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Dissertation & Thesis Outline | Example & Free Templates

Dissertation & Thesis Outline | Example & Free Templates

Published on June 7, 2022 by Tegan George . Revised on November 21, 2023.

A thesis or dissertation outline is one of the most critical early steps in your writing process . It helps you to lay out and organize your ideas and can provide you with a roadmap for deciding the specifics of your dissertation topic and showcasing its relevance to your field.

Generally, an outline contains information on the different sections included in your thesis or dissertation , such as:

Your anticipated title
Your abstract
Your chapters (sometimes subdivided into further topics like literature review, research methods, avenues for future research, etc.)

In the final product, you can also provide a chapter outline for your readers. This is a short paragraph at the end of your introduction to inform readers about the organizational structure of your thesis or dissertation. This chapter outline is also known as a reading guide or summary outline.

How to outline your thesis or dissertation, dissertation and thesis outline templates, chapter outline example, sample sentences for your chapter outline, sample verbs for variation in your chapter outline, other interesting articles, frequently asked questions about thesis and dissertation outlines.

While there are some inter-institutional differences, many outlines proceed in a fairly similar fashion.

Working Title
“Elevator pitch” of your work (often written last).
Introduce your area of study, sharing details about your research question, problem statement , and hypotheses . Situate your research within an existing paradigm or conceptual or theoretical framework .
Subdivide as you see fit into main topics and sub-topics.
Describe your research methods (e.g., your scope , population , and data collection ).
Present your research findings and share about your data analysis methods.
Answer the research question in a concise way.
Interpret your findings, discuss potential limitations of your own research and speculate about future implications or related opportunities.

For a more detailed overview of chapters and other elements, be sure to check out our article on the structure of a dissertation or download our template .

To help you get started, we’ve created a full thesis or dissertation template in Word or Google Docs format. It’s easy adapt it to your own requirements.

Download Word template Download Google Docs template

Chapter outline example American English

It can be easy to fall into a pattern of overusing the same words or sentence constructions, which can make your work monotonous and repetitive for your readers. Consider utilizing some of the alternative constructions presented below.

Example 1: Passive construction

The passive voice is a common choice for outlines and overviews because the context makes it clear who is carrying out the action (e.g., you are conducting the research ). However, overuse of the passive voice can make your text vague and imprecise.

Example 2: IS-AV construction

You can also present your information using the “IS-AV” (inanimate subject with an active verb ) construction.

A chapter is an inanimate object, so it is not capable of taking an action itself (e.g., presenting or discussing). However, the meaning of the sentence is still easily understandable, so the IS-AV construction can be a good way to add variety to your text.

Example 3: The “I” construction

Another option is to use the “I” construction, which is often recommended by style manuals (e.g., APA Style and Chicago style ). However, depending on your field of study, this construction is not always considered professional or academic. Ask your supervisor if you’re not sure.

Example 4: Mix-and-match

To truly make the most of these options, consider mixing and matching the passive voice , IS-AV construction , and “I” construction .This can help the flow of your argument and improve the readability of your text.

As you draft the chapter outline, you may also find yourself frequently repeating the same words, such as “discuss,” “present,” “prove,” or “show.” Consider branching out to add richness and nuance to your writing. Here are some examples of synonyms you can use.

If you want to know more about AI for academic writing, AI tools, or research bias, make sure to check out some of our other articles with explanations and examples or go directly to our tools!

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When you mention different chapters within your text, it’s considered best to use Roman numerals for most citation styles. However, the most important thing here is to remain consistent whenever using numbers in your dissertation .

The title page of your thesis or dissertation goes first, before all other content or lists that you may choose to include.

A thesis or dissertation outline is one of the most critical first steps in your writing process. It helps you to lay out and organize your ideas and can provide you with a roadmap for deciding what kind of research you’d like to undertake.

Your chapters (sometimes subdivided into further topics like literature review , research methods , avenues for future research, etc.)

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Preparing my thesis
Incorporating your published work in your thesis
Examples of thesis and chapter formats when including publications

The following examples are acceptable ways of formatting your thesis and chapters when including one or more publications.

Essential requirements

All theses with publications must have the following:

Declaration
Preface – noting collaborations, and contributions to authorship
Acknowledgements
Table of contents
List of tables, figures & illustrations
Main text/chapters
Bibliography or list of references

Main text examples

Chapter 1: Introduction
Chapter 2: Literature review
Chapter 3: Methods
Chapter 4: Paper 1 & general discussion
Chapter 5: Paper 2
Chapter 6: Regular thesis chapter – results
Chapter 7 : Regular thesis chapter/general discussion tying in published and unpublished work
Chapter 8: Conclusion
Appendices - May include CD, DVD or other material, also reviews & methods papers
Chapter 2: Methods
Chapter 3: Paper 1
Chapter 4: Regular thesis chapter
Chapter 6: Regular thesis chapter, final preliminary study
Chapter 7: General discussion
Chapter 5: Regular thesis chapter
Chapter 6: Regular thesis chapter
Chapter 7: Regular thesis chapter, final preliminary study
Chapter 8: General discussion
Chapter 4: Paper 2 - e.g. data paper, including meta analyses
Chapter 5: Paper 3
Chapter 6: Paper 4
Chapter 7: Paper 5
Chapter 3: Major paper
Chapter 4: Normal thesis chapter, final preliminary study
Chapter 5: General discussion

Chapter examples

Introduction – including specific aims and hypotheses
Introduction – including specific aims, hypotheses
Methods – results (including validation, preliminary) not included in the paper
Results (including validation, preliminary) not included in paper
Discussion – expansion of paper discussion, further method development
Resources for candidates
Orientation and induction
Mapping my degree
Principles for infrastructure support
Peer activities
Change my commencement date
Meeting expectations
Working with my supervisors
Responsible Research & Research Integrity
Guidelines for external supervisors
Pre-confirmation
Confirmation
At risk of unsatisfactory progress
Unsatisfactory progress
Add or drop coursework subjects
Apply for leave
Return from leave
Apply for Study Away
Return from Study Away
Change my study rate
Check my candidature status
Change my current supervisors
Request an evidence of enrolment or evidence of qualification statement
Change my project details
Change department
Transfer to another graduate research degree
Late submission
Withdraw from my research degree
Check the status of a request
Re-enrolment
Advice on requesting changes
Extension of candidature
Lapse candidature
How to cancel a form in my.unimelb
Resolving issues
Taking leave
About Study Away
Finishing on time
Accepting an offer for a joint PhD online
Tenured Study Spaces (TSS) Usage Guidelines
Tenured Study Spaces Procedures
Research skills
Academic writing and communication skills
Building professional and academic networks
Research internships
Commercialising my research
Supplementary PhD Programs
Writing my thesis
Thesis with creative works
Research Integrity in my Thesis
Graduate researchers and digital assistance tools
TES Statuses
Submitting my thesis
Depositing multiple components for your final thesis record
The Chancellor's Prize
TES Graduate Researcher FAQs
Career planning
Publishing my research
Getting support
Key graduate research contacts
Melbourne Research Experience Survey
Quality Indicators for Learning and Teaching (QILT)
Current Students

Welcome to Chapter 2

How to Critically Analyze Sources

Learning about synthesis analysis, chapter 2 webinars.

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Library Guide: Research Process This link opens in a new window
ASC Guide: Outlining and Annotating This link opens in a new window
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Research Process An introduction to the research process.
Determining Information Needs A Review Scholarly Journals and Other Information Sources.
Evaluating Information Sources This page explains how to evaluate the sources of information you locate in your searches.
Video: Doctoral Level Critique in the Literature Review This video provides doctoral candidates an overview of the importance of doctoral-level critique in the Literature Review in Chapter 2 of their dissertation.

What D oes Synthesis and Analysis Mean?

Synthesis: the combination of ideas to

show commonalities or patterns

Analysis: a detailed examination

of elements, ideas, or the structure of something
can be a basis for discussion or interpretation

Synthesis and Analysis: combine and examine ideas to

show how commonalities, patterns, and elements fit together
form a unified point for a theory, discussion, or interpretation
develop an informed evaluation of the idea by presenting several different viewpoints and/or ideas
Article Spreadsheet Example (Article Organization Matrix) Use this spreadsheet to help you organize your articles as you research your topic.

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Last Updated: Apr 19, 2023 11:59 AM
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How To Write Chapter 2 Of A PhD Thesis Proposal (A Beginner’s Guide)

The second chapter of a PhD thesis proposal in most cases is the literature review. This article provides a practical guide on how to write chapter 2 of a PhD thesis.

Introduction to the chapter

Theoretical review, empirical review, chronological organisation of empirical literature review, thematic organisation of empirical literature review, developing a conceptual framework, research gaps, chapter summary, final thoughts on how to write chapter 2 of a phd thesis proposal.

The format for the literature review chapter is discussed below:

This section is about a paragraph-long and informs the readers on what the chapter will cover.

The theoretical review follows immediately after the introductory section of the chapter.

In this section, the student is expected to review the theories behind his/her topic under investigation. One should discuss who came up with the theory, the main arguments of the theory, and how the theory has been applied to study the problem under investigation.

A given topic may have several theories explaining it. The student should review all those theories but at the end mention the main theory that informs his study while giving justification for the selection of that theory.

Because of the existence of many theories and models developed by other researchers, the student is expected to do some comparative analysis of the theories and models that are applicable to his study.

After discussing the theories and models that inform your study, the student is expected to review empirical studies related to his problem under investigation. Empirical literature refers to original studies that have been done by other studies through data collection and analysis. The conclusions drawn from such studies are based on data rather than theories.

This section requires critical thinking and analysis rather than just stating what the authors did and what they found. The student is expected to critique the studies he is reviewing, while making reference to other similar studies and their findings.

For instance, if two studies on the same topic arrive at contrary conclusions, the student should be able to analyse why the conclusions are different: e.g. the population of study could be different, the methodology used could be different etc.

There are two ways of organising empirical literature: chronological and thematic:

In this method, the empirical literature review is organised by date of publication, starting with the older literature to the most recent literature.

The advantage of using this method is that it shows how the state of knowledge of the problem under investigation has changed over time.

The disadvantage of chronological empirical review is that the flow of discussion is not smooth, because similar studies are discussed separately depending on when they were published.

In this method, like studies are discussed together.

The studies are organised based on the variables of the study. Each variable has its own section for discussion. All studies that examined a variable are discussed together, highlighting the consensus amongst the studies, as well as the points of disagreement.

The advantage of this method is that it creates a smooth flow of discussion of the literature. It also makes it easier to identify the research gaps in each variable under investigation.

While the choice between chronological and thematic empirical review varies from one institution to another, the thematic synthesis is most preferred especially for PhD-level programs.

After the theoretical and empirical review, the student is expected to develop his own conceptual framework. A conceptual framework is a diagrammatic representation of the variables of a study and the relationship between those variables.

The conceptual framework is informed by the literature review. Developing a conceptual framework involves three main steps:

Identify all the variables that will be analysed in your study.
Specify the relationship between the variables, as informed by the literature review.
Draw a diagram with the variables and the relationship between them.

The main purpose of conducting literature review is to document what is known and what is not known.

Research gaps are what is not yet known about the topic under investigation.

Your contribution to knowledge will come from addressing what is not yet known.

It is therefore important for PhD students to first review existing literature for their area of study before settling on the final topic.

Additionally, when reviewing literature, the student should review all of the most recent studies to avoid duplicating efforts. Originality is important especially for PhD studies.

There are different types of research gaps:

Gaps in concepts or variables studied e.g. most studies on maternal health focus on pregnancy and delivery but not on post-partum period. So you conduct a study focusing on the post-partum period.
Geographical coverage: rural vs. urban or rural vs. urban slums; developed vs. developing countries etc
Time: past vs. recent
Demographics: middle class vs. poor communities; males vs. females; educated vs. uneducated etc
Research design: quantitative vs. qualitative or mixed methods
Data collection: questionnaires vs. interviews and focus group discussions
Data analysis techniques: descriptive vs. inferential statistics etc

This section provides a summary of what the chapter is about and highlights the main ideas.

This article provided some guidance on how to write chapter 2 of a PhD thesis proposal as well as the format expected of the chapter by many institutions. The format may vary though and students are advised to refer to the dissertation guidelines of their institutions. Writing the literature review chapter can be the most daunting task of a PhD thesis proposal because it informs chapter 1 of the proposal. For instance, writing the contribution to knowledge section of chapter 1 requires the student to have read and reviewed many articles.

How To Write Chapter 1 Of A PhD Thesis Proposal (A Practical Guide)

How To Write Chapter 3 Of A PhD Thesis Proposal (A Detailed Guide)

Grace Njeri-Otieno

Grace Njeri-Otieno is a Kenyan, a wife, a mom, and currently a PhD student, among many other balls she juggles. She holds a Bachelors' and Masters' degrees in Economics and has more than 7 years' experience with an INGO. She was inspired to start this site so as to share the lessons learned throughout her PhD journey with other PhD students. Her vision for this site is "to become a go-to resource center for PhD students in all their spheres of learning."

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What’s Included: The Dissertation Template

If you’re preparing to write your dissertation, thesis or research project, our free dissertation template is the perfect starting point. In the template, we cover every section step by step, with clear, straightforward explanations and examples .

The template’s structure is based on the tried and trusted best-practice format for formal academic research projects such as dissertations and theses. The template structure reflects the overall research process, ensuring your dissertation or thesis will have a smooth, logical flow from chapter to chapter.

The dissertation template covers the following core sections:

The title page/cover page
Abstract (sometimes also called the executive summary)
Table of contents
List of figures /list of tables
Chapter 1: Introduction (also available: in-depth introduction template )
Chapter 2: Literature review (also available: in-depth LR template )
Chapter 3: Methodology (also available: in-depth methodology template )
Chapter 4: Research findings /results (also available: results template )
Chapter 5: Discussion /analysis of findings (also available: discussion template )
Chapter 6: Conclusion (also available: in-depth conclusion template )
Reference list

Each section is explained in plain, straightforward language , followed by an overview of the key elements that you need to cover within each section. We’ve also included practical examples to help you understand exactly what’s required in each section.

The cleanly-formatted Google Doc can be downloaded as a fully editable MS Word Document (DOCX format), so you can use it as-is or convert it to LaTeX.

FAQs: Dissertation Template

What format is the template (doc, pdf, ppt, etc.).

The dissertation template is provided as a Google Doc. You can download it in MS Word format or make a copy to your Google Drive. You’re also welcome to convert it to whatever format works best for you, such as LaTeX or PDF.

What types of dissertations/theses can this template be used for?

