the nature, amount, and geologic displacement along the fault; and

outer limits of the fault zone.

4.3.3 Determination of Active Faults

Determine the geologic evidence of fault offset at or near the ground surface

at or near the site. Any topographic or photo linears and Landsat (ERTS)

linears identified as part of this study should be discussed.

List all historically reported earthquakes that can be reasonably associated

with faults, any part of which is within 5 miles of the site. A plot of

earthquake epicenters superimposed on a map showing the local tectonic

structures should be provided.

The structure and genetic relationship between site area faulting and regional

tectonic framework should be discussed. In regions of active tectonism, any

detailed geologic and geophysical investigations conducted to demonstrate the

structural relationships of site area faults with regional faults known to be

seismically active should be discussed.

4.3.4 Detailed Faulting Investigation

A detailed faulting investigation should be conducted within one mile of the

storage tank(s) f oundation(s) and, as necessary, along any active faults

identified under section 4.3.3 which may reasonably have a potential for

affecting faulting on the site or provide significant information concerning

such faulting. This investigation should be in sufficient detail to determine

the potential for faulting and the magnitude of displacement that could be

experienced by the safety-related facilities of the plant. The report of the

investigation should be coordinated with the investigation and report under

section 4.3.2 and 4.3.3 and should include information in the form of boring

logs, detailed geologic maps, geophysical data, maps and logs of trenches,

remote sensing data, and seismic refraction and reflection data. If faulting

exists, it should be defined as to its attitudes, orientations, width of shear

zone, amount and sense of movement, and age of movements. Site surface and

subsurface investigations to determine the absence of faulting should be

reported, including information on the detail and areal extent of the

investigation.

16
4.4 STABILITY OF SUBSURFACE MATERIALS AND FOUNDATIONS

Information should be presented that thoroughly defines the conditions and

engineering properties of both soil and/or rock supporting LNG plant foundations. The stability of the soils and rock under plant structures should be

evaluated both for static and dynamic loading conditions (including an evaluation of the ability of these materials to perform their support function without incurring unexpected or excessive subsidence and settlement due to their

long-term consolidation under load or to their response to natural phenomena).

Both the Operating Basis and Safe Shutdown Earthquakes should be used In the

dynamic stability evaluation. An evaluation of site conditions and geological

features that may affect LNG plant structures or their foundations should be

presented. Information presented in other sections should be cross-referenced

rather than repeated.

4.4.1 Geologic Features

Describe geologic features, including the following:

1. Areas of actual or potential surface or subsurface subsidence, uplift,

or collapse and the causes of these conditions,

2. Previous loading history of the foundation materials, i.e., history of

deposition and erosion, groundwater levels, and glacial or other

preloading influences on the soil,

3. Rock jointing pattern and distribution, depth of weathering, zones of

alteration or Irregular weathering, and zones of structural weakness

composed of crushed or disturbed materials such as slickensides

,

shears, joints, fractures, faults, folds, or a combination of these

features. Especially note seams and lenses of weak materials such as clays and weathered shales,

4. Unrelieved residual stresses in bedrock, and

5. Rocks or soils that may be hazardous, or may become hazardous, to the

plant because of their lack of consolidation or induration, inhomogeneity, variability, high water content, solubility, or undesirable

response to natural or induced site conditions.

4.4.2 Properties of Subsurface Materials

Describe in detail the static and dynamic engineering properties of the

materials underlying the site. The classification and engineering properties

of soils and rocks should be determined by testing techniques defined by

accepted standards such as those of the American Society of Civil Engineers,

American Society for Testing and Materials, and American Association of State

Highway and Transportation Officials or in manuals of practice issued by the

Army Corps of Engineers and the Bureau of Reclamation. The determination of

dynamic or special engineering properties should be by accepted state-of-the-art

17
methods such as those described in professional geotechnical journals.

Reported properties of foundation materials should be supported by field and

laboratory test records. Furnish data to justify the selection of design

parameters. These data should be sufficient to permit the staff to make an independent interpretation and evaluation of design parameters. Furnish

summaries of the physical (static and dynamic), index, and chemical properties

of materials. Information provided should include grain-size distribution

(graphic representation), consolidation data, mineralogy, natural moisture

content, Atterberg limits, unit weights, shear strength, relative density,

overconsolidation ratio, ion exchange capacity, sensitivity, swelling, shear

modulus, damping, Poisson's ratio, bulk modulus, cyclic strength, and seismic

wave velocities.

4.4.3 Exploration

Discuss the type, quantity, extent, and purpose of all explorations. Provide

plot plans that graphically show the location of all site explorations such as borings, trenches, borrow pits, seismic lines, piezometers, wells, geologic

profiles, and the limits of required construction excavations. The locations

of the safety-related facilities should be superimposed on the plot plan. Also,

furnish selected geologic sections and profiles that indicate the location of

borings and other site exploration features, groundwater elevations, and final

foundation grades. The location of safety-related foundations should be

superimposed on these sections and profiles.

Logs of all borings and test pits should be provided. Furnish logs and maps of

exploratory trenches and geologic maps and photographs of the excavations for

the facilities of the LNG plant.

4.4.4 Geophysical Surveys

Results of compressional and shear wave velocity surveys performed to evaluate

the occurrence and characteristics of the foundation soils and rocks should be

provided in tables and profiles. Discuss other geophysical methods used to

define foundation conditions.

4.4.5 Excavations and Backfill

The following data concerning excavation, backfill, and earthwork at the site

should be discussed:

1. The extent (horizontally and vertically) of all Category I excavations,

fills, and slopes. The locations and limits of excavations, fills,

and backfills should be shown on plot plans and on geologic sections

and profiles,

2. The dewatering and excavation methods to be used. Evaluate how these

will affect the quality and condition of foundation materials. Discuss the need and proposed measures for foundation protection and

treatment after excavation. Also discuss proposed quality control

and quality assurance programs related to foundation excavation, and

18
subsequent protection and treatment. Discuss measures to monitor

foundation rebound and heave, and

3.

The sources and quantities of backfill and borrow. Describe

exploration and laboratory studies and the static and dynamic engineering properties of these materials in the same fashion as described

in sections 4.4.2 and 4.4.3. Provide the plans for field test fills

and identify the material and placement specifications proposed.

Include grain size bands, moisture control, and compaction requirements. Results of test fills should be included. Discuss measures to

monitor foundation settlement.

4.4.6 Groundwater Conditions

The analysis of groundwater at the site should include the following points:

1. A discussion of groundwater conditions relative to the stability of

the safety-related LNG plant facilities,

2. A discussion of design criteria for the control of groundwater levels

or collection and control of seepage,

3. Requirements for dewatering during construction and a discussion of

how dewatering will be accomplished,

4. Records of field and laboratory permeability tests,

5. History of groundwater fluctuations, including those due to flooding,

and projected variances in the groundwater levels during the life of

the plant,

6. Information related to the periodic monitoring of local wells and

piezometers,

7. Direction of groundwater flow, gradients, and velocities, and

8. Discussion of or reference to the groundwater monitoring program

during the life of the plant to assess the potential for subsidence.

4.4.7 Response of Soil and Rock to Dynamic Loading

Furnish analyses of the responses of the soil and rock to dynamic and seismic

loading conditions. Discuss the testing performed and test results. Provide

the basis for selected design values used for dynamic response analyses.

Justify the methods of analyses used and indicate the results of analyses.

Identify computer programs used and provide abstracts. Soil-structure interaction analyses should be described in this section or cross-referenced from

section 4.2.4. Buried pipelines and earthworks should also be included in

this section.

19
4.4.8 Liquefaction Potential

If the foundation materials at the site adjacent to and under safety-related

structures are saturated sandy or silty soils or soils that have a potential

for becoming saturated, an appropriate state-of-the-art analysis of the potential for liquefaction occurring at the site should be provided. The method of

analysis should be determined on the basis of actual site conditions, the

properties of the plant facilities, and the earthquake and seismic design

requirement.

4.4.9 Earthquake Design Basis

Justify the selection of earthquakes for liquefaction and seismic response

analysis of earthworks.

4.4.10 Static Stability

The stability of all safety-related facilities should be analyzed for static

loading conditions. Foundation rebound, settlement, differential settlement,

and bearing capacity should be analyzed under the design loads of fills and

plant facilities. A discussion and evaluation of lateral earth pressures and

hydrostatic groundwater loads acting on plant facilities should be included

in this section. Field and laboratory test results should be discussed.

Design parameters used in stability analyses should be discussed and justified.

Sufficient data and analyses should be provided so that the staff may make an independent interpretation and evaluation. Results of stability analyses

should be presented.

4.4.11 Design Criteria

Provide a brief discussion of the design criteria and methods of design used in

the stability studies of all safety-related facilities. Identify required and

computed factors of safety, assumptions, and conservatisms in each analysis.

Provide references. Explain and verify computer analyses used.

4.4.12 Techniques to Improve Subsurface Conditions

Discuss and provide specifications for measures to improve foundations such as grouting, dynamic consolidation, vibrof lotation, dental work, rock bolting,

and anchors. A verification program designed to permit a thorough evaluation

of the effectiveness of foundation improvement measures should also be discussed.

4.4.13 Subsurface Instrumentation

Instrumentation for the surveillance of foundations for safety-related

structures should be presented in this section. Indicate the type, location,

and purpose of each instrument and provide significant details of installation

methods. Provide a schedule for installing and reading all proposed instruments

and for the interpretation of the data obtained. Results and analyses should be

presented.

20
4.5 STABILITY OF SLOPES

Information should be presented concerning the static and dynamic stability of

all soil or rock slopes, both natural and man-made, the failure of which could

adversely affect the safety of the LNG plant. This information should include

a thorough evaluation of site conditions, geologic features, the engineering

properties of the materials comprising the slope and its foundation. The

stability of slopes should be evaluated using classic and contemporary methods

of analyses. The evaluation should include, whenever possible, comparative

field performance of similar slopes. All information related to defining site

conditions, geologic features, the engineering properties of materials, and

design criteria should be of the same scope as that provided under section

4.4. Cross-references may be used where appropriate. The stability evaluation

of man-made slopes should include summary data and a discussion of construction

procedures, record testing, and instrumentation monitoring to ensure high

quality earthwork.