The template follows the standard best-practice structure for formal academic research projects such as dissertations or theses, so it is suitable for the vast majority of degrees, particularly those within the sciences.

Some universities may have some additional requirements, but these are typically minor, with the core structure remaining the same. Therefore, it’s always a good idea to double-check your university’s requirements before you finalise your structure.

Will this work for a research paper?

A research paper follows a similar format, but there are a few differences. You can find our research paper template here .

Is this template for an undergrad, Masters or PhD-level thesis?

This template can be used for a dissertation, thesis or research project at any level of study. It may be slight overkill for an undergraduate-level study, but it certainly won’t be missing anything.

How long should my dissertation/thesis be?

This depends entirely on your university’s specific requirements, so it’s best to check with them. As a general ballpark, Masters-level projects are usually 15,000 – 20,000 words in length, while Doctoral-level projects are often in excess of 60,000 words.

What about the research proposal?

If you’re still working on your research proposal, we’ve got a template for that here .

We’ve also got loads of proposal-related guides and videos over on the Grad Coach blog .

How do I write a literature review?

We have a wealth of free resources on the Grad Coach Blog that unpack how to write a literature review from scratch. You can check out the literature review section of the blog here.

How do I create a research methodology?

We have a wealth of free resources on the Grad Coach Blog that unpack research methodology, both qualitative and quantitative. You can check out the methodology section of the blog here.

Can I share this dissertation template with my friends/colleagues?

Yes, you’re welcome to share this template. If you want to post about it on your blog or social media, all we ask is that you reference this page as your source.

Can Grad Coach help me with my dissertation/thesis?

Within the template, you’ll find plain-language explanations of each section, which should give you a fair amount of guidance. However, you’re also welcome to consider our dissertation and thesis coaching services .

Project Writers in Nigeria BSc. MSc. PhD

Research Project Writing Website

HOW TO WRITE CHAPTER TWO OF RESEARCH PROJECTS

A practical guide to research writing – chapter two.

Historically, Chapter Two of every academic Research/Project Write up has been Literature Review, and this position has not changed. When preparing your write up for this Chapter, you can title it “Review of Related Literature” or just “Literature Review”.

This is the chapter where you provide detailed explanation of previous researches that has been conducted on your topic of interest. The previous studies that must be selected for this chapter must be academic work/articles published in an internationally reputable journal.

Also, the selected articles must not be more than 10 years old (article publication date to project writing date). For better organization, it has been generally accepted that the arrangement for a good literature review write up follows this order:

2.0 Introduction

2.1 Conceptual Review

2.2 Theoretical Framework

2.3 Empirical review

Summary of Literature/Research Gap

2.0 INTRODUCTION

This serves as the preamble to the chapter alone or preliminary information on the chapter. All the preliminary information that should be provided here should cover just this chapter alone because the project already has a general introduction which is chapter one. It should only reflect the content of this chapter. This is why the introduction for literature review is sometimes optional.

Basically here, you should describe the contents of the chapter in few words

HIRE A PROFESSIONAL PROJECT WRITER

2.1 CONCEPTUAL REVIEW

This section can otherwise be titled “Conceptual Framework”. It must capture all explanations on the concepts that are associated with your research topic in logical order. For example, if your research topic is “A study of the effect of advertisement on firm sales”, your conceptual framework can best follow this order:

2.1 Conceptual Framework

2.1.1 Advertisement

2.1.1.1 Types of Advertisement

2.1.1.2. Advantages of Advertisement

2.1.2 Concept of Firm Sales

2.1.2.1 Factor determining Firm Sales

These concepts must be defined and described from the historical point of view. Topical works and prevailing issues globally, in your continent and nation on the concepts should be presented here. You must be able to provide clear information here that there should be no ambiguity about the variables you are studying.

2.2 THEORETICAL FRAMEWORK

This can be otherwise titled “Theoretical Review”. This section should contain all previous professional theories and models that have provided explanations on your research topic in the recent past. Yes, related theories and models also falls within the category of past literature for your research write up. Professional theories that are most relevant to your topic should be separately arranged in this section, as seen in the example below:

2.2.1 Jawkwish Theory of Performance

2.2.2 Interstitial Theory of Ranking

2.2.3 Grusse Theory of Social Learning

But the most important thing to note while writing this part is that, apart from making sure that you must do a thorough research and ensure that the most relevant theories for your research topic is selected, your theoretical review must capture some important points which should better reflect in this order for each model:

The proponent of the theory/model, title and year of publication, aim/purpose/structure of the theory, contents and arguments of the theory, findings and conclusions of the theory, criticisms and gaps of the theory, and finally the relevance of the theory to your current research topic.

Best Research Writing eBook

Academic project or thesis or dissertation writing is not an easy academic endeavor. To reach your goal, you must invest time, effort, and a strong desire to succeed. Writing a thesis while also juggling other course work is challenging, but it doesn't have to be an unpleasant process. A dissertation or thesis is one of the most important requirements for any degree, and this book will show you how to create a good research write-up from a high level of abstraction, making your research writing journey much easier. It also includes examples of how and what the contents of each sub-headings should look like for easy research writing. This book will also constitute a step-by-step research writing guide to scholars in all research fields.

2.3 EMPIRICAL REVIEW

This can be otherwise titled “Empirical Framework”. This is usually described as the critical review of the existing academic works/literature on your research topic. This can be organized or arranged in two different alternative ways when developing your write up:

It can be arranged in a table with heading arranged horizontally in this order: Author name and initials, year and title of publication, aim/objectives, methodology, findings, conclusions, recommendations, research gap. Responses for the above should be provided in spaces provided below in the table for up to 40 articles at least.
The second option excludes the use of tables but still contains the same information exactly as above for tables. The information is provided in thematic text format with appropriate in-text references. Note that all these points to be included can be directly gotten from the articles except the research gap which requires your critical thinking. Your research gap must identify an important thing(s) the previous research has not done well or not done at all, which your current research intends to do. Although, you should criticize, but constructively while acknowledging areas of perfections and successes of the authors.

Note that every research you critically review must have evident/obvious gaps that your research intends to fill.

SUMMARY OF LITERATURE REVIEW/RESEARCH GAP/GAP ANALYSIS

This is the concluding part of every literature review write up. It provides the summary of the entire content of the whole Chapter. Sometimes, some institutions require that you bring the analysis of all the gaps of the existing literature under review here. Conclusions on the whole existing literature under review should briefly be highlighted in this section.

I trust that this article will help undergraduates and postgraduate researchers in writing a very good Literature Review for your Research/Project/Paper/Thesis, and will also meet the needs of our esteemed readers who has been requesting for a guide on how to write their Chapter Two (Literature Review).

Enjoy, as you develop a good Literature Review for your research!

24 comments

please i want to understand how to write a project. tutorial available?

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This is fantastic, I commend you for the well job done, this guiedline is so much useful for me, you’ve indeed light up my path to write a good literature review of chapter 2

I Have a doctoral dissertation research and I want to understand the help you can offer for me to move forward. Thanks.

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Sir, am confused a bit am writing on the role of social media in creating political awareness and mobilizing political protests (in Nigeria). How my going to do conceptual framework. Thanks

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Really helpful. Thank you for this.

Sure this page realy guide me on chapter two big thanks i will request more when the need arise

thank you for this article but is this the only option for writing a chapter two for an undergraduate degree project?

Very helpful

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Thanks for this piece of information I really appreciate ✨

Pls how will i see the preamble in my journal or am i going to write it offhand

First of all thanks for the informations provided above. I want to ask is the nature and element of research also included in this chapter

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Home » Thesis Format – Templates and Samples

Thesis Format – Templates and Samples

Table of contents.

Thesis Format

Thesis format refers to the structure and layout of a research thesis or dissertation. It typically includes several chapters, each of which focuses on a particular aspect of the research topic .

The exact format of a thesis can vary depending on the academic discipline and the institution, but some common elements include:

Introduction

Literature review, methodology.

The title page is the first page of a thesis that provides essential information about the document, such as the title, author’s name, degree program, university, and the date of submission. It is considered as an important component of a thesis as it gives the reader an initial impression of the document’s content and quality.

The typical contents of a title page in a thesis include:

The title of the thesis: It should be concise, informative, and accurately represent the main topic of the research.
Author’s name: This should be written in full and should be the same as it appears on official university records.
Degree program and department: This should specify the type of degree (e.g., Bachelor’s, Master’s, or Doctoral) and the field of study (e.g., Computer Science, Psychology, etc.).
University: The name of the university where the thesis is being submitted.
Date of submission : The month and year of submission of the thesis.
Other details that can be included on the title page include the name of the advisor, the name of the committee members, and any acknowledgments.

In terms of formatting, the title page should be centered horizontally and vertically on the page, with a consistent font size and style. The page margin for the title page should be at least 1 inch (2.54 cm) on all sides. Additionally, it is common practice to include the university logo or crest on the title page, and this should be placed appropriately.

Title of the Thesis in Title Case by Author’s Full Name in Title Case

A thesis submitted in partial fulfillment of the requirements for the degree of Master of Science in Department Name at the University Name

Month Year of Submission

An abstract is a brief summary of a thesis or research paper that provides an overview of the main points, methodology, and findings of the study. It is typically placed at the beginning of the document, after the title page and before the introduction.

The purpose of an abstract is to provide readers with a quick and concise overview of the research paper or thesis. It should be written in a clear and concise language, and should not contain any jargon or technical terms that are not easily understood by the general public.

Here’s an example of an abstract for a thesis:

Title: The Impact of Social Media on Mental Health among Adolescents

This study examines the impact of social media on mental health among adolescents. The research utilized a survey methodology and collected data from a sample of 500 adolescents aged between 13 and 18 years. The findings reveal that social media has a significant impact on mental health among adolescents, with frequent use of social media associated with higher levels of anxiety, depression, and low self-esteem. The study concludes that there is a need for increased awareness and education on the risks associated with excessive use of social media, and recommends strategies for promoting healthy social media habits among adolescents.

In this example, the abstract provides a concise summary of the thesis by highlighting the main points, methodology, and findings of the study. It also provides a clear indication of the significance of the study and its implications for future research and practice.

A table of contents is an essential part of a thesis as it provides the reader with an overview of the entire document’s structure and organization.

Here’s an example of how a table of contents might look in a thesis:

TABLE OF CONTENTS

I. INTRODUCTION ……………………………………………………..1

A. Background of the Study………………………………………..1

B. Statement of the Problem……………………………………….2

C. Objectives of the Study………………………………………..3

D. Research Questions…………………………………………….4

E. Significance of the Study………………………………………5

F. Scope and Limitations………………………………………….6

G. Definition of Terms……………………………………………7

II. LITERATURE REVIEW. ………………………………………………8

A. Overview of the Literature……………………………………..8

B. Key Themes and Concepts………………………………………..9

C. Gaps in the Literature………………………………………..10

D. Theoretical Framework………………………………………….11

III. METHODOLOGY ……………………………………………………12

A. Research Design………………………………………………12

B. Participants and Sampling……………………………………..13

C. Data Collection Procedures…………………………………….14

D. Data Analysis Procedures………………………………………15

IV. RESULTS …………………………………………………………16

A. Descriptive Statistics…………………………………………16

B. Inferential Statistics…………………………………………17

V. DISCUSSION ………………………………………………………18

A. Interpretation of Results………………………………………18

B. Discussion of Finding s …………………………………………19

C. Implications of the Study………………………………………20

VI. CONCLUSION ………………………………………………………21

A. Summary of the Study…………………………………………..21

B. Limitations of the Study……………………………………….22

C. Recommendations for Future Research……………………………..23

REFERENCES …………………………………………………………….24

APPENDICES …………………………………………………………….26

As you can see, the table of contents is organized by chapters and sections. Each chapter and section is listed with its corresponding page number, making it easy for the reader to navigate the thesis.

The introduction is a critical part of a thesis as it provides an overview of the research problem, sets the context for the study, and outlines the research objectives and questions. The introduction is typically the first chapter of a thesis and serves as a roadmap for the reader.

Here’s an example of how an introduction in a thesis might look:

Introduction:

The prevalence of obesity has increased rapidly in recent decades, with more than one-third of adults in the United States being classified as obese. Obesity is associated with numerous adverse health outcomes, including cardiovascular disease, diabetes, and certain cancers. Despite significant efforts to address this issue, the rates of obesity continue to rise. The purpose of this study is to investigate the relationship between lifestyle behaviors and obesity in young adults.

The study will be conducted using a mixed-methods approach, with both qualitative and quantitative data collection methods. The research objectives are to:

Examine the relationship between lifestyle behaviors and obesity in young adults.
Identify the key lifestyle factors that contribute to obesity in young adults.
Evaluate the effectiveness of current interventions aimed at preventing and reducing obesity in young adults.

The research questions that will guide this study are:

What is the relationship between lifestyle behaviors and obesity in young adults?
Which lifestyle factors are most strongly associated with obesity in young adults?
How effective are current interventions aimed at preventing and reducing obesity in young adults?

By addressing these research questions, this study aims to contribute to the understanding of the factors that contribute to obesity in young adults and to inform the development of effective interventions to prevent and reduce obesity in this population.

A literature review is a critical analysis and evaluation of existing literature on a specific topic or research question. It is an essential part of any thesis, as it provides a comprehensive overview of the existing research on the topic and helps to establish the theoretical framework for the study. The literature review allows the researcher to identify gaps in the current research, highlight areas that need further exploration, and demonstrate the importance of their research question.

April 9, 2023:

A search on Google Scholar for “Effectiveness of Online Learning during the COVID-19 Pandemic” yielded 1,540 results. Upon reviewing the first few pages of results, it is evident that there is a significant amount of literature on the topic. A majority of the studies focus on the experiences and perspectives of students and educators during the transition to online learning due to the pandemic.

One recent study published in the Journal of Educational Technology & Society (Liu et al., 2023) found that students who were already familiar with online learning tools and platforms had an easier time adapting to online learning than those who were not. However, the study also found that students who were not familiar with online learning tools were able to adapt with proper support from their teachers and institutions.

Another study published in Computers & Education (Tang et al., 2023) compared the academic performance of students in online and traditional classroom settings during the pandemic. The study found that while there were no significant differences in the grades of students in the two settings, students in online classes reported higher levels of stress and lower levels of satisfaction with their learning experience.

Methodology in a thesis refers to the overall approach and systematic process that a researcher follows to collect and analyze data in order to answer their research question(s) or achieve their research objectives. It includes the research design, data collection methods, sampling techniques, data analysis procedures, and any other relevant procedures that the researcher uses to conduct their research.