4.5.1 Slope Characteristics

Describe and illustrate slopes and related site features in detail. Provide a plan showing the limits of cuts, fills, and natural undisturbed slopes and show

their relation and orientation relative to plant facilities. Benches,

retaining walls, bulkheads, jetties, and slope protection should be clearly

identified. Provide detailed cross sections and profiles of all slopes and

their foundations. Discuss exploration programs and local geologic features.

Describe the groundwater and seepage conditions that exist and those assumed

for analysis purposes. The type, quantity, extent, and purpose of exploration

should be described and the location of borings, test pits, and trenches should

be shown on all drawings. Discuss sampling methods used. Identify material

types and the static and dynamic engineering properties of the soil and rock

materials comprising the slopes and their foundations. Identify the presence

of any weak zones, such as seams or lenses of clay, mylonites, or potentially

liquefiable materials. Discuss and present results of the field and laboratory

testing programs and justify selected design strengths.

4.5.2 Design Criteria and Analyses

The design criteria for the stability and design of all safety-related and

Category I slopes should be described. Valid static and dynamic analyses

should be presented to demonstrate the reliable performance of these slopes

throughout the lifetime of the plant. Describe the methods used for static and

dynamic analysis and indicate reasons for selecting them. Indicate assumptions

and design cases analyzed with computed factors of safety. Present the results

of stability analyses in tables identifying design cases analyzed, strength

assumptions for materials, and type of failure surface.

Assumed failure surfaces should be graphically shown on cross sections and

appropriately identified on both the tables and sections. Explain and justify

computer analyses; provide a brief description of computer programs used.

21
4.5.3 Logs of Borings

Present the logs of borings, test pits and trenches that were completed for the

evaluation of slopes, foundations, and borrow materials to be used for slopes.

Logs should indicate elevations, depths, soil and rock classification information, groundwater levels, exploration and sampling methods, recovery, RQD, and

blow counts from standard penetration tests. Provide specific details of how

the Standard Penetration Test was performed. Discuss drilling and sampling

procedures and indicate where samples were taken on the logs.

4.5.4 Compacted Fill

In this section, provide information related to material, placement, and

compaction specifications for fill (soil and/or rock) required to construct

slopes such as canal or channel slopes, breakwaters, and jetties. Planned

construction procedures and control of earthworks should be thoroughly

described. Information necessary is similar to that outlined in section

4.4.5. Quality control techniques and documentation should be discussed.

4.6 EMBANKMENTS AND DAMS

This section should include information related to the investigation,

engineering design, proposed construction, and performance of all earth, rock,

or earth and rock fill embankments used for plant flood protection. The format

given below may be used for both Category I and safety-related embankments, the

failure of which could threaten the public health and safety. The following

information should be included: (1) the purpose and location of the embankment

and appurtenant structures (e.g., spillways and outlet works), (2) specific

geologic features of the site, (3) engineering properties of the bedrock and

foundation and embankment soils, (4) design assumptions, data, analyses, and

discussions on foundation treatment and embankment design, (5) any special

construction requirements, and (6) proposed instrumentation and performance

monitoring systems and programs. Embankment design studies should indicate an evaluation of the performance of the embankment based on the design input.

Embankment zone placement quantities, a comparison of embankment zone design

placement requirements with a summary of field control test data results and a comparison of embankment shear strength design assumptions with a summary of

record control shear strength test results should be tabulated.

The following drawings should be provided:

1. General plan with vicinity map,

2. Large-scale embankment plan with boring and instrumentation

locations shown,

3. Geologic profile along embankment axis, control structure axis, and

spillway axis.

22
4. Embankment cross sections with instrumentation shown,

5. Embankment details,

6. Embankment foundation excavation plan,

7. Embankment and foundation design shear strength test data graphic

summaries with selected design values shown,

8. Embankment slope stability cross sections with design assumptions,

critical failure planes, and factors of safety shown,

9. Embankment slope stability reevaluation, if necessary,

10. Embankment seepage control design with assumptions, section, and

selected design shown,

11. Relief well profile with the quantities of flow measured at various

depths in the relief well shown,

12. Plot of pool elevation versus total relief well discharge quantities,

13. Distribution of field control test locations. For each zone tested,

plot a profile parallel to the axis with field control test data

plotted at the locations sampled,

14. Instrumentation installation details, and

15. Interpretations of instrumentation data:

a. Settlement profile or contour plan,

b. Alignment profiles of measured movements,

c. Embankment section with embankment and foundation pore pressure

contours. It may be necessary to plot contour diagrams at various

dates

,

d. Embankment sections showing phreatic surface through foundation,

and

e. Profile in relief well line showing well and piezometer locations

and measured and design heads.

4,6.1 General

The purpose of the embankment, including natural and severe conditions under

which it is to function, should be stated. Identify the reasons for selecting

the proposed location within the site. General design features, including

planned water control structures, should be discussed.

23
4.6.2 Exploration

Discuss exploration and the local geologic features of the proposed embankment

site, and relate these features to the plant site in general. The type, quantity, extent, and purpose of the underground exploration program should be

provided. Exploration and sampling methods used should be discussed.

4.6.3 Foundation and Abutment Treatment

Discuss the need for, and justify the selection of the types of foundation and

abutment treatment such as grouting, cutoff trenches, and dental treatment.

Evaluate and report the effectiveness of the completed foundation and abutment

treatment programs. The areal extent and depth limits of treatment should be

shown on plot plans. Discuss the construction procedures to be employed, and

estimate the construction quantities involved.

4.6.4

Emba nkment

Present the general embankment features including height, slopes, zoning,

material properties (including borrow and foundation), sources of materials,

and location and usage of materials in the embankment. Slope protection

design, material properties, and placement methods should be presented.

Discuss consolidation testing results, embankment settlement, and overbuild.

Compaction test results on laboratory test specimens and on test fills in the

field should be discussed, as well as field control to be specified for the

foundation preparation and protection and also for placement of fill,

including material requirements, placement conditions, moisture control, and

compaction. Also, discuss protection required of fill surfaces and stock-piles

during construction, compaction equipment to be used, and any special fill

placement activities required. Document compliance with specifications

related to foundation preparation and also with material specifications and

fill placement requirements. Significant or unusual construction activities

and problems should also be documented.

4.6.5 Slope Stability

For both the foundation and embankment materials, discuss the shear testing

performed, shear test data results, selected design strength, reasons for

selecting the method of slope stability analysis used, and the results of

design cases analyzed for the embankment constructed.

4.6.6 Seepage Control

Exploration and testing performed to determine assumptions used for seepage

analyses should be discussed. Present design assumptions, results of design

analyses, and reasons for the seepage control design selected. Special con- struction requirements as well as activities related to the final construction

of seepage control features should be discussed.

24
4.6.7 Performance Monitoring

The overall instrumentation plan and the purpose of each set of instruments

should be discussed, as well as the different kinds of instruments, special

instruments, and significant details for installation of instruments. Describe

the program for periodic monitoring of instrumentation and periodic inspection

of the embankment and appurtenant structures.

25
5 DESIGN OF LNG CONTAINMENT STRUCTURES , COMPONENTS, EQUIPMENT, AND SYSTEMS

This chapter of the applicant's report should identify, describe, and discuss

the principal architectural and engineering design of those structures,

components, equipment, and systems important to safety and operation.

Particular attention should be placed on providing a physical description of

the storage tanks and impounding systems including plan and section views

sufficient to define the primary structural aspects. The arrangement of the

containment, particularly the relationship and interaction of each storage

tank with its surrounding floor should be provided to establish the effect

that the structures could have on the design boundary conditions.

If the bottom of the tank is steel and the surface is not continuous, the

method of anchorage of the steel shell walls to the concrete base slab should

be described. Other major structural attachments should also be described.

The loads used in the design of the containment should be specified. Loads

encountered during normal plant storage operation and shut-down, including dead

loads, live loads, thermal loads, etc., should be listed.

5 . 1 CONFORMANCE WITH DoT SAFETY STANDARDS

This section should briefly discuss how the applicant has complied with the

seismic investigation and design requirements of the DoT "Liquefied Natural

Gas Facilities; Federal Safety Standards," specified in 49 CFR Part 193. For

each section of the standard, a summary should be provided to show how the

principal design features meet the standard. Any exceptions to the standard

should be identified and the justification for each exception should be discussed. In the discussion of each portion of the standard, the sections of the

report where more detailed information is presented to demonstrate compliance

with or exceptions to the standard should be referenced.

5.2 CLASSIFICATION OF LNG CONTAINMENT STRUCTURES, COMPONENTS, AND SYSTEMS

This section should list all Category I and II items. If only portions of

structures and systems are Category I or II, they should be listed and, where

necessary for clarity, the boundaries of the Category I or II portions should

be shown on piping and instrumentation diagrams.

Classification of LNG structures, components and systems may be found in

appendix B.

5.5 SETSVIC DESIGN

5 . 5.1 Design Response Spectra

Design response spectra (Operating Basis Earthquake (OBE) and Safe Shutdown

Earthquake (SSE)) should be provided. The basis for any response spectra

26
should be included.* The response spectra applied at the finished grade in

the free field or at the various foundation locations of Category I structures

should be provided.

5.3.2 Design Tiine History

For the time history analyses, the response spectra derived from the actual or synthetic earthquake time-motion records should be provided. A comparison of

the response spectra obtained in the free field at the finished grade level and

the foundation level (obtained from an appropriate time history at the base of

the soil/structure interaction system) with the design response spectra should

be submitted for each of the damping values to be used in the design of structures, systems, and components. Alternatively, if the design response spectra

for the OBE and SSE are applied at the foundation levels of Category I or II

structures in the free field, a comparison of the free-field response spectra

at the foundation level (derived from an actual or synthetic time history) with

the design response spectra should be provided for each of the damping values

to be used in the design. The period intervals at which the spectral values were calculated should be identified.

5.3.3 Critical Damping Values

The specific percentage of critical damping values used for Category I or II

structures, systems, and components and soil should be provided for both the

OBE and SSE (e.g., damping values for the type of construction or fabrication

such as prestressed concrete and welded pipe). The basis for any proposed

damping values should be included.