For example, let’s consider a thesis on the impact of social media on mental health among teenagers. The methodology for this thesis might involve the following steps:

Research Design:

The researcher may choose to conduct a quantitative study using a survey questionnaire to collect data on social media usage and mental health among teenagers. Alternatively, they may conduct a qualitative study using focus group discussions or interviews to gain a deeper understanding of the experiences and perspectives of teenagers regarding social media and mental health.

Sampling Techniques:

The researcher may use random sampling to select a representative sample of teenagers from a specific geographic location or demographic group, or they may use purposive sampling to select participants who meet specific criteria such as age, gender, or mental health status.

Data Collection Methods:

The researcher may use an online survey tool to collect data on social media usage and mental health, or they may conduct face-to-face interviews or focus group discussions to gather qualitative data. They may also use existing data sources such as medical records or social media posts.

Data Analysis Procedures:

The researcher may use statistical analysis techniques such as regression analysis to examine the relationship between social media usage and mental health, or they may use thematic analysis to identify key themes and patterns in the qualitative data.

Ethical Considerations: The researcher must ensure that their research is conducted in an ethical manner, which may involve obtaining informed consent from participants, protecting their confidentiality, and ensuring that their rights and welfare are respected.

In a thesis, the “Results” section typically presents the findings of the research conducted by the author. This section typically includes both quantitative and qualitative data, such as statistical analyses, tables, figures, and other relevant data.

Here are some examples of how the “Results” section of a thesis might look:

Example 1: A quantitative study on the effects of exercise on cardiovascular health

In this study, the author conducts a randomized controlled trial to investigate the effects of exercise on cardiovascular health in a group of sedentary adults. The “Results” section might include tables showing the changes in blood pressure, cholesterol levels, and other relevant indicators in the exercise and control groups over the course of the study. The section might also include statistical analyses, such as t-tests or ANOVA, to demonstrate the significance of the results.

Example 2: A qualitative study on the experiences of immigrant families in a new country

In this study, the author conducts in-depth interviews with immigrant families to explore their experiences of adapting to a new country. The “Results” section might include quotes from the interviews that illustrate the participants’ experiences, as well as a thematic analysis that identifies common themes and patterns in the data. The section might also include a discussion of the implications of the findings for policy and practice.

A thesis discussion section is an opportunity for the author to present their interpretation and analysis of the research results. In this section, the author can provide their opinion on the findings, compare them with other literature, and suggest future research directions.

For example, let’s say the thesis topic is about the impact of social media on mental health. The author has conducted a survey among 500 individuals and has found that there is a significant correlation between excessive social media use and poor mental health.

In the discussion section, the author can start by summarizing the main findings and stating their interpretation of the results. For instance, the author may argue that excessive social media use is likely to cause mental health problems due to the pressure of constantly comparing oneself to others, fear of missing out, and cyberbullying.

Next, the author can compare their results with other studies and point out similarities and differences. They can also identify any limitations in their research design and suggest future directions for research.

For example, the author may point out that their study only measured social media use and mental health at one point in time, and it is unclear whether one caused the other or whether there are other confounding factors. Therefore, they may suggest longitudinal studies that follow individuals over time to better understand the causal relationship.

Writing a conclusion for a thesis is an essential part of the overall writing process. The conclusion should summarize the main points of the thesis and provide a sense of closure to the reader. It is also an opportunity to reflect on the research process and offer suggestions for further study.

Here is an example of a conclusion for a thesis:

After an extensive analysis of the data collected, it is evident that the implementation of a new curriculum has had a significant impact on student achievement. The findings suggest that the new curriculum has improved student performance in all subject areas, and this improvement is particularly notable in math and science. The results of this study provide empirical evidence to support the notion that curriculum reform can positively impact student learning outcomes.

In addition to the positive results, this study has also identified areas for future research. One limitation of the current study is that it only examines the short-term effects of the new curriculum. Future studies should explore the long-term effects of the new curriculum on student performance, as well as investigate the impact of the curriculum on students with different learning styles and abilities.

Overall, the findings of this study have important implications for educators and policymakers who are interested in improving student outcomes. The results of this study suggest that the implementation of a new curriculum can have a positive impact on student achievement, and it is recommended that schools and districts consider curriculum reform as a means of improving student learning outcomes.

References in a thesis typically follow a specific format depending on the citation style required by your academic institution or publisher.

Below are some examples of different citation styles and how to reference different types of sources in your thesis:

In-text citation format: (Author, Year)

Reference list format for a book: Author, A. A. (Year of publication). Title of work: Capital letter also for subtitle. Publisher.

Example: In-text citation: (Smith, 2010) Reference list entry: Smith, J. D. (2010). The art of writing a thesis. Cambridge University Press.

Reference list format for a journal article: Author, A. A., Author, B. B., & Author, C. C. (Year of publication). Title of article. Title of Journal, volume number(issue number), page range.

Example: In-text citation: (Brown, 2015) Reference list entry: Brown, E., Smith, J., & Johnson, L. (2015). The impact of social media on academic performance. Journal of Educational Psychology, 108(3), 393-407.

In-text citation format: (Author page number)

Works Cited list format for a book: Author. Title of Book. Publisher, Year of publication.

Example: In-text citation: (Smith 75) Works Cited entry: Smith, John D. The Art of Writing a Thesis. Cambridge University Press, 2010.

Works Cited list format for a journal article: Author(s). “Title of Article.” Title of Journal, volume number, issue number, date, pages.

Example: In-text citation: (Brown 394) Works Cited entry: Brown, Elizabeth, et al. “The Impact of Social Media on Academic Performance.” Journal of Educational Psychology, vol. 108, no. 3, 2015, pp. 393-407.

Chicago Style

In-text citation format: (Author year, page number)

Bibliography list format for a book: Author. Title of Book. Place of publication: Publisher, Year of publication.

Example: In-text citation: (Smith 2010, 75) Bibliography entry: Smith, John D. The Art of Writing a Thesis. Cambridge: Cambridge University Press, 2010.

Bibliography list format for a journal article: Author. “Title of Article.” Title of Journal volume number, no. issue number (date): page numbers.

Example: In-text citation: (Brown 2015, 394) Bibliography entry: Brown, Elizabeth, John Smith, and Laura Johnson. “The Impact of Social Media on Academic Performance.” Journal of Educational Psychology 108, no. 3 (2015): 393-407.

Reference list format for a book: [1] A. A. Author, Title of Book. City of Publisher, Abbrev. of State: Publisher, year.

Example: In-text citation: [1] Reference list entry: A. J. Smith, The Art of Writing a Thesis. New York, NY: Academic Press, 2010.

Reference list format for a journal article: [1] A. A. Author, “Title of Article,” Title of Journal, vol. x, no. x, pp. xxx-xxx, Month year.

Example: In-text citation: [1] Reference list entry: E. Brown, J. D. Smith, and L. Johnson, “The Impact of Social Media on Academic Performance,” Journal of Educational Psychology, vol. 108, no. 3, pp. 393-407, Mar. 2015.

An appendix in a thesis is a section that contains additional information that is not included in the main body of the document but is still relevant to the topic being discussed. It can include figures, tables, graphs, data sets, sample questionnaires, or any other supplementary material that supports your thesis.

Here is an example of how you can format appendices in your thesis:

Title page: The appendix should have a separate title page that lists the title, author’s name, the date, and the document type (i.e., thesis or dissertation). The title page should be numbered as the first page of the appendix section.
Table of contents: If you have more than one appendix, you should include a separate table of contents that lists each appendix and its page number. The table of contents should come after the title page.
Appendix sections: Each appendix should have its own section with a clear and concise title that describes the contents of the appendix. Each section should be numbered with Arabic numerals (e.g., Appendix 1, Appendix 2, etc.). The sections should be listed in the table of contents.
Formatting: The formatting of the appendices should be consistent with the rest of the thesis. This includes font size, font style, line spacing, and margins.
Example: Here is an example of what an appendix might look like in a thesis on the topic of climate change:

Appendix 1: Data Sources

This appendix includes a list of the primary data sources used in this thesis, including their URLs and a brief description of the data they provide.

Appendix 2: Survey Questionnaire

This appendix includes the survey questionnaire used to collect data from participants in the study.

Appendix 3: Additional Figures

This appendix includes additional figures that were not included in the main body of the thesis due to space limitations. These figures provide additional support for the findings presented in the thesis.

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CHAPTER 2 REVIEW OF RELATED LITERATURE AND STUDIES

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Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design (2020)

Chapter: chapter 2 - literature review and synthesis.

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4 Literature Review and Synthesis Literature Review Purpose of Literature Review Performance-based seismic design (PBSD) for infrastructure in the United States is a developing field, with new research, design, and repair technologies; definitions; and method- ologies being advanced every year. A synthesis report, NCHRP Synthesis 440: Performance- Based Seismic Bridge Design (Marsh and Stringer 2013), was created to capture PBSD understanding up to that point. This synthesis report described the background, objec- tives, and research up until 2011 to 2012 and synthesized the information, including areas where knowledge gaps existed. The literature review in this research report focuses on new infor mation developed after the efforts of NCHRP Synthesis 440. The intention is that this research report will fuel the next challenge: developing a methodology to implement PBSD for bridge design. Literature Review Process Marsh and Stringer (2013) performed an in-depth bridge practice review by sending a questionnaire to all 50 states, with particular attention to regions with higher seismic hazards. The survey received responses from a majority of those agencies. This process was continued in the current project with a request for new information or research that the state depart- ment of transportation (DOT) offices have participated in or are aware of through other organizations. The research team reached out to the list of states and researchers in Table 1. An X within a box is placed in front of their names if they responded. The team also examined the websites of the state DOTs that participated to investigate whether something was studied locally, especially work being developed in California. The research team made an additional effort to perform a practice review of bridge designs, research, and other design industries, specifically in the building industry. The building industry has been developing PBSD for more than 20 years, and some of their developments are appli- cable to bridge design. These combined efforts have allowed the research team to assemble an overview of the state of PBSD engineering details and deployment since Marsh and Stringerâs (2013) report was published. NCHRP Synthesis 440 primarily dealt with the effects of strong ground motion shaking. Secondary effects such as tsunami/seiche, ground failure (surface rupture, liquefaction, or slope failure), fire, and flood were outside the scope of this study. Regardless, their impact on bridges may be substantial, and investigation into their effects is undoubtedly important. C H A P T E R 2

Literature Review and Synthesis 5 The following e-mail was sent to the owners and researchers. Dear (individual): We are assisting Modjeski & Masters with the development of proposed guidelines for Performance- Based Seismic Bridge Design, as part of NCHRP [Project] 12-106. Lee Marsh and our Team at BergerABAM are continuing our efforts from NCHRP Synthesis 440, which included a literature review up to December of 2011. From this timeframe forward, we are looking for published research, contractual language, or owner documents that deal with the following categories: 1. Seismic Hazards (seismic hazard levels, hazard curves, return periods, geo-mean vs. maximum direc- tion, probabilistic vs. deterministic ground motions, conditional mean spectrum, etc.) 2. Structure Response (engineering design parameters, materials and novel columns, isolation bearings, modeling techniques, etc.) 3. Damage Limit States (performance descriptions, displacement ductility, drift ratios, strain limits, rotation curvature, etc.) 4. Potential for Loss (damage descriptions, repairs, risk of collapse, economical loss, serviceability loss, etc.) 5. Performance Design Techniques (relating hazard to design to performance to risk, and how to assess [these] levels together) If you are aware of this type of resource, please provide a contact that we can work with to get this information or provide a published reference we can gather. Your assistance is appreciated. We want to minimize your time, and ask that you respond by Wednesday, 8 February 2017. Thank you again, Research Team Synthesis of PBSD (2012â2016) Objectives of NCHRP Synthesis 440 The synthesis gathered data from a number of different but related areas. Marsh and Stringer (2013), herein referred to as NCHRP Synthesis 440, set the basis for this effort. The research report outline follows what has been added to the NCHRP Synthesis 440 effort since 2012. The information gathered that supplements NCHRP Synthesis 440 includes, but is not limited to, the following topics. â¢ Public and engineering expectations of seismic design and the associated regulatory framework Participation State Alaska DOT Arkansas DOT California DOT (Caltrans) Illinois DOT Indiana DOT Missouri DOT Montana DOT Nevada DOT Oregon DOT South Carolina DOT Utah DOT Washington State DOT Table 1. List of state DOT offices and their participation.

6 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design â¢ Seismic hazard analysis â¢ Structural analysis and design â¢ Damage analysis â¢ Loss analysis â¢ Organization-specific criteria for bridges â¢ Project-specific criteria Where new or updated information is available for these areas, a summary is included. Marsh and Stringer (2013) also identified gaps in the knowledge base of PBSD, current as of 2012, that need to be closed. Knowledge gaps certainly exist in all facets of PBSD; however, key knowledge gaps that should be closed in order to implement PBSD are covered. â¢ Gaps related to seismic hazard prediction â¢ Gaps related to structural analysis â¢ Gaps related to damage prediction â¢ Gaps related to performance â¢ Gaps related to loss prediction â¢ Gaps related to regulatory oversight and training â¢ Gaps related to decision making These knowledge gaps have been filled in somewhat in this research report but, for the most part, these areas are still the key concepts that require additional development to further the development of a PBSD guide specification. Public and Engineering Expectations of Seismic Design and the Associated Regulatory Framework The public expectation of a structure, including a bridge, is that it will withstand an earthquake, but there is a limited understanding of what that actually means. Decision makers struggle to understand how a bridge meeting the current requirements of the AASHTO Guide Specifications for LRFD Seismic Bridge Design (2011), herein referred to as AASHTO guide specifications, will perform after either the expected (design) or a higher level earthquake. Decision makers understand the basis of life safety, wherein the expectation is that no one will perish from a structure collapsing, but often mistakenly believe that the structure will also be usable after the event. In higher level earthquakes, even in some lower level events, this is not true without repair, retrofit, or replacement. In the past decade, there has been an increased awareness by owners and decision makers as to the basis of seismic design. As a result, a need has developed for performance criteria so that economic and social impacts can be interwoven with seismic design into the decision processes (see Figure 1). Several states, including California, Oregon, and the State of Washington, are working toward resiliency plans, although these are developed under different titles or programs within the states. Resiliency has been defined in several ways: (1) amount of damage from an event measured in fatalities, structural replacement cost, and recovery time and (2) the time to resto- ration of lifelines, reoccupation of homes and structures, and, in the short term, resumption of normal living routines. The California DOT Caltrans has generated risk models and is in the process of developing a new seismic design specification to address PBSD in bridge design. The risk models and specifications are not published yet, but the use in PBSD is discussed in greater detail later in this chapter.

Literature Review and Synthesis 7 The State of Washington The State of Washingtonâs resiliency plan, outlined in Washington State Emergency Management CouncilâSeismic Safety Committee (2012), works to identify actions and policies before, during, and after an earthquake event that can leverage existing policies, plans, and initiatives to realize disaster resilience within a 50-year life cycle. The hazard level used for trans- portation planning is the 1000 year event. The goals for transportation systems vary depending on the type of service a route provides, as shown in following components of the plan. For major corridors such as Interstates 5, 90, and 405 and floating bridges SR 520, I-90, and Hood Canal, the target timeframe for response and recovery is between 1 to 3 days and 1 to 3 months, depending on location. The current anticipated timeframe based on current capacity and without modifications is between 3 months to 1 year and 1 to 3 years, depending on location. The actual response and recovery time will depend on a number of factors. For example: 1. The number of Washington State DOT personnel who are able to report to work may be limited by a variety of circumstances, including where personnel were at the time of the earthquake and whether they sustained injuries. 2. Bridges and roadways in earthquake-affected areas must be inspected. How long this takes will depend on the number and accessibility of the structures and the availability of qualified inspectors. 3. Some bridges and segments of road may be rendered unusable or only partially usable as a result of the earthquake or secondary effects. The response and recovery timeframe will depend on the number, the location, and the extent of the damage. 4. Certain earthquake scenarios could result in damage to the Ballard Locks and cause the water level in Lake Washington to drop below the level required to operate the floating bridges. 5. Depending on the scenario and local conditions, liquefaction and slope failure could damage both interstates and planned detours. During the first 3 days after the event, the Washington State Department of Transportation (Washington State DOT) will inspect bridges and begin repairs as needed. Washington State DOTâs first priority will be to open key routes for emergency response vehicles. Subsequent phases of recovery will include setting up detours where necessary and regulating the type and Figure 1. PBSD decision-making process (Guidelines Figure 2.0-1). References to guidelines figures and tables within parentheses indicate the proposed AASHTO guidelines.

8 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design volume of traffic, to give the public as much access as possible while damaged roads and bridges are repaired. For major and minor arterials, which encompass arterial roadways (including bridges) other than the interstates (so therefore includes state highways and many city and county roads), the target timeframe for response and recovery is between 0 to 24 hours and 3 months to 1 year, depending on location; the percentage of roadways that are open for use will increase over this period. Anticipated timeframe based on current capacity is between 1 week to 1 month and 1 to 3 years, depending on location; the percentage of roadways that are open for use will increase over this period. The goal of Washington State Emergency Management Councilâs resiliency plan is to establish a means to coordinate agencies, publicâprivate partnerships, and standards toward these resiliency goals. The plan outlines goals for recovery times for transportation systems in terms of hours, days, weeks, months, and years, with targets to achieve different levels of recovery (see Table 2) as follows. Similar recovery timeframe processes were established for service sectors (e.g., hospitals, law enforcement, and education); utilities; ferries, airports, ports, and navigable waterways; mass transit; and housing. The overall resiliency plan also discusses the degree to which the recovery of one component or sector would depend on the restoration of another. The key interdependencies that the participants identified include information and communication technologies, transportation, electricity, fuel, domestic water supplies, wastewater systems, finance and banking, and planning and community development. It appears that the implementation of the Washington State Emergency Management Councilâs initiative, originally assumed to take 2.5 to 3 years in 2012, has not seen significant development since then. However, the Stateâs initiative to develop a more resilient community has been extended down to the county level, with King Countyâs efforts referenced in Rahman et al. (2014) and, at the city level, with the City of Seattle referenced in CEMP (2015). This reflects the commitment needed not only by the legislature and the state departments but also by other agencies (e.g., county, city, or utilities) and the public to take an interest in, and provide funding for, the development of a resiliency plan. The recovery continuum is presented graphically in Figure 2. Developing this relationship with other agency plans is an iterative process that will take time, as shown in Figure 3. Identifying the critical sectors of the agency is necessary to develop a resiliency model and determine how to approach a disaster recovery framework. King County worked from Washington Stateâs initiative to develop Figure 4. The Oregon DOT Oregon DOT has developed a variation of the approach identified by the State of Wash- ington; further discussion is found later in this chapter. Other Resilience Documents The building industry has recently seen the development of two additional documents that address PBSD in terms of expectations and process. The REDi Rating System from REDi (2013) sets an example for incorporating resilience- based design into the PBSD process. This document outlines structural resilience objectives for organizational resilience, building resilience, loss assessment, and ambient resilience to evaluate and rate the decision making and design methodology using PBSD for a specific project.

Literature Review and Synthesis 9 The document is one of the only references that addresses a system to develop probabilistic methods to estimate downtime. The overall intent is to provide a roadmap to resilience. This roadmap is intended to allow owners to resume business operation and to provide livable conditions quickly after an earthquake. The Los Angeles Tall Buildings Structural Design Council (LATBSDC 2014) created an alter- native procedure specific to their location. Design specification criteria are identified and modi- fications are described as appropriate for the PBSD approach to tall buildings in this localized Minimal (A minimum level of service is restored, primarily for the use of emergency responders, repair crews, and vehicles transporting food and other critical supplies.) Functional (Although service is not yet restored to full capacity, it is sufficient to get the economy moving againâfor example, some truck/freight traffic can be accommodated. There may be fewer lanes in use, some weight restrictions, and lower speed limits.) Operational (Restoration is up to 80 to 90 percent of capacity: A full level of service has been restored and is sufficient to allow people to commute to school and to work.) Time needed for recovery to 80 to 90 percent operational given current conditions. Source: Washington State Emergency Management CouncilâSeismic Safety Committee (2012). Table 2. Washington Stateâs targets of recovery.

10 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design Source: Adapted from FHWA by CEMP (2015). Figure 2. Recovery continuum process. Source: CEMP (2015). Figure 3. Relationship of disaster recovery framework to other city plans. region. This procedure is a good example of how PBSD criteria and methodology need to be established locally, with a knowledge of risk, resources, and performance needs in order to set the criteria for true PBSD. Seismic Hazard Prediction As outlined in NCHRP Synthesis 440, the seismic hazard includes the regional tectonics and the local site characteristics from either a deterministic or probabilistic viewpoint. The deterministic form allows the assessment of shaking at a site as a function of the controlling earthquake that can occur on all the identified faults or sources. The probabilistic approach

Literature Review and Synthesis 11 defines an acceleration used in design that would be exceeded during a given window of time (e.g., a 7% chance of exceedance in 75 years). The following subsections provide a summary of procedures currently used within AASHTO, as well as new issues that should be eventually addressed in light of approaches used by the building industry. AASHTO Probabilistic Approach As summarized in the AASHTO guide specifications, the current approach used by AASHTO involves the use of a probabilistic hazard model with a nominal return period of 1000 years. Baker (2013) noted that the probabilistic seismic hazard analysis involves the following five steps: 1. Identify all earthquake sources capable of producing damaging ground motions. 2. Characterize the distribution of earthquake magnitudes (the rates at which earthquakes of various magnitudes are expected to occur). 3. Characterize the distribution of source-to-site distances associated with potential earthquakes. 4. Predict the resulting distribution of ground motion intensity as a function of earthquake magnitude, distance, and so forth. 5. Combine uncertainties in earthquake size, location, and ground motion intensity, using a calculation known as the total probability theorem. While implementation of the five steps in the probabilistic approach is beyond what most practicing bridge engineers can easily perform, AASHTO, working through the U.S. Geological Survey, developed a website hazard tool that allows implementation of the probabilistic proce- dure based on the latitude and longitude of a bridge site. The product of the website includes peak ground acceleration (PGA), spectral acceleration at 0.2 s (Ss), and spectral acceleration at 1 s (S1). These values are for a reference-site condition comprising soft rock/stiff soil, having a time-averaged shear wave velocity (Vs) over the upper 100 feet of soil profile equal to 2500 feet per second (fps). The Geological Survey website can also correct for local site conditions following procedures in the AASHTO Guide Specifications for LRFD Seismic Bridge Design. One of the limitations of the current U.S. Geological Survey hazard website is that it is based on a seismic hazard model developed in 2002. The Geological Survey updated its seismic model in 2008 and then in 2014; however, these updates are currently not implemented within the AASHTO hazard model on the Geological Surveyâs website. Oregon and the State of Washington have updated the seismic hazard map used by the Oregon DOT and the Washington State Source: Rahman et al. (2014). Figure 4. Resilient King County critical sectors and corresponding subsectors.

12 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design DOT to include the 2014 U.S. Geological Survey hazard model; however, most state DOTs are still using the out-of-date hazard model. Use of the outdated hazard model introduces some inconsistencies in ground motion prediction, relative to the current Geological Survey hazard website tool at some locations. Discussions are ongoing between NCHRP and the U.S. Geological Survey to update the 2002 website tool. Another issue associated with the current AASHTO probabilistic method is that it is based on the geomean of the ground motion. In other words, the ground motion prediction equations in the hazard model are based on the geomean of recorded earthquake motions. These motions are not necessarily the largest motion. The building industry recognized that the maximum direction could result in larger ground motions and introduced maximum direction corrections. These corrections increase spectral acceleration by a factor of 1.1 and S1 by a factor of 1.3. The relevance of this correction to bridges is discussed in the next subsection of this review. The building industry also introduced a risk-of-collapse correction to the hazard model results. This correction is made to Ss and S1. The size of the correction varies from approximately 0.8 to 1.2 within the continental United States. It theoretically adjusts the hazard curves to provide a 1% risk of collapse in 50 years. The risk-of-collapse corrections were developed by the U.S. Geological Survey for a range of building structures located throughout the United States. Although no similar corrections have been developed for bridges, the rationale for the adjust- ment needs to be further evaluated to determine if the rationale should be applied to bridge structures. As a final point within this discussion of probabilistic methods within the AASHTO guide specifications, there are several other areas of seismic response that need to be considered. These include near-fault and basin effects on ground motions, as well as a long-period transition factor. The near-fault and basin adjustments correct the Ss and S1 spectral accelerations for locations near active faults and at the edge of basins, respectively. These adjustments typically increase spectral accelerations at longer periods (> 1 s) by 10% to 20%, depending on specifics of the site. The long-period transition identifies the point at which response spectral ordinates are no longer proportional to the 1/T decay with increasing period. These near-fault, basin, and long-period adjustments have been quantified within the building industry guidance documents but remain, for the most part, undefined within the AASHTO guide specifications. As bridge discussions and research move closer to true probabilistic format for PBSD, these issues need to be addressed as part of a future implementation process. Correction for Maximum Direction of Motion Over the last decade, a debate has been under way within the building industry regarding the appropriate definition of design response spectra (Stewart et al. 2011). The essence of the argument relates to the representation of bidirectional motion via response spectra. In both the AASHTO LRFD Bridge Design Specifications (2014), as well as the AASHTO Guide Specifications for LRFD Seismic Bridge Design (SGS), response spectra are established by defining spectral ordinates at two or three different periods from design maps developed by the U.S. Geological Survey for a return period of 1000 years. The resulting spectra are then adjusted for local site conditions, resulting in the final design spectra. In establishing the design maps for parameters such as Ss and S1, the U.S. Geological Survey has traditionally relied upon probabilistic seismic hazard analysis, which utilizes ground motion prediction equations (GMPEs) defined by the geometric mean of the two principal directions of recorded motion. In 2006, Boore introduced a new rotation independent geometric mean definition termed GMRotI50 (Boore et al. 2006). Then, in 2010, Boore developed a new defini- tion that does not rely upon the geometric mean termed RotD50 spectra, which can be generi- cally expressed as RotDNN spectra, where NN represents the percentile of response (i.e., 50 is

Literature Review and Synthesis 13 consistent with the median, 0 is the minimum, and 100 is the maximum). The NGAâWest2 project GMPEs utilized RotD50 spectra for the ground motion models; however, the 2009 National Earthquake Hazards Reduction Program (NEHRP) provisions adopted a factor to modify the median response, RotD50, to the maximum possible response, RotD100 as the spectra for the design maps (Stewart et al. 2011). Introducing RotD100 resulted in a 10% to 30% increase in spectral ordinates results relative to the geometric mean, which has traditionally been used as a basis of seismic design. In order to appreciate the impact of these choices, a brief discussion of RotDNN spectra is warranted. As described in Boore (2010), for a given recording station, the two orthogonal- component time series are combined into a single time series corresponding to different rotation angles, as shown in Equation 1: aROT(t ; Î¸) = a1(t)cos(Î¸) + a2(t)sin(Î¸) (1) where a1(t ) and a2(t ) are the orthogonal horizontal component acceleration time series and Î¸ is the rotation angle. For example, consider the two orthogonal horizontal component time series, H1 and H2, shown in Figure 5. The single time series corresponding to the rotation angle Î¸ is created by combining the Direction 1 and Direction 2 time series. Then, the response spectrum for that single time series can be obtained, as shown in the figure. The process is repeated for a range of azimuths from 0Â° to one rotation-angle increment less than 180Â°. If the rotation-angle increment is Î¸, then there will be 180/Î¸ single time series, as well as 180/Î¸ corresponding response spectra. For example, if Î¸ = 30Â°, then there will be six single time series (the original two, as well as four generated time series), as well as six response spectra, as shown in Figure 6. Once the response spectra for all rotation angles are obtained, then the nth percentile of the spectral amplitude over all rotation angles for each period is computed (e.g., RotD50 is the median value and RotD100 is the largest value for all rotation angles). For example, at a given period of 1 s, the response spectra values for all rotation angles are sorted, and the RotD100 value would be the largest value from all rotation angles while RotD50 would be the median. This is repeated for all periods, with potentially different rotation angles, producing the largest Source: Palma (2019). Figure 5. Combination of time series to generate rotation dependent spectra.

14 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design response at any given period (period-dependent rotation angle.) Figure 7 shows an example of the two orthogonal horizontal components, as well as the RotD50 and RotD100 spectra for the as-recorded ground motion from the 2011 Christchurch, New Zealand, earthquake at Kaiapoi North School station. As can be seen in the sample spectra (see Figure 7), the RotD100 spectrum represents a sub- stantial increase in demand when compared with the RotD50 spectrum. The main question facing the bridge community from this point onward is the appropriate selection of response spectra definition. This question can only be answered by developing sample designs to both the RotD50 and RotD100 spectra, which would then be evaluated via no-linear time history analysis. Such a study will require multiple bridge configurations and multiple ground motions. As an example of the potential impact, Figure 8 shows the results of a single-degree-of- freedom bridge column designed according to both RotD50 and RotD100 spectra, along with the resulting nonlinear time history analysis. The column was designed using direct displacement- based design to achieve a target displacement of 45 cm. It is clear from the results in Figure 8d that the nonlinear response of the column designed to the RotD100 spectrum matches the target Source: Palma (2019). Figure 6. Example of time series rotations with an angle increment (p) of 30Ã§. Source: Palma (2019). Figure 7. Sample spectra for a recorded ground motion pair.