5.3.4 Supporting Media for Category I and II Structures

A description of the supporting media for each Category I and II structure

should be provided. Include in this description foundation embedment depth,

depth of soil over bedrock, soil layering characteristics, width of the structural foundation, total structural height, and soil properties such as shear wave velocity, shear modulus, and density. This information is needed to

permit evaluation of the suitability of using either a finite element or lumped

spring approach for soil/structure interaction analysis, if necessary.

5.4 SEISMIC SYSTEM ANALYSIS FOR CATEGORY I STRUCTURES

5.4.1 Seismic Analysis Methods

The applicable methods of seismic analysis (e.g., modal analysis response

spectra, modal analysis time history, equivalent static load) should be identi

fied and described. Descriptions (sketches) of typical mathematical models

* One reference providing guidance for preparation of response spectra is

U.S. NRC Regulatory Guide 1.60, entitled "Design Response Spectra for

Seismic Design of Nuclear Power Plants."

27
used to determine the response should be provided. Indicate how the dynamic

system analysis method includes in the model consideration of foundation torsion, rocking, and translation. The method chosen for selection of significant

modes and adequate number of masses or degrees of freedom should be specified.

The manner in which consideration is given in the seismic dynamic analysis to

maximum relative displacement among supports should be Indicated. In addition,

other significant effects that are accounted for in the seismic analysis (e.g.,

hydrodynamic effects and nonlinear response) should be indicated. If tests or empirical methods are used in lieu of analysis, the testing procedure, load

levels, and acceptance bases should also be provided.

5.4.2 Natural Frequencies and Response Modes

The significant natural frequencies and response modes determined by seismic

system analyses should be provided for Category I structures. In addition,

the response spectra at critical Category I elevations and points of support

should be specified.

5.4.3 Procedure Used for Modeling

The criteria and procedures used for modeling in the seismic system analyses

should be provided. Include the criteria and bases used to determine whether a component or structure should be analyzed as part of a system analysis or independently as a subsystem.

5 .4.4 Soil /Structure Interaction

As applicable, the methods of soil/structure interaction analysis used in the

seismic system analysis and their bases should be provided. The following

information should be included: (1) the extent of embedment, (2) the depth of

soil over rock, and (3) the layering of the soil strata. If the finite element approach is used, the criteria for determining the location of the bottom

boundary and side boundary should be specified. The procedure by which straindependent soil properties (e.g., damping and shear modulus) are incorporated in

the analysis should also be specified. The material given in section 5.3.4 may

be referenced in this section.

If lumped spring methods are used, the parameters used in the analysis should

be discussed. Describe the procedures by which strain-dependent soil properties, layering, and variation of soil properties are incorporated into the

analysis. The suitability of a lumped spring method used for the particular

site conditions should also be discussed.

Any other methods used for soil/structure interaction analysis or the basis for

not using soil/structure interaction analysis should be provided.

The procedures used to consider effects of adjacent structures on structural

response in soil/ structure interaction analysis should be provided.

28
5.4.5

Development of Floor Response Spectra

The procedures for developing floor response spectra considering the three

components of earthquake motion should be described. If a modal response

spectrum method of analysis is used to develop floor response spectra, the

basis for its conservatism and equivalence to a time history method should be

provided

.

5.4.5

Three Components of Earthquake Motion

Identify the procedures for considering the three components of earthquake

motion in determining the seismic response of structures, systems, and

components

.

5.4.7 Combination of Modal Responses

When a response spectra method is used, a description of the procedure for

combining modal responses (shears, moments, stresses, deflections, and accelerations) should be provided.

5.4.5

Interaction of Non-Category I Structures with Category I Structures

Provide the design criteria used to account for the seismic motion of

non-Category I structures or portions thereof in the seismic design of Category

I structures or portions thereof. In addition, describe the design criteria

that will be applied to ensure protection of Category I structures from the

structural failure of non-Category I structures due to seismic effects.

5.4.9 Effects of Parameter Variations on Floor Response Spectra

The procedures that will be used to consider the effects of expected variations

of structural properties, damping, soil properties, and soil/structure interaction on floor response spectra (e.g., peak width and period coordinates) and

time histories should be described.

5.4.10 Use of Constant Vertical Static Factors

Where applicable, identify and justify the application of constant static

factors as vertical response loads for the seismic design of Category I structures, systems, and components in lieu of a vertical seismic system dynamic

analysis method.

5.4.11 Method Used to Account for Torsional Effects

The method used to consider the torsional effects in the seismic analysis of the

Category I structures should be described. Where applicable, discuss and

justify the use of static factors or any other approximate method in lieu

of a combined vertical, horizontal, and torsional system dynamic analysis to

account for torsional accelerations in the seismic design of Category I structures.

29
5.4.12 Comparison of Responses

For review where both modal response and time history methods are applied, the

responses obtained from both methods at selected points in major Category I structures should be provided, together with a discussion of the comparative

responses.

5.4.13 Determination of Category I Structure Overturning Moments

A description of the dynamic methods and procedures used to determine

Category I structure overturning moments should be provided.