Literature Review and Synthesis 15 reasonably well, while designing to the RotD50 spectrum results in displacements that are much greater than expected. This is, of course, only one result of an axisymmetric system. In the future (and outside the scope of this project), a systematic study could be conducted for both single degree of freedom and multiple degrees of freedom systems. The literature on this topic can be divided into two categories: (1) response spectra definitions and (2) impact on seismic response. The majority of the literature addresses the former. For example, Boore et al. (2006) and Boore (2010) introduced orientation-independent measures of seismic intensity from two horizontal ground motions. Boore et al. (2006) proposed two measures of the geometric mean of the seismic intensity, which are independent of the in-situ orientations of the sensors. One measure uses period-dependent rotation angles to quantify the spectral intensity, denoted GMRotDnn. The other measure is the GMRotInn, where I stands for period-independent. The ground motion prediction equations of Abrahamson and Silva (1997), Figure 8. Single bridge column designed according to both RotD50 and RotD100 spectra (Tabas EQ = Tabas earthquake and displ. = displacement).

16 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design Boore et al. (1997), Campbell and Bozorgnia (2003), and Sadigh et al. (1997) have been updated using GMRotI50 as the dependent variable. Since more users within the building industry expressed the desire to use the maximum spec- tral response over all the rotation angles without geometric means, Boore (2010) introduced the measures of ground-shaking intensity irrespective of the sensor orientation. The measures are RotDnn and RotInn, whose computation is similar to GMRotDnn and GMRotInn without computing the geometric means. With regard to impact on seismic response, the opinion paper by Stewart et al. (2011) and the work by Mackie et al. (2011) on the impact of incidence angle on bridge response are relevant. Specifically, Stewart et al. (2011) noted the importance of computational analysis of structures (which had not been done as of 2011) in proposing appropriate spectra definitions. Other Methodologies for Addressing Seismic Ground Motion Hazards There are several other reports that address the question of the methodology that may be utilized in developing the seismic hazard. These recent studies endeavored to create a method- ology that is easier for engineers, as users, to understand how to tie the seismic hazard to the performance expectation. The variability of these approaches also demonstrates the broad range of options and therefore a limited understanding by practitioners in the bridge design industry. Following are some examples that apply to PBSD. Wang et al. (2016) performed a probabilistic seismic risk analysis (SRA) based on a single ground motion parameter (GMP). For structures whose responses can be better predicted using multiple GMPs, a vector-valued SRA (VSRA) gives accurate estimates of risk. A simplified approach to VSRA, which can substantially improve computational efficiency without losing accuracy, and a new seismic hazard de-aggregation procedure are proposed. This approach and the new seismic hazard de-aggregation procedure would allow an engineer to determine a set of controlling earthquakes in terms of magnitude, sourceâsite distance, and occurrence rate for the site of interest. Wang et al. presented two numerical examples to validate the effectiveness and accuracy of the simplified approach. Factors affecting the approximations in the simplified approach were discussed. Kwong and Chopra (2015) investigated the issue of selecting and scaling ground motions as input excitations for response history analyses of buildings in performance-based earthquake engineering. Many ground motion selection and modification procedures have been developed to select ground motions for a variety of objectives. This report focuses on the selection and scaling of single, horizontal components of ground motion for estimating seismic demand hazard curves of multistory frames at a given site. Worden et al. (2012) used a database of approximately 200,000 modified Mercalli intensity (MMI) observations of California earthquakes collected from U.S. Geological Survey reports, along with a comparable number of peak ground motion amplitudes from California seismic networks, to develop probabilistic relationships between MMI and peak ground velocity (PGV), PGA, and 0.3-s, 1-s, and 3-s 5% damped pseudo-spectral acceleration. After associating each ground motion observation with an MMI computed from all the seismic responses within 2 kilometers of the observation, a joint probability distribution between MMI and ground motion was derived. A reversible relationship was then derived between MMI and each ground motion parameter by using a total least squares regression to fit a bilinear function to the median of the stacked probability distributions. Among the relationships, the fit-to-peak ground velocity has the smallest errors, although linear combinations of PGA and PGV give nominally better results. The magnitude and distance terms also reduce the overall residuals and are justifiable on an information theoretical basis.

Literature Review and Synthesis 17 Another approach to developing the appropriate seismic hazard comes out of Europe. Delavaud et al. (2012) presented a strategy to build a logic tree for ground motion prediction in European countries. Ground motion prediction equations and weights have been determined so that the logic tree captures epistemic uncertainty in ground motion prediction for six different tectonic regions in Europe. This includes selecting candidate GMPEs and simultaneously running them through a panel of six experts to generate independent logic trees and rank the GMPEs on available test data. The collaboration of this information is used to set a weight to the GMPEs and create a consensus logic tree. This output then is run through a sensitivity analysis of the proposed weights on the seismic hazard before setting a final logic tree for the GMPEs. Tehrani and Mitchell (2014) used updated seismic hazard maps for Montreal, Canada to develop a uniform hazard spectra for Site Class C and a seismic hazard curve to analyze bridges in the localized area. Kramer and Greenfield (2016) evaluated three case studies following the 2011 Tohoku earthquake to better understand and design for liquefaction. Existing case history databases are incomplete with respect to many conditions for which geotechnical engineers are often required to evaluate liquefaction potential. These include liquefaction at depth, liquefaction of relatively dense soils, and liquefaction of gravelly soils. Kramer and Greenfieldâs investigation of the three case histories will add to the sparse existing data for those conditions, and their interpretations will aid in the validation and development of predictive procedures for liquefaction potential evaluation. Structural Analysis and Design Predicting the structural response to the earthquake ground motions is critical for the PBSD process. NCHRP Synthesis 440 outlined several analysis methods that can be used to accomplish this task. The multimodal linear dynamic procedures are outlined in AASHTO LRFD Bridge Design Specifications (AASHTO 2014) and AASHTO Guide Specifications for LRFD Seismic Bridge Design (AASHTO 2011), although the Guide Specifications also include the parameters for performing a model pushover analysis in addition to prescriptive detail practices to ensure energy-dissipating systems behave as intended and other elements are capacity-protected. Other methods of analysis may be better suited for PBSD, but the initial PBSD approach will likely follow the procedures of the AASHTO guide specifications, with multi-level hazards and performance expectations. Limited research and code development have been accomplished since NCHRP Synthesis 440, but one new analysis method, outlined in Babazadeh et al. (2015), includes a three-dimensional finite element model simulation that is used to efficiently predict intermediate damage limit states in a consistent manner, with the experimental observations extracted from the actual tested columns. Other recent articles of structural analysis identified areas of improvement in the current design methodology that may be beneficial to PBSD. Huff and Pezeshk (2016) compared the substitute structure method methodology for isolated bearings with the displacement-based design methodology for ordinary bridges and showed that these two methodologies vary in estimating inelastic displacements. Huff (2016a) identified issues that are generally simplified or ignored in current practice of predicting inelastic behavior of bridges during earthquakes, both on the capacity (in the section of the element type and geometric nonlinearities) and demand (issues related to viscous dampening levels) sides of the process. The current SGS methodology for nonlinear static procedures were compared in Hajihashemi et al. (2017) with recent methodologies for multimodal pushover procedures that take into account all significant modes of the structure and with modified equivalent linearization procedures developed for

18 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design FEMA-440 (FEMA 2005). All of these analysis articles identify areas of current discussion on how to improve the analytical procedures proposed in the SGS. NCHRP Synthesis 440 focused primarily on new analysis methods, but a recent increased focus, in both academia and industry, has to do with new materials and systems and their impacts on PBSD. The evolution of enhanced seismic performance has been wrapped into several research topics, such as accelerated bridge construction (ABC), novel columns, and PBSD. The following are several aspects, though not all-encompassing, which have been improved upon in the last 6 years or so. Improving Structural Analysis Through Better Material Data The analysis and performance of a bridge are controlled with material property parameters incorporated into the seismic analysis models, specifically for the push-over analysis method. AASHTO Guide Specifications for LRFD Seismic Bridge Design (AASHTO 2011) specifies the strain limits to use for ASTM A706 (Grade 60) and ASTM A615 Grade 60 reinforcement. These strain limits come from Caltrans study of 1,100 mill certificates for ASTM A706 Grade 60 in the mid-1990s for projects in Caltrans bridge construction. The results were reported as elongationânot strainâat peak stress, so select bar pull tests were performed to correlate elongation to strain at peak stress. This was assumed to be a conservative approach, though it has recently been validated with a new ASTM A706 Grade 80 study at North Carolina State University by Overby et al. (2015a), which showed Caltrans numbers, by comparison, for Grade 60 are reasonable and conservative. Overby et al. (2015b) developed stress strain parameters for ASTM A706 Grade 80 reinforcing steel. Approximately 800 tests were conducted on bars ranging from #4 to #18 from multiple heats from three producing mills. Statistical results were presented for elastic modulus, yield strain and stress, strain-hardening strain, strain at maximum stress, and ultimate stress. Research is currently under way at North Carolina State University that aims to identify strain limit states, plastic hinge lengths, and equivalent viscous damping models for bridge columns constructed from A706 Grade 80 reinforcing steel. Work is also under way at the University of California, San Diego, on applications of Grade 80 rebar for capacity-protected members such as bridge cap beams. Design Using New Materials and Systems Structural analysis and design are fundamentally about structural response to the earthquake ground motion and the analysis methods used to develop this relationship. The complexity of the analysis depends on the geometry of the structure and elements and the extent of inelastic behavior. This is coupled with the damage, or performance criteria but has been broken out for the purposes of this report and NCHRP Synthesis 440. Next generation bridge columns, often referred to as novel columns, are improving as a tool for engineers to control both the structural analysis, as the make-up of the material changes the inelastic behavior, and the element performance of bridges in higher seismic hazards. The energy-dissipating benefits of low damage materialsâsuch as ultrahigh-performance concrete (UHPC), engineered cementi- tious composites (ECC), and shape memory alloy, fiber-reinforced polymer (FRP) wraps and tubes, elastomeric bearings, and post-tensioned strands or barsâcan be utilized by engineers to improve seismic performance and life-cycle costs after a significant seismic event. Recent (Saiidi et al. 2017) studies tested various combinations of these materials to determine if there are columns that can be built with these materials that are equivalent to, or better than, conventional reinforced concrete columns (in terms of cost, complexity, and construction duration) but that improve seismic performance, provide greater ductility, reduce damage, and accommodate a quicker recovery time and reduce loss in both the bridge and the economic environment.

Literature Review and Synthesis 19 Accelerated bridge construction is also a fast-developing field in bridge engineering, with draft guide specifications for design and construction currently being developed for adop- tion by AASHTO for AASHTO LRFD Bridge Design Specifications (AASHTO 2014). ABC has economic impacts that go beyond seismic engineering, but research is focusing on details and connections for accelerated construction in higher seismic regions, moving two research paths forward at the same time. Tazarv and Saiidi (2014) incorporated ABC research with novel column research to evaluate combined novel column materials that can be constructed quickly. The research focused on the performance of materials and how to incorporate them into practice. Key mechanical properties of reinforcing SMA were defined as follows: â¢ Observed yield strength (fyo) is the stress at the initiation of nonlinearity on the first cycle of loading to the upper plateau. â¢ Austenite modulus (k1) is the average slope between 15% to 70% of fyo. â¢ Post yield stiffness (k2) is the average slope of curve between 2.5% and 3.5% of strain on the upper plateau of the first cycle of loading to 6% strain. â¢ Austenite yield strength (fy) is the stress at the intersection of line passing through origin with slope of k1 and line passing through stress at 3% strain with slope of k2. â¢ Lower plateau inflection strength (fi) is the stress at the inflection point of lower plateau during unloading from the first cycle to 6% strain. â¢ Lower plateau stress factor, Î² = 1 â (fi/fy). â¢ Residual strain (eres) is the tensile strain after one cycle to 6% and unloading to 1 ksi (7 MPa). â¢ Recoverable super-elastic strain (er) is maximum strain with at least 90% strain recovery capacity. Using the ASTM standard for tensile testing, er â¤ 6%. â¢ Martensite modulus (k3) is the slope of the curve between 8% to 9% strain, subsequent to one cycle of loading to 6% strain, unloading to 1 ksi (7 MPa) and reloading to the ultimate stress. â¢ Secondary post-yield stiffness ratio, Î± = k3/k1. â¢ Ultimate strain (eu) is strain at failure. A graphical representation is shown in Figure 9, and minimum and expected mechanical properties are listed in Table 3. Other researchers, such as at the University of Washington, are currently testing grouted bars using conventional grouts and finding that these development lengths can be reduced greatly. However, it is the force transfer of the grouted duct to the reinforcing outside the duct that may Figure 9. NiTi SE SMA nonlinear model.

20 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design require additional length to adequately develop the energy-dissipating or capacity-protecting system that was intended by the designer for performance of the bridge in a high seismic event. Tazarv and Saiidi (2014) identified other material properties such as UHPC and ECC, shown in Tables 4 and 5, respectively. Tazarv and Saiidi (2014) also addressed grouted splice sleeve couplers, self-consolidating concrete (SCC), and other connection types that could be used in ABC and novel column configurations, testing these materials in the laboratory to see if various combinations produced a logical system to be carried forward in research, design, and implementation. Trono et al. (2015) studied a rocking post-tensioned hybrid fiber-reinforced concrete (HyFRC) bridge column that was designed to limit damage and residual drifts and that was tested dynamically under earthquake excitation. The column utilized post-tensioned strands, HyFRC, and a combination of unbonded and headed longitudinal reinforcement. There have been two projects related to the field of novel columns and ABC through the National Cooperative Highway Research Program. One project was NCHRP Project 12-101, which resulted in NCHRP Report 864, 2 volumes (Saiidi et al. 2017), and the other project was NCHRP Project 12-105, which resulted in NCHRP Research Report 935 (Saiidi et al. 2020). NCHRP Project 12-101 identified three novel column systemsâspecifically, SMA and ECC, ECC and FRP, and hybrid rocking column using post-tensioned strands and fiber-reinforced Parameter Tensile Compressive,ExpectedbExpectedbMinimuma Table 3. Minimum expected reinforcing NiTi SE SMA mechanical properties. Properties Range Poissonâs Ratio 0.2 Creep Coefficient* 0.2 to 0.8 Total Shrinkage** *Depends on curing conditions and age of loading. up to 900x10-6 Equation Compressive Strength (f'UHPC) f'UHPC 20 to 30 ksi, (140 to 200 MPa) Coefficient of Thermal Expansion (5.5 to 8.5)x10 -6/Â°F, (10 to 15)x10-6/Â°C Specific Creep* (0.04 to 0.3)x10 -6/psi, (6 to 45)x10-6/MPa A time-dependent equation for UHPC strength is available. Tensile Cracking Strength (ft,UHPC) ft,UHPC = 6.7 (psi) f'UHPCEUHPC = 49000 (psi) 0.9 to 1.5 ksi, (6 to 10 MPa) Modulus of Elasticity (EUHPC) 6000 to 10000 ksi, (40 to 70 GPa) **Combination of drying shrinkage and autogenous shrinkage and depends on curing method. Table 4. UHPC mechanical properties.

Literature Review and Synthesis 21 polymer confinementâand compared them to a conventional reinforced column. The research and properties of the material are provided; incorporating laboratory tests and calibration, design examples are created to help engineers understand how to use these advanced materials in a linear elastic seismic demand model and to determine performance using a pushover analysis. It is worth noting that ductility requirements do not accurately capture the perfor- mance capabilities of these novel columns, and drift ratio limits are being used instead, similar to the building industry. NCHRP Project 12-101 also provided evaluation criteria that can be evaluated and incorporated by AASHTO into a guide specification or into AASHTO Guide Specifications for LRFD Seismic Bridge Design (AASHTO 2011) directly. NCHRP Project 12-105 synthesized research, design codes, specifications, and contract language throughout all 50 states and combined the knowledge base and lessons learned for ABC into proposed guide specifications for both design and construction. This work focused on connections, and most of that information is related to seismic performance of ABC elements and systems. Earthquake resisting elements (ERE) and earthquake resisting systems (ERS) are specifically identified, defined, and prescribed for performance in AASHTO guide specifica- tions (AASHTO 2011) but only implicitly applied in AASHTO LRFD Bridge Design Specifications (AASHTO 2014). Since NCHRP Project 12-105 is applicable to both of these design resources, ERE and ERS are discussed in terms of how to apply performance to the force-based seismic design practice of AASHTO LRFD Bridge Design Specifications (AASHTO 2014). The proposed guide specification language also identifies when performance of materials have to be incor- porated into the design, say in higher seismic hazards, and when it is acceptable to apply ABC connections and detailing practices with prescriptive design methodologies. As the industryâs understanding of performance increases, the engineering industry is accepting the benefits that come from a more user-defined engineering practice that is implemented by identifying material properties; evaluating hazards and soil and structural responses; and verifying performance through strain limits, damage limits states, moment curvature, displacements, and ductility. These tools and advancements in ABC and novel column designs, including other material property performance and analytical methodologies, are allowing PBSD to advance in other areas, such as hazard prediction, loss prediction, and the owner decision-making process. Feng et al. (2014a) studied the application of fiber-based analysis to predict the nonlinear response of reinforced concrete bridge columns. Specifically considered were predictions of overall force-deformation hysteretic response and strain gradients in plastic hinge regions. The authors also discussed the relative merits of force-based and displacement-based fiber elements and proposed a technique for prediction of nonlinear strain distribution based on the modified compression field theory. Fulmer et al. (2013) developed a new steel bridge system that is based upon ABC techniques that employ an external socket to connect a circular steel pier to a cap beam through the use of grout and shear studs. The resulting system develops a plastic hinge in the pipe away from the column-to-cap interface. An advantage of the design is ease of construction, as no field welding Properties Range Flexural Strength 1.5 to 4.5 ksi (10 to 30 MPa) Modulus of Elasticity 2600 to 5000 ksi (18 to 34 GPa) Ultimate Tensile Strain 1 to 8% Ultimate Tensile Strength 0.6 to 1.7 ksi (4 to 12 MPa) First Crack Strength 0.4 to 1.0 ksi (3 to 7 MPa) Compressive Strength 3 to 14 ksi (20 to 95 MPa) Table 5. ECC mechanical properties.

22 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design is required: the two assemblies are placed together and the annular space between the column and cap filled with grout. Figure 10 shows the details of this connection, and Figure 11 shows a test of the system. Another system being investigated is isolation bearings or dampening devices. Xie and Zhiang (2016) investigated the effectiveness and optimal design of protective devices for the seismic protection of highway bridges. Fragility functions are first derived by probabilistic seismic demand analysis, repair cost ratios are then derived using a performance-based methodol- ogy, and the associated component failure probability. Subsequently, the researchers tried to identify the optimal design parameters of protective devices for six design cases with various combinations of isolation bearings and fluid dampers and discussed the outcomes. Damage mitigation through isolation and energy dissipation devices is continually improving based on research, development, and implementation in the field. Recent events within the State of Washington, Alaska, and other state agencies have shown that the benefits of these tools can be compromised if the intended performance cannot be sustained for the 75-year design life of the structure. Mackie and Stojadinovic (2015) outlined performance criteria for fabrica- tion and construction that need to be administered properly, and engineers should consider the effects of moisture, salts, or other corrosive environmental conditions that can affect the performance of the isolation or energy-dissipating system. Another constraint with these systems can be the proprietary nature that occurs as a specific isolation or energy-dissipating system is utilized to develop a specific performance expectation that can only be accomplished with the prescribed system. This proprietary nature of these systems can create issues for certain funding sources that require equal bidding opportunities and the project expense that can accompany a proprietary system. To address this type of design constraint, Illinois DOT has been developing an earthquake-resisting system (ERS) to leverage the displacement capacity available at typical bearings in order to provide seismic protection to substructures of typical bridges. LaFave et al. (2013a) identified the effects and design parameters, Source: Fulmer et al. (2013). 5" 4 at 5" O.C. A A A-A Connection Details 45Â° UT 100% 3 8" 12 Studs Spaced Around Cross Section 30Â°Typ. 15Â° Offset Studs Inside Pipe from Cap Beam CL HSS16x0.500 Pipe 24x0.500 2'-0"2 14 " 4 at 5" O.C. 212"-34 "Ã Shear Studs 1'-11" Pipe Stud Detail Grout Provided By and Placed by NCSU Figure 10. Grouted shear stud bridge system.

Literature Review and Synthesis 23 such as fuse capacity, shear response, and sliding response, which can be used to account for more standard bearing configurations in seismic analysis, especially lower seismic hazard regions. A variation on the use of bearings in order to improve seismic performance of a pier wall configuration was outlined in Bignell et al. (2006). Historically, pinned, rocking, and sliding bearings have been used with interior pier walls and steel girder superstructures. These bearing configurations were compared with replacement elastomeric bearing configurations and details for structural analysis techniques, damage limit states, and structural fragility, and performance through probability distributions were utilized as a PBSD process for determining solutions to seismic isolation and enhanced seismic performance. The foundation conditions, pier wall effects, bearing type, and even embankment effects to structural performance were included in this evaluation. Another approach to enhanced performance is modifications to foundation elements or increased understanding and modeling of soilâstructure interaction, specifically where lateral spread or liquefaction design conditions make conventional bridge design and elements imprac- tical. One example of this is the seismic design and performance of bridges constructed with rocking foundations, as evaluated in Antonellis and Panagiotou (2013). This type of rocking goes beyond the loss of contact area currently allowed in the guide specifications. The applica- tion of columns supported on rocking foundations accommodates large deformations, while there is far less damage, and can re-center after large earthquakes. Another approach is to tie a tolerable displacement of an individual deep foundation element to a movement that would cause adverse performance, excessive maintenance issues, or functionality problems with the bridge structure. Roberts et al. (2011) established a performance-based soilâstructureâinteraction design approach for drilled shafts. Chiou and Tsai (2014) evaluated displacement ductility of an in-ground hinging of a fixed head pile. Assessment formulas were developed for the displacement ductility capacity of a fixed-head pile in cohesion-less soils. The parameters in the formulas included the sectional over-strength ratio and curvature ductility capacity, as well as a modification factor for consider- ing soil nonlinearity. The modification factor is a function of the displacement ratio of the pileâs ultimate displacement to the effective soil yield displacement, which is constructed through a number of numerical pushover analyses. Source: Fulmer et al. (2013). Figure 11. Photograph of completed system before seismic testing showing hinge locations.

24 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design Damage Analysis As stated in NCHRP Synthesis 440, it is a fundamental need for the PBSD methodology to determine the type of damage and the likelihood that such damage will occur in the particular components of the structural system. This determination is of vital importance, as the damage sustained by a structure (and its nonstructural components) is directly relatable to the use or loss of a system after an earthquake. Therefore, there is a need to be able to reliably link structural and nonstructural response (internal forces, deformations, accelerations, and displacements) to damage. This is the realm of damage analyses, where damage is defined as discrete observable damage states (e.g., yield, spalling, longitudinal bar buckling, and bar fracture). Although the primary focus of the discussions is on structural components, similar considerations must be made for nonstructural components as well. NCHRP Synthesis 440 outlined an initial discussion on types of structural damage observed during historic earthquakes and laboratory experiments, prefaced the methods that have been developed to predict damage, identified structural details and concepts that could be used to reduce damage even in strong ground shaking, and reviewed post-event inspection tools. The new materials discussed in previous sections also apply to this discussion but are not repeated herein. Accurate damage prediction relies upon accurate definitions of performance limit states at the material level (i.e., strain limits) and the corresponding relationship between strain and displacement. Examples of recent research follow. Research by Feng et al. (2014b, 2014c) used finite element analysis validated by experimental test results to develop a model for predicting the tension strain corresponding to bar buckling. The model considers the impact of loading history on the boundary conditions of longitudinal bar restraint provided by the transverse steel. Goodnight et al. (2016a) identified strain limits to initiate bar buckling based on experimental results from 30 column tests (Equation 2). Following additional bidirectional tests on 12 columns, Equation 2 was revised to Equation 3. In addition, strain limit state equations were proposed for the compression strain in concrete to cause spiral yielding (Goodnight et al. 2017a). Goodnight et al. (2016b) also developed a new plastic hinge length model based on the data collected during those tests, which accounts for the actual curvature distribution in RC bridge columns. The revised model separates the strain penetration component from the flexural component while also recognizing that the hinge length for compression is smaller than that for tension. Brown et al. (2015) developed strain limit state (Equation 4) (tube wall local buckling) and equivalent viscous damping equations for reinforced concrete filled steel tubes (RCFSTs). The recommendations of the authors were based upon reversed cyclic tests of 12 RCFSTs of variable D/t (diameter to thickness) ratios. 0.03 700 0.1 (2)bucklingbar f E P f A s s yhe s ce g Îµ = + Ï â â² 0.032 790 0.14 (3)bucklingbar f E P f A s s yhe s ce g Îµ = + Ï â â² 0.021 9100 (4)tension buckling D t yÎµ = â â¥ Îµ

Literature Review and Synthesis 25 where rs = reinforcement ratio, fyhe = expected yield strength of the steel tube (ksi), Es = elastic modulus of steel (ksi), P = axial load (kip), f â²ce = expected concrete strength (ksi), Ag = gross area of concrete (in.2), D = diameter of tube (in.), t = thickness of tube (in.), and ey = yield strain for steel (in./in.). Loss Analysis The PBSD combines the seismic hazard, structural, and damage analysis into a performance matrix that can be estimated into a loss metric. There are many loss metrics that can be used by, and that are important to, stakeholders and decision makers (discussed in detail in NCHRP Synthesis 440), but all these metrics can be boiled down to three main categories: deaths, dollars, and downtime. Bertero (2014) discussed earthquake lessons, in terms of loss, to be considered in both design and construction of buildings. At the beginning of 2010, two large earthquakes struck the Americas. The January 12, 2010, Haiti earthquake with a magnitude 7.0 produced about 300,000 deaths (second by the number of fatalities in world history after the 1556 Shaanxi, China earthquake). A month later, the February 27, 2010, Maule Chilean earthquake with a magnitude 8.8 (an energy release 500 times bigger than that from the Haiti earthquake) produced 500 deaths, most due to the resulting tsunami. However, the Chilean earthquake caused more than $30 billion of direct damage, left dozens of hospitals and thousands of schools nonoperational, and caused a general blackout for several hours, as well as the loss of service of essential communications facilities, crucial to take control of the chaotic after-earthquake situ- ation. Bertero (2014) compared the severity of both earthquakes and comments on their effects to life and the economy of the affected countries, as well as the features of the seismic codes or the absence of codes. An example of risk analysis with PBSD is utilized in Bensi et al. (2011), with the development of a Bayesian network (BN) methodology for performing infrastructure seismic risk assessment and providing decision support with an emphasis on immediate post-earthquake applications. A BN is a probabilistic graphical model that represents a set of random variables and their probabilistic dependencies. The proposed methodology consists of four major components: (1) a seismic demand model of ground motion intensity as a spatially distributed random field, accounting for multiple sources and including finite fault rupture and directivity effects; (2) a model for seismic performance of point-site and distributed components; (3) models of system performance as a function of component states; and (4) models of post-earthquake decision making for inspection and operation or shutdown of components. The use of the term Bayesian to describe this approach comes from the well-known Bayes rule, attributed to the 18th-century mathematician and philosopher Thomas Bayes: A B AB B B A B A( ) ( )( ) ( ) ( ) ( )= =Pr Pr Pr Pr Pr Pr (5) Pr(AB) is the probability of joint occurrence of Events A and B; Pr(A) is the marginal probability of Event A; Pr(A|B) is the conditional probability of Event A, given that Event B

26 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design has occurred; and Pr(B) is the marginal probability of Event B. The quantity Pr(B | A) is known as the likelihood of the observed Event B. Note that the probability of Event A appears on both sides of Equation 5. The Bayes rule describes how the probability of Event A changes given information gained about the occurrence of Event B. For discrete nodes, a conditional probability table is attached to each node that provides the conditional probability mass function (PMF) of the random variable represented by the node, given each of the mutually exclusive combinations of the states of its parents. For nodes without parents (e.g., X1 and X2 in Figure 12), known as root nodes, a marginal probability table is assigned. The joint PMF of all random variables X in the BN is constructed as the product of the conditional PMFs: (6) 1 p x p x Pa xi ii nâ( ) ( )( )= = Bensi et al. (2011) goes on to introduce BN models further and discusses how to incorporate BN-based seismic demand models into bridge design. The BN methodology is applied to modeling of random fields, construction of an approximate transformation matrix, and numer- ical investigation of approximation methods, including a discussion on the effect of correlation approximations on system reliability. Modeling component performance with BNs to capture seismic fragility of point-site components and distributed components, as well as modeling system performance of BNs with both qualitative and conventional methods, is explained. This reference goes on to identify efficient minimal link set (MLS), minimal cut set (MCS) formulations, optimal ordering of efficient MLS and MCS formulations, and heuristic augmen- tation that can be utilized with the BN methodology. Bensi et al. (2011) continues the PBSD process by addressing the owner decision-making process (see more discussion later in the report) and how to incorporate this model into that process. Two example problems are provided utilizing this methodology, including a California high-speed rail system that incorporates the bridge modeling into the example. Similarly, in Tehrani and Mitchell (2014), the seismic performance of 15 continuous four- span bridges with different arrangements of column heights and diameters was studied using incremental dynamic analysis (IDA). These bridges were designed using the Canadian Highway Bridge Design Code provisions (CSA 2006). The IDA procedure has been adopted by some guidelines to determine the seismic performance, collapse capacity, and fragility of buildings. Similar concepts can be used for the seismic assessment of bridges. Fragility curves can be devel- oped using the IDA results to predict the conditional probability that a certain damage state is exceeded at a given intensity measure value. Assuming that the IDA data are lognormally distributed, it is possible to develop the fragility curves at collapse (or any other damage state) by computing only the median collapse capacity and the logarithmic standard deviation of the IDA results for any given damage state. The fragility curves can then be analytically computed using Equation 7 as follows: ln ln (7)50% TOT P failure S x x S a a C( )( ) ( )= = Î¦ â Î² ï£® ï£°ï£¯ ï£¹ ï£»ï£º where function F = cumulative normal distribution function, SCa 50% = median capacity determined from the IDA, and Î²TOT = total uncertainty caused by record-to-record variability, design requirements, test data, and structural modeling. Figure 12. A simple BN.