5.4.14 Analysis Procedure for Damping

The analysis procedure used to account for the damping in different elements of

the model of a coupled system should be described.

5.5 DESIGN AND ANALYSIS PROCEDURES

The procedures that will be used in the design and analysis of all internal

Category I structures should be described, including the assumptions made and

the identification of boundary conditions. The expected behavior under load

and the mechanisms for load transfer to these structures and then to the foundations should be provided. Computer programs that are utilized should be

referenced to permit identification with published programs. Proprietary

computer programs should be described to the maximum extent practical to establish the applicability of the program and the measures taken to validate the

programs with solutions derived from other acceptable programs or with solutions

of classical problems.

5.6 STRUCTURAL ACCEPTANCE CRITERIA

The acceptance criteria relating stresses, strains, gross deformations, and

other parameters that identify quantitatively the margins of safety should be

specified. The information provided should address the containment as an entire

structure, and it should also address the margins of safety related to the major

important local areas of the Category I structures important to the safety function. For each applicable load combination listed below, the allowable limits

should be provided, as appropriate for stresses, strains, deformation, and

factors of safety against structural failure. The extent of compliance with the

various applicable codes should be presented. The load combinations to consider

include but are not limited to:

1. Loads encountered during seasonal plant startup, including dead loads, live

loads, thermal loads due to operating temperature, and hydrostatic loads.

2. Loads that would be sustained in the event of severe environmental

conditions, including those induced by the Operating Basis Earthquake.

30
3. Loads that would be sustained in the event of extreme environmental

conditions, including those that would be induced by the Safe Shutdown

Earthquake.

5.7 FOUNDATIONS

This section should address foundations for all Category I structures

constructed of materials other than soil for the purpose of transferring loads

and forces to the basic supporting media. In particular, the information

described below should be provided.

5.7.1 Description of the Foundations

This section should provide descriptive information, including plan and section

views of each foundation, to define the primary structural aspects and elements

relied upon to perform the foundation function. The relationship between adjacent foundations, including any separation provided and the reasons for such

separation, should be described. In particular, the type of foundation and its

structural characteristics should be discussed. The general arrangement of

each foundation should be provided with emphasis on the methods of transferring

horizontal shears, such as those seismically induced, to the foundation media.

If shear keys are utilized for such purposes, the general arrangement of the

keys should be included. If waterproofing membranes are utilized, their effect on the capability of the foundation to transfer shears should be discussed.

Information should be provided to adequately describe other types of foundation

structures such as pile foundations, caisson foundations, retaining walls,

abutments, and rock and soil anchorage systems.

5 . 7.2 Applicable Codes, Standards, and Specifications

This section should provide information, as applicable, on the foundations of

all Category I structures.

5.7.3 Loads and Load Combinations

This section should provide information, as applicable, on the foundations of

all Category I structures.

5.7.4 Design and Analysis Procedures

This section should provide information, as applicable, on the foundations of

all Category I structures.

In particular, the assumptions made on boundary conditions and the methods by

which lateral loads and forces and overturning moments, thereof, are transmitted from the structure to the foundation media should be discussed, along

with the methods by which the effects of settlement are taken into consideration.

31
5 . 7.5 Structural Acceptance Criteria

This section should provide information applicable to foundations of all

Category I structures.

In particular, the design limits imposed on the various parameters that serve

to define the structural stability of each structure and its foundations

should be indicated, including differential settlements and factors of safety

against overturning and sliding.

5 . 7.5 Materials , Quality Control, and Special Construction Techniques

This section should provide information for the foundations of all Category I structures.

6 MATERIALS, QUALITY CONTROL, AND SPECIAL CONSTRUCTION TECHNIQUES

The applicant should provide quality assurance procedures for all Category I and II facilities in zones 2 through 4 including special inspection to assure

the quality and performance of the seismic resisting systems.

A special inspector shall be employed by the applicant during construction to

observe the work to be certain it conforms to the design drawings and specifications. The inspector shall furnish inspection reports to the engineer or architect of record, and other designated persons. All discrepancies shall be

brought to the immediate attention of the contractor for correction, then, if

uncorrected, to the engineer or architect of record.

The inspector shall submit a final signed report stating whether the work

requiring special inspection was, to the best of his knowledge, in conformance

with the approved plans and specifications and the applicable workmanship

provisions.

7 SEISMIC INSTRUMENTATION

7 . 1 DESCRIPTION OF INSTRUMENTATION

The proposed seismic instrumentation should be discussed.* Seismic

instrumentation such as triaxial peak accelerographs , triaxial time history

accelerographs , and triaxial spectrum recorders that will be installed in

selected Category I structures and on the selected Category I components should

be described. The bases for selection of these structures and components and

the location of instrumentation, as well as the extent to which this instrumentation will be employed to verify the seismic analyses following a seismic

event, should be specified.

* See for example, U.S. NRC Regulatory Guide 1.12, entitled, "Instrumentation

for Earthquakes."

32
7.2 CONTROL ROOM OPERATOR NOTIFICATION

The provisions that will be used to inform the control room operator of the

value of the peak acceleration level and the input response spectra values

shortly after occurrence of an earthquake should be described. The bases for

establishing predetermined values for activating the readout of

the seismic instrument to the control room operator should be included.

7.3 COMPARISON OF MEASURED AND PREDICTED RESPONSES

Provide the criteria and procedures that will be used to compare measured

responses of Category I structures and selected components in the event of an earthquake with the results of the seismic system and subsystem analyses.

8 REGULATIONS

A list of codes, standards, specifications, regulations, general design

criteria, and other industry standards used in the design, fabrication, and

construction should be provided. The specific edition should be identified.

9 REFERENCES

A list of references used in the report should be provided.

Section 9 concludes the contents of the applicant's report where the preface

"3" has been omitted for simplicity (see page 9, section 3).

33
4. REFERENCES

American National Standards Institute, (1982), "Minimum Design Loads for

Buildings and Other Structures,” ANSI A58. 1-1982, March, 100 pp.

Department of Transportation, (1980), "Liquefied Natural Gas Facilities;

New Federal Safety Standards," 49 CFR Part 193, Research and Special

Programs Administration, in Federal Register , Vol. 45, No. 29, Monday,

February 11, 1980, pp. 9184 - 9237.

Harris, J. R. et al., (1981), "Draft Seismic Standards for Federal Buildings,”

National Bureau of Standards Interagency Report No. NBSIR 81-2195, 95 pp.

International Conference of Building Officials, (1982), Uniform Building Code , 1982 Edition, Whittier, California, 780 pp.

Newmark, N. M. (1975), "Seismic Design Criteria for Certain Above Ground

Facilities, Trans-Alaska Pipeline System," Urbana, Illinois, March, 40 pp.

Newmark, N. M. , (1976), "A Rationale for Development of Design Spectra for

Diablo Canyon Reactor Facility," Report to the U.S. Nuclear Regulatory

Commission, September, 18 pp. and figures.

Newmark, N. M. , (1978), "Prepared Testimony of Nathan M. Newmark on Behalf

of Pacific Alaska LNG Associates and Western LNG Terminal Associates,"

before the California Public Utilities Commission, November, 1978, Los

Angeles, 10 pp. and attachments.

Newmark, N. M. and Hall, W. J. (1976), "Earthquake Resistant Design of

Nuclear Power Plants," Proceedings of an Inter-Governmental Conference on Assessment and Mitigation of Earthquake Risks, UNESCO, Paris, February,

pp. 198-218.

NFPA Standard 59A, "Production, Storage, and Handling of Liquefied Natural

Gas (LNG), 1979 Edition.

State of California, Public Utilities Commission, (1980), Rules Governing

Design, Construction, Testing, Maintenance and Operation of Utility Gas

Gathering, Transmission and Distribution Piping Systems," General Order

No. 112-D, Effective July 5, 1979. Part III, Liquefied Natural Gas

Facilities, Safety Standards, San Francisco, January.

Young, G. A., (1977), "Evaluation of Seismic Criteria and Design Concepts

for Point Conception LNG Import Terminal-Environmental Impact Report,"

Report R-7744-4496 prepared for Arthur D. Little, Inc. Cambridge,

Massachusetts, by Agbabian Associates, 100 pp.

U.S. Nuclear Regulatory Commission, (1982), "Reactor Site Criteria;

Appendix A - Seismic and Geologic Siting Criteria for Nuclear Power Plants."

10 CFR, Part 100, pp. 672-680.

34
U.S. Nuclear Regulatory Commission, (1978), "Seismic Design Classification,

Regulatory Guide 1»29 , Revision 3, September, 3 pp.

U.S. Nuclear Regulatory Commission, (1978), "Standard Format and Content of

Safety Analysis Reports for Nuclear Power Plants," Regulatory Guide 1.70 , Revision 3, November.

35
. / i i .... ; .zj

... .5 ' .V
APPENDIX A

DoT LNG SAFETY STANDARDS, SUBPART B

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A-5

APPENDIX B. CATEGORIZATION OF LNG STRUCTURES, COMPONENTS AND SYSTEMS

For purposes of design, all structures, components, and systems important to

normal LNG facility operations shall be classified into one of three design

categories that are defined as follows:

Category I: All structures, components, and systems which perform a vital

safety-related function, including the LNG storage containers, their impounding systems, and hazard protection systems, shall be classified Category I.

Category II: All structures, components, and systems not included in

Category I which are required to maintain continued safe plant operation shall

be classified Category II.

Category III: All structures, components, and systems not included in

Categories I and II, but which are essential for maintaining support of normal

plant operations, shall be classified Category III. Category III items shall

be designed in accordance with the provisions of the UBC, ANSI, API, or other

applicable national, state, or local standards and codes.

Supporting Elements and Enclosures

A structure, component, or system of a given category may be supported or enclosed by a structure classified in a different category, provided it is

demonstrated that the supported item can maintain its functional requirements

specified by its design category.

The following structures, components, systems, etc., are divided into the

appropriate categories.