Literature Review and Synthesis 27 The seismic risk associated with exceeding different damage states in the columns, includ- ing yielding, cover spalling, bar buckling, and structural collapse (i.e., dynamic instability) was predicted. Some simplified equations were derived for Montreal, Quebec, Canada, to estimate the mean annual probability of exceeding different damage states in the columns using the IDA results. Repair and retrofit procedures are linked to loss predictions, as outlined in the FHWAâs retro- fitting manual (Buckle et al. 2006). Several chapters/articles address analysis, methodologies, effects, analytical tools, and costs for retrofit and repairs to mitigate damage or return a structure to a serviceable condition. Zimmerman et al. (2013) is one example, in which numerical techniques and seismic retrofit solutions for shear-critical reinforced concrete columns was investigated, utilizing test data of a reinforced concrete column with widely spaced transverse reinforcement. The study focused on the analysis method of nonlinear trusses and the retrofit option known as supplemental gravity columns, which is an example of how loss prediction and the analysis process are linked and should be iterated through PBSD. Organization-Specific Criteria for Bridges and Project-Specific Criteria NCHRP Synthesis 440 has two sections of criteria: organization-specific criteria for bridges and project-specific criteria. New information for both of these sections since NCHRP Synthesis 440 published is combined. The California DOT (Caltrans) Caltrans is currently updating their Seismic Design Criteria (SDC) to specify requirements to meet the performance goals for newly designed Ordinary Standard and Recovery Standard con- crete bridges. Nonstandard bridges require Project-Specific Seismic Design Criteria, in addition to the SDC, to address their nonstandard features. For both standard and nonstandard bridges, Caltrans is also categorizing their inventory in terms of Ordinary Bridges, Recovery Bridges, and Important Bridges. Some states have had issues with terms like Important or Essential, as a bridge is considered important to those that utilize each bridge. Caltrans is using these terms to correlate with loss analysis of an ownerâs infrastructure and the time to reopen the bridge to support lifeline and recovery corridors. The bridge performance is also evaluated using a dual-seismic hazard; for Caltrans SDC they are listed as a Safety Evaluation Earthquake (SEE) for Ordinary Bridges. Both SEE and Functional Evaluation Earthquake (FEE) for Recovery Bridges are summarized in Table 6. Caltrans SDC revisions will also provide updates to the design parameters in Chapter 3 of the SDC and updates to both the analysis methods and displacement ductility demand values in Chapter 4 of the SDC. The adjustments to the displacement ductility demand values are revised to limit the bridge displacements beyond the initial yielding point of the ERE, specifically if a recovery standard bridge is being designed. The revisions to their SDC is an example of how PBSD is being gradually introduced as a better method of dealing with the hazards, soilâstructure interaction, analysis tools, methodologies, material properties, damage states, performance, and loss. Similar revisions are being made to Seismic Design Specifications of Highway Bridges, as detailed in Japan Road Association (JRA) revisions in 2012. A synopsis of the revisions is provided in Kuwabara et al. (2013). The JRA specifications apply to Japanese road bridges and consist of five parts: Part I, Common; Part II, Steel Bridges; Part III, Concrete Bridges; Part IV, Substruc- tures; and Part V, Seismic Design. The revisions are based on improvements in terms of safety,

28 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design serviceability, and durability of bridges. Based on those lessons, design earthquake ground motions corresponding to the subduction-type earthquake were revised, and the requirements for easy and secure maintenance (inspection and repair works) for the bridges were clearly specified. JRA has clarified their performance of ERE conventionally reinforced columns for a dual-level (SPL 2 and SPL 3) seismic performance evaluation, as summarized in Table 7. The JRA 2012 revisions also address connection failures between reinforced concrete steel piles and the pile-supported spread footing to improve structural detailing and performance at the head of the piles. This is similar to research performed by the University of Washington, see Stephens et al. (2015) and Stephens et al. (2016) for both Caltrans and Washington State DOT, respectively, to evaluate capacity protecting this region and even considering the development of plastic hinges at these locations for combined hazard events or large lateral spreading and liquefaction occurrences. Caltrans also funded a study by Saini and Saiidi (2014) to address probabilistic seismic design of bridge columns using a probabilistic damage control approach and reliability analysis. Source: Caltrans. BRIDGE CATEGORY SEISMIC HAZARD EVALUATION LEVEL POST EARTHQUAKE DAMAGE STATE EXPECTED POST EARTHQUAKE SERVICE LEVEL Table 6. Caltrans draft proposed seismic design bridge performance criteria. SPL2 SPL3 Note: SPL1: Fully operational is required. Limit state of bridge is serviceability limit state. Negligible structural damage and nonstructural damage are allowed. Table 7. Seismic performance of bridge and limit states of conventionally reinforced concrete bridge column.

Literature Review and Synthesis 29 The probabilistic damage control approach uses the extent of lateral displacement nonlinearity defined by Damage Index (DI) to measure the performance of bridge columns. DI is a measure of damage from the lower measure of zero damage to the ultimate measure of a collapse mecha- nism for an element that has been subjected to base excitations. The performance objective was defined based on predefined apparent Damage States (DS), and the DS were correlated to DIs based on a previous study at the University of Nevada, Reno (Figure 13) (Vosooghi and Saiidi 2010). A statistical analysis of the demand damage index (DIL) was performed to develop fragility curves (load model) and to determine the reliability index for each DS. The results of the reliability analyses were analyzed, and a direct probabilistic damage control approach was developed to calibrate design DI to obtain a desired reliability index against failure. The calculated reliability indices and fragility curves showed that the proposed method could be effectively used in seismic design of new bridges, as well as in seismic assessment of existing bridges. The DS and DI are summarized with performance levels defined by Caltrans in Table 8, which shows the correlation between DS and DI. Figure 14 shows a fragility curve using lognormal distribution. Figure 15 shows both the fragility curves (upper two graphs) and reliability indices (lower two graphs) for four column bents (FCBs), with 4-foot diameter columns that are 30 feet in length in Site D for both the 1000 year and 2500 year seismic events. Note: O-ST = ordinary standard bridge, O-NST = ordinary nonstandard bridge, Rec. = recovery bridge, Imp. = important bridge, and NA = not applicable. Damage State (DS) Service to Public Service to Emergency Emergency Repair Design Damage Index (DI) Earthquake Levels (Years) Table 8. Design performance levels. DI P (D I { D S) Figure 13. Correlation between DS and DI.

30 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design Figure 14. Fragility curve. 100% 80% 60% 40% 20% 0% 0.00 0.20 0.40 0.60 0.80 1.00 P (D I L ) DIL 4.0 3.0 2.0 1.0 0.0 R el ia bi lit y In de x | D S DS3 DS4 DS5 DS6 Damage State (DS) 6.0 5.0 4.0 3.0 2.0 1.0 0.0 R el ia bi lit y In de x | D S DS3 DS4 DS5 DS6 Damage State (DS) (a) (b) (d)(c) 0.00 0.20 0.40 0.60 0.80 1.00 DIL 100% 80% 60% 40% 20% 0% P (D I L ) Figure 15. Fragility curves and reliability indices for FCBs with 4-foot columns in Site D. The Oregon DOT The Oregon DOT is developing a global plan for addressing resiliency in order to improve recovery for the next Cascadia Earthquake and Tsunami, using PBSD in terms of applying applicable hazards, identifying critical services, developing a comprehensive assessment of structures and systems, and updating public policies. The resilience goals are similar to those discussed at the beginning of this chapter, with the following statement: Oregon citizens will not only be protected from life-threatening physical harm, but because of risk reduction measures and pre-disaster planning, communities will recover more quickly and with less continuing vulnerability following a Cascadia subduction zone earthquake and tsunami.

Literature Review and Synthesis 31 Research has shown that the next great (magnitude 9.0) Cascadia subduction zone earth- quake is pending, as shown in Figure 16. This comparison of historical subduction zone earthquakes in northern California, Oregon, and Washington covers 10000 years of seismic history. The evidence of a pending event has made decision makers and the public take notice and put forth resources to develop strategies revolving around PBSD. Oregonâs performance-based features are modified from NCHRP Synthesis 440 to account for a third hazard condition: Cascadia Subduction Zone Earthquake (CSZE) in Oregon DOTâs Bridge Design and Drafting ManualâSection 1, Design (Oregon DOT 2016a; see also Oregon DOT 2016b). Design of new bridges on and west of US 97 references two levels of perfor- mance criteria: life safety and operational. Design of new bridges east of US 97 requires life safety criteria only. Seismic design criteria for life safety and operational criteria are described as follows. â¢ âLife Safetyâ Criteria: Design all bridges for a 1,000-year return period earthquake (7 percent prob- ability of exceedance in 75 years) to meet the âLife Safetyâ criteria using the 2014 USGS Hazard Maps. The probabilistic hazard maps for an average return period of 1,000 years and 500 years are available at ODOT Bridge Section website, but not available on USGS website. To satisfy the âLife Safetyâ criteria, use Response Modification Factors from LRFD Table 3.10.7.1-1 using an importance category of âother.â â¢ âOperationalâ Criteria: Design all bridges on and west of US 97 to remain âOperationalâ after a full rupture of Cascadia Subduction Zone Earthquake (CSZE). The full-rupture CSZE hazard maps are available at the ODOT Bridge Section website. To satisfy the âOperationalâ criteria, use Response Modification Factors from LRFD Table 3.10.7.1-1 using an importance category of âessential.â When requested in writing by a local agency, the âOperationalâ criteria for local bridges may be waived. The CSZE is a deterministic event, and a deterministic design response spectrum must be generated. To allow for consistency and efficiency in design for the CSZE, an application for generating the design response spectra has been developed by Portland State University (Nako et al. 2009). AASHTO guide specifications values for Table 3.4.2.3-1 are modified into two tables for (1) values of Site Factor, Fpga, at zero-period on the acceleration spectrum and (2) values of Site Factor, Fa, for short-period range of acceleration spectrum. Table 3.4.2.3-2 is replaced with values of Site Factor, Fv, for long-period range of acceleration spectrum. For seismic retrofit projects, the lower level ground motion is modified to be the CSZE with full rupture, as seen in Table 9. Performance levels, including performance level zero (PL0), are specified based on bridge importance and the anticipated service life (ASL) category required. Source: OSSPAC (2013). Figure 16. Cascadia earthquake timeline.

32 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design The South Carolina DOT South Carolina Department of Transportation (South Carolina DOT) has updated its geo- technical design manual (South Carolina DOT 2019). Chapters 12, 13, and 14 for geo technical seismic analysis, hazard, and design, respectively, have been updated to current practices and research, including incorporation of PBSD hazard prediction. South Carolina DOT is also updating their site coefficients to be more appropriate for South Carolinaâs geologic and seismic conditions; see Andrus et al. (2014). Note that with the revisions, South Carolina DOT issued a design memorandum in November 2015 that revised the substructure unit quantitative damage criteria (maximum ductility demand) table (Table 7.1 of the SCDOT Seismic Design Specifications for Highway Bridges). See Table 10. The Utah DOT The Utah DOT and Brigham Young University (see Franke et al. 2014a, 2014b, 2015a, 2015b, 2015c, 2016) are researching the ability for engineers to apply the benefits of the full performance- based probabilistic earthquake analysis without requiring specialized software, training, or education. There is an emphasis on differences between deterministic and performance-based procedures for assessing liquefaction hazards and how the output can vary significantly with these two methodologies, especially in areas of low seismicity. Guidance is provided regarding when to use each of the two methodologies and how to bind the analysis effort. Additionally, a simplified performance-based procedure for assessment of liquefaction triggering using liquefaction loading maps was developed with this research. The components of this tool, as well as step-by-step procedures for the liquefaction initiation and lateral spread displacement models, are provided. The tool incorporates the simplified performance-based procedures determined with this research. National Highway Institute Marsh et al. (2014) referenced a manual for the National Highway Instituteâs training course for engineers to understand displacement-based LRFD seismic analysis and design of bridges, which is offered through state agencies and open to industry engineers and geotechnical engi- neers. This course helps designers understand the principles behind both force-based AASHTO (AASHTO 2014) and displacement-based AASHTO (AASHTO 2011) methodologies, including a deeper understanding of what performance means in a seismic event. Other similar courses are also being offered to industry and are improving the understanding of practicing engineers. Federal Emergency Management Agency The Federal Emergency Management Agency (FEMA) has developed a series of design guidelines for seismic performance assessment of buildings and three of the five documents EARTHQUAKE GROUND MOTION BRIDGE IMPORTANCE and SERVICE LIFE CATEGORY Table 9. Modifications to minimum performance levels for retrofitted bridges.