CATEGORY I Structures, Components, and Systems:

LNG Storage Tanks and Their Foundations

LNG Storage Tank Containment Dikes

Diesel Driven Power Generator(s) and Fuel Supply at the Dock and

Plant

Emergency Lighting

Fire Protection Systems, to include

Building Sprinkler systems

Halon System

Interconnecting Wiring for Above

Dry Chemical Units

Fire Retardant Foam Units

Firewater Systems that include

Dock firewater pump (diesel driven)

Fire hydrants

Firewater piping systems

Plant firewater pump (diesel driven)

Seawater intake line reinforced concrete, prestressed

concrete, etc.

B-l
Seawater supply pump structure

Seawater velocity cap

Firewater supply, if not seawater

Fire And Leak Detection Systems That Include:

Combustible gas detectors

Detection panel in control room

Fire alarm boxes

High temperature detectors

Low temperature detectors

Smoke detectors

Ultraviolet detectors

Interconnecting wiring for all the above items

Radio Communications System

All permanent mounted wireless radios

Shutdown System

Control valves

Instrumentation

Related control panel

Uninterruptible Power System (U.P.S.)

Batteries (in rack)

Battery charger

U.P.S. inverter

Vent And Relief System

All liquid and vapor relief valves in natural gas service

CATEGORY II Structures, Components, and Systems:

LNG Sendout System

Controls

Fired vaporizers

Fuel gas system for fired equipment

Instrumentation

Interconnecting piping systems

Metering system

Odorizing system

Primary LNG pumps

Seawater vaporizers

Secondary LNG pumps

Trim heater

Vapor absorber

LNG Unloading And Transfer System

Controls

Instrumentation

LNG Recirculation System

Offshore piping from dock to abutment

Onshore piping systems from abutment to storage tanks

Unloading arms Control Building

Electrical Distribution Systems

Fire Station/Warehouse

Instrument & Utility Air System

B-2
CATEGORY

III

Afterfilter

Air receiver

Compressors

Controls

Dryer

Instrumentation

Piping systems

tlain Control Panel And Components

Marine Trestle And Dock (includes structures such as unloading

platform, service platform, trestle, dock operator's building

and control tower on dock)

Nitrogen Systems

Power Generation System

Controls

Fuel gas heater

Fuel gas system

Instrumentation

Power generation building

Standby power generators

Seawater Supply And Return System

Controls

Instrumentation

Piping to vaporizers

Seawater pumps

Seawater return line

Screening equipment

Standby Plant Lighting

Substation Buildings

Vapor Compression System

Compressor suction drum

Controls

Instrumentation

Interconnecting piping systems

Unloading compressors

Structures, Components and Systems:

Administration Building

Bunker Fuel System

Diesel Fuel System except as needed for Category I or II equipment

Dock Service Equipment

Incoming Electrical Power Systems Including Switchyard

Normal Plant Lighting System

Waste Treatment Building

B-3
NBS-114A iREv. 2 -ac) U.S. DEPT. OF COMM.

BIBLIOGRAPHIC DATA

SHEET (See instructions)

4. TITLE AND SUBTITLE

1. PUBLICATION OR

REPORT NO.

NBSIR 84-2833

2. Performing Organ. Report No. 3. Publication Date

June 1984

Data Requirements for the Seismic Review of LNG Facilities

5. AUTHOR(S)

William D. Kovacs and Edgar V. Leyendecker

6. PERFORMING ORGANIZATION (If joint or other than NBS, see instructions) 7. Contract/Grant No. NATIONAL BUREAU OF STANDARDS

DEPARTMENT OF COMMERCE 8 . Type of Report & Period Covered

WASHINGTON, D.C. 20234

9. SPONSORING ORGANIZATION NAME AND COMPLETE ADDRESS (Street. City. Stole, ZIP)

Environmental Evaluation Branch, Division of Pipeline Certificates

Office of Pipeline and Producer Regulations

Federal Energy Regulatory Commission

Washington, DC 20426

10. SUPPLEMENTARY NOTES

| | Document describes a computer program; SF-185, FIPS Software Summary, is attached.

11.

ABSTRACT (A 200-word or less factual summary of most significant information. If document includes a significant

bi bl iography or literature survey, mention it here)

This report describes data needed by the Federal Energy Regulatory Commission for the

seismic review of Liquefied Natural Gas (LNG) facilities and is intended to expedite

the certification process of the Federal Energy Regulatory Commission. It uses a formal

familiar to those industry representatives and their consultants who work on siting

other safety-related structures. Available state and Federal regulations were reviewed

for format and type of information required to develop a source document which can be

used to establish a consistent format and content for applications in their submittal

of the necessary geological-structural-seismic information required to analyze sites

for LNG facilities. Design criteria and levels of safety to be used in analyzing sites

were not considered.

12. KEY WORDS (Six to twelve entries; alphabetical order; capitalize only proper names; and separate key words by semicolons)

LNG facilities; seismic design; Federal Energy Regulatory Commission; site

investigation and data requirements.

13. AVAILABILITY

Ijjjj) Unlimited

14. NO. OF

PRINTED PAGES

| | For Official Distribution. Do Not Release to NTIS

~\ Order From Superintendent of Documents, U.S. Government Printing Office, Washington, D.C.

20402.

51

15. Price

^^Order From National Technical Information Service (NTIS), Springfield, VA. 22161 $10.00

USCOMM-DC 6043-P80