Literature Review and Synthesis 33 are referenced in FEMA (2012a, 2012b, 2012c). A step-by-step methodology and explanation of implementation are provided for an intensity-based assessment and for a time-based assess- ment. The process of identifying and developing appropriate fragility curves is demonstrated. A software program called Performance Assessment Calculation Tool has also been developed with a user manual that is included in the FEMA documents to help engineers apply PBSD to the building industry. Japan Road Association The Japan Road Association (JRA) Design Specifications have been revised based on the performance-based design code concept in response to the international harmonization of design codes and the flexible employment of new structures and new construction methods. Figure 17 shows the code structure for seismic design using the JRA Design Specifications. The performance matrix is based on a two-level ground motion (Earthquakes 1 and 2), with the first one based on an interpolate-type earthquake and magnitude of around 8, and the second one with a magnitude of around 7 with a short distance to the structure. Kuwabara et al. (2013) outlined the incremental revisions from the JRA Design Specif i- cations between 2002 and 2012. These revisions include, but are not limited to, the ductility design method of reinforced concrete bridges, plastic hinge length equation, evaluation of hollow columns, and the introduction of high-strength steel reinforcement. Following the 2016 earthquake in Kumamoto, Japan, a new version of the JRA Design Specifications is in the works. Note: Analysis for FEE is not required for OC III bridges. Source: South Carolina DOT (2015). Design Earthquake Operational Classification (OC)Bridge Systems Table 10. South Carolina DOT substructure unit quantitative damage criteria (maximum ductility demand ld).

34 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design Identification of Knowledge Gaps The resources to develop guide specifications for PBSD are improving with examples such as the upcoming Seismic Design Criteria, Version 2 from Caltrans, which will address aspects of PBSD and the building industryâs efforts to develop practices in PBSD and tools for engineers and owners to collaborate on solutions based on performance criteria and expectations. There is still a perception that the bridge industry could better predict likely performance in large, damaging earthquakes than is being done at the present, and there are still gaps in that knowledge base that need to be closed. Most of the knowledge gaps listed in Marsh and Stringer (2013) are still applicable today; see Table 11. The technology readiness levels represent what has been developed and used; what research is done, ongoing, and being discussed; and what only exists in concept. Knowledge gaps certainly exist in all facets of PBSD; however, other key knowledge gaps beyond those listed in NCHRP Synthesis 440 (Marsh and Stringer 2013) that should be closed in order to improve the implementation of PBSD are covered. Objectives of Codes Mandated Specifications Overall Goals Functional Requirements (Basic Requirements) Performance Requirement Level Verification Methods and Acceptable Solutions Can be Modified or May be Selected with Necessary Verifications Importance, Loads, Design Ground Motion, Limit States Principles of Performance Verification Verifications of Seismic Performances (Static and Dynamic Verifications) Evaluation of Limit States of Members (RC and Steel Columns, Bearings, Foundations and Superstructure) Unseating Prevention Systems Principles of Seismic Design Figure 17. Code structure for seismic design using JRA design specifications. TRL Description 0-25 25-50 50-75 75-100 1 PBSD concept exists 2 Seismic hazard deployable 3 Structural analysis deployable 4 Damage analysis deployable 5 Loss analysis deployable 6 Owners willing and skilled in PBSD 7 Design guidelines 8 Demonstration projects 9 Proven effectiveness in earthquake Technology Readiness Level (TRL) % of Development Complete Table 11. Technology readiness levels for PBSD.

Literature Review and Synthesis 35 Gaps related to structural analysis can include minimum and expected properties for reinforcing greater than Grade 80, stainless steel, and other materials that can improve serviceability and in some conditions performance. Oregon DOT has been using stainless steel in their bridges located along the coastline and other highly corrosive environments to extend the service life of the bridge; however, many of these locations are also prone to large CSZE and the use of these materials in earthquake resisting elements is still being developed. In the State of Washingtonâs resiliency plan, outlined in Washington State Emergency Management CouncilâSeismic Safety Committee (2012), what is missing is a link between damage levels and return to service. This is a knowledge gap given what we know structurally and what this report is suggesting as a desired goal for post-earthquake recovery. Gaps related to decision makers can include bridge collapse. It is not intended that the PBSD guide specifications will address tsunami events, but the JRA specifications do address tsunami as well as landslide effects. Figures 18 and 19 are examples of these other types of failure systems and show the collapse of bridges caused by effects other than ground motion (Kuwabara et al. 2013). The decision to combine these types of effects with a seismic hazard, even combining liquefaction, down drag, and lateral spreading effects, needs additional clarification and is currently left up to the owner to assess implications of probability, safety, and cost ramifications. Liang and Lee (2013) summarized that in order to update the extreme event design limit states in the AASHTO 2014, combinations of all nonextreme and extreme loads need to be formulated on the same probability-based platform. Accounting for more than one-time variable load creates a complex situation, in which all of the possible load combinations, even many that are not needed for the purpose of bridge design, have to be determined. A formulation of a criterion to determine if a specific term is necessary to be included or rejected is described, and a comparison of the value of a given failure probability to the total pre-set permissible design failure probability can be chosen as this criterion. Figure 18. Collapse of bridge due to landslide. (Note: Reprinted courtesy of the National Institute of Standards and Technology, U.S. Department of Commerce. Not copyrightable in the United States). Source: Kuwabara et al. (2013).

36 Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design While the seismic hazard definition was once thought to be relatively well understood, there is a growing knowledge gap related to the effect of rotation angle on intensity of ground motions and how the use of a geometric mean of the motions, or other methods of including the effect of rotation angle (RotDxx), should be incorporated into seismic design. This issue is not specific to PBSD; like all seismic design methods, PBSD is reliant on a full understanding of the hazard definition for proper implementation. The knowledge gaps identified in NCHRP Synthesis 440 are still applicable. Many of these knowledge gaps will become evident to both engineers and decision makers as the PBSD guidelines are developed. Overall, the baseline information to develop PBSD guide specifica- tions are in place. Industryâs end goal of understanding the relationship between risk-based decision making and design decisions and methodologies to meet performance goals is going to be an iterative process. Figure 19. Collapse of bridge due to tsunami. (Note: Reprinted courtesy of the National Institute of Standards and Technology, U.S. Department of Commerce. Not copyrightable in the United States). Source: Kuwabara et al. (2013).

Performance-based seismic design (PBSD) for infrastructure in the United States is a developing field, with new research, design, and repair technologies; definitions; and methodologies being advanced every year.

The TRB National Cooperative Highway Research Program's NCHRP Research Report 949: Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design presents a methodology to analyze and determine the seismic capacity requirements of bridge elements expressed in terms of service and damage levels of bridges under a seismic hazard. The methodology is presented as proposed AASHTO guidelines for performance-based seismic bridge design with ground motion maps and detailed design examples illustrating the application of the proposed guidelines and maps.

Supplemental materials to the report include an Appendix A - SDOF Column Investigation Sample Calculations and Results and Appendix B - Hazard Comparison.

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IMAGES

Thesis chapter 2 sample
Chapter 2 Thesis Introduction Sample
18 Thesis Outline Templates and Examples (Word
Chapter 2 Thesis Introduction Sample
Chapter 2 Thesis Introduction Sample
Chapter 2 thesis introduction writing

VIDEO

Thesis in 3 Weeks: Day 16
Thesis in 3 Weeks: Day 14
Thesis in 3 Weeks: Day 1
Thesis in 3 Weeks: Day 4
Writing my thesis and Potential Vorticity
Research/Thesis Proposal Format

COMMENTS

PDF CHAPTER II: LITERATURE REVIEW
The Civil Rights Act of 1964 prohibits. discrimination on the basis of race, color, religion, sex or national origin. Title IX in 1972. protects from discrimination based on sex in education programs and activities that receive. federal assistance (U.S. Department of Labor Report, 2011). Women's attendance at the.
Dissertation & Thesis Outline
Example: Mix of different constructions Chapter 2 contains a review of the relevant literature that I used for the purposes of this paper. The methods used in the study are then described in Chapter 3, after which the results are presented and discussed in Chapter 4. Sample verbs for variation in your chapter outline
PDF CHAPTER 2: Literature Review
The first two parts of this review of the literature will describe two types of research: research on teaching and research on teachers' conceptions. Each section will summarize the assumptions and major findings of these types of research. The third part of this literature review is a summary of research on effective problem solving.
PDF CHAPTER 2 Introduction & Literature Review A distribute
chapter is written using universal dissertation headings to help students write their phenomenological dissertations within the most common dissertation configuration. Students are encour-aged to deviate from this heading structure as their universities allow. Typically, the problem statement is the center of the disserta-
PDF SUGGESTED DISSERTATION OUTLINE
These are guidelines only. You must consult with your dissertation chair and committee members to determine the elements of your dissertation as well as the order of those elements. Dissertation proposals should include the elements normally found in Chapters 1, 2, 3, and the References of a dissertation.
Examples of thesis and chapter formats when including publications
Example 1 Example 2 Example 3 Example 4 Example 5. Chapter 1: Introduction. Chapter 2: Literature review. Chapter 3: Methods. Chapter 4: Paper 1 & general discussion. Chapter 5: Paper 2. Chapter 6: Regular thesis chapter - results. Chapter 7: Regular thesis chapter/general discussion tying in published and unpublished work.
Dissertation Structure & Layout 101 (+ Examples)
Time to recap…. And there you have it - the traditional dissertation structure and layout, from A-Z. To recap, the core structure for a dissertation or thesis is (typically) as follows: Title page. Acknowledgments page. Abstract (or executive summary) Table of contents, list of figures and tables.
PDF APA Style Dissertation Guidelines: Formatting Your Dissertation
Dissertation Content When the content of the dissertation starts, the page numbering should restart at page one using Arabic numbering (i.e., 1, 2, 3, etc.) and continue throughout the dissertation until the end. The Arabic page number should be aligned to the upper right margin of the page with a running head aligned to the upper left margin.
PDF What Is a Literature Review?
Slide 1. Mainly Chapter 2 of a doctoral dissertation. An exhaustive exposition of the literature sources (especially methods and findings) that a researcher consulted in order to understand and investigate his or her research problem. Built from the annotated bibliography assignment (#4) from the Methods of Inquiry (MOI) course.
PDF A Complete Dissertation
DISSERTATION CHAPTERS Order and format of dissertation chapters may vary by institution and department. 1. Introduction 2. Literature review 3. Methodology 4. Findings 5. Analysis and synthesis 6. Conclusions and recommendations Chapter 1: Introduction This chapter makes a case for the signifi-cance of the problem, contextualizes the
Chapter 2: Home
Chapter 2 covers the literature review. It provides a detailed analysis of the theory/conceptual framework used in the study. In addition, chapter 2 offers a thorough synthesis of the available, current, scholarly literature on all aspects of the topic, including all points of view.
How To Write Chapter 2 Of A PhD Thesis Proposal (A Beginner's Guide)
Chapter summary; Final thoughts on how to write chapter 2 of a PhD thesis proposal ; The format for the literature review chapter is discussed below: Introduction to the chapter. This section is about a paragraph-long and informs the readers on what the chapter will cover. Theoretical review. The theoretical review follows immediately after the ...
Free Dissertation & Thesis Template (Word Doc & PDF)
The cleanly-formatted Google Doc can be downloaded as a fully editable MS Word Document (DOCX format), so you can use it as-is or convert it to LaTeX. Download The Dissertation Template. Download Grad Coach's comprehensive dissertation and thesis template for free. Fully editable - includes detailed instructions and examples.
(PDF) CHAPTER 2 REVIEW OF RELATED LITERATURE
CHAPTER 2 REVIEW OF RELATED LITERATURE. January 2019; ... thesis or the problem / issue to be addressed. It is the scholarly core of the dissertation. ... The sample compromised 40 subjects, 20 ...
PDF MANUAL For Thesis and Dissertations STYLE & FORMAT
In every case, consult with your committee regarding the form and arrangement of the bibliography. 3. TEXT FORMAT. 3.1. Style. With the exception of the guidelines in this booklet, all aspects of style, usage, and format are left to the discretion of the institute/department and thesis committee.
How to Write Chapter Two of Research Projects
2.2.2 Interstitial Theory of Ranking 2.2.3 Grusse Theory of Social Learning But the most important thing to note while writing this part is that, apart from making sure that you must do a thorough research and ensure that the most relevant theories for your research topic is selected, your theoretical review must capture some important points ...
What is the best format for chapter 2 thesis?
All Answers (3) Munazza Danish. Indus University. Well, I think chapter two plays a leading role, gives a direction to the study so it has to be drafted accordingly. Start the topic in general ...
Thesis Format
Thesis Format. Thesis format refers to the structure and layout of a research thesis or dissertation. It typically includes several chapters, each of which focuses on a particular aspect of the research topic. The exact format of a thesis can vary depending on the academic discipline and the institution, but some common elements include:
Chapter-II
Chapter 2 sample. Course. Action Research (MAEE 315) 12 Documents. Students shared 12 documents in this course. University Golden Gate Colleges. Academic year: 2019/2020. Uploaded by: Anonymous Student. This document has been uploaded by a student, just like you, who decided to remain anonymous.
(PDF) Chapter 2 Review of Related Literature
study. Chapter 2 is divided into 4 parts, namely : (1) E-. Learning, (2) Conventional classroom learning, (3) English. Achievement; and (4) Synthesis. The first topic, E-Learning, is a discussion ...
CHAPTER 2 REVIEW OF RELATED LITERATURE AND STUDIES
A Critical Paper: The Miseducation of the Filipinos. Ezekiel Succor. Download Free PDF. View PDF. CHAPTER 2 REVIEW OF RELATED LITERATURE AND STUDIES This chapter presents the related literature and studies after the thorough and in-depth search done by the researchers.
Research Paper, Chapter 2 Example 6 pages
Chapter 2 Review Of Related Literature This chapter will provide related literature that the researcher deemed relevant to further strengthen the importance of our study.. What is E-Learning/Online learning E-learning is exclusively defined as "instructional content or learning experiences delivered or enabled by electronic technology" (Servage, 2005:306).
Chapter 2
Suggested Citation:"Chapter 2 - Literature Review and Synthesis." National Academies of Sciences, Engineering, and Medicine. 2020. Proposed AASHTO Guidelines for Performance-Based Seismic Bridge Design. Washington, DC: The National Academies Press. doi: 10.17226/25913.